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Plans (6) 9-1/4" OPEN WEB JOISTS @ 19.2"&24"O.C. <START 24 0C FRAMING HERE T LENNAR �°_9-1 F 9_` - 1 -_U ' "•,...--A---,-,‘"_.--- I 2448A LARWOOD IPL14.199 MAIN H I10/13/2014 M �, �, �, �, �, �, Products OLL—� -4-1 �°� ° LL d o a �° PIotID Length Product Plies Net Qty BK1 20-00-00 2x10 DF No.2 1 1 BK1 10-00-00 2x10 DF No.2 1 1 BM2 9-00-00 BBO1 1 1 BM3 6-00-00 BBO1 1 4 1 BM7 5-00-00 BBO1 1 1 BK1 N ALL BEAM SIZES PER ARCHITECT/ENGINEER LL , BK1-BLOCKING RM1-RIM BOARD 1 mi ACCESSORIES I QTY • 2X10 DF#2&BTR FOR SHEAR BLOCKING 22' I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN m �� HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. \.! _�IO�o_ LL FLOOR LOADING. ` ,�u. ' 15 DL 'V` !!J,-[� E lalai FLOOR DESIGNED TO MEET OR EXCEED L/4B0 DEFLECTION CRITERIA] (N• iJI m•, REFER TO STRUCTURAL PLAN FOR ADDITIONAL CI''- POST TRANSFER BLOCKING El Ei AND SHEAR BLOCKING REQUIREMENTS. ;i 1 I 4-0 S0 SINGLE e.......CSI I' TOP CORO BEARING / -•. : 1_ I 0 0 00 0 0 0 PacffiumbiLe r -R-. t=iml & TRUSS COMPANY N J le _. c n g s ' Mow( C.-TI tillili START 191'O.C.THIS AREA A 9-1/4'.'OPEN WEB JOISTS @ 19.2"&24"O.C. LENNAR ^ START 24"D.C.FRAMNGHERE 2448A LARWOOD yl PL14-199 MAIN H 10/13/2014 Products . PIotID Length Product Plies Net Qty ° .°I eLcN w! ° - •O El ,E ° �`o�;� o o;!, I - o - _ BK1 20-00-00 2x10 DF No.2. 1 1 1: BK1 10-00-00 2x10 DF No.2 1 1 • BM2 9-00-00 BBO1 1 1 BM3 6-00-00 BBO1 1 4 BM7 5-00-00 BBO1 1 1 ALL BEAM SIZES PER ARCHITECT/ENGINEER I �•tV�� BKl v BLOCKING 0. - RM1 v RIM BOARD I = ACCESSORIES. QTY I 2X10 DF#2&BTR FOR SHEAR BLOCKING 22' I I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN I m El ,� I 1 HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY.I j FLOOR LOADING �� 40 LL ILL - iSDL FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIAI } 1p,�II pi REFER TO STRUCTURAL PLAN FOR ADDITIONAL [?I POST TRANSFER BLOCKING MEI 1- AND SHEAR BLOCKING REQUIREMENTS. • SINGLE .01 • TOP CORD BEARPIG 1 1 1 �, Pacihci..umber.. u_ LL LL LL u. & TRUSS COMPANY 1 START 19.7 D.C.THIS AREA • N • V 1r ®® - I MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-199_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:R43015554 thru R43015559 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �� �y' �NGINEFrY /O29 87022PE - r. • %y T OREGON s5 to 'P'.-- � Lo 0 M8ER.� O �P S A. HE� 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.ofthe building designer,per ANSI/TPI 1. l ®- mit MITeIC ; - MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL14-199_MAIN_H Fax916/676-1909 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:R43015554 thru R43015559 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ' . p.ly, ONIO lit of? ov wns .4 u: w �o let. r / 4 49639 wy -SS' d..LE � a- 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/TPI 1. Job Truss Truss Type Qty Ply LENNAR R43015554 PL14-199_MAIN_H F_01 Floor 10 1 . • Job Reference(OPtionall Pacific Lumber 80-russ Co., Lake Oswego,Oregon 7:530 s Jul 11 2014 MRek Industries,Inc.Mon Oct 13 13:14:11 2014 Page 1 ID:b8AN6WngcockeKZ5_xoaiSz9zzl-_8ogV9QgXPXweS9WPxSevdBllZhSBaKxmKSSFkyTnvg ( 048.8 I—I I 2.0-0 I 1 1-9-0 1 1 1-9-0 1 p31 Scale=1:30.8 1.5x3 II -1.5x3 I I 3x4= 1.5x3 I I 3x12= 3x6 FP= 3x4= 1.5x3 II 3x4 = 1 3x5= 2 •3 4 5 6 7 8 9 10 *A11111 .1_11 1.01..... 4"... ..M.I.W. i --■°,-.14611111111 — I -W0I - ii .MMI 11Wil. N.' 116".°' I W rig C. �..■■•■■ ir•ftwm.....i1 ■ ►t 18 17 18 15 Ko 13 12 11 1.5x3 I I 3x6= 306 FP= 3x4 I I 3x8= 3x8= 1.5x3 I I 3x8= -C43-8 8 -3-8 I 187.-3.608 y7-7-61 6 8 8-3-0 b-8-a Plate-Offsets(X,Y)—. 11:0-1-8,Edael,(10:0-1-8,Edgel,112:0-2-0,Edgel,(13:0.3-'12,Edgel,116:0-2-12,Edgel,(17:0-2-8•Edoel LOADING(psf) SPACING- 2-070 CSI. DEFL. in (lac) 1/den 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 Vert(TL) -0.08 16-17 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) .70.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Welght:,73 lb FT=0%F,0%E LUMBER, BRACING- TOP CHORD all DF No.18Btr(flat) TOP.CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 OF No.18Str(flat) end verticals. WEBS 2x4 DF Stud/Std(Sat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 14=1141/0-8 (min..0-1-8),1=357/0-6-0 (min.0-1=8),10 357/0-6-0 (min.0-1-8) Max Grav 14=1141(LC 1),1=395(LC 3),10e396(LC 4) FORCES. (Ib)-Max:.Comp./Max.Ten.---.All forces-250(lb)or less except when shown. • -�y'tONIO TOP CHORD 1-2=1063/0,-2-3=-1063/0,3-4=-454/364,4-5=453/364,5-6=455/364,6-7=-45.51364, F✓ +� 7-8=-455/364,8-9=-1062/0,9-10-106210 OS 'Qf:Wi1 -'y' BOT CHORD 16-17=-54/1067,15-16=-1266/0,'14-15=-1266/0,13-14=-1264/0,12-13=-52/1069 0 '' 0 ry. WEBS 5-14=-1107/0,1-17=0/1097,2-17=-253/0, 16=-77910,5-16=0/1400,10-12=0/1096, y • Ox 'dam• 9-12=-25210,6-13=-781/0,5-13=0/1400 j ts3 , NOTES-- Z 1)Unbalanced fioorlive loads have been considered for this design. 49639. `� 2)This truss is designed in,accordance-with the 2012 International Building Code section 2306.1 and.referenced standard ANSITTPI 1, P� .Q�-. �r4 3)Recommend.2x6 strongbacka,-on edge,spaced of 10-0-0 oc`arid.fastened to each truss with-3-10d(0.131"'X 3")nails. Strongbacks to .;'' CISTet be'attached to walls at their outer ends or restrained by other means. .s`SIO 1G 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. - - N '' 5)CAUTION,Do not erect truss backwards. , LOAD CASE(S) Standard `��EDPR,OFFS ct. '87.0 2RE 17: 'y 4>s.O. EGO -"cp <v �On SER.1\ P\Q - S q,. HERS EXPIRES:06/30/2015 October 13,2014 AWARfIfhG4 60 dziigpraruekis'and READ NOTES ORMI S AND fh11UDED71f7EK REFERENCE PAGE 114473ik,1/19/10149EFOREUSE Design valid for use only with Mu ck connectors.This design is based only upon parameters shown.and is for an Individual building component. • Appicabilllty of design parameters and proper Incorporation of component is responsibll{ly of building designer-.not,truss designer.Bracing shown ME p is tar lateral support-al r individual web membe only.Additional temporary bracing to Insure stability during construction is the responsibility of the iTek• erector:Additional permanent bracing of the overall structure Is the responsibltty of the building designer:,For general guidance regarding LyL dcibricotion,qualify