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START 2,1"0.C.FRAMING HERE > 2446E LARWOOD PL14-231 MAIN H 7 , . ___.__`_�_ 10/13/2014 Products PIotID Length Product Plies Net Qty BK1 20-00-00 2x10 DF No.2 1 1 L'CY LL - b 0 0 0 0 0' a . 7 �� 7sI ° LL � a a �' E F07� BK1 10-00-00 2X10 DF No.2 1 1 IL. LL6 IL LL' D'v LL `L C .. v LLb . "b�LL' ITLLTwCf-' � —urC 'U—( .— BM2 9-00-00 BB01 1 1 BM3 6-00-00 BB01 1 4 BM7 5-00-00 BB01 1 1 1 ALL BEAM SIZES PER ARCHITECT/ENGINEER BK1I Ela.BLOCKINGA, SP j.. ': N LL 4.---.A ,�.Pr__".,"..,n� RM1.RIM BOARD 1 v7 •7 ACCESSORIES Qr q 2X10 OF#2&BTR FOR SHEAR BLOCKING 22' !! SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN 1 II HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. I,..., xi, FLOOR I OADING Im I 40LL as CO I 0:: 0 a• y .p 15 DL 2 2 LT I'.2 LL o 0 0 !FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA' . REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING ro S AND SHEAR BLOCKING REQUIREMENTS. ell 9 0 RNGLE TOP CORD BEARING CC Pacifi F t umber 0 CP t0i. 0 0 L. & TRUSS COMPANY 1 START 19.5 O.C.HERE > , r- 1111-1 MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-231_MAIN_H Fax 916/676-1909 LENNAR 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:R43015560 thru R43015565 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. ,c,s.o PR.OF`sS �w�45, rGNGINE� /0 2 87 2PE r cv ^ y Aj,.OREGON c rv~ 4s41BER Nk �O OS A. HET' EXPIRES:06/30/2015 October 13,2014 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 ANS]/TPI I. 111 MiTek` MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-231_MAIN_H Fax 916/676-1909 LENNAR 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:R43015560 thru R43015565 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSIPIPI 1 section 6.3 These truss designs rely on lumber values established by others. ONIO 44, t �yT j ONALO; lb" - October 13,2014 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/IPI 1. Job Truss Truss Type Qty Ply LENNAR R43015580 PL14-231 MAIN_ry FOI Floor 10 1 Job Reference(optional) Pacific Lumbar 8 Teas Co., Lake Oswego,Oregon 7.530 a Jul 112014 MRek Industries,Inc.Mon Oct 1313:14Y31 2014 Paget Ifkb8AN6WricgtekeK25 xClaiSz9xz1-P bEi7gNgY251 WiMa8ol 00jfdWnudGIMRl yeyTnnM 0-GB - I--II 2-0.0 I 1 1-9.0 I I 1-9.0 1 I Scale_t:a09 t.5x3 II 1.5x3 11 3x4= 1.50 II 3x12= 338 FP= 334= 1.5x3 it sxl = 1 345 2 3 4 5 8 7 8 a 10 a IMAM to 17 18 15 13 12 11 1.6x3 II 3x6= axe FP= ax4 II 318= 3x6= 1.5s3 II 3x8= MI 8-9-8 1 17-0-5 (7-T 9 1}48 aa0 8-90 h88 Plate Offsets(X.Y)— 11:0-1-0.EdceL 110:0-1-e.Edeel.f12.0-2-S,Edoel.f13:O-3-12.EdgeL 116:0-2-12.Edoet.f17:0-2-0.Edoel LOADING(psf) SPACING- 2-0-0 CS1. DEFL In (icc) Well lid PLATES GRIP - TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 16-17 >999 480 MT20 220/195 TCDL 10,0 Lumber Increase 1.00 BC 0.23 Ver(TL) -0.08 16-17 >999 380 - BOLL 0.0 Rep Stress Inns YES WB 0.71 Horz(TL) -0.01 10 Ma mkt - BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(fMt) 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) SOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. (lb/size) 1 4=1 1 4110.3.8 (min.0-1-8),1=357/0.6.0 (min.0-1-8),10=35710-6-0 (min.0-1-8) Max Gray 14e1141(LC 1),1=395(LC 3),10=396(LC 4) FORCES. (1b)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. t ONIO , TOP CHORD 1-2=-1063/0,2-3=-106310,3-4=4541364,4-5=-4531364,5-6=455/364,8-7=-455/364, P,s 7-8=455/364,8-9=-1062/0,9-10=-1062/0 oS of W-Atr. ROT CHORD 16-17=-54/1067,15-16=-1268/0,14-15=-1266/0,13-14—1264/0,12-13=52/1069 kJ/ ' !may "'Q� WEBS 5-14-1107/0,1-17�/1097,2-17=-25310,3-16=-779/0,5-16=0/1400,10-12=0/1096, 6 �p 9-12--252/0,8-13=-781/0,5-13=0/1400 ,'co �'i N /1. NOTES- 1)Unbalanced floor live loads have been considered for This design. v0 , 2)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 'nil +Q,49639,a 3)Recommend 2x6 strongbacks,on edge,spaced et 10-0-0 oc and fastened to each truss with 3.10d(0.131"X 3")nails. Strongbacks to At., "taiSTU9- be attached to walls at their outer ends or restrained by other means. Ss+ ,,,1d 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.50Din. lONAI'Y'_ 5)CAUTION.Do not erect truss backwards. LOAD CASE(S) Standard q0c. D PROF4.6, 4(�g ttJGINFF9 /9 tie 2 870 2PE • r yo � 'oj, DREG N ti� 1, 1O �MBERAN �� O- A, HV51/4 EXPIRES:06/30/2015 October 13,2014 i , WAAMhG-VeritTGesign parameters and READ NO7ESOM MIS AND MCLUDED HIIE1(RETRACE PAGENII-1413 nes I/Z9/2O1d WOW USE Designvalld for use only With MRek connectors.lhls design is based only upon parameters sham,and is for en IndNduol building component. Applkabaly of design paramelers and proper Incorporation of component Is respomrofIty of butdusg designer-not truss designer.Bracing shown Is for lateral support of ndiMduoi web members only.Addabnol temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the respanciblily of the building designer.For general guidance regarding MiTek• fabrication.quality control.storage deavery,erection and bracing.consult ANSVlrI l Qualify Craeda,p5e-a9 and SCSI Building Component 7717 Greenback Land guile 105 Safety Information available horn Truss Plate lnsnlute.191 N.Lee Street.iota 312,Alexandria.VA 22314. Clams Heights.Cl,95810 II Southern Pine ISM lumber Is apecmed,tile designed uer sre those affective 06/01/2013 byALSO x Job Truss Truss Type Qly Ply LEIS AR R43015501 PL14-231_MAIN_H F02 Floor 1 1 _ Job Reference(oolionsl) Pacific Lumber&Truss Co., Lake Oswego,Oregon 75301JN 112014Mnets Industries,Inc.Mon Oc113 13:14:32 2014 Page ID:b8AN6NYgcoekoKzs_xQelSz9xzi-W9cvLh7bsArdgGY6MZGEZVW1uVCFCOb523VOyTnvL - 06-1 1 J 2MA= 7-2-11 3 1.54 II Scale.1:6.7 I tSx3 II 5 4 3x4= I 0-6-1 I 1-11-12 I 0-6.1 1-5-11 Plate Offsets 1X.Yl— 12:0-1-8.Edciel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (lac) Udef Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.01 5 >999 480 MT20 220/195 - TOOL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.01 5 >999 360 _ BCLL 0.0 Rep Stress Incr YES WO 0.00 Hofs(TL) 0.01 4 rile We BCDL 5.0 Code IBC2012/1Pt2007 (Matrix) Weight:8 lb FT=0%F.0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&&r(tlat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purgns, BOT CHORD 2x4 OF No.1&Btr(flat) except end verticals. WEBS 2x4 OF StudlStd(8at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=98/0.5.8 (min.0-1-8),4=1 0 210-1-1 2 (min.0-1-8) • FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OTONIO p, NOTES- 1) ,py'� 1)Provide mechanical connection(by others)of truss to bearing plate at Jolnt(s)4. Cre7 QOf'Wlr).0 2)This buss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. �- A 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 Av� f ., O td be attached to wells at their outer ends or restrained by other means. I m �i-� x i�1 4)CAUTION,Do not erect truss backwards. r ,LOAD CASE(S) Standard S`rlO1 AL fs , • clrGO PR.Ore. so 0NINEFR sc .E7 29 .812PE r -Y A3i„ OREGO Cl,, �0,.