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Plans (64) MEMS /V 5 ° -Do/,.? mik 3 72r Stv / 7s -ct. MiTek RECRVED APR 1 a alb MiTek USA, Inc. CITY OF "I /4.1- 7777 Greenback Lane .HHf.OINV' § +3 s F I 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. ¢E0 PROFFS 0/0, i 87# 2PE r -37.„„t",c ,OREGON ry,Q O� .404 00 wa ER S A. He¢� EXPIRES:06/30/2015 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 ANSI/TPI 1. ...... lott Milek 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 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. &o�O�NIO14, Pr —. tri 1 g SS QNALSZ;/ XV',. . 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 ANSI/TPI 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 MTek Industries,Inc. Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y4I5vXMDrSQ6LFhTXUOBVnApewMJpiAlyjz000? I 2-6-0 I I 2-2-9 II 1-2-0 II 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 441144144_.- N e 9 1111114111! - -111111 —\ -e e / • N e e e 13 12 11 10 -� 3x4= 3x8= 3x4 = 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1(-1;111 rr110.7-013-1 I I 16-0-12 9-11-9 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel.f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -025 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/TP12007 (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. 1*" �j�ONIO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 '4'6'4, BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 �'�? `ejt WEBS 6-10=-316/0,2-13-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9— v J1636/0,7-10=0/1105 ' "vQ ,. NOTES ll 7ir r .: N 1)Unbalanced floor live loads have been considered for this design. / 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -rifr 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 41: be attached to walls at their outer ends or restrained by other means. A V Qrsisit P LOAD CASE(S) Standard 'SIONAI HT1 �- ,atg PR a;� s 4crx. 1 t, "i' c1'/O* 87022P/ s' 7 "0j, OR GON n O A HE • EXPIRES:06/30/2015 April 22,2014 A Watidgfra-Veal design parasixeMas xnd READ T IES 78MI5 AND MEM NITEK REFERENCE PAH Mil-1413 MK 1/2511014&TOREUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ae < erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iY1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBfy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1fSoutiaemRime ISM lumber isspecified,.the design valuesOra the effettsxc06/0312O13 by ALdC Job Truss Truss Type Qty Ply 5A R41832508 PL14-89_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:38:55 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQU_ I 2-6-0 I I 2-0-11 11 1-2-0 11 1-0-9 I Scale=1:25.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 • 0 0 0 • — 1111111411141114111111111111111111411 - _,-iiiiiimitillitimiiiiiiiii _ c e 1 e e o 1 12 11 10 9 3x4= 3x6 = 3x4= 3x4 = 3x4 = 10-6-3 11-2-11 I 9-9-11 9-113 111-1-3 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,Edoel,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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/TPI2007 (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 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=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. ,A' oNIO 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 est? 'WAS.T, 4 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 . (3, r NOTES , e t`' 1)Unbalanced floor live loads have been considered for this design. % 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. tr 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 " 39 ,{�.,44- be attached to walls at their outer ends or restrained by other means. Q�� 40-STER1' . LOAD CASE(S) Standard ft;:s40NAL G ti 01)PRQFF � � ENGINE ,4�1j01-9 4t` 87022PE _'- / U) tv N - �'oj, OREGO q, 4./ry ''.PClOs+Ig'43ER \IO'r A. NSR EXPIRES:06/30/2015 April 22,2014 i A WARNM6-Verfides=sii/+aratsrnterna{ad READ M)IESONflI5AIM If tiDED I417EK REFERENCE PAGE t4Ii-I473tarsi/Z5/11i48iMEt& Design valid for use only with Mitek connectors.This design k based only upon parameters shown,and is for an individual building component. 