conlroL storage,delivery,erection and bracing.consul) ANSI/IPI1 Quality Criteria,D5B-89 and BC51 Building Component 7777-Greenback Lane,Sulle_'109 Solely Inlormallon,available from Truss Plate Institute;701 N.Lee Street.Suite 312,Alexandria,VA 22314, Cttrus Heights,CA;95610 'It Southern Pine ISP)lumbar if specified,the desi gn values erethose effective 06/01/2013 by ALSO • ✓ `J Job Truss Truss Type Qty Ply LENNAR R43015555 PL14-199 MAIN H F02 Floor 1 1 Job Reference(optional) - Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTak Industries,Inc.Mon Od 13 13:14:12 2014 Page 1 ID:b8AN6WngcQckelQ5 xQaiSz9xzl-TKy2jVRSIjfnFbkizfztSOkUZz4pwCf4_C?nByTnVf - °,6-1 1 2 3x4= 3 1.5x3 II I I I 1-2-11 I - Scale=1:6.7 1111111 _ d Mil t.5x3 II " 5 4 A I 3x4= I 0-8-1 1 1-11-12 I '0-6-1 1-5-11 Plate Offsets(X,Y)— 12:0-1-8,Edgel • LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In goo) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.01 5 >999 480 MT20 22W195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.01 5 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a. BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:8 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 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) 1=98/0-5-8 (min.0-1-8),4=102/0-1-12 (min.0-1-8) - FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. _ 1y" ONIO Azi NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at Jolnt(s)4. GOB OVi*AS1 1 q, 2)This miss is designed in accordance with the 2012 International Building Code'section 2306.1 and referenced standard ANSI/TPI 1. �t�^l/>v 1 `L 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 4c " !- - eel ,A0 O� Cd -be attached to walls at their outer ends or restrained by other means. y N 4)CAUTION,Do not erect truss backwards. \/ ,, ?or LOAD CASE(S) Standard ".f5 49639}�,,x�,,��w� - 0,,o -` 0rsrcR� �SSIONALG • - - PR,opFSs �0-.. �NG'1 N- 19 /02.9. 870 2-RE • -3 N�^0 0.- EGO F 1N -Y . T•- Ft,•O OS A. Hers EXPIRES:06/30/2015 October 13,2014 4 _ , likli RkG�VuWIydeiigriparamedrs'andRMD'hbTESONe7HIl#Mb WlUDEDHIiEKREFEREt PA6EFr1f=L4T3'iee1/19/201C8EFOREUSE Detign'valld for use only wilh Mnek connectors.This design is bored only upon parameters shown.'and Is for an individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility otbulding deslgnet-not truss designer.Bracing shown Is for taleral support of IndMdual'web members only.Additional temporary bracing to insure stability during construction Is thy responsibI6ty of the iwiTek' - 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 '.AN5UiP11 Quality Cdleda,DSB-89 and SCSI Building Component 7771 Greenback Lane,Suite 109 Solely Inloimalion..avoilable from Truss Plate Institute,701 N.Lee Street;Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 - It Southern Pine ISM lumber Is specified,the design values are those effective 06/01/2013 byALSC • .r Job Truss Truss Type Qty Ply LENNAR R43015556 PL14-199 MAIN_H F03 Flaw 9 I - Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7.530 s Jut 11 2014 MRek Industries,Inc.Mon Oct 13 13:14:13 2014 Page 1 - ID:b8AN6Wngc9ckeKZ5 xOaiSz9xzl-xWVRwrS530nelIJuVvMU6?DHcSNMXrV5DDexZKdyTnve / I 2-0-0 I 1 1-11-4 1 1 1-9-0 I R Scala=1:30.0 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x8= 3x6 FP= 304= 1.5x3 II 3x4= 1 2 3 4 6 8 7 0 9 10 H 1.11111111.° IMP. I wan d :� aY�r� te: ' " 1141 18 15 ■ 13 12 11 304= 3x5= 3x6 FP= 3x5= 3x0= 3x6= 1.5x3 I I 1 8-2-4 0-1-8 18•02 r0-6-81 Plate Offsets(X.Y)— (5:0.3-O.Edoel.I10:0-1-8,Edoel.112:0-2-0,Edael.113:0-3-8.Edael.114:0-1-12.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) I/deft Ud 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 Inc: YES WB 0.69 Horz(TL) 0.01 14 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(fiat) 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=362/0-6.0 (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. -.5ycONIO'i TOP CHORD 2-3=1090/9,3-4=-1090/9;4-5=0/1208,'5-6=-464/312,6-7=-464/312,7-8=-464/312, FF`"' 8-9-1066/0,9-10=-1066/0 - Q0 oviv .riz,'e'y BOT CHORD 16-17 /916,15-16=-364/509,14-15=-364/509,13-14=1179/0,12-13=15/1076 G rv$a �h ( WEBS 5-14=-662/),•2-17=-959/0,4-16=0/747,4-14=-139610,10-12=0/1100,9-12=-252/0, 1 yQ , t;., o M- • 8-13==765/0,5-13=0/1364 C1 NOTES- ,I 1)Unbalanced floor live loads have been considered for this design. rd /r"! 2)Provide mechanical connection.(by others)of truss to bearing plate at joint(s)17. - 4 .49639 Ora • 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 0.4, 'ISTE • 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. Strong backs to SS" G be attached to walls at their outer ends or restrained by other means. I•- •• - 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. • 6)CAUTION,Do not erect truss backwards. 'c.D LOAD CASE(S) Standard '<_ PR.Op.86 —S VNGINFy4 ;/O 2 ' 87022PE r' `% N of � .a N '3 OREGO rylyy . S A, HEC\ • EXPIRES:06/30/2015 October 13,2014 1 . ®'WARH(AC-Yenf y,daiignparamatenandREAD1A7ESON THIS AND'IMIW 4DMiJ EJ(RfFEREACE PAGE N1T.7473_reB7/2912 0 14 8E10RfNSE: . -. Design valid for use only with Mtfak connectors.-Thu deign Is based only upon poromelers shown,and is for an Individual buldcg component. Applicablity di design parameters and proper incorporation of component Is responsibtil of boldlrg designer-not truss designer.Bracing shown Is for lateral support of IndMdual web members only.Additional temporary bracing to insure stobllty during construction b the responsibility of the 'erector.Additional permanent bracing of the overall stricture is the responsibility of the building designer.For general guldance regarding MiTe . fabrication,quality control storage,delivery,erection and bracing.consult ANSI/tPl1 Qualify Criteria,DSB-89 and BCSI Building Cori-Tenant 7777 Greenback Lane.Suite 109 Safety Information dvollabte from Truss Plate Institute.781 N.Lee Sheet:Suite 312.Alexandria.VA 22314. Citrus Heights:CA,05610 .If Southern Pine(SP)lumber Is ipeciled,the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply LENNAR R43015557 PL14-199_MAIN H F04 Floor 3 1 Job Reference foptiona)) Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MRek Industries.Inc.Mon Oct 13 13:14:14 2014 Page 1 ID:b8AN6Wngc0ckeK25 xQeiSz9xzl-Pj3p8BTgKVWVu5447LXRpIJnhIOxoNSIh6s3yTnvd - 0-6-8 H 1 2-0-0 1 1 1-2-4 I F 2-2-0 1 Scale=1:36.4 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x6= 3x10= 1.5x3 II 3x6 FP= 1.5x3 I I 3x4= 1.5x3 I I 1 3 — 2 3 4 5 6 7 8 9 10 11 12 ��i� I0- � ,C, rZ.