-, BEa '�1 S A. HeCk EXPIRES:08/30/2015 October 13,2014 r • Q WARM1r0-Verify design parameters and READ M77ESON INESAM)IALIUDED MIME REFERENCE PAGE NII.7473 rex I/19/10Id BEFORE USE Design valid for use only with MRek connecters.this design Is based only upon parameters sham,and Is for an individual building component. Appteotsaht of design parameters and proper incorporation of component Is re,pooblIty of building designer-not Ines designer.Bracing shown is far lateral subpar)of lydt-iduoi web members only.Additional lempwory bracing to Insure dabltty during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overol*velure is the responsibility of the building designer.For general guidance regarnhng fabrication,quality control.storage,delivery.erection end dating,consul! ANSI/IFI I Quality Crilerto,DSB-B9 and SCSI Building Component 7777 Greenback Lane,Suite 109 SoleIf SouthernP ISM lumber la specified,thed design values NO rhos.affective Os/Alexandria.2 by ALK74. Conn IblgMs,C.A.95610 0 Job Tens Truss Type ay Ply LENNAR PL14-231_MMN_H FO3 Floor 9 1 R43015562 Job Reference(notional) P.dtc Lumber a Terse Co., Lake Oswego,Oregon 7.530 s Jul 112014 Mliek Industries.Inc.Mon Oct 13 13:19:33 2014 Page ID:b8AN8WngcQckeKZ5 xOai8z9xzl-LN)_7hidMAloGgrih2rooR81PRBOLY2ApindlTyTnvK I 2k0 i 1 1-11-4 1 1 1-9-0 1 -1 Scale=1:30.0 1.533 II 1.553 II 3x4= 1.5k3 II 3x4 = 3x8= 34 FP= 3x4= t-533 II 334= 1 2 3 4 6 6 7 8 9 10 31 • Ia1 1 18 15 li 13 12 11 344= 335= 338 FP= 3x5= 3x8= 338= 1.533 iI I 8-2-4 84.112 18 5-12 17-1-91 8-2-4 0-4-8 83-0 0•6-8 Plate Offsets(XYI— I5:0-3-0.Edge).f10:0-1-8,Edgel,I12:0-2-0.Edael.I13:D3-8.Edoel,114:0-1-12.Edael LOADING(psf) SPACING. 2-0-0 CSI. DEFL. In (be) gdell L/d PLATES GRIP - TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.04 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.08 12-13 >999 360 - BCLL 0.0 Rep Stress!nor YES WB 0.69 Horz(TL) 0.01 14 ala n/a - BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 DF No.188tr(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF Na.18Btr(fla0 end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 17=349/0-1-12 (min.0.1.8),14=1124/0-3-8 (min.0-1-8),10=362/0-8-0 (min.0-1-8) Max Gray 17=389(LC 3),14=1124(LC 1),10=397(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rrONIO t,- TOP CHORD 2-3=-10W/9,3-4-1090/9,4-5=0/1208,5-6-464/312,8-7=-464/312,7-8=464/312, QS azRpvJr 8-9=-1068/0,9-10=-1068/0 04 QF;WASf[n- BOT CHORD 16-17=0/916,15-18=-364/509,14-15=-364/509,13-14=-1179/0,12-13=-15/1076 G Q "r �eT WEBS 8-14=-662/0,2-17=-959/0,4-160/747,414=-1396/0,10.121M 100,&12=-25210. 'Cm� 8-13=-785/0,5-13=0/1364 * j.. •�' �'� N •NOTES- �sKK t' / 1)Unbalanced floor lye loads have been considered for this design. vd '•r 2)Provide mechanical connection(by others)of truss to bearing plate at JoInt(s)17. 0$' 4, 4 639� 4i 3)This truss Is designed In accordance with the 2012 International Building Coda section 2306.1 end referenced standard ANSIfTPI 1. "t+'!S1'8� 4)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Slrongbacks to -.J.n d be attached to walls at their outer ends or restrained by other means. TONAL 5)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.50DIn. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ���E4• 1.kSs Ct' 87022PE IV y 0'0j4 OREGO ryo 4/OS A. HE��P EXPIRES:06/30/2015 October 13,2014 t A.WARNING-Yedfydeep Feramean mad READADEESONMAND f al/DED HI 15K REFERENCE PAGE Flff•1413 RR I/19/1011 erroREVSC Design valid for use only with Ml connectors.This design h dosed only upon parameters shown.and h for an indNlduol building component. lek Applicability of design parameters and proper incapaaton of component Is respombely of bulking designer-not tons designer.Bracing shown Is for loleral support of hdividsxd web members only.Additional temporary bracing fo Insure stab11fy during construction!!the responsibility of the erector.Additional permanent bracing of the overall structure h the responsibility of the building designer.For general guidance regarding iTek' fabrication.quality controL storage.delivery.erection and bracing,consult ANSVrrll OuaBty Criteria,0511.09 and BCSS Balding Component 777E Greenback Lane,Suae 109 Solely Information avalbble born Russ Flute InsBtute.781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Wigtae,CA,95810 if Southern Pin.1591 lumbar is specified,tha design Woes re those ell.Give 96/01/2013 by ALSC , 4 Job Truss Truss Type City Ply LENNAR R43015583 PL14.231 MAN H F04 Floor 3 1 Job Reference loolionell Pacific Lumbar It Teas Co, Lake Oswego.Oregon 7.530 a Jul 112014'Wok lndush:km.1 .Mon Ott 13 13:14:34 2014 Page 1 ID:b8AN6WngcQckeKZ5_203183exzl-pZHNK11G6TRfu oxFGMILfeAGrWR4 IJ2PXAZvyTnVJ - 0-8-8 I— II 24)0 I 1 1-24 1 1 2-2-0 Scale=1:38.4 3x4= 1.54 II 3x4= 1.6x3 II 3x8= 3x10= 1.533 II axe FP= 1.5x3 II 3x4= 1.523 II 1 3x5— 2 3 4 5 8 7 8 9 10 11 12 N 4 1 [i it 20 19 18 17 18 15 14 13 1.593 II 3xe= 30 FP= 34= 3310= 3x5= 30= 338= 10-1-4 O-04 9812 10-y-02 20�102 I Plate Offsets(X,Y)— 11:0-1-8.Edoe1.15:0-2-14.Edeel.16:0-2-8.Edge1.(15:0-3-12,Edoel.f1B:0-1-12.Edoel.(18:0-3-0.Edael LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdeil lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Verl(LL) -0.08 14-15 >999 480 MT20 220/195 ._ TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.1314-15 >986 360 _ BCLL 0.0 Rep Stress Ina' YES WB 0.73 Horz(TL) -0.01 13 n/a n/a _ BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(0el) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flet) end ver8cals. WEBS 2x4 OF Stud/Std(0at)'Except' BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. 