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t k 4,1,v K- \ mi MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A 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:R41832507 thru R41832521 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ti-4n PR op, tiNGINEk. /44/ � • 2PE 9t yfi'°,,,OREGON 9��i 'Ab fi j$ER ,� 4 A. Heck. EXPIRES:06/30/2015 April 22,2014 Hemandez,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. ....... lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89 UP Fax916/676-1909 5A 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:R41832507 thru R41832521 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. olONTO 1,14? ...i--.\\ . ‘.4 ,., I, j t,1 i %.„r vd t, 49639 ,'' o.� crs OVAL ; April 22,2014 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 ANSUTPI 1. Job Truss Truss Type Qty Ply 5A R41832507 PL14-89 UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? I 2-6-0 I I 2-2-9 I I 1-2-0 I I 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 00 N 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 100_/111 111-3-1 1 I 16-4-12 I 9-11-9 0-1-8 0-7-0 5-0-3 0-7-0 0-14 Plate Offsets(XX): 110:0-1-8,Edge1.[11:0-1-8,Eddel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .3 ONTO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 ,,{�, BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 0$ > WASIN, WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 Q A NOTES a ..x i k: ,Z ti 1)Unbalanced floor live loads have been considered for this design. C3 2)Refer to girder(s)for truss to truss connections. e. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfTPI 1, 1Er r 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 Td 49639 be attached to walls at their outer ends or restrained by other means. Q� GISZT ' 46 LOAD CASE(S) Standard rS'1ONAI: - �\ 4NG EF9 i.�� 87022P -' icv 9SFRGON (1,`31v © E3ER 1 ,S SA H' EXPIRES:06/30/2015 April 22,2014 r ®WARS/MI-Veal"deign parauxmrsand WAD PPTESCNTHIS ANL/7KUP SDPala REFERENCE PAGE MUT 7473 me 1/26//51/S vMEUS: Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Iiii 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 fabrication.quality control,storage,delvery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Ckms Heights,CA,95610 If Southern alae(Sal lumber is specified,nine design vigues are those affective OGAUPG13 WASSC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89 UP F02- Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-NHuVAQIjggU4Th?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 1 1 1-2-0 I I 1-o-9 I Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 Ne c e -../- J r e ee o NII 1 A.. 12 11 10 9 3x4= 3x6 = 3x4 = 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-1113 111-1-3 1 1 14-10-12 I 9-9-11 0-1-8 0-7-0 3-8-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8.Edael.111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:66 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 puriins, 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) 13=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10NIO it TOP CHORD 2-3=-2140/0,3-4=2140/0,4-5=1912/0,5-6=-1912/0,6-7=-1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 j ov WAS, 1. WEBS 6-10=418/0,2-13=1467/0,2-12=0/844,4-11=536/22,7-9=1480/0,7-10=0/810 0 NOTES A� i R 4 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 1rr, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. X71 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 "a9 �,` be attached to walls at their outer ends or restrained by other means. " +4" ACQ 4�+�73 + LOAD CASE(S) Standard 0IYAL'0° .1:c ,k,,,Gp PROF? ,\c �N . GINE . /, �' 87022PE 5r, f co cki y SAT OREGO �' 4 EXPIRES:06130/2015 April 22,2014 t t A mac-Ver;P)T*Alga pararaortrsasdREAD MIESONTHIS ANL matzo MITEK8EFERE PAGE(47I7473rex1/18/2014D USS. '�». 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 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,001-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 it8,nssrhern.Pine$SP)lurahex is agrsc:ASed,the deagn values are.thoose watt-that 06/01/2.013 byALsc Job Truss Truss Type Qty Ply 5A R41832509 PL14-89 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:56 2014 Page 1 ID:j7axn40sHnThlyaUAczwoszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcGofs?czOQTz 2-6-0 I I 2-5-1 ii 1-2-0 I I 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5= 1.553 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 00 N N e e e ,11," 1 12 11 10 i 354= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 1 10-2-1 10i39 111-5-91 1 16-77 1 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael,111:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in floc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPl2007 (Matrix) Weight:73 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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - NI 44, TOP CHORD 2-3=2508/0,3-4=2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 o �, $j WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140Cr NOTES , ir'.., � 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 01 4 ` 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks toef be attached to walls at their outer ends or restrained by other means. .d 4963 irk LOAD CASE(S) Standard °./: ' 01STOL 4QNALG Kcxs SA-, w `I; 8 • 2PE , 'K f y '0j, OREGO f, 4 EXPIRES:06/30/2015 April 22,2014 6 A mew,-Ver'ydesinnparamesrsaxdREDKIES074TRIS.4N INCUXEDMITEK REFEREM7 Fl9i3 MIT 7473 mg...1,11512CM BEDNEfes Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the -���•. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and'SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern pirre$SP)lumber's$ cirIECLtordesi8r„values ark wflfwceieeOe/oz,tarsa.#by AMC Job Truss Truss Type Qty Ply 5A R41832510 PL14-89_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NEA970dL?9TrGQIVgPPX2zOQTy I 2-3-0 1 1-411 II 1-2-0 ii 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 a ..ti o ` ' i J e / eo N e -ro ee e 10 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 10-7-00110-7-0 13-9-9 I 13-1-11 Plate Offsets(X,Y): 112:0-1-8,Edoe1.113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC20121 PI2007 (Matrix) Weight:81 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) 16=791/0-4-4 (min.0-1.8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONIO TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 +{�� of BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0!2477,11-12=0/1721 C7' WAstI £' WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, �'Qx MOIltS 6-13=860/0 7 '. / , 0 1. VS NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. `=r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'rd 49639 c4, 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 Q ' IS ' be attached to walls at their outer ends or restrained by other means. ' •ks0 � 0 LOAD CASE(S) Standard ''‘.(-\\ c i D PROcFsco NAGINk•-• s 87022P� r" h -7 -0j, OR CON q, 4 s A. Hex- EXPIRES:06/30/2015 April 22,2014 • f A W RNIMS-tic;`y dc_=gra paramemrs and R£M D TES ON 71/18 AND Th .tT I)Mark T££ER£NCF PAGE Ma 7 473 r c 1/25/2010 BMW USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 111II 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 �liTek` 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/TP11 Quality CWBeda,DSI-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ffSeathern Piet I5pptu msec 1s sppecified,the elect ns values ate these eget-tat DG/01/2013 byA SC Job Truss Truss Type Qty Ply 5A R41832511 PL14-89 UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhKZrvOXsafyvjK8z4VzOQTx I 1-3-0 I 11-1-1 II 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 '.- IP,''' NIIIW W W W W." . -41.............- -4.41.1%%%44%410- .. l'-‘1'9 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5= 4x6= 3x6= 3x5 = 3x5 WB= 15-7-9 I 14-5915-0-9 20-9-8 I 14-5-9 b-7-0b-7-0 I 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edoel.118:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incl YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. 011ONIO 44, TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, fir, 8-9=-4495/0,9 10 X1495/0,10-11=-4230/0,11-12=-4230/0,12-13=3519/0, 0yy7 1 WASI�r, �j 13-14=-3519/0,14-15=3519/0 {r ��Ca W BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, $ ' ,,,y0 ..-6 1 19-20=0/3519,18-19=0/3519,17-18=0/1990 ,, i Job Truss Truss Type Qty Ply 5A R41832512 PL14-89 UP Foe Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY678o1 UJJY2y_uWcxzOQTw I 1-4-0 I 2-6-0 I 1 1.54 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 . IJyIpII0 N .M i mp El 5 klr 4 3x4= 3x4= 9-1-81 4-1-0 I 6-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-1-0 oc puffins, 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=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 010Ni°44. 1)Refer to girder(s)for truss to truss connections. r7 Qt'A$ �a� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. {�Q �t�Q �i `Y 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. et t/b ,6 4)Recommend 2x6 strop backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d 0.131"X 3")nails. Strop backs to r. be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Tr rd 49639 4 tr 410NAL G „tiPR OFe � �-8N7G0I2FPFssl° 44, *.r- ' �g AjSOd4REGHUER41/ -9. As <4.) Cb EXPIRES:06/30/2015 April 22,2014 it it u WARNING reify deaiyn pram ers and READ 7/17S CMTHIS AM MOM ICTEK P.EFEREM7 PAGE t4II 7 473 rex J,/29/2stt4Rffoi£U57 MB. Design void 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 responsibility of the M�Tek= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding B A4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5auxherra Pine ISM lumbar it specified,thertesiyttwturs are.thross c8.7ective 4G/0a/2Q1.3 by MSC Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 1 1 1-8-15 I 1 1-2-0 ii 1-4-9 I 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 e \ / e o e 19 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-914 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edael,18:0-1-8,Edgel,113:0-1-8,Edae1,119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 83 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: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES IONTO 14, (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=950/312,3-4=950/312,4-5=2192/0,5-6=2192/0,6-7=2379/0, & d WAS. 7-8=-2379/0,8-9=1741/0,9-10=-1741/0 CJ P 4Q " BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, iS it r > t)12-13=0/909 r k-' 1. N WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 t '` NOTES , , ' 49639 k 1)Unbalanced floor live loads have been considered for this design. jS ) 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 410+1VtA .. ' CS 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ���cQ PR 0,4-k- The The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). CIC , GIN /O LOAD CASE(S) Standard `4.1 RE " 4t" 870221)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=8,1-11=80 Concentrated Loads(Ib) (J) N Vert 1=-304(F) y „(i,OREGO q 1/ dSA HeT— EXPIRES:06/30/2015 April 22,2014 t / A WARNING--Ver,'fyde=_£gnpacemmrsanb'READfWM'SONMISAtr'OIP I.t/ED14ITEK.REFERENCE PAGE 161.1473 mcI/2W2014BLF3S£E/SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. '� Applicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteria,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandra,VA 22314. Citrus Heights,CA,95610 ti Sai thorn Fane(ER)tumberis opes:ified,the elesign..wtuws ere:these efffe ctla.e 05/01/2013 by AtSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89 UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-BRGmQTNU FgFDBWSSGDJ6JzBSbchgnApLQINdhpzOQTu I 2-6-0 10-5-10 I I 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 0 N ia ---/- '..--- --: e e e \i- a e 1� 9 8 3x4 = 3x4= 11XX 3x4= 3x4= I 3-1-2 3-?-110 3-9-10 1 4-4-10 416-? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edael.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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=370/0-2-12 (min.0-1-8),7=370/0.2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' ONIO TOP CHORD 2-3=732/0,3-4=-732/0,4-5=732/0 s BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 acJIA. V A.Sj�r WEBS 2-10=736/0,2-9=37/269,5-7=-718/0 [,r 0, NOTES co Q'�, V 1)Unbalanced floor live loads have been considered for this design. I _ fa 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 "d 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 49639 '' be attached to walls at their outer ends or restrained by other means. OFB LOAD CASE(S) Standard 4SONAL 116 '5 '1' PRO;cFss .Ncp - GI�� f0'-ss c 8 S 2PE r- i � - oj,.OREGO q, ,-,41,0 11, ' BER 4k 1.9 A. He EXPIRES:06/30/2015 April 22,2014 it 8 A WhENP,MS-yerity design parameters and BEAD AGTES Gia/THIS AN&MUTED MITEK REFEIEl+f'147E MIL 7473 mc 1/28/2818BEMUSE Design valid for use only with Mirek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding i R, fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPII Quarrly Criteria,1931-89 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. Carus Heights,CA,95610 If Sautr,ern:Ping15P)tamalnea is spackfiad,the algsigeu'edaras are aeitastisre 06/01/2018by RUC Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr21 15:39:02 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-feg8ep060_N4pglepwgLrAjdNO2oWfDVey6ADGzOQTt I 2-6-0 1 0-5.6 1 1 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I J e e • e N R N I/ C 6 e e e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 �r-2 3-9-6 1 4-4-6 6-2-8 I 3-0-14 0-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(XX): 14:0-1-8,Edoe1,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NTO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 oc01 V . WEBS 2-9=-456/0,4-6=-424/0 0 }T 11 hr 0 '!' NOTES � *., 1 , t 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. \„ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. fr "/ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "d ,' 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 % �b � ' be attached to walls at their outer ends or restrained by other means. sIS3 t .. LOAD CASE(S) Standard -ION#'' �, ,R0 PR0E6.6, 7sIN '\ c';1‘ � 9. f0 870 2PE \r' (.!) rN AV g.. 1<% N (a 40 '''P O '?BER ,k �p `�O, clo A. -Ci EXPIRES:06/30/2015 April 22,2014 4 A A& RN713-Vur/ydesignpurvmetersandREAD/F.:IFSONPdISAN mama)MIK REFERENCE PAGE#Pf7U7473c..1/2912014BF.£:7 'L T Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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,consul ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Cirrus Heights,CA,95610 FfSowTfnorn Pine(SD)lumber is sped ified,„ffnedesign.valuer are those effective 06/01/24515 byA SC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-feg8epO60 N4pg1epwgLrAjc201vWd_Vey6ADGzOQTt 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e e \----\"' 0 N i 1 9 8 e 3x4= 3x4= �7C\ 3x4= 3x4 = I 3-1-2 3-'�-10 3-9-10 1 4-4-10 4 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edoel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.20 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=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 ONIO TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=761/0 O ViTASr Yt � ^ BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=757/0,2-9=28/290,5-7=737/0 C) .fi 0,0 NOTES it!' k 1, Cri 1)Unbalanced floor live loads have been considered for this design. f N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. j jr 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 d 49639 47 „., be attached to walls at their outer ends or restrained by other means- Q�,''tGISTee LOAD CASE(S) Standard `34'( A 0: 4Q, ss D PROF ,;ca 0 NG)N F9 X09 ¢- 8 • 2PE ', r" 5.y j OREGO e'll'O Q1 ' 41 ERAN A. I-{ EXPIRES:06/30/2015 April 22,2014 4 _ r A&PMM3 N -Verify*lipparameters a.d REAS l 1 S Oi 7HISAND MCLIIOED H f REFERENCEPAGEMa7473 rer.112512P14StfFdflEU SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. �MO x 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 responsibillay of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualtiy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSautllere Pine(SPt Writhe!is s ci£aest,the riesirn eel ues arethase effective 12G/09/2o13 by MSC. Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:03 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-8gNWr9PknHVxQgcqNdLa00Gj6PFoF_VetcsklizOQTs I 2-6-0 I I 2-3-5 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.553 II 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 NI- / 144444141444444144. \ o e Is, N -( e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10.0.510.113 11-3-1311 16-5-8 I 10-0-5 0.-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X.Y): (10:0-1-8,Edael.(11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. tOWIo TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=2549/0,5-6=-2549/0,6-7=-2549/0jA BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0% 01 WASk�y� `, WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9= 4,1643/0,7-10=0/1116 Ct r #yr f� NOTES I; k - 9L r 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4t 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 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 'd lt, 4 be attached to walls at their outer ends or restrained by other means. Q. '{'.trr$, -,4 LOAD CASE(S) Standard ° A0 �eR t 0 PRop �' 870 2PE '0j°REGO c3�lz✓ (10 'y8ER '` P SA- HES EXPIRES:06/30/2015 April 22,2014 e ®ikARNLY3 Veen!design pan*mil and READ f/25e'SC51HISAMI4Ct M O NFTEK REFERENCE PAGE MU 7473acg..If /2011ilEtVE121 Design valid for use only with Mnek connectors.This design is based only upon parameters shown,and is for an individual building component. C 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 p. ge * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6M8 F fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaPty Criferia,DSP-89 and SCSI Banding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthard,1 SSP)tssmlrsaz is sperifsed,the resign rehabs are thews effective 06101.11013 ay AMSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor e 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-cOxu3VPNYbdo2_BlxLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I I 1-4-11 ii 1-2-0 ii 1-2-5 I 2-6-0 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 4x5 = 1.5x3 11 1 2 3 4 5 6 7 8 9 10 _ --N.. -c e e e e ,44444,44 0 N 2 ee e 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Eduel.113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 5ONIO ' TOP CHORD 2-3=-2664/0,3-4=2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=-2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/17314 RTS y, WEBS 7-13=0/349,8-12=534/0,2-16=1715/0,2-15=0/1206,4-15=695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, CiQ �� ` 6-13=-853/0 ' Ci 7 4 \k<, O, tl NOTES N 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. / r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `'d Q' 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 0 �g� be attached to walls at their outer ends or restrained by other means. +'t', GISTS394, .07 LOAD CASE(S) Standard SS/QNALG ¢ ROFti� G4NFss , 6A � 9 , ,SP Ne 87022P, r- 04 s �Qj, OR GUN (1a©4 -p0 BER 1\ - q. H' ck - EXPIRES:06/30/2015 April 22,2014 4 , a)fARNIM3-Verify design parannESrs and READ IC TES 8N rigs ANE/7K.TES€D HIM(REFERENCE PAGE MIT 7 473 smc 1/28/28i48ff k4£t E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'_' � +. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �/t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 1fSouttier11tftreMtnl uetesisspectted,thedesignvaluesaxethesee0ecttve /05/201.3 byALSC Job Truss Truss Type Qty Ply 5A R41832519 PL14-89_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UYc0xu3VPNYbdo2 B1xLspxbpv4peR_UOn6GbHH8z0QTr I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 e Ill A - • a N ee 1. 1-it 11 10 9 8Ly 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edoe1.110:0-1-8,Edctel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L Id PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 460 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 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) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y^ONTO TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 CCj a pys ' WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 NOTES Qx ;T1 1)Unbalanced floor live loads have been considered for this design. t N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 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 to49639 be attached to walls at their outer ends or restrained by other means. % ls'r ' LOAD CASE(S) Standard -..:.oIST LOAD P R OFFS 2. ,�c GINE' q s> 870 2PE 7 tel 04 sp t"'0), OREGO ` ti Q1/ 90 8 ' EB 0,, A. HER EXPIRES:06/3012015 April 22,2014 f I AMINAS-Verity duvipparaueSrsaadf{WAgif/27iSON7ffISAM matzo kMI€?fR€€€RENGdAGEMI27473sec1,/25f2t714DE€ON-FUS€ ��r Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabitty 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 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,05B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern.Piasef5P1l lumber'is specified,the design:aeiues are those effective 05/01/20:13 byAtSC Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS_4Za40M1 zOQTp I 1-4-12 1 1-4-0 I 1 1.5x3 Il 2 3x4= 3 1.5x3 II Scale=1:8.7 N AV 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Inc: NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 �y�ONIO tY Vii, NOTES Q° ? WtTjr'I�7{^ 1)Refer to girder(s)for truss to truss connections. C.) Af{A 0 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P!1. i •y- "f '1G rj 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to ti"" �, t be attached to walls at their outer ends or restrained by other means. / 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. 4 The design/selection of such connection device(s)is the responsibility of others. 7r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,,,,:) 49639_,.0,. OAD CASE(S) Standard 1 ,�• GiS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S,,,„ 1v 0 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) t Fs�` GIPNsja� 4`` 87022P; 9�A$OR GON tip' cv Q o M1ER A. H EXPIRES:06/3012015 April 22,2014 t e A WARNTMS-4erteyde=kxa;araratvsrs and REAP WES ON7PISAMi mum MIffKREFERENCE PAGE fitly 7 473 mc 2/25/2t?Id OETREPSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ,, is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the A�j� ek= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/Tell Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine 4,P)lurnilattir is spexified„the design trsalues are those eakittive06/0112013 trgALSC Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvlfg81DV2O2TpL6KD22izQxKwLrgbzQQTq I 1-6.0 I 1-5-10 I I 1-2-0 1 1 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 = 11 3 4 53x4= 6 ...._z_v_7„.....V. -.- 0 N e e eey\Jp e 8e3x4= ; 3x4 9 L1 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edgel.19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. , ONTO TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 cj cap WAS 4 WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 a� fit G NOTES Zr y- GoP 11 �y 1)Unbalanced floor live loads have been considered for this design. "'_ i - N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ti 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 to39 ' ' be attached to walls at their outer ends or restrained by other means. ` 1{+ 4�� 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. „'r$TE The design/selection of such connection device(s)is the responsibility of others. WO NAL' t' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 PR Qp . Uniform Loads(plf) ...,,co' Vert 7-10=-8,1-6=80 <0 NC. GtNE /9 Concentrated Loads(Ib) C.. �"" Vert:11=169(B) �' 87022PEr" / tin •y '0j, OREGO, e,:' 1 'p0 -78ER1\ �O 00`sA" H- EXPIRES:06/30/2015 April 22,2014 0 ® Ffi-Yr•„'ytte_=iopararrscsrsan:-READPr1ESCNTWSASS MIXED MUM REFERENCE PAGE MIT 7473Ms1/29/2014affOPEIJSE ��' Design valid for use only with Wick 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 MITA' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY{ fabrication,quality control storage,delivery,erection and bracing,consult ANS1/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety I_'*Inforrmation available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Pinotss a is r t.f1,e t uea eve those-effect:11m 06/01#01:a .Alzse Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury 1 rY r�� Dimensions are in ft-in-sixteenths. 11� 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 0-1/16MirlUM wide truss spacing,individual lateral braces themselves 0mayrequirebracing,oralternativeTorIa 12-5-111110.11)A pbracingshouldbeconsidered.03. Never exceed the design loading shown and never �-� Ustack materials on inadequately braced trusses. 0-0102 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C5-6 designer,erection supervisor,property owner and plates 0 i/U'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/Or SYP represents values as published specified. i� y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®Ail Rights Reserved approval of an engineer. ��E reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MOM .� 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI 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. DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4O 01 AR1 ARI N N _ MOM`4 RI� I■�I■ I IJ , , - J1 J I�I Mille ■II_ J2 ► ill ass `l, ,`l I Iiirir �II J3■\\ \ 1 IN J I■``I�i `' IJ57., 2 \I ` `lJ7 I■`\ \\�I � 1 �I► _ J■�I .l J1 i I- ■ J1 I 11111 1 /■I■ I J11 • Iii SOME! : IEr '■, M■I_ J, I /l ■!■M■I_ RHI ■■I ■ MEM 1■ ■'■M12(i01_ 11E13 (5) ! , - �■E I ICMI BliiiOr,' 11■L MII_ 4111111 IIS■�I I t HIM" 1111114k. 1fif mil l, I 1 C1 CONFORMS TO DESIGN CONCEPT •��I�, , gi CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT El � ©CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN 111-eI ,O CONFORMS TO DESIGN CONCEPT WITH 111 NON-CONFORMING-REVISE AND RESUBMITREVISIONS NOTED 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING WAS BEEN REVIEW L FOR GENERAL CONFORMANCE 201.6' ti , u , EGENERAL CONFORM. 5 .4-1E DESIGN CONCEPT ONLY AND DES NOT RELIEVE THE M i�;nl n xn It MO.NIr.-`w +wy�Zrl I';�srE FABRICATOR/VENDOR 0"RESPONSIBILI Y FOR.CONFORMANCE WITH THE ‘1117 �r I, n s s.rn n c DESIGN DRAWINGS AND SPECIFICATION H.L.Ur rsnllUn TA/U FAIuR._T1 i ''..._...___._Alexia Fukui,___....__.... Date OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. l MILBRANDT ARCHITECTS By: Todd A. Eaton Dote: September 19, 2014 CT ENGINEERING INC t m Copyright CompuTrus Inc.2006 t UILUER: ISSUE DATE: ABOVE PLN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO POLYGON NW 03/27/14 ENGINEERED LATIONSAND 'RUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHERINNERMATION.ERODING paws umber PLAN 5-A COFFER INFORMATION. BIDING RECORD RESPONSIBLE FOR ALL NON-TRUSS +, PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5-A / A-A CHECKED BY: REVIEW AND APPROVE OF ALL p C COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. L T S ., 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 TPIJWTCA 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). _� w r, ire Cf ; k . : 4,',,,.° A. al, I ... Vi IT t 6, trJ�5..Y]�Mi�.��eY�y _ ,y,? /-vim ..ID ifil4 ii, ,-. EXPIRES 511115 1E11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.10=(-799) 2686 3.10=(-300) 336 BC: 2x4 KDDF #189TR SPACED 24,0" O.C. 2- 3=(-3018) 1136 10-11.(-562) 2250 10- 4=(-235 629 WEBS: 2x4 KDDF STAND; 3. 4=(-2885) 1241 11-12=(-258) 1671 4.11=(-736) 574 2x4 DF STAND A LOADING 4- 5= -2255 1147 12-13.(-597) 2094 11- 5= -460) 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255) 1147 13- 8=(-834) 2444 5.12=(-460I 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6.13= -235) 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0' 24.0" LL = 25 PSF Ground Snow (Pg) Connecto BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,,CN18plate ((oprefix noprefix) . CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIEDBYIBC 2012. r1prdesignators: BOTTOM ORD CHECKED FOR A 20 PSF LISTORAGETED 0LOCATIONS REACTIONS REACTIONS SIZE SO IN. SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25' 43'- 9.5" -378/ 2067V 0/ OH 5.50' 3.31 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" i MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144" MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076" @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12Desi n conforms to main windforce-resistin 7.00 t/ M-4x6 Q 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 5 .hr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11\ load duration factor=l.6, M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" M-5x8(S) 0,25" o- co 0 o v M-1.5x3 M 1.5x3 r + 0 0 n _ A - mm_, ww - A L� 2 10 11 '� l? 13 8 0 M-3X8 M-3x4 0.25" 0.25 M-3X4 M-3X8 0 M-5x8(S) M-5x8(S) y ), 8.11-01 8-11-15 7-11-08 8-11-15 8-11-01 ), y 2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 ROF JOB NAME: 5-A POLYGON NH - B2 Scale: 0.1445 \ GINE .._ -, WARNINGS: GENERAL NOTES,unless otherwise noted: <{,rCJ '2 1r -$7 0 1.Builder and erection contractor should be advised of an 4'General Notes 1.This design is based only upon the parameters shown and is for an Individual l'.9240,41 r P E C' Truss: B2 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 1 assumes the top and bottom chords to be laterally braced at DES. BY: EE 2' and at 10'o.c.such ativ ly unless braced throughout their length by4101101.* is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywe( ) DATE: 8/22/2014 responsibilitybuilding designer. plywood C and/or II BC. ' " - it'� the overall structure is the res nsibil of the 3.2x Impact bridging or lateral bracing required where shown++ A ` 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -n, OREGON ^t!`. SEQ. : 6037152 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, \ta OC design bads be applied to any component and are for"dry condition"of use. / Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 14 r- �v`E fabrication,handing,shipmentnecessary. p �` R y and installation of components. 7.Design assumes adequate drainage is provided. � y b 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and pieced so their center 111111001111111111 TPINVTCA in BCSI,copies of which will be famished upon request. git coincide with joint ate in inches.9.Digits indicate size of plate in Inches. M MiTek USA,InC./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 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF S1ANTR SPACED 24.0' O.C. ) 9-10=(-607) () ) 2217 9- ) 630 WEBS; 2x4 KDDF STAND; 3- 4=).28651232 10-1 = -2671637 4.10= -737574 2x4 DF STAND A LOADING 4. 5= -2234) 1138 11-12=(-584) 2045 10. 