•Si, 20 19 18 17 16 15 14 13 1.5x3 I I 3x8= 3x8= 3x6 FP= 3x5= 3x10= 3x5= 3x4= p.0-81 10-1-4 10-?f12 20-10-12 I 016-8 9-8-12 0-5-8 10-8.0 Plate Offsets(X,Y)-- f1:0-1-8,Edoe1,15:0-2-14,Edgel,f6:0-2-8,Edge),f15:0-3-12.Edge1,(16:0-1-12.Edgel.f18:0-3-0.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/def L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.08 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.13 14-15 >986 360 BCLL 0.0 Rep Stress Incr 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(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 OF Stud/Std(flat)*Except' ROT CHORD Rigid ceiling directly applied or 6;0-0 oc bracing. 6-15:2x4 OF No.1&Btr(flat) • REACTIONS. (lb/size) 1=404/0-6-0 (min.0-1-8),16=1390/0-3-8 (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) olONIO FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. !Q� TOP CHORD 1-2=1290/0,2-3=-129010,3-4=-1083/375,4-5=-1083/375,5-6=0/1954,6-7=-648/501, �� -pv.NVAS !y, 7-8=647/501,8-9=-647/501,9-10=-1792/0,10-11=179210 G 4(4' - Gj `Z BOT CHORD 18-19=73/1493,17-18=-939/0,16-17=-939/0,15-16=1904/0,14-15=97/1548, A.T. s.rc; 'O d 13-14=011262 -: .4 N WEBS 6-16e-77610,1-19=0/1331,2-19=-253/0,3.18=-60510.5-18=0/1432,5-16=-1270/0, 11-13=-1322/0,11-14=0/556,9-14=0/396,9-15=-10137/0,6-15=0/2091 . -15=0/2091 7" ri;r .t 49639. t NOTES- O �'e ��O 1)Unbalanced floor live loads have been considered for this design.- -�' G'/S1ER 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss Is designed in.accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '40-- . NAL yC� 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 shall not exceed 0.500in. �.0 P R OP4- - 6)CAUTION,Do not erect truss backwards. �C", S LOADCASE(S) Standard ��c�� �GNGIN�`c'9 cs/(92f :87.022RE y �K>,,.QREGO .ti°O�.I . �0 EMBER \\- OS A. HE� P EXPIRES46/30/2015 October 13,2014 t t 4,I8ARNIfsos`:Yerily design parameters and READ NTTESON,THISAND IN WDED-f•IIiEK REfERflhCEPAGE N1f-14/3'1k 1/29/201d BEfOREUSE • - Design valid tot use only with Mifek connectors.Thu design Is hosed only upon parameters shown.and Is for on Individual building component. � I AppBcabllly of design parameters and proper Incorporation at component Is responsibility of building designer-not truss designer.Bracing shown i is for lateral support of individual web members only.Additional temporary bracing to insure slablGly during construction Is the responsibility of the MiTek' weeks.Additional permanent tracing of the overall structure Is the responslbEy of Iho building designer.For general guidance regarding fabrication,quality control storage.delivery.erection and bracing.consult ANSI/Mil Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 1 - If Southern Pine/SP/lumbar Is specified,the design values are those etrective 06/01/2013 by ALSC — - --- - 0 Job Truss Truss Type Qty Ply LENNAR R43015558 PL14-199_MAIN_H F05 Floor a I Job Reference(optional) Pacific lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MfTek Industries,Inc.Mon Oct 1313:14:15 2014-page 1 ID:b8AN6WngcOckeKZ5 xQaiSz9xzl-tvdBLXULbe1M63THenWa4eM 7sv8017OPWhxQgOVyTnvc 0-6-8 o ot I— I I 1-7-12 11 1-6-0 Scale=1:20.5 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 3x8= 2 3 4 5 6 7 8 . _ °., o it MIS ii, N 13 12 11 10 9r' 1.5x3 II 3x8= 3x5= 3x8= 3x4= 1 0.3-8 1 11-9-12 I 0-8-8 11-3-4 Plate Offsets(X,Y)- f1:0-1-8:Edoe),112;0-3-12,Edael LOADING(psf) SPACING- 1-7-3 CSI, DEFL. in (loo) Udell L/d 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(LL) -0.16 10-11 >854 360 BCLL 0.0 Rep Stress Inc( YES WB• 0.70 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:49 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 purins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. - WEBS 2x4 DF Stud/Std(Oat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=502/0-1-12 (min.0-1-8),1=500/0-6-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1327/0,2-3=-1327/0,3-4=-2203/0,4-5=2203/0,5-6=-1772/0,6-7=-1772/0 otONIa BOT CHORD 11-12=0/1904,.10-11=0/2139,9-10=0/1053 WEBS 7-9=-1140/0,7-10=0/778,5-10=398/0,3-11=0/324,3-12=-625/0,1-12=0/1387 oc, &WASI-jrh $'1, . G Q �,v ,C . •. NOTES- '1)Provide mechanical connection(by others)of truss to bearing plate at Joints)9. y • `�' �� N 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 7)nails. Strongbacks to ?r be attached to walls at their outer ends or restrained by other means. .d 4)Gap between Inside of top chord bearing and first diagohal or vertical web shell not exceed 0.500i0. 'P .Q 49639' 44: 5)CAUTION,Do not erect truss backwards. OA, - dfsT.R�` I SSI -stICI LOAD CASE(S) Standard - <C:�Eo PR.OFFS1s ,,s; NCa1NFFR /02,. 8: 7022R� r- • . y 'oj,.OFi GON 'rte �N• �o F4?BER ,\.'• =O or,- - tJP A. .HETs • EXPIRES:06/30/2015 October 13,2014 4 1 aI WA IlN7AG:Verify design yarametzn'aid,READ M/.TES,OM THIS AND I .I/DED MIIEX REFERENCFPAGE Nff 14/3 rec;1/19/2014 DEFOREUSE: - Design valid for use only with MiTek connectors.This design Is based only upon parameters shown.and is for an individual building component. �• Applicabsty of design parameters and proper Incorporation of component Is responsibility of budding designer-not tans designer.Bracing shown Is far lateral support of Individual web members only.Additional temporary bracing to insure stablity during construction Is the responsibiihly of the MiTek• - erector.Additional permanent bracing of the overall structure h the responsibily of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suke 109 Solely Informallon available from Truss Plate Institute,781 N.Lee Street;Suite 312,Alexandria,VA 22314. anus Heights,CA,95810 If Southern Pine(SP)lumber Is specified,the design values are those effective 06/01/2015 by ALSO li Job Truss Truss Type Qly Ply LENNAR 843015559 PL14-199_MAIN_H F06 Floor 5 1 Job Reference tootlonall - Nellie Lumber d Truss Co., Lake Oswego,Oregon 7.530 z Jul 11 2014 MITek Industries,Inc.Mon Oct 13 13:1410 2014 Page 1 ID:b8AN6WngcQckeKZS xQaiSz9xzl-L58ZZIUzMx9DkD2TCUlpcsv8KaNDsr7gvbADwy'Tnvb . 