6.15:2x4 DF Na.1&Blr(Bat) REACTIONS. (Ib/size) 1=40410-6-0 (min.0-1-8),16=1390R0-3.8 (min.0-1-8),13=458/0-1-12 (min.0-1-8) Max Gray 1=458(LC 3),16=1390(LC 1),13=500(LC 4) �TIDNIO p„�, FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1290/0,2-3=-129010,3-4=1053/375,4-5=-1083/375,5-6=0/1954,6-7=6481501, ��5 47pF- ,t `p 7-8=-647/501,8-9=-647/501,9-10=-1792/0,10-11=-1792/0 SOT CHORD 18-19=73/1493,17-18=-939/0,16.17=-939/0,15-18=1904/0,14-15=-97/1548, / r.. rO d 4 13-14=0/1262 I pi6. x N WEBS 6-16=-776/0,1-19=0/1331,2-19=-253/0,3-18=-605/0,5-18=0/1432,5-1 6=-12 7 010, .h 11-13-1322/0,11-14=0/556,9.14=0/396,9-15-1087/0,6-16=0/2091 r r/'r NOTES- i 4. 9 � 1)Unbalanced floor live bads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at jolnt(s)13. ss,t_O• - O 3)Thls truss Is designed In accordance with the 2012 International Building Code section 2305.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between Inside of top chord bearing and first diagonal or vertical web shell not exceed 0.500in. ,Q&0 PR,OFF 6)CAUTION,Do not erect truss backwards. ��� 4Ikefi rF9 Wej LOAD CASE(S) Standard 2- g e 2PE Y y �-0 OREGO q)O<tr 0,M@ER A\ e� Vet EXPIRES:G6/30/2015 October 13,2014 nWARNMG-Verily designparameten and READ N3TESONJHIS AND IM MOFD HIM RFFERFACEPA6FN11.7413reitI/J9/201d BEFORE WE Design valid for use only w lh MOekconnectors.Ms design's based ordy upon parameters shown.and Is for on Individual building component. Applicability of design pororsleters and proper incorporation of component is raspandbely of bolding designer-not truss designer.Bracing shown is for lateral support of hdMdool web members only.Additional temporary bracing to more stormy during construction is the resporeiblety al the M Tek' erector.Additional permanent bracing of the overal structure Is the responsibility of the bsadng designer.Fe/general guidance regarding fabrication.quality control.storage.delivery,erection and bracing.consul ANSVifl1 QuoMy CWe11a.D55419 and SCSI Bulling Component 7777 Greenback Lena,Sella 109 Solely Information available from Truss Plate Institute.701 N.Lee Street Mlle 312.Alexandria.VA 22314. COrue Halghis CA,95610 If Southern Pine ISPI lumber Is sped fled,the design velum m those effective 06/01/2013 byALSC • Job Truss Truss Type Oty Ply LENNAR R43015564 PLt!-291_AWN_H =03 FLOOR 8 1 .. Job Reference foptioneh Pacific Lumber a Tans Co., Lake Oswego,Oregon 7.630 s Jul 112014 MlTek Wiggles,Inc.Mon Ord 1313:14:352014 Paget ID:b8AN6 WngcOdcale5_4181679xz1-H IrlYMjuln2WW877p_tGusBC8FgpRMTH3Gj5LyTnvl 0-6-8 - 1-----♦ I 1-7-12 I I 1-&0 I Scale=1:20.5 1.5x3 II 3x4= 1.5x3 II sx4= 1.5x3 II 3x5= 1.5x3 II 1 OS2 3 4 5 6 7 8 41* :' i _ — _ IILL#r�, 13 12 it 10 eK' 1.5x3 II 3x10= 3x5= 3411= 334= 1 a-a-a 1 11-142 66 11-3-4 1 0 Plate Offsets(X-Y)— I1:0-1-8.Edael.110:0-2-0.EdaeL112:0-4-0.Edael LOADING(psi) SPACING- 1-7-3 CSI. DEFL. In (lac) Welt lid PLATES GRIP - TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.10 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.1610.11 >854 360 - BOLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.00 9 are n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight 49 lb FT=0%F,0%E - LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(Ral) end verticals. WEBS 2x4 OF Stud/Std(0at) DOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (Ib/size) 9=502/0-1-12 (min.0-1-8),1=50010-6-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=1327/0,2-3=-1327/0,3-4=2203/0,4-5=2203/0,543=-1772/0,6-7=-1772/0 .rtONIO p� BOT CHORD 11-12=0/1904,10-11=0/2139,9-10=0/1053 WEBS 7-9=-1140/0,7-10=0(778.6-10=-398/0,3-11 W ()8/324,3-12=-625/0,1-12=0/1387 0F: ASji�-�A`N, G, W y, G'),Irk NOTES- as mechanical connection(by others)of truss to beating plate at Jolnt(s)9. .4`x" O1. 'Z..) 2)This truss is designed In accordance with the 2012 international Building Code section 2308.1 and referenced standard ANSI/rP!1. / 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to - ,r be attached to walls al their outer ends or restrained by other means. vd r Y, 4)Gap between Inside of top chord bearing and First diagonal or vertical web shall not exceed 0.5001n. `PO 4, .49639, - 5)CAUTION,Do not erect truss backwards. }fig$ LOAD CASE(S) Standard ,rktirPNAL G �c0c0 PR.Optn ,,c �NGiNEF9 �44. K- 870 2PE • 9 y\ OREGO Ro �/V 90 $48ER0 �Q OS H�P�P - EXPIRES:00/30/2015 October 13,2014 A WARNIM1-Yea y desdga parameter'sad READ AOTESON TN(SAND INCLUDED Hf7ER REFERENCE RAGE MI-7473 ma 1/19/20148E1ORE05E - Design void for use ony with Moak connectors.ink design Is bored only upon parameters shoves,and is for an individual buildNg component. rill Applcobitty of design parameters and proper incorporation of conponent is responsbillty of bui1Wng designer-not truss designer.Bracing shown Is for lateral support of hdMduol web members only.Additional temporary bracing to inure nobility during construction Is the responslbMly of the erecter.Addlionol permanent bacbg of the overall structure Is the respansIbay of the building designer.For general guidance regarding MiTek' fabrication.quotly control.storage delivery,erection and bracing.consult ANSIAPII Quality Cdiarfa,0Se-a9 and SCSI Building Component 7777 Greenback Lane,Botie 109 Solely Inlormalion ovoiigble from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95E10 if Southern Pine ISM lumbar Itspesaled,the design values re hose*native 06/01/2013 byALEC Job Truss Truss Type Qty Ply LENNAR R43015568 PL74-231_MAIN_H F08 Floor 5 t Job Reference(gptiuna) Patllte Lumber Truss Co. Lake Oswego,Megan 7.830 a Jul 112014 Peeklndusldas,Inc.Mon Od131114:362914 Paget ID:b8ANGWngcOdleKZ5_xoalSrPtzl-myO7likWe4hNBHaJNhOVQ4kZHeCvYu4c%MOHenyTmH 1 2-0-0 1 1 1.4.12 1 1 2-2-0 1 Scale=1:35.0 1.5x3 II 1.bx3 II 3x4- 1.6x3 I I 3x4= 1.5a3 II 4610= 34 FP= 3x4= 1.5x3 II 3x4= 1.533 II 1 2 3 4 5 e 7 a 9 10 11 12 its - 4 9t 19 18 17 10 15 14 is 3x4 = 335= 3x6 FP= axe= 3x4 )I 3x10= 3>5= 3x4= I 9-10-12 I204F12 ( 6-10-12 10-8-0 Plate Offsets(X.Y)— IBaY4-8.EdaeLf15:0-3-12.EdaeI117:0-1-12.Edael _..... LOADING(pet) SPACING- 2-0-0 CSI. DEFL. In (bc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.0814-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) -0.13 14-15 >983 360 BOLL 0.0 Rep Stress Incr YES WB 0.74 Hoa(TL) 0.01 13 n/a n/a BCDL 6.0 Code IBC2012/TP12007 (Matrix) Weight 88 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(8at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&13tr(flal) end verticals. WEBS 2x4 OF Stud/Std(8st)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-15:2x4 DF No,1&BV(flal) REACTIONS. (Ib/slze) 16=1382103-B (min.0-1-8),20=40710-1.8 (min.0-1-8),13=45910.1-12 (min.0-t-8) Max Gray 16=1382(LC 1),20=460(LC 3),13=500(LC 4) IO FORCES. (Ib)-Max.Comp.lMez.Ten.