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Plans (2) /Lc STNS=X 6.2-22 9-1/4"OPEN WEB JOISTS @ 24'O.C. ❑ RECEIVEP LENNAR Ful 2892E MARQUAM I, (� PL14-234 MAIN H !\i 0)V 19 2 015 07 aq1���by�gp� O1 10/13/2014 CITU Off IGA RD BUILDING DIVISION 7DWFos Products PlotlD Length Product Plies Net Qty D5 BK1 16-00-00 2x10 DF No.2 1 1 BM5 8-00-00 BB01 1 1 BM2 7-00-00 BB01 1 1 05 BM4 6-00-00 BB01 1 1 BM3 5-00-00 BB01 1 3 Y BM1 4-00-00 BB01 1 2 m 5 F04 BM1 __ BM2 ALL BEAM SIZES PER ARCHITECT)ENGINEER BKI BLOCKING RMI.RIM BOARD 2 - ACCESSORIES QTY 2X10 OF#2&BTR FOR SHEAR BLOCKING 12' 02 BM4 _ BM3 °- '-'--'-- ------' SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN HVAC DIAGRAM ON LAYOUT ISA GENERAL GUIDE ONLY. F02 _ Cl- --BM5----➢ 40 LL 15 DL FO FLOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITERI a ------'- REFER TO STRUCTURAL PLAN FOR ADDITIONAL BM1 BM3 POST TRANSFER BLOCKING AND SHEAR BLOCKING REQUIREMENTS. 02 SINGLE TOP CORD BEARING 2 _ L F03 i F03 Pa(� ` umber St 'TRUSS COMPANY F03 9-1/4"OPEN WEB JOISTS @ 24"O.C. w x F01 LENNAR z 2692E MARQUAM FO PL14-234 MAIN H F01 10/132014 01 F05 F04 Products 4 PlotlD Length Product Plies Net Qty BK1 16-00-00 2x10 DF No.2 1 1 4 BM5 8-00-00 8601 1 1 Fos Foo BM2 7-00-00 BB01 1 1 BM4 6-00-00 BB01 1 1 4 BM3 5-00-00 BB01 1 3 DO BM1 4-00-00 13601 1 2 F04 FD4 FO F04 --------- F02 t ALL BEAM SIZES PER ARCHITECT/ENGINEER BK1+BLOCKING D2 RMS+RIM BOARD ACCESSORIES QTY ' 02 ` I 2X10 OF#2&BTR FOR SHEAR BLOCKING 12' 0 SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN F02 HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. Q-____-----M5 1J BM5 FLOOR LOADING jr-uz 40 LL F02 0 15 DL TO MEET OR EXCEED L/480 DEFLECTION CRITERIA BM3 BM1 F02 REFER TO STRUCTURAL PLAN FOR ADDITIONAL POST TRANSFER BLOCKING 702 AND SHEAR BLOCKING REQUIREMENTS. TOP CORD BEARING F02 F03 E. A F03 F03 pati umber FD3 & TRUSS - COMPANY r MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-234_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:R43015577 thru R43015581 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 buss designs rely on lumber values established by others. PROFFss . 5 GINS / 87 2PE N CV y :QREGON �y�QIUti �MBER'�1 �. . QS A. HEp`�P 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 ANSI/TPI 1. MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-234 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: R43015577 thru R43015581 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. �yTpNIO Or \VAS,q� WC�0 �[i � x '';mp Q '49639��p Sj 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. i F___����Tluss Type Dly Ply LEI JobNNAR843015577 MAINor 4 1 o al Pacific Lumber&Truss Co., Lake Oswego,Oregon 7,530 s Jul 112014 MTek Industries,Inc.Mon Oct 13 13:1526 2014 Page 1 ID:DckOXxdffngu7pIKW64fdjz Uhv-IZO1FoLttS_H7zOwlBIDSdo4ToGxGVOz7U7wOuyTnuV 0-68 2-0-0 l0-&q DIA I tale—1:34.2 1.5.3 II 1.5x3 II 3x4 = 1.5x3 II 4.5=3x4 II 4x5= 3x6 FP= 3x4= 1.5x3 II 3x5= 1 3x5= 2 3 4 5 6 7 8 9 10 11 12 i is t° 20 19 18 17 15 14 13 1.5x3 I I 3x8= 3x8= US FP= 3x8= 3x8= 3x8= 1.5x3 I I 9-10-0 0.B &-D 18.11A 9.5.8 88 9.08 0-- 0.1-0 -B-B 0.1.8 Plate Offsets(X Y)– f l:0-1-8 Edgel (5:0-2-5 Edgel 17:0-1-6,Edgel 112:0-1-8 Edgel 115:0-3-8 Edgel f 18:0.2-12.Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deg L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.06 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(L) -0.01 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 Ib FT=O%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&Blr(flat) end verticals. WEBS 2x4 DF Stud/Std(Sat) BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. REACTIONS. (Ib/size) 1=39110-6-0 (min.0-1-8),16=1276/0-3-8 (min.0.1-8),12=394/0-6-0 (min.0-1-8) Max Grav 1=436(LC 3),16=1276(LC 1),12=438(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1yTONIO ,Q TOP CHORD 1-2=-1209/0,2-3=-1209/0,3-4=-859/325,4-5=-859/325,5-6=0/1717,6-7=0/1717, �j P )JAS 7-8=-882/307,8-9=8821308,9-10=-882/308,10-11=-1 21610,11-12=-1216/0 O Q4 k(�, 1 BOT CHORD 18-19=-35/1342,17-18=-984/0,1617=-984/0,15-16=-93810,14-15=2211358 WEBS 1-19=0/1248,2-19=-253/0,3-18=-654/0,5-18=0/1461,5-16=-96010,12-14=0/1255, 11-14=-252/0,10-15=-64510,7-15=0/1448,7-16=-992/0 y — NOTES- 1)Unbalanced floor live loads have been considered for this design. 'd 49639 2)This truss Is designed in accordance with the 2012 Inlemalional Building Code section 2306.1 and referenced standard ANSI/TPI 1. to G�1 3)Recommend 2x6 strongbacks,on edge,spaced at 1040-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to +< GISTER �1 be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. SSIONAt ti G 5)CAUTION,Do not erect truss backwards. LOADCASE(S) Standard 0 PROF, �NGINE F9 /�29 QZ 8 2PE N >CV .OREGO qo <vN RA EXPIRES:06/30/2015 October 13 2014 ®114RMN3•Verify design yaramaf2rs and READ 10 TES ON TNISAND MUMED HIM REFERENCE PAGE MIT-7473 rea 1/19/101421FOREUSE Design valid for use only with MTek connectors.This design 4 based only upon parameters shown,and is for an individuol buiding component. �• Applicability of design parameters and proper incorporolion of component is responsbilily of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional lemporory tracing to insure stability during comiruction is the respomibiPity of the MiTek� erector.Additional pennonent bracing of the overall slructure is the responsibAity of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIflell Qualily Crllerla,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Irnlitule.781 N.tee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 It Southern Pine iSP)lumber is specified,the design values are those effective 06/01/2013 byAL V yr Job Truss Truss Type Qty Ply LENNAR R43015578 PL14-234 MAIN H F02 Floor 11 i ' o 'o a Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 M7ek Industries,Inc.Mon Oct 13 13:15:27 2014 Page 1 ID:DckOXxdrrngu?pIKW64fdjz Uhv-mm_PSBLVel6617z7svpS7gLFLCc4?yi6EStTwKyTnuU 088 H 2.0-0 ; 48--9i ftAi-I &Ii.%1:34.3 1.5x3 11 1.5x3 11 3x4= 1.5x3 II 45=3.4 4x5= 3x8 FP= 3x4= 1.5x3 II 3x5= 1 3x5= 2 3 4 5 6 7 8 9 10 11 12 I I Ie ld 20 19 18 17 15 14 13 1.5x3 II US= 3x8= 3x6 FP= 3x8= 3x8= 3x8= 1.5x3 II I B-t0-8 -6- 9-7-8 B- B• -8 9fi-0 - Q1-8 Plate Offsets(X Y)-- (1:0-1-8 Edgel f5:0-2-7 Edgel[7:0-1-6.Edge1 fl2:0-1-8,Edgel f15:0-3-12.Edoe1[18:0-2-12.