1 2-0-0 1 1 1-4-12 i i 2-2-0 i Scale=1:35.9 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 4x10= 3x6 FP= 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 8 7 8 9 10 11 12 d e Y i4 a 20 19 18 17 16 15 14 13 3x4= 3x5= 34 FP= 3x8= 3x4 I I 3x10= 3x5= 3x4= I 9-10-12 I 20-6-12 I 9-10-12 10-8-0 Plate Offsets(X.Y)— 16:0-4-8,Edgel.115:0-3-12,Edoel,117:0-1-12,Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deli Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.08 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.13 14-15 >983 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 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)`Except' BOT CHORD Rigid ceiling diready applied or 6-0-0 oc bracing. - 6-15:2x4 DF No.1&Btr(flat) REACTIONS. .(Ib/size) 16=1382/0-3-8 (min.0-1-8),20=407/0-1-8 (min.0-1-8),13=45910-1-12 (min.0-1-8) Mai Gray 16=1382(LC 1),20=460(LC 3),13=500(LC 4) _ 010NIO FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4.: TOP CHORD 23=154110,3-4=1541/0,4-5=-135/833,5-6=-134/833,6-7=-643/480,7-8=-642/480, O' _ 'Of1WAs4G. 'y 8-9=-642/480,9-10=-1790/0,10-11=1790/0 V e C� `7 BOT CHORD 19-20=0/1142,18-19=-336/1174,17-18=336/1174,16-17=-1901/0,15-16=-1894/0, I $3; f O, '6 14-15=-78/1543,13-14=0/1260 y . j WEBS 6-16=-1339/0,2-20=1196/0,2-19=-76/418,4-19=0/559,4-17=-1280/0,6-17=0/1454, % 11-13=-1321/0,11-14=0/555,9-14=0/392,9.15=1086/0,6-15=0/2092 l'/ , NOTES- X15 4, 49639, k/4 1)Unbalanced floor live.loads have been considered for this design. GJSTflR 2)Provide mechanical connection(by others)of truss to"bearing plate at joint(s)20,13. 'SS.O 1G 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. IVAL,• • •4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means: • 5)CAUTION,Do not erect truss backwards. t�C.��1)PR.OFss LOAD CASE(S) Standard ��<0 �NGINFe9 70 . cc , 87022P• - • t<%•$,.OR GON .q, O(vN 9�, c�MSER.'\ pS A, HEM\P EXPIRES:06/30/2015 October 13,2014 1 a WARN166-Verify-eiignya7amite/sdnil READ607ES0117HISANDINCLUDEDMIIEHRE1ERFACT'PAGEMII-7473.rex 1/29/201dDEFORE USE; qtl� Design valid for use only with MITek connectors.This design Is based only upon parameters shown,and is for an Individual building component. W- Applicobiaty of design parameters and proper Incarpordllon of component is responsibility of building designer-not truss designer.Bracing shown Is for laterol support of individual web members only.'Additional temporary bracing to insure slabEty during construction Is the responsibiOGty of the erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding Mi ire k: fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/1P11 Qualify Criteria;059419 and SCSI Building Component 7777 Greenback Lane Suite 109 Solely Information-.avalable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,.VA 22314. Citrus Heights,CA,95610 N Southern Pixie ISM lumber to specified,the design values Oro those effective 06/01/2013 by ALSO - - LENNAR 13-1/2"OPEN WEB JOIST @ 24"O.C. (NOTE AREA IN GARAGE @,16"O.C.) 244BA LARWOOD PL14-199 UPPER 813/2014 START FRAMING HERE i' 10-03-00 I� Products ® PIotID Length Product Plies Net Qty lBMS BM1 23-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 o ■ BM6 7-00=00 3 1/2"x 10 1/2"Glulam(1:8E 24F-V4 DF/DF) 1 1 ' BM5 4-00-00 5 1'/2"x;10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 • ``_ - - _- BM2 23-00-00 '5 1/2"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 RM1 20-00-00 2X14 DF#2&.BTR 1 1 • ' RM1 18-00-00 2X14 DF#2&BTR 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0; 0 BM3 14-00-00 2X1'4 DF#2&BTR 3 3 • LL u U. LL LL LL LL LL LL LL, LL LL U. 13-00-00 2X14 DF#2&BTR 1 1 2: cc BK1 8-00-00 2X1'4 DF#2&BTR 1 1 0.] BM4 8-00-00 2X14 DF#2&BTR 1 1 RM1 7-00-00 2X14 DF#2&BTR 1 1 RM1 6-00-00 2X14 DF#2&BTR 1 1 BM7 5-00-00. 2X14 DF#2&BTR 1 "1 __mss__r a � �� _= —' RM1 3-00-00 2X14 DF#2&BTR 1 1 bw� • l•—JRM11 l R ..saE ssia.i RM1J 1 ®II I� I °44 F05 I I I ALL BEAM SIZES PER ARCHITECT/ENGINEER �, a F07 _ �, FOS JBM7J F05 .`'FO6 BK1.BLOCKING FLOOR LOADING RM1.RIM BOARD 4011 i ?1----2 FOB "" 11X is DL gigFO6 -1 F05 --- • ACCESSORIES QTY {I FO5 �fl�ae� I LU5414 7 } F04 JI y 2X6 OF#2&BTR FOR RIBBON 66' Ital F04 1 I 2X14 OF#2&BTR FOR SHEAR BLOCKING 26' 1 ifil F04 ',I 1 REFER TQ STRUCTURAL PLAN FOR ADDITIONAL MY7 F04. t AND SEAR BLOCKING R BLOCKING EQUIREMENTS. 9� F04 F04 . i I SHEAR-BLOCKING PLACEMENT PER STRUCTURAL PLAN bAis1 FD4 I m i I HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. F04 i (FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIA( . E K F04 r I IBM I 1'�--.'. _---r IBMil F--- JOIST WITH RIBBON Pacifi umber • & TK.0 SS, COMPANY 13-1/2"OPEN WEB JOIST @.24 O.C. LENNAR (NOTE AREA IN GARAGE @ 16"O.C.) 244BA LARWOOD PL14-199 UPPER 9/19/2014 START FRAMING HERE 1 10-03-00 Products ® 1 PIotID Length Product Plies Net Qty•p e^! q I 1 BM1 23-00- 00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 �I ' BM6' 7-00,00 3 1/2"x.10 1/2"Glulam(1.8E24F-V4 DF/DF) 1 1 1 • _. r x I . � � BM2. 23-00-00 5 1/2"x 13 1/2"Glulam(1.8E'24F-V4 DF/DF) 1 1 RM1 20-00-00 2X14 DF#2&BTR 1 1 RM1 18-00-00 2X14 DF#2&BTR 1 2 2 o• 2 0 0 8. o 8 o c. o' 0 0 o a o 0 0 o BM3 14-00-00 2X14 DF#2&BTR 3 '3•— LL 'LL LL ` -' �, 4 " 2 2 " 2 2 2 2 LL - RM1 13-00-00 2X14 DF#2&BTR 1 1 r m BK1 8-00-00 2X14 DF#2&BTR 1 1 -O BM4 8-00-00 2X14 DF#2'.&BTR 1 1 RM1. 7-00-00 2X14 DF#2&BTR 1 1 RM1 6-00-00 2X14 DF#2&BTR 1 1 • 1 BM7 5-00-00 2X14 DF#2&BTR 1 1 _ RM1 3-00-00 2X14 DF#2&BTR 1 1 IRM1I -����.g a_. _e.��' I' IBM31 If '' iRM11 w I ALL BEAM SIZES PER ARCHITECT/ENGINEER —IT FOB k—_IBM71 `: FO7 1.: p FOE 4' BK1 BLOCKING FLOOR LOADINCt F06=E- Y n ,FOE i RA D.RIM BOARD 40 LL .C'. ..: m I FOS ` 15 DL FCS`1I i FOE } ArtscRSORIES QTY IBM41 FOE k. 0 .LUS414 7 ' I F04 2X6 DF S2&BTR FOR RIBBON 66' I: • • 2X14 DF 42&BTR FOR SHEAR BLOCKING I 26' I F14 sI F04 ( REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING • I�l 'F04 AND SHEAR BLOCKING REQUIREMENTS. 