-All farces 250 pbj or lass except when shown. TOP CHORD 2-3=1541/0,3-4=1541/0,4-5=-1351833,5-6=-1341833,6-7=6431480,7-8=6421480, �'ilksoctv0;r"ir, . B-9=642/480,9-10=1790/0,10-11-1790/0 G �"- 3 _BOT CHORD 19-20=0/1142,18-19=-336/1174,17-18=336/1174,16-17-190110,15-16=-1894/0, � t �r,. 014.15=-7811543,13-14=0/1260 xco 'AWEBS 6-16=-13 3910,2-20=1196/0,2-19=-76/418,4-19=0/559,4-17=1280/0,6-17=0/1454, 11-13 -1321/0,11.14=0/555,9-14=0/392,9-15r-108603,6-15=0/2092 rd 49639NOTES- �Q� PjtG S-I' L 01)Unbalanced floor live loads have bean considered fto thlsbee design. 2)Provide mechanical connection(by others)of truss to hearing plate at foint(s)20,13. � toN41L 0 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 strangbacks,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. ' t?&p PR.OF6.ra n LOAD CASES) Standard .z�J 01GiNF$4, /0,, eP 802PE ir' y CO CV SA o T OREGO 4 5)alt 110 �4let Ft 1\ 'a �`3 A. H R' EXPIRES:06/30/2015 - October 13,2014 I • n WARNlfp-Verify design parameter,and MAD MITESON MIS ANO IIKIUCEO MI17K REFEREIXE PAGE M11.1413 mx 1/29/1014 BEFORE USE Design void for usa only Alb MiTeb connectors.fhb design Is based only upon porameters shown.and Is loran Individual butdhg component. ' Applicabitty of design barometers and properincorpaallan of component Is responstillty of building dedOner-not truss designer.Bracing shown Is for lateral support at hdNiduol web members only.Addlllonol temporary bracing to Insure stabllty during cons➢uclion Is the resporrsib8ly at the T erector.Additional permanent',rectos)of the overol stmclure h the responsibility of Ilse building designer.For general guidance regarding Plek• fabrication,quality control.110,09*deli-only,reaction and bracing.consult ANSVIPIl Q0nlly Salado,0S11-89 and BC51 Belding Compnnen' 7777 Greenback Lane,Buie 109 Safely information available from Tens Male Institute.701 N.lee Street,Suite 312 Alevoddo,VA 22314. Citrus Heigh's,CA,95610 IISouthern Ma PI lumber',specified,the design values are those effective 06/01/2013 byALS0 13-1/2"OPEN WEB JOIST @ 24"O.C. LENNAR (NOTE AREA IN GARAGE(i$16"O.C.) 2446E LARWOOD PL14-231 UPPER 713O/2014 START FRAWNG HERE 1 4 10-0300 Products ,- .® o , o PIotlD Length Product Plies Net Qty P^^¢t 1 f BM17 7-00-00 31/2"x 9"Glulam(1.8E 24F-V4 DF/DF) 1 1 11 0- BM16 6-00-00 31/2"x 9"Glulam(1.8E 24F-V4 DF/DF) 1 1 BM1 23-00-00 31/2"x 10 112"Glulam(1.8E 24F-V4 DF/OF) 1 1 BM6 9-00-00 5 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 11 BM2 23-00-00 51/2"x 131/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 20-00-00 2X14 DF#2&BTR 1 1 1 !0 c o LL y y o _ o �J a RM1 18-00-00 2X14 OF#2&BTR 1 2 L� _LL — BM3 14-00-00 2X14 DF#2&BTR 3 3 x o- RM1 13-00-00 2X14 DF#2&BTR 1 1 BK1 8-00-00 2X14 DF#2&BTR 1 1 1` BM4 8-00-00 2X14 DF#2&BTR 1 1 ( 1 RM1 7-00-00 2X14 DF#2&BTR 1 1 RM1 6-00-00 2X14 DF#2&BTR 1 1 d -IA--� --P---° -�'-'y- -- BM7 5-00-00 2X14 DF#2&BTR 1 1 RMiA 8 '� RM1 3-00-00 2X14 DF#2&BTR 1 1 F05 y s I FOi e Fn5 ®2 FOB ���_ I ALL BEAM SIZES PERARCHITECT/ENGINEER I 1 DI m �z w FOB I��. FLOOR LOADINfq I I ;_. Fm-RIM 1 4D LL bI E,y - -___� 15 DL F it FU4 F ACCESSORIES Qr a PI Find Q LUS414 7 y 2X6 OF f28BTR FOR RIBBON 66' I. _ 2X14 DF#28BTR FOR SHEAR BLOCKING 26' p REFER TO STRUCTURAL PLAN FOR ADDITIONAL I�1 '"' I POST TRANSFER BLOCKING I-'S4 AND SHEAR BLOCKING REQUIREMENTS. F04 oi C SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN PI F04 F04 4 HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. 1 FLOOR DESIGNED TO MEET OR EXCEED L/460 DEFLECTION CRITER1lI TO- JOIST WRH RIBBON Pacifi umber & TRUSS COMPANY 13-1/2"OPEN WEB JOIST 0 24"O.C. LExNAa (NOTE AREA IN GARAGE 0 16"O.C.) 2496E LARWOOD PLIA,221 UPPER 9/22/201A 1 sum rwwO HERE { 10-08.00 # Products ® _ PIotID Length Product Plies Net Qty I'ill ( L1%B BM17 7-00-00 3112"x 9"Glulam(1.8E 24F-V4 DF/DF) 1 1 •1 BM16 8-00-00 3 1/2"x 9"Glulam(1.3E 24F-V4 DF/DF) 1 1 i I ��',� lilt BM7 23-00-00 3 112"x 10 1/2"Glulam(1.BE 24F-V4 DF/OF) 1 1 1NHilUIH: BMB 9-00-00 5 1/2"x 101/2"Glulam(1.BE 24F-V4 DFIDF) 1 1 BM2 23-00-00 51x131/2Glulam(1BE24FV4DFOF) 1 BM7 00.00 2X14 DF#2&BTR 1 1 i L1u.. �M1 RM1 3-00-00 2X14 DF#2&BTR 1 1 I. -�) ALL SEAM SUES PER ARCHITECI'/ENGSNEER I • FJ• si 1"-�( pI VT:AprG FLOOR LMDINP: RXS•MM RON.O, 90LL ---. 15 DL Q ACCESSORIES QTM . EI LUS91.9 7 6 '" I 2X6 DF♦28BTR FOR RIBBON 66' �0' 2X19 DP f266TR FOR SHEAR BLOCKING 26' • I J' REFER TO STRUCTURAL PLAN FOR ADDITIONAL :! 'Oa I POST TRANSFER BLOCKING ' AND SHEAR BLOCKING REQUIREMENTS. I I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I j `J' I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.) IBMi 1 -' _ FE'S = FLOOR DESIGNED TO MEET DR EXCEED U980 DEFLECTION CRITERIA! --1N21- -- I I JOIST WITH RIBBON Pacific .umber & TRUSS COMPANY , H t I H r tt� MiTek MITek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL14-231_UPPER Fax9161676-1909 LH 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:R42857225 thru R42857231 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/FPI 1 section 6.3 These truss designs rely on lumber values established by others. SO PR,Clp. • �NGINE.9 /O 2 2PE N yON 4j,.OREGO, cP 9. F'y8ER A,. �`S A. HO, EXPIRES:06/30/2015 September 19,2014 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. • • MiTek. MITek USA, Inc. 7177 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-231_UPPER Fax916/676-1909 LH 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:R42857225 thru R4285723I 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. �yTONro r OlVAtO 'r - o September 19,2014 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. OP Job Truss --Truss Type Oty Ply LH R42857225 PL14-231_IIPPER F01 FLOOR 9 1 - Job Reference(optional) Pedro Lumber&Truss Co., Lake Oewego,Oregon 7.530:Jul 112014 Mirektnduslnes,Int.Fri Sep 1907:45:472014 Pagel ID:JciF8EpJwgl WGpAGh3ebz26z9xgt-zuAeQkdi uHoXMfari96yISlceeMNabOOm KhydGY i Poo I I 1-4-11 I i 1.9.0 I) 1.6,1 1 0-pi8 Stale=1:30.3 1 AS II 1.5x3 II 3s2= 1.50 II 3x4= 1.5x3 II 3x4= 1.5x3 II axe= 1.5x3= 1 2 3 4 6 e 7 8 9 _ a e . I..T. i . 