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229 1164 12- 8=)-829) 2355 5.11=(-450) 1055 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794)) 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6.12= -258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0" LL = 25 PSF Ground Snow (Pg) plateBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA CC,,CN,C18,CN18 (((orrrno1prefix1) CompuTrus, Inc LIVEOLOADOAT LOCATION(S) SPECIFIED LBYIIBC STORAGE1 . LOCATIONS0'- 0.0" -380/AC2064V -302TIONS / 316H 5NS .50" 3.30ZE KDDFP( 625 M,M2OHS,M18HS,A16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2' -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25" r,/ ' 1' ',t 1' , , 1' - . 'Ir ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL ()EFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = -0.163" @ 17'- 11.0° Allowed = 2.130" MAX TL CREEP DEFL = -0.314" @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 T f f Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M 4X6 Q 7.00 load duration factor=1.6 5 4.0" Truss designed for wind loads in the plane of the truss only. M-5x8(S) 11 M-5x8(S) 0,25" 0.25" 0 NulD O +: + Ch c M-1,5x3 M-3x5 M-1.5x3 o co A o to 2 9 Ito 'r 'f 11 12 8** o - M-3x8 M-3x4 0.25" 0,25" M-3x4 M-4x6 O M-5x8(S) M-5x8(S) - ), ), 1, ), k y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 Scale: 0.1411 r-�,�`` ;RN '�yfiQ64% WARNINGS: GENERAL NOTES,unless otherwise noted: 4.Ivt i+ l r -� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' ;9210P E 1-- TrussTruss: : B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,,r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch DATE: 8/22/2014 responsibilitybuilding 9 gorplywoodiner shown) +r drywali(BC). �"{ ' - C the overall structure is the res nsibili of the designer. 3.co Impact bridging or lateral as required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON 4." SEQ. : 6037153 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;,, �j N A. design bads be applied to any component. and are for"dry condition"of use. j TRANS I D: 406556 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 Q ' ' 14, 'l ' - nfabrication,handling,shipment and installation of components. Designeessary. A„ 6.This design is furnished subject to the Imitations set forth 7. latesassumes adequateadodrainagehcistruss,provided. `�'! L`r f-s}i 11011111111111111110111111 g I by 8.Plates shall be located on both faces of truss,and placed so their center +T tl 5� TPIANiCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 18.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/311215 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.11= -1431) 2572 3-11=( -152) 192 15.10=(•182) 108 BC: 2x4 KDDF N1$BTR SPACED 24.0' O.C. 2- 3=(-3025) 992 11.12= -1288 2429 11- 4= 49 296 WEBS: 2x4 KDDF STAND; 3. 4=(-2875) 987 12 .13= -1034) 2330 4- 12=) -445) 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13.14= -850) 2024 12- 5= -216 868868 2x4 KDDF q1&BTR B LL( 25.0)+DL DL 7 ) 14-15= -541) 1259 7= -443150 BOTTOM CHORD = 10.0 PSF 5- 7= -2076) 878 � 12- ON 7-13= -254) 324 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241))) 822 13- 8= 226) 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9= -1563) 594 8-14= -966 497 LL= 25 PSF Ground Snow (Pg) 9.10= -141) 157 14- 9= -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24°OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KODF ) 625) OVERHANGS: 24.0" 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF 625) M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL= -0.036" @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL= -0.043" @ -2'- 0.0" Allowed = 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165" @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296" @ 22'- 6.6" Allowed = 2.840' JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does 14-fnot exceed 19`k at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting T system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 1' T T TT 1' 1' T T Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=1.6, T '' Truss designed for wind loads 12 in the plane of the truss only. 1 7.00V M-4x6 M-5x6(S) M-3x4 0 25' =M-4x4 M-1.5x3 M-5x6(S) 7 )',1 9 10 0.25' v + _ 4 v 0 0 + + + +I v M-1.5x3 0 + o) 0 -/ `? 2 11 12 '' 13 T (4 13* M-3x8 M-3x4 U.25" M-3x4 0.25' =M-4x4 M-5x8(S) M-5x8(S) y 7-11 7-06 9-05-08 9-03-12 9-04 J, y 2-00 43-06-04 PROF- JOB NAME: 5-A POLYGON NH - AH3 Scale: 0.1504 � edNy �`y WARNINGS: GENERAL NOTES,unless otherwise noted: .j A/2^ c "t,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual >92 S 1 PE, and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3 incorporation of component is the responsibility of the building designer. 2.2x4 compression web must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracingracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�, `.'. DES. BY: EE s the responsibility of fhe erector.Additlonat pe manent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! //,�,"�- 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responslbilty of the respective contractor. "}7 ,t OREGON `W SEQ. : 603 7154 fasteners are complete and at no time should any loads greater than 5.Design re assufores trusses are touse.be used in a non-corrosive environment, 1,- •xjd TRANS I D: 406556 design loads be applied to any component. "dry mcondcondition"of / 7)�" 2Q 45.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 614 fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. 4: fl 4.1• 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 1111111111111111111 TPIM/TCA in SCSI,copies of which will be famished upon request. git coincide dicat with Jointacenter been. 9.Digits indicate size of plate in inches. M ITBk USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 11111 IIID This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11=(-1431) 2572 3.11=) -152) 192 15-10=(-182) 108 BC: 2x4 ODE #1&BTR SPACED 24.0" 0.C. 2- 3.(-3025) 992 11-12.(-1288) 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4=(-2875) 987 12-13=(-1034 2330 4-12=( -445 367 2x4 DF 68 2x4 KDDF T#1&BTR B LL( 25.0)+DL 7.0)AD A; LOND TOP CHORD = 32.0 PSF 5- 6= 2450) 910 14.15=( -5411) 1259 12- 7= -443 1501 OL ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076) 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 8= -2241) 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"0C, UON. LL = 25 PSF Ground Snow (Pg) 9-10= -141)1 594 -966) 497 157 14- 9=( -329) 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 OVERHANGS: 24.0" 0.0" 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625` Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (GOND. 2: Design checked far net(-5 pssf) uplift at 24 "oc s acn iog.I M,M2OHS,MI8HS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" JT 2: Heel to plate corner = 2.25' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approved plans MAX LL DEFL = 0.165' @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296' @ 22'- 6.6' Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080' @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8" NOTE:Design assumes moisture content does 0-04-15 not exceed 19% at time of manufacture. pr 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 f '1 T TT T T f '1' (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.R, 15-09-12 Truss designed for wind loads f f in the plane of the truss only. 12 M-5x6(S) 7.00P M-4x6 6 M-3x4 0 25" =M-4x4 M-1.5x3 M-5x6(S) 7 r 1 4 0.25"J + a0 aO + + + B o M-1.5x3 o 13 l' M-3x8 M-3x4 &25" M-3x4 0.254= M-4x413* M-5x8(S) M-5x8(S) .1 /, /, y y 1, , y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH2 Scale: 0.1504 �5'��'ti PN Ore, WARNINGS: GENERAL NOTES,unless otherwise noted: Etj 6/21//7. fp. 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an Individual t . -92 0 0 PE r Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ! /I! 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at / DES. BY: E E 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 ✓.Imams"'.:. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. 7� OREGON 4/ SEQ. : 6037155fasteners 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. .iy \5 ,i(' design loads be apptiad to any component. and are for"dry condition"of use. / q�' TRANS I D: 406556 5.CompuTrus has no control over and assume no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2- 00- fabrication,handling,shipment and installation of components. necessary. s pr R y 6.This design is furnished subject to the imitations set forth by 8.PlateDesis shall be located n assumes on both faces drainage of truss,and placed so their center s � �` IIIIII IIII VIII I III IIII VIII VIII IIII IIIITPI/WTCA in SCSI,cops 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/ 01 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2.11= -1639 4875 11- 3= 0) 300 9-16=(-4391) 1805 2x4 DF 2400F Ti 2- 3=(-5879) 1836 11-12= -1642 4872 3-12= -366) 286 16-10=) -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4.(-5549) 1990 12-13= -2387 5968 12- 4= -428 1623 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= 0 0 13-14= -2428 5988 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF LL 50.0)))+DL 14.0)= 64.0 PLF '- 0.0" TO 12'- 0.0' V 4- 6= -4731 1764 14-15= -2062 4966 6-13= 0 419 2x4 DF STAND B; TC UNIF LLI 100.0)+DL' 28.0)= 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 2x4 ODE STUD C BC UNIF LL 0.01+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.3" V 7. 8= -5543 2225 7-14= -967 519 8- 9..1-3514) 1448 14- 8= -312 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 9-10= -100 112 8.15= -2455 1086 BC LATERAL SUPPORT <= 12'OC. UON. 15- 9= -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -1099/ 3690V -131/ 270H 5.50" 5.90 KDOF ( 625) 43'- 6.3' -1506/ 3729V 0/ OH 5.50' 5.97 KDDF ( 625 OVERHANGS: 24.0' 0.0" f,f . r. .. I. . .. - . . , •1. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL= -0.032" @ -2'- 0.0" Allowed = 0.200" M,M20HS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL= -0.039" @ -2'- 0.0" Allowed = 0.267" ** For hanger specs. - See approvedplans MAX LL DEFL= 0.290" @ 19'- 5.3' Allowed = 2.130" 9 P pP MAX TL CREEP DEFL = -0.569" @ 19'- 5.3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171" @ 43'- 0.8" NOTE:Design assumes moisture content does not exceed 196 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m hl h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 11-11-11 31-06-09 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 5 -11-14 5-05-02 0-06 10 5-10-05 6-05 6-05 6-05 6.05-04 Truth designed for wind loons in the plane of the truss only. 11-09-12 T 12 ' 640# M-7x8(S) 7.001/ M-5x10 s =M-6x6 0.- 5" =M-66x6 =M-10x10 M-3x610 if M-3x4 v v o + + + cs ui ♦ A A o 0 n 00 o M-4x12 txi �' B tr 2' 11 12 1 T 14 'f 15 1e* -/ M-1.5x3 M-3x10 0.25" =1A-4x4 0.25iM-4x10 =M-8x8(S) =1A-10x10(S) y ), y y y ), y , , 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 ,i1/403 R JOB NAME: 5-A POLYGON NH - AH1 scale: 0.1519 r�,�5" '\\�Gy ""pN �fi}_l6t5) WARNINGS: GENERAL NOTES,unless otherwise noted: 4dv INN 1 ` ( I7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C .92e 0P E C'" Truss:' AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,�` 3Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et is. BY: EE is the responsibility of the erector.Additional permanent bracing of 0001, 2'o.c.and at 10' respectively unless braced throughout their length by �r �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the bullfrog designer. 3.2x Impact bridging or lateral bracing required where shown++ d [,C' 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. - OREGON 4, non-corrosiveSEQ. : 6037156fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, L,,, I, NIX design bads be applied to any component. and are for"dry condition"of use. /4y 41' ,� do 4TRANS I D: 406556 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 V �b, fabrication,handing,shipment and installation of components. resign assumes. �R`f ` g P Po 7.Design adequate drainage is provided. 4.4 6.This design Is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 111111 IIII VIII I III ILII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be tarnished upon request. lines coincidewith joint center Ines. Dig 9.Digits indicate size of plate te 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 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11=(-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 2x4 OFDF 2400F 3- 4=(.3073 1177 12-14= 79 ) 2720 12- 4= BB5 TR; SPACED 24.0" O.C. ` -1139) 71 ) -506)0 350 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5= -2541 1132 13-15= 0) 0 4-14= -567 259 2x4 OF LL( 25.0)+OL7 DL ON) 1055 BOTTOMOAD1 - = 42.0 PSF 7- 8=I-28112) 1243 16-17= -595) 2048 15- 6=) 749 TC LATERALSUPPORT <= 12"OC. UON. TOTAL 558€ 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2957) 1138 17- 9= -836) 2403 6-16= -434) 1178 LL = 25 PSF Ground Snow (Pg) 9.10=) 0) 114 16-6 7=) -722 578 OVERHANGS: 24.0" 24.0" 7.17=( -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625) 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670) JT 9: Heel to plate corner = 2.25' ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0' Allowed = 2.144" MAX TL CREEP DEFL = -0.393" @ 14'- 6.0" Allowed = 2.858' 21-10-12 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed = 0.200" 1' T f MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-08 5-10-08 7-04-127-02-08 7-02-08 7-05-13 4 4 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166" @ 43'- 4.0" 12 12 7.00 I/ M 4x6 Q 7.00 NOTE:Design assumes moisture content does 4.0" not exceed 19% at time of manufacture. 6 ' Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(5) M-5x8(5) Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" load duration factor=1.6, Truss designed for wind loads ;+ `t, in the plane of the truss only. 0 o M-3x4 4 / :1$11-1.5x3 M-3x4 M-4x6 "�_ o �r :.� M 12 1, �.., -4 M 5x6 M-3x4 o M-51 x1015 0.25'?6 M 3x4 M-3x8 9 0 C. -. 12.75 x + 2.04 vM-4x10 M1BHS-5x16(S) 12 12 J• ,i )' J' J' '' .> 1, 2-05-0, 5-10-08 6-02 0111 10-04-12 8-11-15 8-11-01 ,, ,, ,, Y-05-08 12-00-08 1710-04 27-05-04 ,2-00 y2-00 14-06 29-03-08 , 1, 2-00 43-09-08 2-00 JOB NAME: 5-A POLYGON NH - B3 '',<(-. PR Optss Scale: 0.1309 C '1V Aq �(� WARNINGS: GENERAL NOTES,unless otherwise noted: 44 !!�// 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an Individual 4- .t9'Z,®P E 1' Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. mss 00 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,+�"'` DES. BY" EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' 4940110P is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or drywall(BC).8/22/2014responsibilitybuilding designer. P bridging gq 9(r s i - C�' the overall structure is the res nsibili of the 3.2x impact brid in or lateral bracing required where shown++ ¢ 4.No load should be appged to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'� OREGON k/ SEQ. : 6037157fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, .. q, \1% A...design loads be applied to any component and are for"dry condition"of use. / TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes fun bearing at all supports shown.Shim or wedge If 10��'� fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 41ER FSI L 6.This design Is furnished subject to the irritations set forth by 8.Plates shag be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII IIII VIII VIII till TPIM?CA In SCSI,copies of which will be furnished upon request. Digit coincidenictwith joint ate in Inches.9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2.15=(-1177) 3199 15. 3=( -99) 614 22.13=) -87) 221 BC: 2x4 KDDF WEBS: 2x4 KDDF STANDp SPACED 24.0' O.C. 913. 