11 'FO4 101 I•• - •Lk F� I SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN 00 FI i I HVAC DIAGRAM ON LAYOUT IS A,GENERAL GUIDE ONLY.I • FO4 I, PO4 S• 'FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERIAI F04 r • IBM2l :�— —!! - ~ _ IBM1I - JOIST WITH RIBBON Pacifi umber & TRUSS -COMPANY l fi_ • i- 1\s, iTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-199 UPPER Fax 916/676-1909 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:R42842734 thru R42842740 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. (QED PR 04 s �NC'1 NEF'9's>O'L9 a 2PE -r N yK?),.OREGON (15) 144 : AMBER � •OS A. - ' EXPIRES:06/30/2015 September 18,2014 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. ' I mu. MiTele MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL14-199_UPPER Fax 9161676-1909 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:R42842734 thru R42842740 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. •.0.-cONIp Gb SQ of ```t'O.• 4;1'6 j_ N 7S 4, 49639 •. ' qt 4bisTEW• • `stn • . September 18,2014 Hernandez,Marcos The seal on these drawings indicate acceptance ofpi•ofessional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI I. i A. Job 'Truss Truss Type Qty Ply ill R42842734 l=1_14-199 UPPER F01 FLOOR 9 1 - Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MfTek Industries,Inc.Wed Sep.1713:20:28 2014 Page 1 ID:JgFBEpJwg1WGpAGh3ebz26z9xgt-1 GoY2pQmRMpa012TkxkprxoiLhlj2gBgwq 3e0ychLn i 2-P-0 I 1 1.4-11 ii 4a-n ii 1.e-1 1 0148 Scale=1:30.3 1.5x3 II 1.5x3 II 3x8= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 3x8= 1.5x3= 1 2 3 4 5 e 7 8 0 C.A.-10110 .....- -14414411414144449ar- -110............. 444444444444411111% 'WI' - M111.-.1. A , 14 13 12 11 ,�, 1 I 3x5= 3x10= 3x8= 1.5x3 11 3x5= 3x8= ] 17-5-4 1 17-5-4 Plate Offsets KY) [6:0-1-8-Edge],[11:0-1-8.Edgel LOADING(pit) SPACING- 2-0-0 CSI, DEFL. In (lac) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.31 12-13 >658 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 1.00 Vert(TL) -0.48 13-14 >427 360 BCLL 0.0 Rep Stress incr YES WB 0.75 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:77 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 No.1&Btr(flat) end verticals. - WEBS 2x4 OF'Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS. (lb/size) 10=94310-5-8 (min.0-1-8),15=949/0-4-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3473/0,3-4=-3473/0,4-5=-4028/0,5-6=-4028/0,6-7=-3246/0,7-8=3248/0 010N7° BOT CHORD 14-15=012104,13-14=0/4064,12-13=0/3246,11-12=0/3246,10-11=0/2156 ,p WEBS 6-12=-28510,7-11=-487/0,2=15=-2259/0,2-14=0/1469,3.14=251/0,4-14=-634/0,5-13=375/0,6-13=0/1049, Oc gt*WA' , Wy, 8-10=2299/0,8-11=0/1335 G �4' G 7. y It % NOTES-1)Unbalanced floor live loads have been considered for this design. s 2)This truss Is designed In accordance with the 2012 International Building Code section 2306:1 and referenced standard ANSI/7P11. 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. Strongbadks to .d /(,7 be attached to walls at'their outer ends or restrained by other means. ,Q.9639 �y� • 4)CAUTION,Do not erect truss backwards. '9A, 4+/ST �. V LOAD CASE(S) Standard `r�0I.• - lit -PR.Qp 2 ' CC: :870 2PE .i.r• (P ` y 0 N Aj,.OFEGO_ q�O0 p � l 0� MBta A 7 sA HS - I EXPIRES:06/30/2015 September 18,2014 e r ®LYARNIN Yzrifyilesgrijidtameteriiait'READ7 r0.7ESONTUISANDIMZUDEDM 77ENREFERE/C FPAGEN i1-7.473mi11/29/2014B,EFORE USE'! • Design valid for use only with MI'rek connectors.fhb design is based only upon parameters shown.and Is loran Individual building component. I Applicabilty of design'parameteis and proper Incorporation of component is responsiblily,of buddIng designer-not truss designer.Bracing shown p p Is for lateral support of Individual web members only.Additional temporary bracing to Insure slablity during construction h the responsblifity of the iTek• erector.Additional permanent(racing of the overall structure b the responsiblSty of the building designer.For general guidance regarding Lyl fabrication.quality control,storage.delivery,erection and bractng.consult 'ANSI/1911 Quality Crllodo,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information.available from Truss Plate Institule:781 it.Lee Street.Suite 312.Alexandria.VA 22314. CBrus Heights,CA,95810 If Southern Plne lsP)lumber Is spanned,the'desten values era those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply W R42842735 PL14.199 UPPER F02 FLOOR 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Sep 17 13:20:29 2014 Page 1 ID:JgFBEpJwgl WGpAGh3ebz26z9xgl-VSMxG9ROBgXReBdfleF2O9KuN5DRn7Ip8UIcBSychlm I 2.6-0 I I 1.1.11 11 1-�-0- i I 1-6-1 ( °1-I - Scale=1:29.8 • 1.5x3 II 1.5x3 II 3x8= 1,5x3 II .3x4= 1.5x3 II 3x4= 1.543 II 348= 1.5x3= :I i ' °° r. .... .1 2 3 4 5 6 7 8 9 - _ - -----......., _.! . O , 15 14 13 12 11 I►• 3x5= 3x8= 3x8= 1.543 II 3x5= 3x6= • I 17-2-4 I 17-2-4 Plate Offsets iX.YI— 16:0-1-8.Edae1.111:0-1-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 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 BCLL 0.0 Rep Stress!nor YES WB 0.73 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 76 lb FT=O%F.0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.180U(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. - REACTIONS. (lb/size) 10=929/0-5-8 (min.0-1-8),15=935/Mechanical _ FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=340310,3-4=-3403/0,4-5=-3881/0,5.6=3881/0,6-7=-3171/0,7-8=-3171/0 , ONIO BOT CHORD 14-15=0/2069,13-14=0/3959,12-13=0/3171,11-12-0/3171,10-11=0/2119 ¢P�''y�[ �Q� WEBS 8-12=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, OS OVi W �' 8-10=2259/0,8-11=0/1291 C.' 4' t N �'� �G hr. I '', O 'd NOTES- co tJ 1)Unbalanced floor live loads have been considered for this design. -. 2)Refer to girder(s)for truss to truss connections. /43,r 3)This truss Is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,0 44. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to ea ch truss with 3-10d(0.131"X 3")nails. Strongbacks to 'p .p .49639 k/ be attached to walls at their outer ends or restrained by other means. Let+ FCISTER� •5)CAUTION,Do not erect truss backwards. �ssIONALG• LOAD CASE(S) Standard • . .�Y;""p PR,Qp c43� tiN (NEF'9 s/�r. 2 ' 8702PE , y'�-0j,.(AEG•. 95) 4./9C, �MQ R \1 • EXPIRES:06/30/2015 September 18,2014 ■ __ 4 ®WARA7S.Verifjde`s!g'npaiamekriandREADMOTESON:THISAHDINCLUDED OEKREFER M PAGE HI1-7413iree1/I9/2014OETOREt/SE? mil Design valid for use only with MSek connectors.This design h based only upon parameters shown,and Is for an Individual building component. 