18 1 14 13 12 11 335= 3x10= 3xe= 1.893 II 3sc5= 34= I 17-5-4 17.5A Plate Offsets QC.Y)— 18:0-1-8.Edgel.f11.0-1-8 Fdael LOADING(psf) SPACING- 2-0-0 CS!. DEFL, in (lac) I/de8 Lid PLATES GRIP _ TCLL 40.0 Plates Increase 1.00 IC 0.58 Vert(LL) -0.31 12-13 >658 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(rL) -0.4819-14 >427 360 - BOLL 0.0 Rep Stress Incr YES WB 0.75 HOrz(TL) 0.07 10 n/a n/a - BCDL 5.0 Code IBC2012/fP12007 (Mabix) Weight:77 lb FT-0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(Oat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Blr(fiat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS. (lb/size) 10=943/0-5-8 (min.0-1-8),15=949/0.4.8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 2-3 -3473/0,3-4=-3473/0,45=4028/0,5-6=4028/0,6-7=3246/0,7-8=-3246/0 01ONIO BOT CHORD 14-15=0/2104,13-14=0/4064,12-13=0/3246,11-12=0/3246,10-1100/2158 WEBS 6-12=-285/0,7-11=-487/0,2-15=-2259/0,2-14=011469,3-14=-251/0,4-14=-63410,5-13=-375/0.6-13=0/1049, C ' OF;w j--W 8-10=-2299/0,8-11=0/1335 G Q / ►. %% NOTES- 1 e2 ( t" k 1)Unbalanced floor live loads have been considered for this design. / 2)Thls truss Is designed In accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSI/TP11. 7/ 3)Recommend 236 strangbacks,on edge,spaced at 10-0-0 oc and fastened to each Truss with 3-10d(0.131"X 3e)nails. Strongbacks to v0 ' be attached to walls at their outer ends or restrained by other means. IS .p,.4 r 639 4)CAUTION,Do not erect Truss backwards. Q.tw '�Qis LOAD CASE(S) Standard ' s. ..NALE0O �tiQ,ED PROFFS,S ,( �NCxiN9 �02 87022PE -�' y "Aj,.OREGO ry, 44 9CI 44y13Es 1 No os 4. HE?' EXPIRES:06/30/2015 September 19,2014 A mama parameters and READ h07ESONTNISAND(ti U)ED M7ENREFEREACEPAGEH11-7473 rex J/29/2014 BEFOREUSE • - Design valid for use only v21h Meek connectors.Thb design Is based only upon parameters shovel and Is far on Individual building component Appltcobity of design poramelen and proper hlcorporolbn of component b respomAily of building designer-not bee designer.Bracing shown Is for loleral support of I dMdual web members orsy.Additional temporary broth to Insure siabifty during conitruclion is the responsibility el the erector.Additional permanent bracing of the overall structure Is the responsibliy of the building designer.For general guidance regarding I ele TaMeagon.quo(y control storage.davery,erection and bracing.consult AN51/1N1 OualMy Oiled%015•85 and BC51 Building Camponeni 7777 Greenback Lane,Suite 109 Safely Mlermeloo available from TNss Nolo lnslilute,781 N.Lea Street,Suite312.Alexandria,VA 22914. Cetus Heights:CA,95310 ifSouthern Pie.liPilember is Versified,the designnlums&those effective 06/01/2013 by ALSC • ill Job Truss Truss Type Oty Ply LH R42857228 PL14-231_UPPER F02 FLOOR 7 1 Job Reference National) Paoli*Lumber A less Co-, Lake Oswego,Oregon 7.630 a Jul 112014 Meek IndusWes,Inc.Fri Say 1907:46A92014 Pagel ID:JgF8EpJwg7WGpAGh3ebz26z9xg1-R4k0d4efewO_p91FadDUV Ud2_7.c8xjg26Js7y063X _ I 2-8-0 I I t-7-11 1I 1-2-0 II 1-8-1 1 0.1149 Scale=1:29.9 1.523 II 1.6x3 II axe= 1.5a3 II 3x4= 1.54 II 3n4= 1.6x3 II sate= Lass= 1 2 3 4 5 e 7 8 9 a o FP ----424 16 b 15 14 13 12 11 3x5= 3x6= 3a8 an 1.5x3 11 3x5= 3x8= I 17-2-4 I 17-7-4 Plate Offsets EX.YI— f8.0.1-6 Fdoe],111.0-1-8.Edge] LOADING(psi) SPACING- 2-0-0 CS!. DEFL. in (lac) I/dell Uri PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.56 Vert(LL) -0.29 12-13 >698 480 MT20 220/195 - TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.46 13-14 >444 360 BOLL 0.0 Rep Stress lncr YES VVB 0.73 Hor2(TL) 0.07 10 n/a We BCDL 5.0 Code IBC2012/1P12007 (Matrix) Weight:781b FT. 0%F,034E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.DE(Bat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Blr(flat) end verticals. WEBS 2x4 DF Stud/Std(llat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 10=929/0-5-8 (min.0-1-8).15=935/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3403/0,3-4=-3403/0,4-5=-3881/0,5-6=3881/0,6-7=317110,7-8=-3171/0 �y-ONIO 44. BOT CHORD 14-15=012069,13-14=0/3959,12-13=0/3171,1 1-1 2=0131 71,10-11=0/2119 WEBS 6-12=-301/0,7-11=469/0,2-15=2221/0,2-14=0/1431,3-14=250/0,4-14=-597/0,5-13=-389/0,6-13=0/1014, da ,wAs..44,. 8-10=-2259/0,8.11�/1291 G ,44' ��'j,; CjO icy NOTES- % ; 1. [v 1)Unbalanced floor live loads have been considered for this design. 8s. 2)Refer to girder(s)for truss to truss connections. Ng/ I 3)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. "0 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each tans with 3-10d(0.131"X 3")nails. Strongbacks to /� 4 be attached to wells at their outer ends or restrained by other means. "'At, �ISTI il- 5)CAUTION,Do not erect truss backwards. �./5:.? .L C3 LOAD CASES) Standard c1/4 6PR.OF4s ��� N61NSk• S/0 4 870 2PE -�1-- y �Aj,.O.HEGO 955 OWN 9Or) VSEFI 11 p2 • S4.. HE�� EXPIRES:06/30/2015 September 19,2014 a WARN Mi-Verifydetign parameters and READ AOTESON MI5 AM INCLUDED Mal(REFERENC7 FADE H11-1473 rex 1/29/MId 6EfWRFUSE Design void for use only with aMek conneclon.Fhb design h based or4y upon poramelers shown.and is for an Individual building corsgaonent. Applicabllly of design parameters end proper Incospom0on of component is respaneblily of bonding designer-not less designer.Bracing shown is for lateral supped of hdidduel web members only.Addlfbnal temporary bracing to Insure slabifity duMg construction h the responsibttly of the iTek- erector.Additional permanent bracing of the overol structure Is the responslbilN of the building designer.For general guidance regarding fatxlcatbn.quality control.slorage,delivery.erection and bracing.consult ANIVT111 Ouogly CDIeda,056-89 and SCSI Bonding Component 7777 Greenback Lane,sane 109 Solely Inlansollon available from Truss Hale lnslllute,781 N.Lee Street.Suite 312-Alexandria.VA 22314. Ceres Heights,CA 95810 II Southern Pine ISPI lumbar la spec lfed.the dulan values era throe aaecdve06/01/2013 byALSC Job Truss Truss Type OW Ply LH R42857227 PL14-231_UPPER P03 FLOOR 3 1 - Job Reference(optional) Pacific Lumber E Truss Co., Lake Oswego,Oregon 7.530 s&A 112014 Mirek Isldusides.Inc.Fri Sep 1907:45A92014 Pagel ID:JgFBEpJwg1 WGpAGh3ebz26z9xgt-vGIOrOMOu2FczkOpa8S1jXfUSKttbGs3i11Oayc63W E_ _2_e-o I I t-n.11 i I 1-24) I I 1-5.1 1 oltell Scale=1:29.7 1.5x3 II 1.54 II axe= 1.533 II 334= 1.543 II 384= 1.583 ll MI= 1.5x3= 1 2 3 4 5 a 7 8 8 e ,. e ::„.."