11118 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 1 fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If inem Pine f&Ptfureber is specified,.the design values asrstoxe effective 06,1021201.3 bre MSC 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:j7axn4OsHnThlyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvUWYbsw6pZcGOfs?czOQTz 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 N<-4‘_ • P \ ;- 3x4 = 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013(9 111-5-9 1 I 16-7-4 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,Edoe),111:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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'nor YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2O12/TP12007 (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. otONIO 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 L0$��V WAS.jj',, t� WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 `W TES 1)Unbalanced floor live loads have been considered for this design. " r'j '-: t4' 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ! 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to7� be attached to walls at their outer ends or restrained by other means. �,y© � � fir' LOAD CASE(S) Standard GIS 1 c 40NAL r. ��Rc O P A Qp�es s 2PE , 1r -y N / CV fi'3, OREGO (153 ,,„,1/./ "Y .$',j BER 1'On Ir A. - 0 EXPIRES:06/30/2015 April 22,2014 A KORNE -Veda des*pars a tens xttd READ AD 1E6 ON THISAM ZM UD D MIEN REFERFPKT'PAGE t4uI-1473 rex 1/19/1014 Off-REUSE Design valid for use only with MiTek connectors.This design a based only upon parameters shown,and is for an individual buildng component. . Apptcabilty of design parameters and proper incorporation of component is responsibility of buildng 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 IYI i tel( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component ////Greenback Lane,Suite 109 Safely Informalion��agvailable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1TSoaa.lhxrn Pine t;SP)funiber is specified,the deerga volues are these*Iwo.*)G/(*t}2OL 3 by ALSC 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:j7axn4OsHnThlyaUAczwOszX1 UY-Jg0Fb6K_CRkoiv6hl NEA970dL?9TrGQI VgPPX2zOQTy 2-3-0 I 1- 1-4-11 1 1 1-2-0 11 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6 = 1.5x3 II 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 e _ ! o e _.N- - _ 41... - e o e N � a , °e e 4a -(1.- 1� 15 14 13 12 11 3x4= 3x8 = 3x5 = 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13.8-111 1 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edge1,113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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 Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. t4IONIO . 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 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 Q' "- S..Ktr 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, j) M. 6-13=-860/0 '� �r� et 7 A F - NOTES i • N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. r,r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4+i 49639 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 o,� .,r. R12 , be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard S IONALti' -ti ` ° PRQpFss 87022P1 gy fiA 'V � OR GON io t,�,, ,,ss ,.. aERA. 1 A. HeR EXPIRES:06/30/2015 April 22,2014 ®WRRJNITt3Nulty des*pafame tarsand READ NOTES OTR 71115 AIM 1112(1055 MITEKItEFERET4(EPAGE MIi-1413rsx1/29/W014 FREt/SE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of buildng designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibility of the /t erector.Addtional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardng MiTe < fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TIM Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 PI Southern Pine(VI lumber is specified,..the design uelues ere Mose effective O5/41/2O13 isy ALSG 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:j7axn4OsHnThyaUAczwOszX1 UY-nsadoSLczlsfK3jta4mPhkZrvOXsayvjK8z4VzOQTx 1-3-0 I 1 1-1-1 II 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8 =- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o -� _a e_ e_ o -® m m • ' 1/ N9rN NV 'X51 ao, N / e 0 2. 25 24 23 22 21 20 19 18 j- 354 = 4x6= 3x5 = 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5 = 3x5 VvB= 15-7-9 I 14-5-9 SO-96- I 20-9-8 14-5-9 b-7-0`1-7-0 5-1-15 Plate Offsets(XX): 112:0-1-8,Edael.118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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 Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=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(lb)or less except when shown. ,cONIO 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, 8-9=4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, �O 01 W p4 13-14=-3519/0,14-15=-3519/0 a ^� 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, �T r, !'9 i. .d 19-20=0/3519,18-19=0/3519,17-18=0/1990 G f r' WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, + ' t 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 fr NOTES '© 4,. 49639 4 ,s, 1)Unbalanced floor live loads have been considered for this design. GISTfiR 2)All plates are 1.5x3 MT20 unless otherwise indicated. 