6�• t Applicability'of design porameleri'ond proper incorporation of component li responsibtity of building designer.-nol truss designer.Bracing shown is for lateral nipped of individual web members only.Addllohol lemparory.bmbing to insure stability during conslruction Is the responsiblifiy of the MTek• break's.Addltlonal permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery.erection and bracing,consul! 'ANSIIIPI7'QuSBty Cdterla,039-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available tram Tniss Pinto Institute,781 N.Lee SlreeL'Suile 312.Alexandria,VA 22314. CSrus Heights,CA.95610 If Southern Pine(51,1 lumber l specified,the design values era thous effective 06/01/2013 by ALSO - _ ti Job Truss Truss Type Qty Ply LH R42842736 PLI4.199_UPPER F03 FLOOR 3 1 Job Reference(optional) Pacilc Lumber 8 Truss Co., Lake Oswego.Oregon 7.530 s Jul 11 2014 MfTek Industries.Inc Wed Sep 17.13:20:29 2014 Page 1 ID:JciF8EpJwgl WGpAGh3ebz26z9xg1-VSMxG9R08gxReBd ileF2O9KuU5DWri7rp8UlcBSychLm • I 2.841 I 1.0-11 1 F—i24—I i____121-1 1 0118 Scale=129.7 II 1.5x3 II 1.5x3 II 3x8= .1.5x3 II 304= 1.503 II 3x4= 1.5x3 II 3X8= 1.5x3= 1 2 3 4 5 8 7 8 8 i ' . I, I, I, F.. ..,0000000.1■.;. 1 .00,r', e t M 0 1 14 13 12 11 $71 3x5= 3x8= 3x8= 1.503 II 3x5= 3x8= I 17-1-4 I 17.1-4 Plate Offsets 0(.11— 16:0-1-8.Edael.111:0-1-8,Edae1 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lop) Udefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 IC 0.56 Vert(LL) -0.29 12-13 >711 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.97 Vert(TL) -0.45 13-14 >450 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.07 10 n/a Na BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76,1b FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.18Blr(flat) end verticals. WEBS 2x4 DF Slud/Std(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 ocbracing. REACTIONS. (lb/size) 10=924/0-5-8 (min.0-1-8),15=930/0-4-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown- TOP CHORD 2-3=3379/0,3-4=3379/0,4-5=3832/0,5-6=3832/0,6-7=314610,7-8=-3146/0 �'tONIO BOT CHORD 14-15=0/2058,13-14=0/3924,12-13=0/3146,11-12=0/3146,10-11=0/2106 �A WEBS 6-12=-309/0,7-11=-464/0,2-15=2209/0,2-14=0/1418,3-14=-250/0,4-14=-585/0,5-13=-397/0,6-13=0/1007, Oa* OilWASg4, "Yy' 8-10=-2246/0,13-11=0/1276 G r,4' titN,WAS/4v y NOTES- %` 1)Unbalanced floor live loads have been considered for this design. 2)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t li<i. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131°X 3")nails. Sfrongbacks to ,p ,:k" be attached to wags at their outer ends or rests lned by other means. it • 4, 49639,4 41 ' 4)CAUTION,Do not erect truss backwards. .GIST R LOAD CASE(S) Standard . -A%' PR.OFFSS Q '87022 PE ?r*. •y .-0),,0,AEGO. qo 11/ • SIC' �cM$ER A� \O OS A. HE��P EXPIRES:,06/30/2015 September 18,2014 t ■ i9 _ a WARHAG YeritjdeignparameenandREADAOESON7SANDItaUDEDMITEKREFEREWEPASEH1 1-1413re1/1/1014etronEUE Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and Is for an Individual building component. mi. ApplIcablty of design parameters and proper incorporalion of component is responsibility of bWdng designer-not truss designer.Bracing shown /B Is for later0l support of Individual web members only,-Additional temperer/bracing to Insure stability during construction is the responsibflly of the nAiTek• erector"Addltionol permanent bracing of the overall structure Is the responsbility of the building designer.For general guidance regording fabrication,quaily control storage,delivery.erection and bracing,consul! ANSVIPIl Quality Crtterla,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 _ Solely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Carus Helghls,CA,95610 If Southern Pine(SP)lumber Is specified,the delign values are those effective 06/01/2013 byALSC .r Job Truss Truss Type T01y Ply LH R42842737 PL14.199 UPPER F04 FLOOR 9 1 Job Reference(optional) • Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon 7.530 a Jul'11 2014 MITek Industries,Inc.Wed Sep 17 13:20:31 2014 Page 1 ID:JgF8EpJwg1WGpAGh3ebi26z9xgt-RgUhhgTejHB9lUn2P3HWTeQDZuzcF2T6conjFLychLk . 0-1-8 ' H 1 1-6.0 1 P111211 1-7-0 I - Scale=1:37.7 II 3x4= 4x4= 4x4= 3x4= 3x4=. 3x4= 3x4= 3x8 FP= 3x4= 354= 4x4= 1 2 .3 4 5 8 7. 8 9 10 '11 12 13 14 15 16 17 18 19 20 21 22 23 e_ a r• Q-4 ilrii 36 35 34 ' 33 32 31 30 29 28 27 26 25 24 34= 4x5= 4x4= 3x4= 3x5= 3x6 FP= 3x5= 3x5= 3x5 3x5= 4x5= 3x4= 3x8 WB= 3x5= I I I 22-2-4 27-2.4 Plate Offsets(X.Y)-- 133:0-1-8.Edgej.(34:0.1-8.Edoej LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.42 29-31 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.66 29-31 >399 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.08 24 nla n/a BCDL 5.0 Code 1BC2012/TP12007 (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 purtins, 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. - OTHERS 2x4 DF Stud/Std(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'TON70 TOP CHORD 2-3=-1574/0,3-4=1574/0,4-5=-3013/0,5-6=-3013/0.6-7=-3013/0,7-8=3892/0, rQ� 8-9=3892/0,9-10=-4302/0,10-11=-4302/0.11-12=4417/0,12-13=-4417/0, pS OfiVI V ' 13-14=-4192/0,14-15=-4192/0,15-16=3641/0,16-17=-3641/0,17-18=-3641/0, G ���' CT 18-19=2759/0,19-20=-2759/0,20-21=-1548/0,21-22=-1548/0 h O� BOT CHORD 35-36=0/846,34-35=0/2230,33-34=0/3013,32-33=0/3489,a1-32=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 , i WEBS 5-34=-573/0,6-33 /628,2-36=1129/0,2-35=0/1000,435=-901/0,4-34=0/1150, 22-24=-112210,22-25=0/1004.20-25=-885/0,20-26=0/777,18-26=-659/0,18-27=0/552, s4 /�'! 15-27=-432/0,15-28=0/325,9.31=0/251,9-32=-373/0,7=32=0/588,7-33=1022/0 16 4, . 49639 �4w`� O3, ISTER� ti` NOTES- 4:S' - 1 G 1)Unbalanced floor live loads have been considered for this design. NAL.. 2)All plates are 1.5x3 MT20 unless otherwise indicated. . ■a 3)This truss Is designed in accordance with the 2012 International Building Code:section 2306.1 and referenced standard ANSI/TPI 1. . 4)Required 2x8 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 • nO) P R,10F.t1' attached to walls at their outer ends or restrained by othe r means. �,- s 5)CAUTION,Do not erect truss backwards. <0 6Nc•j NEF9 /02 LOAD CASE(S) Standard 87. 