- 6 R } 3c f er` 7 1 14 13 12 11 345= axe= 3343= 1.5x33 II 335= 388= I 17-1-4 17-1-4 i Plate Offsets(X.YI-- 15 0-1-8.Edge1•(11:0-1-B.Edgej LOADING(pet) SPACING- 2-0-0 CSI. DEFL- in (bc) 8defl L/d PLATES GRIP _ TOLL 40.0 Plates Increase 1.00 TC 0.66 Vett(LL) -0.29 12-13 >711 480 MT20 220/195 TOOL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.4513-14 >450 360 BOLL 0.0 Rep Stress Inc' YES WB 0.72 Holz(TL) 0.07 10 n/a n/a - BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:761b FT=014F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly tipped or 6-0-0 tic purdns, except BOT CHORD 2x4 OF No.t&Btr(flal) end verticals. WEBS 2x4 DF Stud/Sld(flat) DOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. i REACTIONS. (lb/size) 10=924/0-5-8 (min.0-1-8),15=930/0-4-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown. TOP CHORD 2-3=3379/0,3-4=-3379/0,4-5=3832/0,5-6=3832/0,6-7=-0146/0,7-8=314870 pwlytt BOT CHORD 14-15=0/2058,13-14=0/3924,12-13=0/3146,11-12=0/3146,10-11�/2106 WEBS 6-12=-309/0,7-11=464/0,2-15-2209/0,2-14=0/1418,3-14=-250/0,4-14=585/0,5-13=-397/0,6-13=0/1007, ( t Oil. AS/44, W 8-10=-2246/0,8-11 311276 /1f '-. QO lm.. '. NOTES- e '- x N 1)Unbalanced floor live loads have been considered for this design. / 2)This truss Is designed in accordance with the 2012 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. I \r 3)Recommend 235 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 14 be attached to walls at their outer ends or restrained by other means. `PO\s 9639�oc' 4)CAUTION,Do not erect truss backwards. jSTglc+'" LOAD CASE(S) Standard SIPNAL eat 46 NE cR S/o2 4 87 2PE Y- Ni y �Aj OREG N q,AO 90 ccMBER 11 OS A. HERaP EXPIRES:06/30/2015 September 19,2014 14,WARITMG-Verily design parantews and READhOTESON TNISAle Mal.OED MIIEK REFERENCE NII-1473 res 09/2014e6OREiiSE Nit Design void for use oat/vAlh MRek connectors.Thin design Is based only upon parameters shown.and isslur on lncbAdual building component. Appicobety of design parameters and proper Incorporation of component Is respomtyily of building designer-not him designer.Oros shown lampoon,for lateral support of individual web menthe's only.Additional lampn,bracing to Insure slablly during construction h the resporuib511y o1 the �n'y erector.Additional permanent bracing of the overol structure Is the respomibily of the building designer.For general guklonce regarding lV l i TOW fabrication,quality control storage.delivery.erection and bracing.consult ANSI/T7l1 Dually CaBeda.1:414P and SCSI Building Component 7777 Greenback Ler.0,suite 109 Safely Inlormellea ovotabie from Truss Plate Institute.Tel N.lee Street.Salle 312.Alexandria VA 22314. Citrus Heigals,CA,95610 II Southern Pine jSPI lumber bspetlfled,the design earns an those eeesave06/03/2033 by AUG Job Truss Truss Type Oly Ply LR R42857228 PL14.231 t1PPER F04 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Trua Co.. Lake Oswego.Oregon 7.530$Jd 112014 Mlrek Induatdes,Inc.Frtt eep1907:45:512014 Pagel ID:JgF8EpJwg1WGpAGh3ebz26z9xqt-d08G5hYyVlyrHuCX78weersZF5z0Xu9WOMzTSyc63U _ 0-1-8 HI-1-- 1-I F-121211 1'24 I,q Scale=1:37.7 3x4= 4x4= 44= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3s0= 3x4= 444= 1 2 3 4 5 6 7 e e 10 11 12 13 14 15 16 17 18 19 20 21 22 23 - h e c L ec.,e;,;,,Nc m ee v 38 95 34 33 32 31 30 29 28 27 26 25 24 3x5= 4x5= 4x4= 304= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4,6= 3e1= 3x8 W8= 3x5= I 22-2-4 I 22.24 Plate Offsets(X Yl- 133 0.1-8 Fdael.134 -1-8_Edgej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. In (bc) Ildeff Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.42 29-31 >1324 480 MT20 22W195 - TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.66 29-31 >399 360 BOLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.08 24 n/a n/a -_ BCOL 5,0 Code IBC2012JTP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Sturl/S1d(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Sld(flat) REACTIONS. (Ib/size) 36=803/0.5-8 (min.0-1-8),24=807/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. •�y�{OT11° � TOP CHORD 2-3-1574/0,3-4=-157410,4-5-301310,5-6=3013/0,6-7=3013/0,7-8=-3892/0, F" "C 8-9=-3892/0,9-10=-4302/0,10-11=-4302/0,11-12=-4417/0,12-13=-4417/0, OS�04'w tp 13-14=4192/0.14-15=-4192/0,15-15=-3641/0,16_17=-3641/0,17-18=-3641/0, 18-19=2759/0,19-20=2759/0,20-21=-1548/0,21-22=-1548Po y r. -. h0,� BOT CHORD 35.36=0/846,34-35=0/2230,33-34=0/3013,32-33=0/3489,31-32=0/4141,30-31=0/4399, 29-30=0/4399,28-29=0/4344,27-28=0/3955,26-27=0/3239.25.26=0/2192,24-25=0/817 / WEBS 534=-573/0,6-33=0/628,2-38=-1129/0,2-35=13/1000,4-35=-901/0,4-34=011150, ,/ 22-24=-1122/0,22-25=0/1004,20-25=-885/0,20-25=0/777,18-28=-659/0,18-27=0/552, vd ,p (e-i . 15-27=-432/0,15-28=0/325,9-31=0/251,9-32=-373/0,7-32 )/588,7-33=-1022/0 NOTES- 449Sjp Ls'G 1)Unbalanced floor live loads have been considered forthis design. Ham'' 2)All plates are 1.5x3 MT20 unless otherwise Indicated. ' 3)This truss is designed In accordance with the 2012 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. 4)Required 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 �(,.�tp PR,OpFs, attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��' �NQINEF9 LP402'9 LOAD CASE(S) Standard 87022PE ' 1✓ fl' rN NIy cear OREG N rye Oft/ OS A, HS?' EXPIRES:QB/30/2015 September 19,2014 A WARNING•Verify design parameters and REM?MESON MS AND INCLUDED MIEN REFERENCE PAGE N11.1473 rex 1//9/201d 0665081E - Design valid for use only with Welk connector,fib design Is based only upon poramelers shown,and Is for on lndivIdud bidding component.