'lON1� ,'1 tvS 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PR OPe LOAD CASE(S) Standard C�Gj �„,t1 F� /0 17 it 870 2 P E „ I- U) tv N-v,,,. REG© 453 LI 0 4f8ER1 � °s q. HEY' Q EXPIRES:06/30/2015 April 22,2014 AWARNING-Year des*parametea aadRE4DMME$viNMIS AND WADED KITEKNEFEREN 'P:43EME1-1413ru,1/29,/bM4BEHRElfS fi —_ Design valid for use only with Mifek connectors.This design a based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown +� e is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi Iry 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 bradng,consult ANSI/TPI1 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 ffSSonrllesalPine SP}lumber IS specified,the da ivaluesarethoseeffectivei0/G5/2053byALSC Job Truss Truss Type Qty Ply 5A R41832512 PL14-89 UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:38:59 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1UY-F38??oLEj3_WyD138oHeEY67Bo1UJJY2y_uWcxzOQTw I 1-4-0 I 2.6-0I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 { e 4 N e ' 1 . e 5 4 3x4= 3x4= � 1A 4-1-0 I 1-81 3-11-8 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid 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/TPI2007 (Matrix) Weight 19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. otONIO , NOTES 4 1)Refer to girder(s)for truss to truss connections. C SVAS, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. G ' G' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. c 7 f 'r t;) 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 ` r ` ' X1 be attached to walls at their outer ends or restrained by other means. / LOAD CASE(S) StandardYf r .049639r� S IONAL � > oRRQp g Ss GINE /0* 87022PE f tvN y -4j, OREGO. ti`s Qty "A -'' 8EB �� 4 OS A. HE EXPIRES:06/30/2015 April 22,2014 ®WARMIE-Yeasydesigapaisme.tea andREAD NNE Oi'MIS AND LNat+DE0 MIRK'HUMEPAvfM/1-1413rsc1/29/iOJ4BEDORELSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'a 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 K A 1T�1.1l" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MY� 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Prise j 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 I D:j7axn4OsHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQI NdhpzOQTu 1 1-7-12 I I 1-8-15 I 1 1-2-0 ii 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 I I 3x5= 1.5x3 I I 1 2 3x8 3 4 5 6 7 8 9 10 11 ••••••• •_ : — 1•••••••••, N ° e ° a ° ° 0, 19 M. 17 16 15 14 13 3x4 II 3x6 = 3x8 = 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-8114 17-5-4 1-10-12 0-1-8 15-5r0 I Plate Offsets(X,Y): f2:0-3-0,Edge1,18:0-1-8,Edgel,F13:0-1-8,Edgel.f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 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/TPI2007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0�ONIp 1' 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, �i5 -v,w� �4. 7-8=2379/0,8-9=1741/0,9-10=-1741/0 .Tj BOT CHORD 17-18=670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, d., Qr'� 12-13=0/909 - - k:. t 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 NOTES .4 1)Unbalanced floor live loads have been considered for this design. © 9639 �� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. GIST1vR 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI L Ssr*, ' G 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. `<C: cT P R Opt- The design/selection of such connection device(s)is the responsibility of others. G 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �Cj ti\AGINE�R LOAD CASE(S) Standard ew$ 7©22PE 217 1)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) N CV Vert 1=304(F) � -y � ' '4f OREGO is 4x 'Qc S�$ER AN 4.1Ov. S q. HO', EXPIRES:06/30/2015 April 22,2014 Aminim-I'=_citydesign parameters and READ KITESvMMI5 AM MIMED PAUU'Mfi-14/3 rest/d°//14 BffaREUS Design valid for use only with Mick connectors.This design k based only upon parameters shown,and is for an individual building component. 