2PE 9 Ni y0 A0),.OREGO_ c° [U � SM ‘....\Q On � P A. HE�\-4 EXPIRES:06/30/2015 September 18,2014 4 _ ®WARNING•Viiifj%desigmyarametne'dREADROTESON: MSAR1.1A1 0E0 11 1EKREFEREN CE PAGEHI P/473ret7/19/1014DE/OREUSE Design valid for use only with wick connectors.This design Is based only upon parameters shown.and is for an Individual building component. -�• t .AppilcabRiiy of design parameters-arid proper Incorporation of corisponeni Is responsibility of building designer-not truss designer.Brdeirig shown q Is for lateral support of Individual web members only.Addilional temporary bracing to Ike responslbilily of the iTek• erector.Addiliorial permohenl bracing of the overall airucluro Is the responsibility of the building designer.Forgeneral guidance regarding ryF fabrication,quality control,storage,deiiveryiereetion and bracing.consult 'ANSI/TPII Qualify Cdlerla,956-99 and BCSI Building_Component 7777 Greenback Lane,Suite 109 Solely Intormallon available from Trusi Plate Instilute,781 14.Lee Street:Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 . .If Southern Pine(SP)lumbar b specified,the deifies values are those effective 06/01/2013 by ALSC Job Truss Truss Type 1Qty 'Ply LH PL14-199 UPPER F05 FLOOR 8 1 R42842738 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.630 s Jul 11 2014 MiTek Industries,Inc.Wed Sep 17 1320:32 2014 Page 1 ' ID:JgF8EpJwgl WGpAGh3ebz26z9xgt-v113uATGUbJ7 VeMEznotOnyOHIJ2_VrGgSXGnnychLj 0-1-8 H 1 1.0.0 I 0-1 1 1-7-0 f141 Scale=1:37.5 4x4= 3x4= 4x4= 4x4= 2x4 I I 3x4= 3x4= 3x4= 34 FP= 3x4= 3x4= 4x4= 1 .2 3 4 5 6 7 .8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 .3, .1-1,- .4&.- ,...-1. 0- tar ■IPita. 1 Ah„ 1 A. ■ 1■...1.1. 1 Fri c.i 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6= 4x5= 4x4= 4x4= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x5= 3x4= 3x8 WB= 3x5= I 22-0-12 92.0.12 Plate Offsets(X:Yt— [6:0-1-8.Edge)[33:0.1-8:Edge).134:0-1-8,Edge) LOADING(psi) SPACING- 1-4-0 CSI. DEFL. In (lac) Vdefl LJd 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) -0.65 29-31 >406 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Hori(TL) 0.08 24 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:111 lb FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF 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 cc bracing. OTHERS 2x4 DF Stud/Std(flat) - REACTIONS. (lb/size) 36=798/0-5-8 (min.0-1-8),24=802/0-3-0 (min.0-1-8) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. `TONIO TOP CHORD 2-3=-1565/0,3-4=-1585/0,4-5=-2987/0,5-6=2987/0,6-7=-2987/0,7-8=-3825/0, QJ 8-9=3825/0,9-10=4244/0,10-11=-4244/0,11-12=-4369/0,12-13=4369/0, OS Ot:;WASJI,, 13-14=-4154/0,14-15=4154/0,15.16=-3612/0,16-17=-3612/0,17-18=-3612/0, �' 18-19=-2739/0,19-20=-2739/0,20-21=-1538/0,21-22=-1538/0 G�Q�� t�1 -.-d .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, y ` j 29-30=0/4346,28-29=0/4300,27-28=0/3922,26-27=0/3214,25-26=0/2178,24-25=0/812 I WEBS 5-34=-565/0,6-33=0/724,2-36=-1123/0,2-35=0/994,4-35=-894/0,4-344/1134, 7•S 22-24=-1115/0,22-25=0/997,20-25=879/0,20 726=0/771,18.26=-653/0,18.27=0/545, v:1 f�'' 15-27=-426/0,15-28=0/319,9-31=0/260,9-32=-377/0,7-32-0/622,7-33=1082/0 - 10 49639 p 4, - NOTES- u G 1)Unbalanced floor live loads have been considered for this design. - - •- . •. 2)All plates are 1.5x3 MT20 unless otherwise Indicated. . 3)This truss is designed In accordance with ihe.2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Required 2x6-strongbacks,on edge,spaced at 10-0-0 on and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be ' i E4 ID R•0F 0 attached to walls at their outer ends or restrained by other means. Q' F 5)CAUTION,Do not erect truss backwards. ��5 X01 NE-, -, LOAD CASE(S) Standard 44 9 :870 2PE . r• i0 .:AO, 6M8E1 1\ 7. Ok9 A:. HEP'CP .EXPIRES:06/30/2015 . September 18,2014 4 • ' esIgn va l d,;for Use only parameters Mu ck c end ect or.This TES ON filth design Is bacom�nunt is paramesi to s sho n,.and do r on it divld ual bull g .component. - r A piicabiV of design ramelers and ng shown Is for lateral supped of IndMdual web members only.Additional lemporary bracing to Insure stability during conslruclion is the responsibiGtyof the - erector.Additional permanent bracing of the overall slniclure Is gW the responsibility of the building deslgndr.For general Wanda regarding i 1L d V I i ek, fabrication.quality control storage:delivery.erectlorfand bracing.consult ANSVIPI I'Quaigy Crlterla,058-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Solely Intorinalion,available from Trios Plate institute.781 N.Lee Street:Sulte 312.Alexandria.VA 22314. alms Heights,CA,95010 - I1Southern Pine ISP)lumber Is specified,the design values are these effective 06/01/2013 biALSC •y Job Truss Truss Type Qty Ply LH R42842739 PL14-199_UPPER FO8 FLOOR 2 1 Job Reference(optional) Pacific Lumber6 Truss Co.. Lake Oswego,Oregon 7.530 s Jul 11 2014 Wok Industries,Inc.Wed Sep 17 13:20:33 2014 Page 1 ID:JgF8EpJwgI WGpAGh3ebz26z9xgl-NDbR6WUvFuRs6oxRXUK_X?Vlbimlj2zP36GgKDychU I 2-1-0 I I 1-2-0 I I 1-1-12 I 2.6.0 I - Scale=1:14.1 1.5x3 ii 3x4 = 1.5x3 II 1.5x3 II 1 2 3 43x4• 5 II _ III// � 3x4= /:/ g /l a 1.5x3 I I 7 6" 3x4= 3x4= i 2-4-0 2-11-0 I I 3-6-0 -7- 7-4-12 I 2-4-0 0-7-0 0-7-0 d-1-6 3-9-4 Plate Offsets(X.Y)— 12:0-1-8.Edgel.[7;0-1-8.Edae) LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Verl(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 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:_33 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=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 scONIO p_ BOT CHORD 8-9=0/690,7-8=0/690,6-7=0/708 �J� ��p WEBS 2-9=757/0,4-6=760/0 & pF;/ "� G w �x NOTES- h� f K`., O/ N 1)Unbalanced floor live loads have been considered for this design. h 2)Provide mechanical connection(by others)of truss to bearing plate at Joint(s)9,6. I 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ig 3 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 r be attached to walls at their outer ends or restrained by other means. 'PO' 4, , G<4.P 4ISTER .