34= -3508; 1481 16.18=1497 ' -757) 24131) 3 3 14.165- ='-342 253 430 13-14=(-2471) 843 2x4 DF STAND A LOADING 4- 5= -2938 1219 17.19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5-18= -543 368 TC LATERAL SUPPORT <= 12'OC. UON. ISL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18. 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 8+486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914 1992 22.14=( -818) 2248 045 18-20=( -93 265 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12-22=) -68) 268 M-1,5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0" -349/ 2064V -211/ 2249 5.50" 3.30 KDDF ( 625) Connector plate prefix designators: 43'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ILI . r..•,i i. , . r. . . . 'r. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX IL CREEP DEFL = -0.043" 6 -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13 4-07 -09 5-03-08 4-10-08 TMAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" ( T T T-- f T T- T T T MAX TL CREEP DEFL= -0.335' @ 22'- 10.8' Allowed = 2.840" 2-07-0 4-04-07 0-04-15 5-05-12 0-04-15 5-01.08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T f f f 'ff f f f I MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06.08 NOTE:Design assumes moisture content does '1' 1 T 1 not exceed 19% at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00 7.00 system and components and cladding criteria. M 5X6(S) M 4x6 M-4x6 7 8 9 Wind: 140 mph, h=23.9ft, TCDL=4,2,BCDL=6,0, ASCE 7-101 M 5X6(S) (All Heights), Enclosed, Cat,2, Exp.6, MWFRS(Dir), ° load duration factor=1,6 0.25" Truss designed for wind loads /,r 0.25" in the plane of the truss only, C; M-3x4 I 1..2 r +' +t +1 I i-3x5 -\\ A...„„„„,.....' M-1.5x3 I M-1.5x3 M 4x6 1� co 2 M-5x10 M-3x4 CD 17 to 2D ' 22 tv* a • M-4x6+ o M-5x10 M-3x4 0.2� M-3x4 M-4x6 0 a 2.75 1.89 v M-4x8 M-5x8(S) 12', )' y 11290 ,12 , ) ), y y 2-05-0, 6-06-10 5-05-14 1111108-0? 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 , 2-00 25-11-08 y , ,, 14-06 29-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH3 Scale: 0.1286 .5'<t; PN(1Ffi6:ice WARNINGS: GENERAL NOTES,unless otherwise noted: 44 /�.C. /2 `P 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . .. 92$ P E 1'" Truss: BH3 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: EE 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). AMP ' a, DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ i 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON t, SEQ. : 6037158 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- t j N A. design bads be applied to any component and ere for"dry condition"of use. / -7 r�(� ..„ TRANS I D: 406556 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 •t 14 �� fabrication,handing,shipment and installation of components. e . X57 7.Design assumes adequateorainage is provided. 'f � �:f� „ 6.This design is furnished subject to the limitations set forth by 8.Plates shad be located on both faces of truss,and placed so their center III VIII VIII I I Hill Hill IIII TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center nnes. e.Digits Indicate size of pplate In Inches. f1 MiTek USA,Inc./CompuTrus Software 7.6.6(114-Z 10.For basic connector plate design values see ESR-1311,ESR-19a8(diTek) EXPIRES:12/31/201.5 II'IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2.15=(-1177) 3199 15- 3=( .99) 614 22.13=( 87 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 3- 3= -3891` 14817 15.16=( _931) 2763 15- 4=(-277) 430 13-14=(-2471) 843 WEBS: 2x4 KDDF STAND; 757) 2413 4-16=(-342) 253 2x4 OF STAND A LOADING 4- 5= -2938 1219 17-19= 0) 0 16. 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19. -556 2143 5-18= -543 368 <= TC LATERAL SUPPORT 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8= -2026 1048 20-21= -542 2142 18- 8= -92 159 -486 183 LL = 25 PSF Ground Snow (Pg) 9.111= -1914) 1045 992 22.14=(- 818) 2248-720) 2182 18.20=9- ' -93 265 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.11= 0) 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367) 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12-22=) -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625` ** For hanger specs. See approved plans 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) `OND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.174" @ 17'- 8.5" Allowed = 2.130" 15-11-11 11-10-02 15-08-07 MAX TL CREEP OEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" f f ff f f ff f f MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 2-07-04 4-04-07 0-04-15,�,/ 5-05-12 0-04-15 5-01-08 NOTE:Design assumes moisture content does 1' T T II T T If 'f T not exceed 19%at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T 1' T T system and components and cladding criteria. 12 M-4x6 M-4x6 M-5X6(5) 7 M-3x8 M-3X4 1"1 12 Wind: 140 mph, h=23,9ft, TCDL=4,2,BCDL=6.0, ASCE 7.101 7.00 I/ M-5x6(S) 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), load duration factor=l,6 0.25" ///T Truss designed for wind loads / 0.25" in the plane of the truss only. M-3x4 / 4 01 +' +I TN 3x5 CD ).5x371/ / c. _ 1 . M-5x10 M-3x4 0 1i 19 zo 22 19* � M-4x6+ o M-5x10 M-3x4 0.252' M-3x4 M•4X6 0 - 2.75 1 8g=_M-4x8 M-5x8(S) p12 y y 1-901,12 1, ), 1, ), y y-05-0j3 6-06-10 5-05-14 11108-02 5-07-14 5-05-12 7-06 7-07-12 y 5,-05-08 13-01-04 y 2-0011 25-11-08 y , > 14-06 29-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH2 � > o wRQ��s Scale: 0.1286 `Cp `` 12Z �/ WARNINGS: GENERAL NOTES,unless otherwise noted: {t,/ •q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' `92.•P E 1' Truss: BH2 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 DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c,respectively unless braced throughout their length by p ty permanent bracing of continuous sheathing such as wood sheathing(TC)C and/or d DATE: 8/22/2014 responsibilitybuilding designer. Impactg g py required g(r s rywan(ec). C' the overall structure is the res nsibili of the 3.2x bridging or lateral bracingre cored where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON ,(0 SEQ. : 6037159fasteners 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 Nb` ,` TRANS I D: 406556 design loads be appfied to any component, and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0 i 4 2.°-�Q eR R y I .4 necessary. p� fabrication,handling,shipment and installation of components. �,Design assumes adequate drainage is provided. "PI 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 11E1 VIII VIII VIII H11VIII IIII IIII IIIITPI/WI'CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. 10. n MiTek USA,If1C./COffIpUTNS Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,EOR-19e8(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 OF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 114 2-15= -1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2. 3= -8240 2291 15-16= -1727 6287 3.16= 728 178 13.22=) 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3. 4= -6514 2010 16-17= -1666) 5567 16- 4=( 0) 371 WEBS: 2x4 KDDF STAND; I I LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17.18= -2003 5967 4-17= 494 262 2x4 OF STAND A; TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0" TO 12'- 0.0' V 5- 6= 0 0 18.19= -2095 6120 17- 5= -631 2092 2x6 KDDF STAND B TO UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 31'- 6.2" V 5- 7= -5197 1853 19-20= -2199 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2' TO 43'- 6.2" V 7- 8= -6026 2221 20-21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2" V 8- 9= -5957 2233 21-22=(-1418) 4762 18- 8= 19 222 BC LATERAL SUPPORT <= 12"OC. UON. 9-10= -6194 2281 22-14.(-1415) 4765 19. 8= -779 384 TC CONC LL( 500.0 +DL 140.0). 640.0 LBS @ 12'- 0.0" 10-12= -4749 1899 19- 9= -541 281 TC CONC LL500.0+ L( 140.0)= 640.0 LBS @ 31'- 6.2" 11-12= 0 0 9-20= -282( 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12-13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.21=) -481) 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0" 0.0° BEARING MAX VERT MAX H08Z BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50" 6.02 KDDF( 625 ` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 43'- 6.2° -994/ 3527V 0/ OH 5.50" 5.64 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 osfl uplift at 24 'ac spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043° @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = -0.350' @ 21'- 11.8" Allowed = 2.130" MAX TL CREEP DEFL = -0.695° @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7" 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-0fi�-10 2(-03-08 5-02-05 0-06.10 5-08-10 not exceed 19% at time of manufacture. ' 2 09 4-04 2-02-1 1 5-05-13 1 1 4-07-11 '' 5-05-02 ' I Design conforms to main windforce-resisting f ,. I 11' f f ,. f f'1 '( system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1' 640# �,' 40# T oad duration factor=1.� 12 12 Truss designed for wind loads M-7x8 S in the plane of the truss only. 7.00 M-5�C12 M 3x5M- x4 9 (0.25" =M-40x4 11 M-5x10 Q 7.00 SINN M-3x4 v 3 x4 + + + 3 o M 3x8 0D M18HS-3x18 � / M-7x12 ,40111111162,...., co o0/' gm RN a = 8x34x8 =M 8x8 is P21 22 14' M-4x6+ M-4x6+M18HS-7x14 0'2 M 3x10 M 1.5x3 0 0 2.75 2.75.- -M-8x8(S) 12 12 5, ,, -05-0Q 4-04 4-05-12 3-02-11),2-00), 8-01 7-11-04 5-05-02 5-06-14 , ,2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - BH1 4. PROF96s Scale: 0.1366 ,.A hIZ zcC' /0 WARNINGS: GENERAL NOTES,unless otherwise noted: dJ .a�``PL "Q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 7 [, t' Truss:' BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 490401111r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r( 2'o.c.and at 10'o-c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing ofate . continuousxImpact sheathing such plywood where s or drywell(BC). ' DATE• 8/22/2014 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. 7OREGON 40 SEQ. : 6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosine environment, 1+" V \O A. design bads be app5ed to any component Design gra for me condition"gf t a. /,r, i, (IQ .�„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.and are assumes full bearing et all supports shown.Shim or wedge if Q 14 �Q. fabrication,handing,shipment and installation of components. necessary. ` g PPo 7.Design assumes adequate drainage Is provided. .P R y b� 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 TPI (IIII VIII VIII I III MAI VIII IIII III MfrCA In SCSI,copies of which will be furnished upon request Digit coincide jointnche. 9.Dress oincidae with josize of t centerctoinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 86 2- 8=(-104) 734 3- 8=(-401 388 BC: 2x4 KDDF STANTR SPACED 24.0' 0.0. 3- 4=) -885 459 9- 6=) -74) 602 4- 9=)-294) 595 WEBS: 2x4 KDDF STAND LOADING 4- 5= -885 459 9- 5=(-401) 388 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 236 BC LATERAL SUPPORT <= 12"0C. UON. L ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (P9) 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" -184/ 975V -360/ 360H 5.50" 1.56 IMF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T T MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" ( MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979" MAX TL CREEP DEFL = -0.043" @ 6'- 10.9" Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed = 0.100" M-4x6 MAX TL CREEP DEFL = -0.003" @ 21'- 6.0" Allowed = 0.133" 14.00/ N14.00 44.0" MAX HORIZ. LL DEFL = 0.011' @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" 8 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=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IT duration factor=1.6 Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 co ifilik0 th 0 0 o - se " ,v rn 0 o M-3x4 a0.25" M-3x4 M-3x4 0 /- M-5X6(S) y y k )' 6-10-15 6-08-02 6-10-15 )' )' ,1 ) 1-00 20-06 1-00 0 PR JOB NAME: 5-A POLYGON NH - C2 Scale: 0.2044 x^�`�5� �`\�01ry1\1 }��yc:ik ��`�'Si WARNINGS: GENERAL NOTES,unless otherwise noted: 4fjv (J/G 1/pt,lr '.'J C2 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?.•r E S' Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradn9 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 • DES. BY: EE 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 sheath) C end/or d the overall structure Is the responsibility of the buildingdesigner. nOIT ) rywall(BC). et DATE: 8/22/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ sll 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q" : 6037161fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �L .4 . TRANS I D: 406556 design bads be applied to any component. 6.Desiand an assumre for ryes toll'bearing all supports -1)'"I � 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge If �I 1 4 2. �4' fabrication,handling,shipment and Installation of components. necessary. '�/r - {�- 7.Design assumes adequate drainage Is provided. �'h tt tt A �' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +'i R 1 L which will be furnished upon lines coincide with IIIIII VIII 11111 11111 11111 11 VIII IIII IIIIMira SAPIANTCA�lnCsI,copies of lCOmpuT 5 Software 7.6 6(1 L)E request 10.For basic connectorplate design values see ESR-1311,ESR-1988(Weldo int center lines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" (GOND 2' Design checked for net) pef) uplift at 24 "Sc spacin9.l TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does 2x4 ODEE BC: 2x4 DF BTA; SPACED 24,0' O.C. not exceed 19% at time of manufacture. 416BTR 82 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=25.2ft, TCDL=4.2,8CDL=6.0, ASCE 7-10f CConnector plate prefix designators:= Com (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,H18HS (16 no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, M,M20HS,M18HS,M16 = M>Tek MT series RIIRD STORAGE DOESTruss designed for wind loads NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 TIM-4x4 12 �' 14.00/ NN 14.00 v m 0 M .((.-- M-3x4 o M-3x5(S) 0 M-3x4 6-10-15 13-07-01 1-00 20-06 1-00 ROF JOB NAME: 5-A POLYGON NH - Cl ��'�� I E,Oa_ Scale: 0.2158 C? `` /Z1/ ,q �G1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.J j��rr� ' 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 IndWidual4 . 7.721 i P G and Warnings before construction commences. building component.Applicability of design parameters and proper 419(9 Truss: C 1Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradnmust be InstaNed where shown 5. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e, DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or d ll BC. '` 1y DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brg required where of hown+. ( J -• 'Lc. 4.No bad should be eppied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^S7 ,y OREGON (V SEQ. : 603 7162 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 Gf:i N design bads be appbed to any component end are for"dry full b ari of use. .0 }, ry�Q +t+ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge it 0 -7} 4 necessary. / Fi R I M.�P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII I III VIII VIII VIII IIII IIII TPIANTCA In BCSI,copies of which will be famished upon request. it coincideintwith joint acenter tines. 9.Digitssndsize of plate in inches. p MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 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) 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF #1&BTR 2- 3=( 8954) 2004 9.10=(- 1252 5318 9- 3= -102) 114 7-13=I -474) 2142 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -8738) 2060 10-11.