'a 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 !Ariel('erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine f59)lumber is specified,the design values 04'4 those afectiveOb/01/2013 by.ALSC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89 UP FOB 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:j7axn4OsHnThlyaUAczwOszX1 UY-BRGmQTNUFgFDBWSSGDJ6JzBSbchgnAPLQINdhpzOQTu 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 0 z ° N N il e °3x4 = 1 9 8 3x4= 3x4 = 3x4= I 3-1-2 3---110 3-9-10 1 4-4-10 416 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edael,(9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Incr 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. S ONTO r,, TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 I�,F` {Z� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 04? a '' WEBS 2-10=-736/0,2-9=37/269,5-7=718/0 G C>, NOTES 't 1)Unbalanced floor live loads have been considered for this design. f • 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. t 1, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 41, 49639 44. be attached to walls at their outer ends or restrained by other means. t°,r � , �{f LOAD CASE(S) Standard `�``IpjtiALG ��,¢,p PR()p cD iSS t? �10�9 Q 8 $ 2PE , f 7��AT OREGO fit// Lb.c BER 1\AP'4, A. HSR EXPIRES:06/30/2015 April 22,2014 AWARM-V6riadesign pafarretea andREAD W 7ESCNThISANDW ..UDE!KIRK NEFEREI PAGE Mif-113FEY,0015/ 14 WORE USE Design valid for use only with M1ek connectors.This design a based only upon parameters shown,and is for an individual building component. �0 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 /1 i'I^QI!`° erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,Vl Il fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SafeifSouthern mPiee n available from Truss Plate ISP to ber IS spetitied.thelnstitute,781 N.Lee delta values are those Street, 22314. effective Heights,CA.95610 ffective) /41/2013 by 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 Apr 21 15:39:02 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszXt UY-feg8epO60_N4pg 1 epwgLrAjdNO2owDVey6ADGroQTt I 2-6-0 i OSE I I 1-2-0 I I 1-7-2 1 Scale:1"=1 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I e • e _____\. N Q N K { e e 4 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 31-2- 3-9-6 1 44-6 1 6-2-8 I 3-0-14 0-1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edcel.f8:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid 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 DF 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. \A-ONTO TOP CHORD 2-3=-362/0,3-4=-362/0 1 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 vQ$t. y,T 0, WEBS 2-9=456/0,4-6=-424/0 �: a d NOTES R:, , i 1)Unbalanced floor live loads have been considered for this design. 1 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. � r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '•dQ' 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 9 be attached to walls at their outer ends or restrained by other means. ©�'' AGISTER LOAD CASE(S) Standard �sx4NAI.; 0 PR°FE ,,t-IG /0 2 `'t� 87€� '2PE 9f y CP CV -‘1%.j, 0REG N a44/ 'A, .6'4 \\ �� ` A. He'' EXPIRES:06/30/2015 April 22,2014 A WARIMG Near desipnpara;fretarsandREADNDT€SONTHISANDMIMED f4ITEKREFERENCE pAMEt4II-1473 rex 1Jl5/1014BE'7RE1155 Design valid for use only with MiTek connectors.This design a based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of 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 pL y�.1�»e . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �Yl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component rill Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(WI lumber issaectffed,the design values are those effective 06/01/2013 by ALSSC 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:j7axn4OsHnThyaUAczwOszX1 UY-feg8epO60_N4pg 1 epwgLrAjc201 vWd_Vey6ADGzOQTt I 2-6-0 10-5-10 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 0 4 N r- 1 9 8e3x4= C. 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 I 4-4-10 416-2 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edne1.f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIO 46, TOP CHORD 2-3=761/0,3-4=761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 ©7 r WAS -g�� WEBS 2-10=-757/0,2-9=281290,5-7=-737/0 G 4�' 0 G` tl NOTES 1)Unbalanced floor live loads have been considered for this design. I j 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. 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 1149639 (� be attached to walls at their outer ends or restrained by other means. Q '"C' j g � � LOAD CASE(S) Standard `rsIONAI 4&'?' P R QFFss <C! �NGiNE�9 1p* 8 • 2PE f ycn i A fij, OREGO (1? <U �4 r "wBER ' A. N0',`yP EXPIRES:06/30/2015 April 22,2014 ®WARNIM3-Verity design paraswetea and READ//1E StiTHIS AND 114 1/DEO/411E((REFERENCEPAUEMfi-7473 mel/291Ib14&EOREt1 Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual buildng component. �F Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the /I erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Allele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 *Southern Pare(SP1 lumber is sett Med,the atsto values are these affect?vc Y G/G&/2ii3 by AMSC 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_VetcsklizOQT5 2-6-0 I I 2-3-5 II 1-2-0 II 2-4-11 Scale=1:28.7 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 Pi _ e _ o s a 14114111 , - 11111 \ N .4 a e 19 12 11 10 3x4= 3x8 = 3x4= 3x4 = 3x4= 10-8-13 11-5-5 I 10-0-5 10-0-5 10-l-�13 11-3131 I 16-5-8 0.