�" LOAD CASE(S) Standard -,,e,. - _,c, <c\•&p PR.OFFSS Nc'5 �NcIrvEe.9 i0 ;87022RE -:.9r'. ' N -7 t�,oT.OREGO, c), <uN �O SA- He EXPI RES:06/30/2015 September 18,2014 a WARM h5.Vudfydzsign parameters andRMDfelTS0/THIS MD If (tOED FII1EKRE FERMI'PAGE HIfilgl Yfea'1/19/202dBEFOAEU3E Design vafd for use only with Mick connectors.This design Is bdsed only upon parameters shown.and Is tor Individual building component. Mil ( Applicablfily of design parameters and propel Incorporation of component is responsiblity of building designer-not truss designer.Bracing Shown Is for lateral support of individual web members only.Additional temporary-brocing to insure stability during construction Is the responsibllfity of the p p. . erector.Additional pemsanent bracing of the overall structure Is the responsibility of the balding designer.'Ion general guidance regarding fiYL - fabricallon.quality control storage.delivery,erection and bracing.consul! ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available Irom Truss Plate institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. - Citrus Heights,CA,95610 II Southern Pine Ism lumber Is specified,the design values are Those effective 06/01/20116y ALSC - 1 Job Truss Truss Type thy Ply LH R42842740 PL14.199_UPPER F07 FLOOR 1 1 " Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek IndusInes,Inc.Well Sep 17 13.20:33 2014 Page 1 ID.JgFElEpJwg 1 WGpAGh3ebz26z9xgt-NDbR6 WUnFuRs6oxRX U K_Y?VbZIIYjOUP36GgKOychLi I 2-7-Q —i I 1-2•n I I ____.2„.. 2______i I 7-6-n I Scale=1.19.7 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 304 = 4 5 0 T U Ail. 1„ 1.5x3 II 9 Of II 3x6= 3x4= 3x4 = 2-4-0 12-11-o 13 bo I 11-4-4 2-4-0 0-7.0 0.7-0 7-10-4 Plate Offsets(X.YI— [2:0-1-8.Edgej.(3:0-1-8-Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TD 0.49 Vert(a) -0.15 8-9 >917 480 MT20 220/195 TCDL 10-0 Lumber Increase 1.00 BC 0.64 VerI(TL) -0.22 8-9 >619 360 BCLL 0.0 Rep Stress Ina YES WB 0.36 HOrz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC 2012/7P12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18.Btr(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except ROT CHORD 2x4 OF No.18Btr(flat) end verticals. - WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=618/0-2-12 (min.0-1-8),7=618/0-4-0 (min.0-1-8) _. FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1325/0,3-4=-1827/0,4-5=-182710 ty- ONIO x BOT CHORD 10-11=0(1325,9-10=0/1325,8-9=0/1325,7-8=0/1261 Q' F WEBS 2-11=-1454/0,5-7=-1354/0,5-8=0/608,4-8=-324/0,3-8=0/616 GOc7 -' 1 WAS,y'� "Y NOTES- h� ri�s W0, M 1)Unbalanced floor live loads have been considered for this design.9 N 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 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. Slrongbacks to .4 r P,I be attached to walls at their outer ends or restrained by other means. •13 ,i, 496397 <v' .off 4•G <r) LOAD CASE(S) Standard SSVONALE\'(5 <c,W) PROF& �,\� �NG(N�FR /�2 Ct- 870 2PE /�f N y �Aj, OREGO cP ivy -.2 4.4,, \' O OS A. HE?' EXPIRES:06/30/2015 September 18,2014 Q W4RMAG-Verily de sign parameters and READ M9 TES ON THIS AND R(IUDED F11 TER REFEREIKF PAGE 1111-1413 TeX 1/19/2014 RETORT.USE mit Design valid Jr use only with b4Tek connectors.Thk design Is based only upon parameters shown.and is for an Individual building component. e Appltcabilty of design parameters and proper Incorporation of component 6 responshlily of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Addilional temporary bracing to Insure stability during construction is the responsibility of the isi erector.Additional permanent bracing of the overal structure Is the responsibllity of the building designer.Fa general guidance regarding MiTele fabrication,quality control.storage,delivery.erection and bracing.consult ANSI/lP11 Quality Criteria,05889 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 27314. Citrus Heights,CA,95610 If Southern Pine ISM lumber Is specified,the d•tgn netuu are these effective 06/01/2013 by ALSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 .dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury rmi= 'Dimensions are in ft-in-sixteenths. 1114k Apply'pidtes to both sides of truss 1 2 3 1. Additional stability bracing for truss system,'e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. Q 1/ ,� 2. Truss bracing must be designed by an engineer.For v6 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _ O IL\IIPIPAikei ce bracing should be considered. O 3. Never exceed the design loading shown and never ■ Q stack mateiiats on Inadequately braced trusses. For.4. x 2 orientation,'locate CI-8 csr cs� Q 4. Provide copies of this truss design to the building ill designer,erection supervisor,property owner and plates 0 'nd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members tobear tightly against'each other. 6. Place plates on each face of truss at each This symbol'indicates.the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots.in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. 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 MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 191 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimensionis the plate 10.Camber is a non-structural'conslderation and is the 4 x 4 width measured perpendicular ESR-131 1,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'far 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 at respects:equal to or better than that i� Indicated by s mbol'Shown and/or SYP represents values as published specified. �/ by text in the symbr section of the by AWC in thew 05/201li NDS y bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purfns 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. Indicates location where,bearings 16.Do not cut or otter truss member or plate without prior (supports)occur. Icons'vary but ©2012 MTek®All Rights Reserved approval of an engineer. 110 reaction section indicates joint number where'bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. MEM _: 0 18.Use of green'or treated lumber may,pose unacceptable ._.. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and is not picturessuffcient. )before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for,Handling, !T�k® ANSI/TPI 1'Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013