(-1284 5552 3.10= -192) 616 7- 8= -10200) 2302 2x6 KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5= -6390 1640 11.12= -1154 5472 10- 4= -900 3994 TC UNIF LL( 50.0)+DL( 14.0 = 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL) 0.0)+DL( 20.0 = 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7= -8600 2028 13- 8=(.1324 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 522.4)+OL( 375.2 = 897.6 PLF 7'- 0.0" TO 20'- 0.0' V 7- 8= -10200 2302 11. 6= -2680 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 8.0" V 6-12=( -842 3752 OVERHANGS: 12.0" 0.0" ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0' 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" -1711/ 7507V -337/ 345H 5.50" 12.01 KDDF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625` J,- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uolift at 24 "oc spacing.' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L 180 \/\/ 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ -I'• 0.0" Allowed = 0.100" �XVX\ 5" ac in 2 row()o throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0" Allowed = 0.133" 9' oc in 1 raw s throughout 2x4 webs, *** HANGER TO APPLY CONC. 9' oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.069" @ 14'- 7.7" Allowed = 0.979"MAX TL CREEP DEFL = -0.175" @ 10'- 3.0" Allowed = 1.306" LOAD(S) EQUALLY TO ALL MEMBERS. 10-03 10-03 MAX HORIZ. LL DEFL = -0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL= 0.034" @ 20'- 0.5" 3-02-04 2-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does 1' T T T 1 . 1 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting M-5x8 system and components and cladding criteria. 14,00 7 N14.00 55.0" Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, pQ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. M-3x8 1-3x6 v no 0 M-4x12 M-5x12 4i ..* M-5x16 I -5x16 o 0� Rill xa Rn r .;�1111e�eeM_WIL u;o 10 3 M-19 5x3 M-7x12 10. 25" M-6x10 M-3 x10 6 0 *** 3751#-M-10x10(5) y J, J, J, J, ), J, 3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 y 1-00 20-06 ,i1,0 RJOB NAME : 5-A POLYGON NH - C3 Scale: 0.1681 \�� r� GNE 6,•9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� 6/2P11/7' .. 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 4 .192 s 0 P E 1"" Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 building designer. continuous sheathing such as plywoodequiredhing(TC)and/or drywall(BC). the overall structure Is the responsibility of the 3.2x Impact bridgingor lateral bracingrequired where shown++ CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -G QREG`Q � SEQ. : 6037163fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosIve environment, >h TRANS I D: 406556 design loads be applied to any component and are for"dry condition'of use. 45.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 r,- P},1 fabrication,handling,shipment and Installation of components. necessarytruss, y 7.Design assumes adequate drainage is r vid d. L. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Milli I III VIII I III IIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with Joint center lines 9.Digits Indicate size of plate in inches. MiTek USA,InC./CompuTR13 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 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A168TR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-6=(-24) 286 6.3=(0) 307 BC: 2x4 KDDF 418BTR SPACED 24.0' O.C. 2-3= -506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3-4= -506) 111 LOADING 4-5= 0) 86 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -111/ 604V -210/ 21011 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,MI8HS, 16 = NiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 Osfl uplift at 24 'op spacing.) VERL 180 5-10 5-10 MAXTLLADEFLF= -0I0002" @@ IT-1 - 00.00" Allowed = 0.100" ' T T T MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100' 12 M-4x6 12 MAX TL CREEP DEFL = -0.003° @ 12'- 8.0" Allowed = 0.133" 14.00/ 14.00 MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5' Allowed = 0.557' 34.0"4.0" MAX TC PANEL TL DEFL = 0.497' @ 8'- 4.1" Allowed = 0.835" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5' yMAX HORIZ. TL DEFL = 0.004" @ 11'- 2.5' NOTE:Design assumes moisture content does i„ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (AllHeights), EnclosedCat.2, Exp.B, MWFRS(D1r), load duration factorl �,Truss designed for wind loads in the plane of the truss only. ul00co 0 0o�to ->o60 0 /Al -3x4 M-1.5x3 M-3x4 y y ), 5-10 5-10 ,l ), )' y 1-00 11-08 1-00 �'` p PROP. JOB NAME : 5-A POLYGON NH D2 GINE / Scale: 0.3596 \5 (� �ZCq { WARNINGS: GENERAL NOTES,unless otherwise noted: 4 r 7, -$7, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual (' T 90 P E 1"- Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ^„�"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing ofr P! continuous sheathing such as plywood sheathing(TC)end/ordrywall(BC). /' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 Cr' 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7A OREGON t, i.t f SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, i design loads be appied to any component. and are for"dry condition"of use. //�, -7 y r�Q� -}.� TRANS I D: 406556 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 © 1 4 Q` fabrication,handing,shipment and installation of components. Designecessary. iii t ` Qj 7. latesassumes atedadequate drboth is trus,provided. '` � '4.�. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII 11111 VIII VIII VIII VIII IIII IIII TPI WfCA in SCSI,copies of which will be furnished upon request. lines coincidewith joint ate in Ines. 9.Digits indicate size of plate in inches. ) p MiTek USA,Ino/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(NiTek) EXPIRES:12/311201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IQOND. 2: Design checked far net( pefl uplift at 24 "ac gpacin0 I TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 91&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T 12 iIM-4x4 12 14.00 7 A3 \J 14.00 11 0 rn 0 00IllhIIIL,W 0 0 Co M-3x4 M-3x4 y y ), )• 1-00 11-08 1-00 JOB NAME: 5-A POLYGON NH - D1 .r PRo Scale: 0.3526 .„Cs- yOIN WARNINGS: GENERAL NOTES,unless otherwise noted: 44,/5` !l'c Vt G Lr//I -�! 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4t. T92.. 92.i PE 1'` Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,fir 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,r. ,,,I,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 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 �/ the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /-�. DATE: 8/22/2014 p0 h 9 3.2x Impact bridging or lateral bracing required where shown+* 1i `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. 7G� 4 O,OREGON A.SEQ. : 6037165 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, 7 7 1k •\W design loads be applied to any component. and are for"dry condition"of use. �( TRANS I D: 406556 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 1 4 7i �Q`� fabrication,handing,shipment and installation of components. necessary.umes provided.s �y r�1 t P- 6.This design is furnished subject to the limitations set forth by 8.Plates shag be locatedonboth faccesdrainage ia truss,and placed so their center +'i t'y t 4^ I VIII I III VIII I III IIII ILII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with join� In inches. 19.0.Ft center Ines MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E or�bats�siciconnectocate size rplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4.08.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(()(-5126) 1156 1- 7=(-684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF N16BTR 2- 3=I-3372) 842 7. 8= -680) 2954 2- 8=(-1360) 424 WEBS: 2x8 Ox4 FD SSSTAND;; LL = 25 PSFLOGrround Snow (Pg) 4- 5=(-3446 750 9- 5=I-370) 1988 8- 4=1990 8- ( -156 4854 306 2x6 KDDF #2 B TC UNIF LL 50.0+DL 14.0)= 64.0 PLF 0'- 0.0" TO 11'- 8.0" V 5- 6=( 0) 86 4- 9=) -176) 84 BC UNIF LL 522.4 +DL 375.2). 897.6 PLF 0'- 0,0' TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 12.0' 0'- 0.0" -1280/ 5692V -197/ 189H 5.50' 9.11 KDDF 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021' @ 3'- 1.3" Allowed = 0.537" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ 12'- 8.0' Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001' @ 12'- 8.0' Allowed = 0.133' 9' oc in 1 row(s) throughout 2x4 top chords, 5' oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'- 2.5' *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5' LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-03 f 2-07 f 2-07 f 3.03 f system and components and cladding criteria. 12 12 Wind: 140 mpph1 h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights), fEncloe ), sd , Cat.2, Exp.B, MWFRS(Dir), All He 14.00 4.0„ \14.00 Truss designed for wind loads .6, s 3 Iin the plane of the truss only. s.. M-3x5 M-3x5 c 4ro S. U, c co M-5x10 64 c:, 4.61 Illiki6, c:, 11.3 usiiiiiiiimml r.muemmilimmw ".:13; 1' M-3x88 M 8x105 M-1.5x3 M-5x10 .\ 8 / * y ***♦y 551# , ,1 3-01-04 2-08-12 2-08-12 3-01-04 .1 * * 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 1 JOB NAME: 5-A POLYGON NH - D3 Scale: 0.2557 \5,<C4P PNOp�0,(,, WARNINGS: GENERAL NOTES,unless otherwise noted: �+ "'/21 C D3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4' .92 0 0 PE 1-' Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng 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 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r � ' Po ty continuous§heathing such as plywood sheathing(TC)and/or drywaN(BC). . ` '. fY. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0+ ♦ //*''a"", SEQ. 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}r OREGON �.,/ S EQ. : 60371 66 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,G" 'if Nb' .` design loads be applied to any component and are for"dry condition"of use. / r0 .1�. TRANS I D: 406556 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} 4 y 14 fr �� fabrication,handIng,shipment and installation of components. Designnecessary. yi y gPo 7. assumes adequate drainage Is provided. l..b 6.This design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint aIn nche. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 ( 0) 862-4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3-1 21 180 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 OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0° 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 399V -117/ 260H 5.50" 0.64 KDDF ( 625) Connector plate ref ix desi nators: 5'- 9.2" -164/ 198V 0/ OH 1.50° 0.32 KDDF 625) C,CN,C18,CN18 (orrno prefix)) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 139V 0/ OH 5.50" 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012, [GOND. 2 n: Desigchecked for net( psf) uplift tt 24 °oc ci spang.) 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" /- ---/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300' @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838" it MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004" @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCOL=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 o in the plane of the truss only. 0 0 u-r r 0 co 0 PE.jll.IIIIMIMIMIIMIImimi o/- o -� 4 M-3x4 y ) y 1-00 6-00 (PROVIDE FULL BEARING t 4 1 PR 04- JOB NAME : 5-A POLYGON NH - J13 Sale: D.4281 r�,,�5'((cS\ f�[FtT6' . WARNINGS: GENERAL NOTES,unless otherwise noted: ldjV ((.(�/l J f, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ' 7 92 e PPE r Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper .fir 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: E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracdesigner. of continuous sheathing such as plywood sheet when C)and/or drywall(BC). • 4� DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ yRCC y SE 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibllty of the respective contractor. 37 OREGON 4, S Eassumes trusses are to be used In a non-corrosive environment, design bads be applied to any component. and are for"dry condition"of use. 6 4. 'V�., its TRANS I D: 406556 r1, qN� 'f"' 5.CompuTrus hes no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if © i 4 2 fabrication,handling,shipment and installation of components. necessary. �+ 7.Design assumes adequate drainage Is provided. ff--�� t+ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r-l. I(IIIA VIII VIII I III VIII VIII VIII(III(IIITPI/WTCA in BCSI,copies of which willbe furnished upon request. lines coincide with Joint center fines 9.Digits indicate size of plate In Inches. 10. cc: MiTek USA,Inc./Compulrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: EJ 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 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 OI 86 2.6=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. 2-3= -581 500 3-4= -164 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5= -21) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -204/ 454H 5.50° 0.60 KDOF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50° 0.22 KDDF 1 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50" 0.61 KDDF 625( LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -125/ 122V 0/ OH 1.50" 0.16 KDDF 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND, 2: Design checked for net(-5 sof) uslift at 24 "oc asacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /14.00 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 3.0" Allowed = 0.025" MAX TL CREEP DEFL = -0.000" @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. system andfcrms to tsin dicladdingrcriterig system and components and cladding criteria. NWind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Nr load duration factor=l.6oTrussdesigned for wind loadsmwin theplane of the trussonly.oro0 o -V0 A- ., i y ), 1-00 6-00 4-03 (PROVIDE FULL BEARING;Jts:2.6.3.4I JOB NAME: 5-A POLYGON NH - J12 '<c.G PRo�66,s Scale: 0.2960 � ��IZ�F`y.�/J /d�' WARNINGS: GENERAL NOTES,unless otherwise noted: I /l�J-���r°f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' 92$®r-G r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 12 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 3.Additional temporary bracing to insure stability during construction 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4004110.0* DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ • cc SEQ. : 4.No load should be applied to any component until after ail bracing and 4.Installation of truss is the responsibialy of the respective contractor. -p OREGON I, A.6037170 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, ��11 design loads be applied to any component, and are for"dry condition"of use. .1/. -7 Y 14 20 b",k,. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing u all supports shown.Shim or wedge if 4/ necessary. /� P R I` { fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1..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 111111111111111E110.VTPINVTCA in BCS(,copies of which will be famished upon request. lines coincidewith jointanr knee. 9.Digitsindicatesize offpplatete In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 21P 31/2015 IIIIII1111i 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 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( OI 86 2.6=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2-3=I-636 500 3-4= -243 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5= -76) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 10.6" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -213/ 495H 5.50" 0.60 KDDF ( 625` C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50' 0.61 KDDF 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF 625` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 )COND. 2: Design checked for net(-5 osfl Uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' 9 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002' 9 10'- 10.6" Allowed = 0.088" MAX TL CREEP DEFL = -0.002" 9 10'- 10.6" Allowed = 0.117" MAX TC PANEL LL DEFL = 0.144" 9 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145" 9 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" 9 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" 9 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-resisting system and components and cladding criteria. 