• ApplcabN ly of design parameters and proper Incorporation of component Is responab5ly of balding designer-not buss designer.Bracing shown Is for Ideral support or Individual web members only.Additional temporary bracig to Insure simdlty Bring construction is the responsibiny of the erector.Additional permanent bracing arthe overall slrudue Is the respansbely of the budding designer.For general guidance regarding Ilk' fabrication,qudly control starage.delivery.erection and bracing.consul ANSIIPII Qualy Cdierkr,DS1-B9 and SCSI Building component 7777 Greenback Lena,Suite 109 Safely lorarmotlon avdbble Korn Truss Plate inslilule.781 N.Lee Street.5ulle 312 Alexandrto,VA 22314. Cans Heights.CA,95810 IfSouthern Pine ISP)lamberixsperllfed,the deslcn values ore those*Wax lve 05/51/2013byAIXC i 1 • Job Truss Truss Type Oly Ply IN R42857229 PL14.231_UPPER F05 FLOOR 6 I Job Reference(optional) Pacific Umber&Tess Co., Lake Oa-eBa.Oregon 7630=J4112014 MITek Industries,Inc.Fri Sep 1B 07:45:622014 Page IO:J9F8Epiwgl WGpAGh3etu2nzexgt-Niz)(TRhAjpOpTRToUi191L98H(RPJLGJI9 ?vyo63T 0.1.8 - HI141° I p40.1211 1�Dae Scale=1:374 44= 3x4= 4x4= 424= 2x4 II 3x4= 3x4= 344= 3e8 FP= 3x4= 3=4= 4x4= 1 2 a 4 6 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 4 d 1,= e - _ e -e J e 111 a er s a I? 38 35 34 39 32 31 30 29 28 27 26 26 24 11 318= 425= 424= 424= 325= 3ke FP= 325= 325= 325= 30= 4x5= 324= 3x8 WB= 3=5= I 22-042 22-0-12 Plate Offsets(X Y)- r6:0-1-8 Edge( )33 0-1-8 Edge).(34BO-1-8.Edgel LOADING(psi) SPACING- 1-4-0 CSI. DEFL In (too) Vdefl Lid PLATES GRIP - TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.41 29-31 >635 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.55 29-31 >408 360 - BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(M) 0.08 24 n/a Na - BCOL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 111 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 OF 2400F 2.0E(flat) end verticals. WEBS 2x4 OF Stud/Std(tat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Sld(Oat) REACTIONS. (lb/size) 36=798/0-5-8 (min,0-1-8),24=802/0-3-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. o'SO]NIO iiti, TOP CHORD 2-3=1585/0,3.4=1585/0,4-5=-2987/0,5 6=2987/0,8-7=2987/0,7-8=-3825/0, 8-9=3825/0,9-10=-4244/0,10-11=4244/0,11-12=4369/0,12-13-4369/0, d' pft;V7A$J/41 13-14=-4154/0,14-15=-4154/0,15-16-3612/0,18-17=3612/0,17-18=-3812/0, (/ �k' Q O 18-19=-2739/0,19.20=-2739/0,20-21=-1538/0,21-22=1538/0 BOT CHORD 35-36=0/841,34-35=0/2215,33-34=0/2987,32-33=0/3399,31-32=0/4077,30-31=0/4346, co • `4' '' 29-30=0/4346,28-29=0/4300,27-28=0/3922,26-27Wr3214,25-26=0/217B,24-25=0/812 / I. WEBS 534=-565/0,8-33=0/724,2-36=112310,235=0/994,4-35=894/0,434=0/1134, 22-24=1115/0,22-25=0/997,20-25=-879/0,20-26=0/771,18-26=-653/0,18-27=0/545, vy i I 15-27=-426/0,15-26=0/319,9-31=0/260,9-32=377/0,732=0822,7-33=-1082/0 '25 * 49639� NOTES- O ST 1)Unbalanced floor live loads have been considered for this design. - --NALE�G 2)All plates are 1.523 MT20 unless otherwise Indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2308.1 and referenced standard ANSI/TPI 1. 4)Required 226 strongbacks,on edge,spaced at 10-0-0 oc end fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ��1�Efl PR'OFec, attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �Gt INEks /O LOAD CASE(S) Standard �4f7 87022PE 2 r cv y �45 •EGO 9, k7� 'A0 t• ER '0 .Q O. A. KO\ EXPIRES:06/30/2015 September 19,2014 - 4 Q IVAAN/MI-Vedfydeuign paramelm and READ AWES ON THIS AND INCLUDED MEN REFEREM EPAGEMII.7413 r!x 7/29/2014&IOSE(r5E - Design valid for use only with Wok connectors,This design k based only upon parameters shown and Is for an lndtvIdual buildkmg component pills Applcabdly of design parameters and proper Incorporation of component I.rospombaly of building designer-not Inns designer.Racing shown is for lateral supped of Indlviduol web members only.Additional temporary bracing to Insure stability during consImriion is the responslbiry of the erector.Additional permanent bracing of the owned structure Is the responsibility of the balding designer.For general guidance regarding Nil lek' fabrication.goody control storage.delivery.swollen and bracing,consult ANSI/Rill Quality Glleda,D58-811 and SCSI Building Component 7777 Greenback Lane.Sutra 109 Solely lelonmalfon available tom Truss Mole trulilule,781 N.toe Street Suite 3l2 Alexandria.VA 22314. Clime Heights,OA,95810 H Southern Pine MI kmberll specified,the design value.Cr.Ooze effective 06/01/2013 by MSC a Job Truss Truss Type QIyy Ply LN R42857230 PL14-231 UPPER F08 FLOOR 2 1 Job Reference(optional) _ Peexle Lumber&Truss Co., take Osweep,l7ropas 7.530 s Jul II 2014 Wok Industries,Inc.Frt Cep 1907:45:532014 Page ID:JeFBEpJwg1WGpAGh3ebz26z9ag1-o2XvhrnoU7Yg5e2720DOBZiPc3u1GXOSZHMXLyO63S _ I 9-1.a I I 1-2-0 I I 1-1-12 I 9-60 I Scale o 1:14.1 1.553 II 3x4 = 1.5x3 II 1.693 II 1 2 3 43x4= 5 W i ‘. . V' 9 8 7e 6 1.5x3 II 3x4= 3x4 — I 2+0 1 2-11-0 1 94L0 A-7-6 7-4-12 I 2.44) 0-7-0 0-7-0 1-6 3.9.4 Plate Offsets((.Y1— (2:0-1-8.Edge).17:0-1-8.Edge) LOADING(pst) SPACING- 2-0-0 CS!. DEFL. In (roc) Meg lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 023 Vert(LL) -0.04 6-7 >999 480 MT20 220/195 - TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.07 6-7 >989 360 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(TL) 0.01 6 Na n/a BCOL 5.0 Code 18C2012/TP12007 (Matrix) Weight:33 lb FT=0/OF,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flet) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. except BOT CHORD 2x4 DF No.1&13tr(tlat) end verticals. WEBS 2x4 OF StudlStd(gat) HOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 9=400/0-2-12 (min.0-1-8),6=400/0-2-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-690/0,3-4-690/0 �yTONIO p� BOT CHORD 8.9=0/690,7-8=0/690.6-7�/708 N p�p-�c�am+-iglu, WEBS 2-9=757/0,4-6=-760/0 i S Qf w -`W NOTES- I rFe Ir„ 1.. y0 1)Unbalanced floor live loads have been considered for this design. �/ N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9,8. 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. war 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 ed be attached to walls at their outer ends or restrained by other means. 