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 18-19 >999 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.10 18-19 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.01 12 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:81 Ib FT=O%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF No.t&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flal) end verticals. WEBS 2x4 DF Stud/Std(ffal) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 1=39310-6-0 (min.0-1-8),16=1279/0-3-8 (min.0-1-8),12=393/0-655-0 (min.0-1-8) Max Grav 1=438(LC 3),16=1279(LC 1),12=438(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONIO ,p TOP CHORD 1-2=-1218/0,2-3=-1218/0,3-4=-879/315,4-5=-879/315,5-6=0/1726,6-7=0/1726, �j P' F yJASNn 'W 7-8=-8801315,8-9=-8801315,9.10=-880/315,10-1 1=-121610,11-12=-1216/0 GQ 4 p O BOT CHORD 18-19=-29/1356,117-18=953/0.16-117=953/0,15-16=-94810,14-15=-2711357 ) WEBS 1-19=0/1255,2-19=-25310,3-18=-646/0,5-18=0/1454,5-16=-987/0.12-14=0/1255, to — 0 1 11-14=-25210,10-15=-647/0,7-15=0/1450,7-16=-990/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 49639 2)This truss(s designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .� w 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. SSIDNAI-.ti�� 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard t�R 0,-PAOFF4s ANG I NEF9 s/02 87022PE - yr y �Aj.OREG N qs A. EXPIRES:06/30/2015 October 13,2014 ®LYAWr.•Verifydasignparameters'and READMITES OII.THIS AND DaWE0 HITEX REFEAEIKE PAGE HI174473 rbc 11191201d8EFOMUSE ■! Design vo8d for use only with MTeY,connectors.This design is based only upon parameters stiown,and is loran individual budding component. �• Applicability of design parameters and proper incorporation of component is responsibility of bsdlcring designer-not truss designer.Bracing shown �i 1 Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during comMxlion is the responsbdlity of the M iTek` erector.Additional permonent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,sloroge,delivery,erection and bracing,consult ANSI/rPit Quality Criteria,DS8.89 and SCSI Building Component 7777 Greenback Lane,Suite 108 Safety Information ovadab!e from Truss Plate Institute,781 Id.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 It Southern Pine(SP)lumber is specified,the design values are those effective 06/01/2013 byALSC JAY TNSS TNSS Ty/B Qly Ply LENNAR I R4J015579 ' PL14-234_MAIN_H F03 Fbor 4 1 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MiTek Industries.Inc.Mon Oct 13 13:15:28 2014 Page i • ID:DckOXxditngu?pIKWo4fdjz Utw-EyXngUM7P3E?NHYJQcKhX2lRLcyPkQ?GToc1SnyTnuT 0.6-6 Scale=1:23.4 1.5x3 II 3x5= 4x5= 1.5x3 II 3x4= 1.5x3 II 3x5= 1 3x4= 2 3 4 5 6 7 8 Id la 14 13 11 10 9 1.5x3 I I 3x6= 3x5= 3x8= 3x8= 1.50 I I o - e a6 8 3.2 8 a1 9 1 0 a&6 Plate Offsets(X Y)— f i:0-1-8 EdOel [3:0-11-O.Edge),f4.0-1-6 Edoel 18:0-1-8 Ed°el 112.0-1-12 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deo Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.05 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.28 Vert(TL) -0.1010-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 HOrz(TL) -0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 Ib FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Blr(8at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(0at) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 1=-34/0-6-0 (min.D-1-8),8=43210-6-0 (min.0-1-8),12=1008/0-3-8 (min.0-1-8) Max Uplift/=-157(LC 4) Max Grav 1=112(LC 3),8=437(LC 4),12=1008(LC 1) ONIO FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. S 4 WAS CHORD 1-2=-21/671,2-3=-15/673,3-4=0/1152,4-5=-877/0,5-6=-87710,6-7=-121510, GO �p 7-8=-1215/0 4 `G BOT CHORD 12-13=-1114/0,11-12=-440/0,10-11=0/1355 WEBS 3-12=-391/0,1-13=-698/17,3-13=0/716,8-10=0/1254,7-10=-252/0,6-11=-519/0, _ 4-11=0/1323,4-12=-922/0 i NOTES- 49639 k� 1)Unbalanced floor live loads have been considered for this design. .