-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edge1,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 lncr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. 1ONIO TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 1 414, BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 sip ©c`' V WET, WEBS 6-10=-319/0,2-13=1648/0,2-12=0/1025,4-12=-379/0,4-11=466/163,7-9-1643/0,7-10=0/1116 {i( NOTES ,i , 0,4 rrt 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. is 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. }' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d© 39 4 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard As's?. AIRF 0, ,?,,tp PR pro- c-c ,�NGIltlE . `r/0 kr 'Ly 870 2 E -bj, CRO ` 4r 'per. ���EREG '�� �� EXPIRES:06/30/2015 April 22,2014 A VIARNIN3-V€14desiprr paran;eCro andREAti M'aTEE.Oh WS )it .(IDEO Kira REFERE €Avs Mif-74;3 rss 1124`a'014DE EI/SE ••IM Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of buildng 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component ////Greenback Lane,Suite 109 Safety Information available o t#Souutliem6rneIISP}lumber isspeciulied,theldesrgs3.vela, sarethoseefU :wOG/4tf2O13 MX4 Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP F13 Floor 8 1 • Job Reference(optional) Padfic 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-c0xu3VPNYbdo2_B1xLspxbpq?pYt Q1n6GbHH8z0QTr I 2-3-0 I 1 1-4-11 11 1-2-0 II 1-2-5 I 2-6-0 I Scale:3/T=1. 1.5x3 I I 3x6= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 4 / 179 °e e° 1/ 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 134-111 18-3-0 13-1-11 10 -7-0 0-7-0 I 3-11-5 Plate Offsets(X,Y): (12:0-1-8,Edpe1,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl 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/TP12007 (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. ,AIONiO 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 l'* BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 & ' Asktp 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, G +' 'QQi� 6-13=-853/0 FN a�. Q� A' Ir tri NOTES / 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)11. �r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 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„,, 401,49639,,0 be attached to walls at their outer ends or restrained by other means. kks1ONALG LOAD CASE(S) Standard PR ski''' p ��4 87022P, f' Is,4.).., OR GON ri,Q �✓ �4.)..�41BER 1\, \ A. Hex- EXPIRES:06/30/2015 April 22,2014 aAR INis-Vor:Epde.ui7xparaneyrsa;dR€A,0 NOTE:NTH€5 AND ifr. dlU7;KITEK REFERENCE PAGE Mfi-7473to;1/t9/t0141 USE _' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■/I�"��1�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bradng,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 ISafety f SouthernuureISP)available tumber is from the design valuesate tlaStreet, ose effettive2A/(it/20U X14. Citrus Heights,CA,95610 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:j7axn4OsHnThlyaUAczwOszxlUY-c0xu3VPNYbdo2_B1xLspxbpv4peR_UOn6GbHH8zoQTr I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 N------------------- ----------- ` c e 1 11 10 e 9 4 3x4= 3x5= 3x4= 1.5x3 II 3x4=- I I 8-2-9 1 8-9-9 1 94-9 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,Edoel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 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 Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. "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 , 1%Y. WAS ,- WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=1277/04 `41 NOTES rItM 1, 1)Unbalanced floor live loads have been considered for this design. f 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 to 1,t, 9 9 . ' be attached to walls at their outer ends or restrained by other means. ©th .rtt,GISTER LOAD CASE(S) Standard „IQ.NALS' ,i;oD PR OFFS co �,AGINEE� /Q 2 8701 2PE rn cv / -v '0j, OREGO c 1 ..1 -''1 ' �O 8ER �' A. H'E.' EXPIRES:06/30/2015 April 22,2014 ®WAR;PMMf -Verifp design pafameters aad READ MIES ON THIS AND IMUDED MIMI REFERENCE FADE MI5-7413,vx112/1O1JSERNEU. —..' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �' � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bradng,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southam Pine(SP)lumber is specified,the detrge:values are thole effective 06/01/2011 by MSC 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:j7axn4OsHnThyaUAczwOszX1 UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS_4Za40M1zOQTp 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 R N \ • L A 5 4 3x4 = 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 .4'01410 O� fls WAS NOTES �J � 1)Refer to girder(s)for truss to truss connections. Q, �4. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t is,''' f' © d 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to tr f i" '2\ % be attached to walls at their outer ends or restrained by other means. +� , i 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. The design/selection of such connection device(s)is the responsibility of others. ;p r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). $ 49133 t4 LOAD CASE(S) StandardS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ''ONALV. V. Uniform Loads(plf) Vert:4-5=-10,1-3-100 Concentrated Loads(Ib) Vert:2=-188(F) ` ` tyG N �Vs f 01, 44 .17 ¢' 87022Pr. tr" 7 4>, OR GON c1`) ,44,,, Nz- A. H� �LP EXPIRES:06/3012015 April 22,2014 A WARFI:1133-Ve:if ydesign parame.tea axrd R.E41,,NOTES ON THIS AND/mum MIMIC REFERENCE PAGE MT'-1413 tet;3/29/tD14BEFORE USE -" Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addtional temporary bracing to insure stability during construction is the responsibillity of the 11 A�7�1Il." erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ®V I I fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern.Pate iSP}kenber is specified,the design valves avethese etteetve /41,/1013 by At.$C Job Truss Truss Type Qty Ply 5A R41832521 PL14-89_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39.05 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvtfg8IDV2O2TpL6KD22izQxKwLrgbzoQTq I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 1 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 , e .- e -o- , t 7- ° e e e e 3x4 = 10 9 8 \\ 3x4= / \ 3x4 = 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): r8:0-1-8,Edgel,F9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'TONS(} TOP CHORD 2-11=-926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 A� BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 O$ 0. Wit,._ 14x WEBS 2-10=-804/0,2-9=0/327,5-7-833/0,5-8=0/303 Qi :/'4 �\ i NOTES A+ mak' _..., 1)Unbalanced floor live loads have been considered for this design. t S 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. 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 9fiy be attached to walls at their outer ends or restrained by other means. % j R 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. ` The design/selection of such connection device(s)is the responsibility of others. SsjONl L„INA. 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 t D PROF css Uniform Loads(plf) Q+ Vert 7-10-8,1-6=-80 IN Concentrated Loads(Ib) . ''. �� / Vert:11=-169(B) 't 87022PE / FLA rN -oj, OREGO 4fl <v� 'P .6)i,-78 ER 1'� Q�� EXPIRES:06/3012015 April 22,2014 ®WARNIM-Writ ydesfs€sparantetea andREAD NNE ON 71115 AM MIMED MIMI REFEREtSEMZI-1473rxrs:f/29IOI4B7REUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �R 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.Addfional temporary bracing to insure stability during construction is the responsibillity of the I a«�.�i_�(,, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ilfl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Seuetlrsm Pirate ISM Lumber is specified,the design taillesaye those eller aye /0&/24.13 by AL$C e Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Pro ert 3 " Center plate on joint unless x,y 6 4-8 dimensions shown in ft-in-sixteenths P y ,4 I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�MDimensions are in ft-in-sixteenths. Ilk 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 0.1/16 1 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I pbracing should be considered. O 3. Never exceed the design loading shown and never 1—� U irliYA711111•1U stack materials on inadequately braced trusses. rL rL Provide copies of this truss design to the building For 4 x 2 orientation,locate O C7-8 C.-7cs-s Or 4. designer,erection supervisor,property owner and plates 0-1hd' 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 40111111 required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated bysymbol shown and/or SYP represents values as published specified. i� by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. *I1# reaction section indicates joint L�j number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MUM 18.Use of green or treated lumber may pose unacceptable 0E:—. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. miereke 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