71p� 4 4963 • LOAD CASE(S) Standard 41sSIpN� c „QEO PR.OFFs g' �tteI NEF y4 S/� , Ct 871 2PE r N CV S t N A �FIEG• yy T 40 9F M Or, BEFI11 ?A. Hes EXPIRES:08/30/2015 September 19,2014 Q WARMM;•Verifyderign parameter and READ MOTES OK THIS MD U ii.tvso MITES RETERRAI PACE Nit-7471,ea 1/29/201d BEIMf USE mil - Design valid for use only with!Adak connectors.This design Is based only upon parameters shown,and Is for on hndividual building component. Applicablily of design poramelen and proper Incorporation of component Is responebaly of building designer-not Inns designer.Bracing shown Is for lateral support of Individual web members only.Addilionol temporary bracing to Insure stabtfty during construction is the responsibility of the MiTek' erector.Additional permanent bm ol chg of the over structure Is the responsibility of the bIng designer.for general guidance regording I fabrication.quality control storage,deNery.erection and tracing.consult ANSI/MI Quality Criteria.DSB.e?and BCSI Building Component 7777 Greenback Lane.Suite 109 Solely Intormallon amiable from Truss Kole Institute.781 N.Leo Street,Suite 312.Alexandria.VA 22314. Cling Heights.C.A.95610 If Southern PlneiSPI lumbar It specified,the design values ere these effective OG/01/2013 byAlSC • rob fuss Truss Type Qty Ply - LHlu2enz31 IPL74 231UPPER 7 FLOOR 1 1 • Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.530 sal 11 2014 MTek Industries,Inc.Fri Sep 1907:45:532014 Pagel ID:JgF8EpJwgl WGpAGh3ebz26z9xgt-o2XvtnioU7Yg5a2720 DOB21La3nvGVVSZKr4XLyc63S I 9-141 I I 1-2.n I I 9.5.12 ( I 0430 I Scale=1:19.7 1.5x3 II 394= 1S93 II 394= 1.593 II 1 2 33X4 4 5 6 • • c 1 10 9 8 1.593 II 1.593 ll 3sm= /\ 3x4= 3x4= I 2-4-0 12-11-0 i 380 I 11-4-4 2-4-0 0-7-0 0-7-0 7-10-0 Plate Offsets(X Y1— 120-1-8.Edoel r3:0-1.8.Edge1 LOADING(pat) SPACING. 2-0-0 CSI. !EFL. In floc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 VeI(LL) -0.15 8-9 >917 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Verl(TL) -0.22 8-9 >619 360 - BCLL 0.0 Rep Stress Incr YES WB 0.36 HOr2(TL) 0.02 7 n/a n/a - BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight;50 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 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. il REACTIONS. (lb/size) 11=618/0.2-12 (min.0-1-8),7=618/0-4-0 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1325/0,3-4a1827/0,4-5=1827/0 _`.t0N10 1.4 BOY CHORD 10-11=0/1325,9-10=011 3 25,8-9=0/1325,7-8=0/1261 QJ ,p WEBS 2-11=-1454/0,5-7=-1354/0,5-8-0/608,4-8=324/0,3-8=0/816 �S Off;WASifll',. 'N NOTES- G j/-1, QO A 1)Unbalanced floor live loads have been considered for this design. ', en , x % 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ./ 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRPI 1. I 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 Al 9639 '� - be attached to walls at their outer ends or restrained by other means. ,T3fi`S"O�S�'tRr'r LOAD CASE(S) Standard *IO�-r04 IB ,,,1d" NAL.>G ��E0 PR,OF4,s ,S.1. � t,1• 4 FF" ts/p2 •< 871 2PE • 9. N y �'Op.OREGO et,4<44 �oFMSR �1 7 EXPIRES: 16/30/2015 September 19,2014 - t • a WARN IAC-Verdydeiign 7anmeren and READ A07ESON MIS AND(NODDED NI19(REFERENCE PAGE N1I-7473 ran I/19/2011 DAOREUSE Design valid Meuse only vAlh Mlfek connectors.His design is based only upon aerometers drown.and k ler an Indvlduri building component. ��' Applicability of design parameters and proper Incorporation of component Is responsbiily of buidng designer-not lists designer.Bracing shown Sloe lateral support of lndMdud web members only.Additional temporary bracing to Insure slobtlly during consWetbn is the responsibility of the MiTeK erector.Additional permanent bracing or the avast structure is the respaeb9iry of the bulONag designer.For general guidance regarding fatvlcalbn,qualify control.storage.delivery,erection and bracing.consult ANSI/IFil Qeally Cdlalo,D515-99 and ICS1 anIding Component 7777 Greenback Lane,Suite 109 Solely lnlamalbo available from Truss Plate Institute.791 N.Lee Skeet,Suite 312,Alexandria VA 22314. Citrus Heights,CA.95810 If Southern Pine Pt lumber Is specified,the dW5evslues sr*thou affective05/01/2013 byALSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a (Drawings not to scale) offsets are indicated. Damage or Personal Injury EOM Dimensions are in ft-in-sixteenths. 11404, Apply plates to both sides of truss and fullyembed teeth. 1 2 3 1. Addioonol stability bracing for truss system.e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 cr's r 2. Truss bracing must be designed by an engineer.For 0-16 WAS 4 wide truss spacing,individual lateral braces themselves O„ may require bracing,or alematNe Tor l O V y`, ; Cr bracing should be considered. ce _ , O 3. Never exceed the design boding shown and never a3"� U stack materiols on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate are cm cs.a designer,erection supervisor,property owner and plates 0-1/a'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/1P11. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably pprrotected from `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber slat not exceed 19%at time ofgfabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. use with nless fire tardan preservative treated,n is not ncable for or green lumber. CC-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 esponsibiPoy of truss fabricator.General practice's 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. I LATERAL BRACING LOCATION 12.Lumber used shot be of the species and size,and Southern Pine lumber designations are as follows: in at respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. v� by AWC in the 2005/2012 NOS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purins 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, BEARING or less,if no ceiling Is installed,unless otherwise noted. 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 p or (supports)occur. Icons vary but ©2012 MiTek All Rights Reserved approval of an engineer. ilik=0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MUM p.m. 18.Use of green or treated lumber may pose unacceptable ►M. environmental,health or performance risks.Consult with Industry Standards project engineer before use. ANSI/TPI1: National Design Specification for Metal MI19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, MiTek 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 r IR