14.00/ Wind: 140 mpht h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 ,- ,- :23 Truss designed for wind loads co in the plane of the truss only. o � ,:t- - r 0 o g• o M-3x4 A- I 1, ), 1, y 1-00 6-00 4-10-09 )PROVIDE FULL BEARING;�its:2 6.3 4I JOB NAME: 5-A POLYGON NH - J11 <_to PRpFF�s Scale: 0.2753 co ss WARNINGS: GENERAL NOTES,unless otherwise noted: ir 1P E'&, /zi "7 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and Is for an individual 4 . !C9.2 S®PE 1- Truss: J 1 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: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length byilezi P tY permanent bracing of continuous sheathing such as DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging plywood sheathing(TC)where shown dryweli(BC). e. I' p or lateral bracing required ++ 4.Na load should be applied to any component until after all bracing and 4.Design Installation sof truss is the responsibility of the respective contractor. 7 OREGON <t/ SEQ. : 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. /� i}. design bads be applied to any component and are for"dry condition"of use. A.. TRANS I D: 406556 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '�Q 41)' 14 �1�,r fabrication,handing,shipment and installation of components. necessary. s p ry. {7. '- 6.This design is fumished subject to the limitations set forth by 8.Platesshallbe located on both faces of of truss,and placed so their center E'1 It`" I IIIIII VIII VIII I III 111111111111111111111 TPIIWTCA in BCSI,copies of which will be fumished upon request. 9.lines coincide with jointpcenter foes. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate in inches. 10.Digits rrbasiciconnectoroplate design values see E5R-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 01 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3= -562 497 3-4= -139 88 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD= 32.0 PSF L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF LOCATIONSOREACTIONS 19RREACTI0.60 KD IONS 5.50"SIZEN (SPCIES) OS 2 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDOF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )CONO. 2: Design checked for net(-5 psfl uplift at 24 'oc s acp ing ) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0° Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX IC PANEL LL DEFL = 0.144' @ 3'- 4.8" Allowed = 0.576" MAX IC PANEL TL DEFL = -0.146" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10,8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" 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. 12 Wind: 140 mphh=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00/ load duration factor=1.6 loads f/ c inuss thedesiplaneed offor thewind truss only. v 0 N N 0 C•1 0 rn t 2mommommomommommommil5 0 M 3x4 ), ), ,1 y 1-00 6-00 3-11-09 (PROVIDE FULL BEARING;Jts:2.5.3.41 JOB NAME: 5-A POLYGON NH - J10 'c0 PR© fisc Scale: 0.2937 IIN /, WARNINGS: GENERAL NOTES,unless otherwise noted: �� �7` "r- Truss: 1,,, 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown end is for an individual `920 0 PE building component.ApplicaNlity of design parameters and proper Truss: J 10 and Warnings before construction commences. incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ��r 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced their length by 0,.faa��-' '- DES. BY: EE is the responsibility of the erector.Additional permanent bracing ofsheathing(TC) continuous sheathing such as plywood bratdthroughout drywength. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t/ ``C' ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. = OREGON . ,, SEQ. : 6037172 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G" 4, �Is design bads be applied to any component. and ere for"dry condition"of use. / '7.j' 2Q ..L TRANS I D: 406556 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 14 �1tY, fabrication,handing,shipment and installation of components. Design ass � R n I f { P Po 7.Design assumes adequate drainage is provided. L�» 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidedictwith jointfain Inches.9.Digitssdsize oplateeto Inches. C t I tt MiTekUSA,Inc./CompuTrusSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 11111 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'• 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =I 00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2-5.(0) q BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2-3=(.483 427 ( ) 3-4= -111) 48 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" 377/ 439V 0/ OH 1.50" 0.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) A -V VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ;I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting 12 system and components and cladding criteria. 14.00/ l Wind: 140 mph, h=24.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads in the plane of the truss only. v 0 0 0 Cd O r/- t.rt (�! imm Of 0 5 - M-3x4 ,,- i‘ ) 1, 1, 1-00 6-00 2-11-09 (PROVIDE FULL BEARING;Jts•2 5 3 4 JOB NAME : 5-A POLYGON NH - J9 Scale: 0.3208 .,��`` PR ��PpC6,, WARNINGS: GENERAL NOTES,unless otherwise noted: <{/ /21/t I 117' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' `920 0 PE t Trus s: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braving 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 DES. BY: EE 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 d the overall structure Is the responsibility of the buildingdesigner. n9Cl) rywell(BC). Jrr, DATE: 8/22/2014 Po ftY 9 3.2x Impact bridging or lateral bracing required where shown++ • Sc+ r1 4.No bad should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. . ! w OREGON �1.0 EQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j. ^V design loads be appled to any component and are for"dry condition"of use. .t1 tla�1k TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes fug bearing at all supports shown.Shim or wedge if `} 14 4 h1� fabrication,handling,shipment and installation of components. necessary. q !)let) 7.Design assumes adequate drainage Is provided. 'Vl "t'�I-� 0� 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 +'i r-5 I IIIIII VIII IIID VIII VIII(III)(III(III(IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center bines. 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 111011111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF 918BTR SPACED 24.0" 0.C. 2-3=(-417) 361 3-4= -107) 44 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF 625) C,CN,C/8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -359/ 432V 0/ OH 1.50" 0.55 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V 0/ OH 1.50" 0.02 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. (GOND 2 Design checked for net( jl f( uplift at 24 "oc s ac0 in g. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.178' @ 2'- 11.6' Allowed = 0.864' MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i 12 4 Design conforms to main windforce-resisting 14.00 7system and components and cladding criteria. Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads v of in the plane of the truss only. 0 o a) 0 0 u7 �� o� _r 5._� -1 Ci M-3x4 y y J• 1-00 6-00 1-11-09 (PROVIDE FULL BEARING',Jts:2,5,3,41 JOB NAME: 5-A POLYGON NH - J8 ��, � pRaF��,� Scale: 0.3559 \Cso GI[yN /Q WARNINGS: GENERAL NOTES,unless otherwise noted: 4�� v 12'"1 17 r c *1' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -920•P E and Warnings before construction commences. building component.Applicability of design parameters and proper /IK Truss: J Incorporation of component Is the responsibility of the building designer. l! 2.aro compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracirg to Insure stability during construction 2'o.c.and et 10'o.c.respecdvely unless braced throughout their length by 40 DES. BY: EE Is the responsibility of the erector.Additional onal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ t/ �Ct. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiily of the respective contractor. !"p' S OREGON�� �4, SEQ. : 6037174 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, LJ..�Jft' design loads be applied to any component: and are for"dry condition"of use. .0 'T l ?-(‘I +1t-. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if Q 14 �y necessary. /tij'9)RIO- 6. {! fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. This design is furnished subject to the tirdtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII(III VIII VIII(III(IIITPINVECA In BCSI,copies of which willbe furnished upon request. 9.Digit indicateicawiz Jofnppt ceIn inches.10.For basic connectorlines. MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E � oplate 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 6'- 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) 86 2.5=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0' 0.C. 2.3=(-334) 185 3-4=+ 83 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA OVERHANGS: 12.0" 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625` C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50" 0.35 625)KDDF M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ( LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.' 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11,6" Allowed = 0,096" MAX TL CREEP DEFL = -0"003° @ 6'- 11.6" Allowed = 0.128" MAX IC PANEL LL DEFL = 0.295° @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" j�l MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006° @ 5'- 11.2" [1/7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, .4- o Truss designed for wind loads co in the plane of the truss only. co 0 o1 0 us .11iJMIIII=111=1111=11 o/- 5r=se 0 M-3x4 A- ), ) ), ) 1-00 6-00 0-11-09 [PROVIDE FULL BEARING'Jts:2.5.31 JOB NAME : 5-A POLYGON NH - J7 to P� Fe�� Scale: 0,3882 �j '.,.1'"(ry lry+N}t)�<Q / WARNINGS: GENERAL NOTES,unless otherwise noted: 4{,l lG.4+i1 f �t-�7. 1.Builder and erection contractor should be advised of NI General Notes 1.This design is based only upon the parameters shown and is for an individual 'CC' `92 0•P E r Truss: J7 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: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 responsibilitybuilding 9 continuous sheathing such as bracingplywood sheathing(TC)and/or drywall(BC). n* the overall structure Is the of the designer. 3.2x Impact bridging or lateral required where shown++ CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON {(t SEQ. : 6037175 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a nonci. orrosive environment, „ V 4N TRANS I D: 406556 1h design bads be applied to any component and are for"dry condition"of use. / 8.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if 'O 1 4 �4 fabrication,handling,shipment and installation of components. necessary. ` 7. I>(`Design assumes adequate drainage is provided. Lw 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII I III IIII VIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 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 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 184 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDDF ( 625` 5'- 9.2' 0/ 145V 0/ OH 5.50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 5-11-09 THE BOTTOM CHORD DEAD LOAD BY IBC 2012.AD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" ,<- -/ MAX TC PANEL LL DEFL = 0.333' @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9° Allowed = 0.858" 4 MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8° MAX HORIZ. Ti DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mpht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=-1.6, Truss designed for wind loads CM in the plane of the truss only. 0 u7 0 t; u; 0 co 0 Lo �� o/- 0 M-3x4 I 1, I 1-00 6-00 •:r r ." • PR JOB NAME: 5-A POLYGON NH - J6 ��oGINE�J�`s Scale: 0.4179f 2��(i! 1© .. WARNINGS: GENERAL NOTES,unless otherwise noted: �� fir? 1,,,. 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 .92*$PE and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: J 6 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 end bottom chords to be laterally braced et 3.Additional temporary bracing to Insure stability during construction 2'o.c.and et 10'o.c,respectively unless Wacad throughout their length by41101.011.. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d ll BC. . DATE: 8/22/2014 bracing gR s rrwe t ) �'"�:. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral Medng required where shown+(- /�, 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibiity of the respective contractor. 'f9 OREGON {(/ SEQ. : 6037176 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, x,. �j rte A.. 2.O , design bads be applied to any component. and are for"dry condition"g use. / -7)' TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If 14 '5'` t fabrication,handing,shipmentnecessary. end installation of components. 7.Design assumes adequate drainage is provided. I b 6.This design is furnished subJect to the imitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center IIIIII VIII 1111111111111 III I III ILII VIII VIII IIII IIII M Te USA,(nc.TPIAMTCA in /CompuTfus I,copies of Software 7.6.6(1 L)E request. 10.Folinr Joints coincide with 9.Digbasic connector plate design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in inches. EXPIRES:12/31/2015 11 111111 VIII! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50° 0.60 KDDF ( 625 4'- 10.8" -166/ 179V 0/ OH 1.50° 0.29 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 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 r r , r r rr 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 = -0.002" @ -1'- 0.0" Allowed = 0.100' 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" '1 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029" /- / MAX TL CREEP DEFL = 0.000° @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL = 0,140" @ 2'- 10.1" Allowed = 0.470" MAX TC PANEL TL DEFL = -0.132" @ 2'- 10.3" Allowed = 0.705" /4.00 MAX HORIZ. LL DEFL = -0.003" @ 4'- 10.8" MAX HORIZ. TL DEFL = -0.003° @ 4'- 10.8" 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 mpph h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), 0 oad duration factor=1.6, Truss designed for windloadsoin the plane of the truss only. cm0N- 0 rdi 0�o -�4 y y ), 1-00 6-00 !PROVIDE FULL BEARING:Jts:2.3.41 �.q PR Qp JOB NAME: 5-A POLYGON NH - J5 Boole: Q-4549 "<t- /gyp 9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. /ZG+/t/ f1, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CC -921 I P E f' Truss: J5 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. ,v' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: EE 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 N 0011'" the overall structure is the responsibility of the a n designer. continuous sheathing such l bracing plywood u the reg(TCs and/or d actor. BC). •,,. r4lrr!t DATE: 8/22/2014 Po ty 9 9 3.2x Impact bridging or lateral required where shown++ 4.No load should be applied to any component until after aII bracing and 4.Installation of truss is the responsibility of the respective contractor. =7 A OREGONt I �,(/ SEQ. : 6037177 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, 7l design bads be applied to any component. and are for"dry condition"of use. �1 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,0 1 4. �tyT fabrication,handling,shipment and Installation of components. necessary. A ` r 7.Design assumes adequate drainage is provided. 'A`! b b`i 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 r l fl L IIIIII VIII VIII I III VIII VIII VIII III lIIITPIANiCA in SCSI,copies of which will be famished upon request. lines coincide with joint center 5nes. 9.Digits Indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Web) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF N/&BTR SPACED 24.0' 0.C. 2-3=(-132) 131 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: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -10/ 346V -81/ 189H 5.50' 0.55 KDDF ( 625) 3'- 10.8' -165/ 160V 0/ OH 1.50' 0.26 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50' 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079' T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105' A- -/ MAX TO PANEL LL DEFL = 0.054" @ 2'- 2.1" Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037" @ 3'- 1.4" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 0 12 MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" esicontendoes 14.00 V notEexceedn19%sates timelre ofumanufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l,6 Truss designed for wind loads C; in the plane of the truss only. v cu O to O rf piri O c) ► ►504 M-3x4 /- ,/, ,1 ), 1-00 6-00 r • . Rop JOB NAME: 5-A POLYGON NH - J4 scale, D.509, ,�,`` GpN es, WARNINGS: GENERAL NOTES,unless otherwise noted: 4,1� /21 I' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C' `921 S P E 1' Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty Pe continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). DATE: 8/22/2014 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. -'w OREGON b, ,41./ SEQ. : 603 7178 fasteners are complete and at no tinon- corrosive should any loads greater than 5.Design assumes trusses are to be used In a environment, L, design Wads be applied to any component and are for"dry condition"of use. / '�j r,Q .. . TRANS I D: 406556 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 V }4 �� fabrication,handling,shipment and installation of components. Designnecesary. J� 7. laesassumes adequate drainage is truss, '+r y L 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1E1111 VIII VIII III)III I 111111 IIIIIIIIIII TPIANfCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint ain inches.9.Digits indicate size of plate In Inches, I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) EXPIRES:12/3112015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 106 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: 12.0° 0,0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -5/ 318V -62/ 153H 5.50' 0.51 KDDF( 625` 2'- 10.8" -160/ 141V 0/ OH 1,50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625` C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ac soacing.l BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" 2-11-09 MAX BC PANEL LL DEFL = -0.009" @ 2'- 8.6" Allowed = 0.254" MAX TC PANEL TL DEFL = -0.016• @ 1'- 8.2" Allowed = 0.398' MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4" Allowed= 0.339" A- -V 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8" 14.00/ () 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=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. C▪O 0 0 C3 /- in0 0� N ►�4 -V M-3x4 A- ,i, J" J' 1-00 (PROVIDE FULL BEARING'Jts:2.3,41 6-00 JOB NAME: 5-A POLYGON NH - J3 Scale: 0.5712 sc�� G'IN dF�6151 iii9 > WARNINGS: GENERAL NOTES,unless othervnse noted: 44 1° 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' . PE c"' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper �,/' 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. .+" +r�"� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at • DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/1 is the responsibility of the erector.Additional permanent bracing of ng(TC)and/or drywall(BC). ,,. rMA! continuous sheathing such as plywood sheathing(TC) CC DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 74 OREGON ,(V SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, e ' design bads be applied to any component. and are for"dry condition"of use. ^ ,. (� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all suppo is shown.Shim or wedge if Q 1 4 9- ,v,, fabrication,handling,shipment and installation of components. 7. necessary. provided.s t 6.This design Is furnished subject to the hmitations set forth by 8.Platesshallbe locateassumes gd on both faces drainage of truss,and placed so their center }t•'� 1111111111111111111 VTPINVECA in BCSI,copies of which will be famished upon request. 9. git coincide with joint platet aIn inches.nche. MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.DigitsFFrb sic connectorplatevalues see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 11 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF k1$BTR SPACED 24.0" O.C. 2.3=(-62) 83 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 UL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625) 1'- 10.8" -139/ 127V 0/ OH 1.50' 0.20 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0° 0/ 50V 0/ OH 5.50' 0.08 KDDF 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked far net(-5 oaf) 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 = -0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 1-11-09 MAX TC PANEL LL DEFL = 0.004' @ 0'- 12.0' Allowed = 0.163" MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4' Allowed = 0.244" MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6' Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.8" 14.00 7 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.8" /- --/ NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. 4 Design conforms to main windforce-resisting (j system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. n N O co Or_ RNA.ijil.IIIIIIIIIIIIIO O/- 1110.-- ►�4 - M-3x4 1-00 'PROVIDE FULL BEAAING:Jts:2.3,41 6-00 JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 ,co. GIN, HiQ WARNINGS: GENERAL NOTES,unless otherwise noted; �'Lr� /2 / l'1-. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T.92t$n c-E r" Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper yM 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at rA/ . DES. BY: EE 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)end/or drywall(BC). " �� DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ w CC 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 40 SEQ. : 6037180 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive 4(orrosive environment, 2! \tt" A. design bads be applied to any component and are for"dry condition"of use. //., 4)'. y rP ..E., TRANS I D: 406556 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 !3 �� fabrication,handing,shipment and installation of components. necessary. 4 R i i ` 7.Design assumes adequate drainage is provided. A 4.b 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111110.TPI VYTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Ines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131 J2015 1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2-4=(0) 0 BC: 2x4 KDDF #I&BTR SPACED 24.0' O.C. 2.3=(-99; 174 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625) 0'- 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 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 r,r 1 '.I r r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8' Allowed = 0.339" 0-11-09 4' I MAX HORIZ. LL DEFL = -0.001' @ 0'- 10.8° MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8' 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mphh=19.8ft, 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. Icvo r- C3 v o,.,_ AIIIIIIIII 0 0 �� cm of- ►� ►14 -/ -3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4] 6-00 PR JOB NAME: 5-A POLYGON NH - J1 . IN 6141 Scale: 0.6505 `GJ 1, /�� WARNINGS: GENERAL NOTES,unless otherwise noted: 'J GQJIItG ��7 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 _'-92 0 0 PE 1"' Truss: J1 and Warnings before construction commences. building component Applicability of design parameters and proper ,/" 4, 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' EE is the responsibilityof the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by permanent bracing of continuous sheathing such as ori sheethi DATE' 8/22/2014responsibilitybuilding designer. bridging g Pty 8 q n9(res ownordryweli(BC). ',= tr the overall structure is the res nsibili of the 3.2z Impact bd m or lateral bracing required 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. OREGON 40 S E Q. : 6037181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G, V N.v` A, design loads be applied to any component and are for"dry condition"of use. //t j,v TRANS I D: 406556 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 �?P`F tabdcation,handling,shipment and installation of components, necessary. s o r•+'L*� t 6.This design is furnished subject to the limitations set forth by 8.PlateDesisshallbe locateassumes d uon both faces of truss,and placed so their center n IR I y IIIIII I III VIII VIII VIII VIII VIII IIII III) TPI WTCA In BCSI,copies of which will be furnished upon request. Tangs coincide with joint center linea 9.Digits indicate size of prate in ins. MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201rJ IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5. 6=( -83) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" 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' 0/ 287V -133/ 325H 5.50' 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" 6-11-09 MAX LL DEFL = -0.003" @ 6'- 11.6' Allowed = 0.096" f T MAX TL CREEP DEFL = -0.003" @ 6'- 11.6" Allowed = 0.128° MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TO PANEL LL DEFL = 0.011' @ 4'- 8.8" Allowed = 0.290" MAX TO PANEL TL DEFL = -0.012' @ 4'- 7.5" Allowed = 0.434' MAX HORIZ. LL DEFL = -0.006" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19`s at time of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), pi load o M-4x6 Trussduration designedfforowind6loads o) in the plane of the truss only. 4.11°' II 0 U, 0.f mmm0i"�.-M rn- 9.. -- a e Q M-1"5x3 M-3x4 M-3x4 M 3x4 A- 2-03-12 3-08-04 / )' / / 1-00, 2-05-08 4-06-01 ,, , 6-00 0-11-09 (PROVIDE FULL BEARING;lts:2.4.9,51 JOB NAME: 5-A POLYGON NH - J7C p„ PRofiFS _ Scale: 0.2881 •s-N t. ) ��'?'. WARNINGS: GENERAL NOTES,unless otherwise noted: fill{ 1" 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual "". '92 0 0 P E c- Truss: J7C 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 ba laterally braced at • DES. BY: EE 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 46 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ aD tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7OREGON (U S E Q. : 6037182 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 � Nb, design bads be applied to any component 5. and are for"dry condition"of use. ,. TRANS I D: 406556 CompuTrus has no control over and assumes no responsibility for the 8.Design assumes on bearing at all / supports shown.Shim or wedge if 14 2P. �Q'� fabrication,handling,shipmentnesegsary. t and installation of components. 7.Design assumes adequate drainage is provided. ` t.ske 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11 11 1111111111111111111 TPIMffCA in SCSI,copies of which will be famished upon request. Ings indicate with joint centernche. 9.Digits size of plate In inches. MiTekUSA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31i2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(.372) 267 6-8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) P 9 2'- 10.8" -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 WOOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX IC PANEL LL DEFL = 0.016" @ 4'- 7.5" Allowed = 0.290" ,I MAX IC PANEL TL DEFL = 0.015' @ 4'- 7.5" Allowed = 0.434" / MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.007 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads M-4x6 in the plane of the truss only. Co UD COCD 111111hh444444 CD III o AMI���i�m o 8... M-1.5x3 (:) M-3x4" M-$x4 0 M-3x4 y 1, J, 2-03-12 3-08-04 ), ), ), 1, 1-00 k 2-05-08 3-06-08 y 6-00 [PROVIDE FULL BEARING;Jts:2,4.8.51 JOB NAME: 5-A POLYGON NH - J6C scale: 0.3244 `�j , G""N S'S/ WARNINGS: GENERAL NOTES,unless otherwise noted: L/� /a"Z/n -',' r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual C' 92®®F E 1- Truss: " Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shovm+, incorporation of component Is the responsibility of the building designer. Ate/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as wood sheathing(TC)C and/or d wall BC. PN 9(r s ry ( ) . DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (,�" 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -> OREGON 'G/ SEQ. : 6037183 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„ V N. A.. design bads be applied to any component. and are for"dry condition"of use. /h },. 14 rO .a__ TRANS I D: 406556 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if W �h,C fabrication,handing,shipment and installation of components. necessary. t` S' 7.Design assumes adequate drainage is provided. `Fi hb`" 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 111111110011111111 TPI VJfCA in SCSI,copies of which will be furnished upon request. git coincidenctwith joint centernche. 9.Digits indicate size of plate In inches. cc.. M[Tek 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 11111 IIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I.2=( 0) 86 2-7=(-32) 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-372) 267 6.8=(-39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8' -205/ 274V 0/ OH 1.50" 0.35 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50° 0.10 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 pet 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 = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007' @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TO PANEL LL DEFL = 0.016' @ 4'- 7.5' Allowed = 0.290" f '1 MAX TO PANEL TL DEFL = 0.015" @ 4'- 7.5' Allowed = 0.434" -/ MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v M-4x6 u; o iiiiihb4444b o7EN/- Allat.= -/ L.11 r��m o 6� 7 M-1.5x3 o M-3x4 M-3x4 0 M-3x4 A- 2-03-12 3-08-04 1, ), /, 1, 1-00 j, 2-05-08 3-06-08 j 6-00 'PROVIDE FULL BEARING:Jts:2,4,8,51 JOB NAME: 5-A POLYGON NH - J5C Scale: Q.3224 .,�,c, t PN s,�, WARNINGS: GENERAL NOTES,unless otherwise noted: 4'4� �/f Z 1t. *-57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual : .92/-•PE r' Truss' J5C end Warnings before construction commences. building component.Applicability of design parameters and proper /,/err " 2.2x4 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. Asir. 3.Additional temporary,bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �AAIR t� DATE: 8/22/201 4 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w l`,c. 4.No Mad should be eppied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7` OREGON 4' SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L. 4 \1›.design loads be tippled to any component. and are for"dry condition"of use. / ,. 2� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Des gn assumes full bearing at all supports shown.Shim or wedge if ., 14 �IS, fabrication,handing,shipment and Installation of components. Design esn 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 TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint centernche. 9.Digits indicate size of plate in inches. V p 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 KIWI' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7=(-58) 82 7-6=1 0) 18 BC: 2x4 KDDF e1&BTR SPACED 24.0' O.C. 2.3=(-150) 0 6-8=(-70) 98 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 44 3-8=(-119) 86 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'. 0.0" -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CampuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129" MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" -V MAX HORIZ, TL DEFL = 0.006" @ 5'- 8.8' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0Wind: 140 mph, h=21.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=1.6, 1 9 Truss designed for wind loads c in the plane of the truss only. v a, N co co co 98 T ^/- -/ el Ilill.613111 1S o� _� N M-1.5x3 CD 11173X4 0 M-3x4 M-3x4 1' y /' 2-03-12 3-08-04 1, .1 1' y 1-00y 2-05-08 3-06-08 y 6-00 :PROVIDE FULL BEARING;Jts:2,4,8) JOB NAME: 5-A POLYGON NH - J4C �1w� t>Rp �6� Scale: 0.4172 5 (N lip. GENERAL NOTES,unless otherwise noted: �f,/, ./Z /F.�r /- Scale: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual s 92 r®p G. r, Truss: J 4C 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: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC)) rywa( ) r #' '"r 11.11. DATE: 8/22/2014responsibilitybuilding designer. P bridging plywood w C and/ord 11 BC. A4 Q the overall structure Is the res nsibili of the 3.2x Impact or lateral bracingrequired where shown++ �1 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ',� OREGON <t/ S E Q corrosive environment, 4+ � Y Nt" A.. design loads be applied to any component, and are for"dry condition"of use. -st TRANS I D: 406556 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 4 fie. fabrication,handing,shipment and installation of components. necessary. is p b t B.This design Is furnished subject to the imitations set forth by 8.Platesshallbe locateassumes duon both faces of truss,and placed so their center r1 1.1`" I VIII::III VIII I III III)VIII VIII:III:IIITPI/VVTCA In BCS:,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrvs Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 86 2.6=(-58) 82 6-5=) 0 18 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-1501 0 5-7=(-70) 98 5.3=) 0I 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 44 3-7.(-119 86 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 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50' 0.11 KDDF 625 Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing., BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11 Og AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T 'I MAX TL CREEP DEFL = -0.004" @ 2'- 3.8" Allowed = 0.159" -/ MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129' Al2 MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4" Allowed = 0.196' MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201' MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8' NOTE:Design assumes moisture content does not exceed 196 at time of manufacture. o Design conforms to main windforce-resisting CDsystem and components and cladding criteria. CD Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, <y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6 Truss designed for wind loads o in the plane of the truss only. 0U, 9 wo� MEI 7 o M-1.5x3 ,,-o y 1, y 2-03-12 3-08-04 y y y 1, 1-00 ), 2-05-08 3-06-08 y 6-00 ,PROVIDE FULL BEARING;Jts:2,4,7I .RO JOB NAME: 5-A POLYGON NH - J3C Scale: 0.5570 �5- GPNE 961.9 WARNINGS: GENERAL NOTES,unless otherwise noted 4Ll� /z iiI ! 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 4C• 7 92®'P E r Truss: J3C 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. ,e✓ ; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� 40, Po W continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �d DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O SEQ. : 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �C 6037186 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 t. design loads be appled to any component. and are for"dry condition"of use. /�y-'4111 1 a 20 .�.. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �Q. fabrication,handling,shipment and installation of components. necessary. / 7.Designassumes adequate one drainage is provided. " � '`,, 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII,III,III TPINVECA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 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 86 2-6=(-30) 39 6-5=( 0) 8 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-96) 0 5.7=(-43) 53 5.3=( 0) 49 WEBS: 2x4 KDDF STAND 3.4=(-33 35 3.7=(.56) 45 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' 0'- 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 0/ OH 1.50" 0.16 KDDF 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50' 0.10 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 of) uplift at 24 "6c soacing,l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'- 4.2' Allowed = 0.069' 12 MAX LL DEFL = 0.000" @ 5'- 4.7' Allowed = 0.179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4' Allowed = 0.140" 14.00/ MAX BC PANEL TL DEFL = -0.013° @ 3'- 4.2' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7" M-4x6 MAX HORIZ. TL DEFL = 0.002' @ 5'- 4.7' �4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 40o Design conforms to main windforce-resisting T system and components and cladding criteria. CD Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 a IAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vr load duration factor=l.6, Truss designed for wind loads o in the plane of The truss only. r IIM o� .. _ -.Amia _ 7 DEMO ul CD M � M-3x4 o M-1.5x3 ,/ o ,...--- -ii6 6 0 M-3x4 M-3x4 1, y . y 1-03-12 4-00-15 0-07-05 1-00 j, 1-05-08 4-06-08 j IPROVIDE FULL BEARING;Jts:2,4,7I 6-00 JOB NAME : 5-A POLYGON NH - J2C .Io PR , J Scale: 0.6194 t. ) ? WARNINGS: GENERAL NOTES,unless otherwise noted: Z4 t✓ G l7t-iIF 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . 79200 PE 1r Truss: J2C and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. /' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2' and at 10'c.c.respectively unless braced throughout their length by 04 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '0 C 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -VOREGON ,((( non-corrosiveSEQ. : 6037187fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, �j �1X )( design loads be appied to any component. and are for"dry condition"of use. / �+ 2t TRANS I D: 406556 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 1 4 7. � , fabrication,handing,shipment and installation of components. necessary. t Design assumes adequate drainage is provided. R`1�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 11111111111111411 TPINYiCA in BCSI,copies of which will be furnished upon request. it coincidenctwith Jointain nche. 9.Digits indicate size of plate in Inches. M MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 114 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2-3=(-159) 91 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: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625) 1'- 9.2' -113/ 294V 0/ OH 5.50" 0.47 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 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 IDDND. 2: Design checked far 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 = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.007' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 11.1" MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 '' Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 in o 0 co 0 in HiMIIIIIIIM0 o� 2►� 4► M-3x4 1 y y ), y 2-00 2-00 5-11-13 'PROVIDE FULL BEARING:Jts:2.4,3j JOB NAME: 5-A POLYGON NH - SJ2 0(��a PR ,�ss Scale: 0.4859 GINE'� p �0 WARNINGS: GENERAL NOTES,unless otherwise noted: t•Ct 111 (7 c� 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 4 . '92.0 PE fit" Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper '. 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. :> 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY EE 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) rywa( ) 4 the overall structure Is the responsibility of the buikNn designer. PNwo ng(re shown and/or d tl BC. ` ", DATE: 8/22/2014 Po tY 9 9 3.2x Impact bridging or lateral bracing required where shown++ -10 tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON 4, SEQ. : 6037188 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, 414j, �b design beds be applied to any component, end are for"dry condition"of use. / o . -4. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if d 1 4 �t>,i fabrication,handling,shipment and Installation of components. necessary. /�,� T' 7.Design assumes adequate drainage is provided. -`/ " b}L`„ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r't VIII/III VIII I I/IIII/III VIII IIII(IIITPI/WICA In BCSI,copies of which will be famished upon request lines co with joint center Ines. 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 11111111111 IIDII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF Ai&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 114 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=1-90) 48 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8' -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 r r r. r REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.1" Allowed = 0.407" 7.00 17- MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" /- -f MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1" 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=20.4ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Wo load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. )17 (.1 0) O C) O/- UlO O,'- 21�11 4111# 111 M-3x4 1 J' y )' ), 2-00 2-00 1-11-13 'PROVIDE FULL BEARING;Jts:2,4,3J _c pRaPe JOB NAME: 5-A POLYGON NH - SJ1 A« 0 Scale: 0.6869 ��co �� 7 �`(7',� WARNINGS: GENERAL NOTES,unless otherwise noted: 4,l „,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 4- .92.11 P E r Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,,r' F 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by4011.10* is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d it BC. '. DATE: 8/22/2014 responsibility building designer. bridging eq rywa( ) CL' the overall structure Is the res nsibill of the 3.2x Impact bdd in or lateral bracingrequired where shown++ �# 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON 40 SEQ. : 6037189 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, r�t \tx 1A. design bads be applied to any component. and are for"dry condition"of use. / }r LQ Y TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 14 �C' fabrication,handing,shipment and installation of components. necessary. Jt,� 8.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. F#F1 l l.�- III II VIII VIII I III IIII VIII VIII IIII IIII g 1 8.Plates shall be located on both faces of truss,and placed so their center TPI/WfCA in BCSI,copies of which wit be famished 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 1111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2.5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3.(-82) 64 WEBS: 2x4 KDDF STAND 3.4=) -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 24.0° 0,0' 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF625 LL = 25 PSF Ground Snow (Pg) 5'• 9.5" -27/ 235V 0/ OH 5.50" 0.38 KDDF ) 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(•5 psfl uplift at 24 "oc s acD 1n0�� M,M2OHS,M18HS,M16 = MiTek MT series 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 = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX TC PANEL LL DEFL = 0.059' @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4" Allowed = 0.476" MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8' 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.00 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. 3 -/ Wind: (140 m h+ h=20,1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t 11 ilk load Heighis),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads CV in the plane of the truss only. 0 V- CO 0 O N N u'1 M� 31 CD �� 0 2► ►115 1 M-3x4 M-1.5x3 A- ,k. )- y 5-05-12 0-03-12 y y y 2-00 5-09-08 JOB NAME : POLYGON PLAN 5A NH - H27/3/1rScale: 0.6156 .`cs\ cc) PN QF-,` r/p 4. WARNINGS: GENERAL NOTES,unless otherwise noted: {C1� l''' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual PE f'� Truss: I u 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .+' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.n,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '!r! DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f/ `CC', 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON W; SEQ. : 6048198 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, �� 1Sk design loads be appled to any component. and are for"dry condition"of use. / +�j. TRANS I D: 407311 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 Q ��`F fabrication,handing,shipment and installation of components. Decessary. 7.Design assumes adequate drainage is ed. 'R.IR y`,,, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII Ell 11111 VIII ILII III'IIII III) TPINYfCA In SCSI,copies of which wit be famished upon request. git coincidewith joint acenter lines. 9.Digits indicate size of plate In Inches. 11qq MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:1 274112015 HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-57) 13 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: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625` 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0" -70/ 22V 0/ OH 0.00" 0.00 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Design checked far net( pcf)�plift at 24 "gc apac+ng i VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2' 4.00 D MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, A- 3 Truss designed for wind loads in the plane of the truss only. 0 v 0 N O co co W M-3x4 4 y y y 2-00 2-07 JOB NAME : POLYGON PLAN 5A NH - H1 ��`co PROx��,s Scale: 0.7786 GJ "GINE /� 9 0 WARNINGS: GENERAL NOTES,unless otherwise noted: f4�` v, {It/I IJ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual t T92011PE {'' Truss: I-11 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: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracing of continuous sheathingsuch as r the overall structure is the responsibility of the buildingdesigner. plywood sheathing(TC)where s and/or drywall(BC). = tr DATE: 9/3/2014 Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON la. SEQ. : 6048199 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ik ^W design bads be applied to any component and are for"dry condition"of use. �/ �..��. Q� A. TRANS I D: 40731 1 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 Q 1 4 2 �4 fabrication,handing,shipment and installation of components. necessary. n_ !i 7.Design assumes adequate drainage is provided. ,c/ p i . S! 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'1 111111111111111111111111111111111111 IIIITPI/WTCA in BCSI,copies of which volt be furnished upon request. lines coincide with joint center Ines 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