�FClS 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `r`SIOIVA1.f' � be attached to walls at their outer ends or restrained by other means. 4)Gap between Inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) standard �\t �NGP U�-S-10 2 87022PE 9r N ,lV �A OREGO �M�EFil QS A• F IEP�P_ . . EXPIRES:06/30/2015 October 13,2014 ®IMMAG-Verfly destgh parameters and READ NJIES ONTBISAND ThatMED MITER REFERENT PAGE HIT 7473 ter,1/29/2014 BEFOREUSE �• Design valid lar use only wilts MiTek connectors.This design is based only upon parameters shown,and is for an Individual butlding component. Applicability d design parameters and proper Incorporation of component is respombaly of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members onfl.Additional temporary bracing to insure stability during consinxtion is the responsibaity,of the WOWerector.Addlional permanent bracing of the overall structure is the responsibility of the buBdmg designer.For general guddonce regarding fobrkalion,quality control storage,delivery,erection and bracing.consult ANSVrFl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety InImmatlon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,the dosix—flues are thoto effective 06/01/2013 byALSC Job Truss Truss Type Qty Pl��b R430155B0 PL14-234_MAIN_H F04 Floor 8 i e-3q (oolionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MITek Industries,Inc.Mon Oct 13 13.15.29 2014 Page 1 ID:DckOXxdfingu?pIKW64fdjz Utw-i859tgNm9NMs_R7VzKrw4FQZe0GfTgSPiSMa_DyTnuS 068 _ 2-0-0 1 I 1-8-8 1i 712 r Scale=1:36.4 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 3x10= 1.5x3 It 3.6 FP= 1.5x3 II 3x4= 1.50 II 1 3x5= 2 3 4 5 6 7 8 9 10 11 12 I i 20 19 18 17 18 15 14 13 1.5x3 II 3x8= 3x8= 3x8 FP= 3x5= 3x10= 3x5= 3x4= 10-7-80 0 20-10-1 n 0. 10-1-12 Plate Offsets(X Yl it 0 1 8 Edgel 15:0-0-0.0-OV].16:0 30 Edael f 15 0-0 12 Edeel 116:0-1-8 Edoel 119.,0-3-8 Edgel LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.08 18-19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.33 Vert(TL) -0.13 18-19 >956 360 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) -0.01 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:88 lb FT=O%F,O%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(flal) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 1=44010-6-0 (min.0-1-8),16=1389/0-3-8 (min.0-1-8),13=422/0-1-12 (min.0-1-8) Max Grav 1=485(LC 3),16=1 389(LC 1),13=474(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. ZONIO p_ TOP CHORD 1-2=-1387/0,2-3=-l38710,3-4=-1351/182,4-5=-1351/182,5-6=0/1953,6-7=-3011741, GJ4'WAS 7-8=-302/741,8-9=-302/741,9-10=-1624/0,10-11=-1624/0 BOT CHORD 18-19=0/1677,17-18=-6891243,16-17=-689/243,15-16=-192510,14-15=-269/1300, T 1314=0/1178 o �1 WEBS 6-16=-771/0,1-19=0/1 _432,2-19=-253/0,3-19=-304/125,3-18=-487/0,5-18=0/1310, l`t 5-16=1711/0,11-13=-1235/0,11-14=-52/467,9-14=01506,9-15=-1224/0,6-15=0/1672 NOTES- 49639 w� 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. X43. �IS �1�SC 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. SIOIVAL�'" 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. 6)CAUTION,Do not erect truss backwards. �[� P-R'OFFs:: LOADCASE(S) Standard ��\c0� �Nt_,(NEF9 rSjO29 y �,0 .OREGO C FMB.EF1 EXPIRES:06/30/2015 October 13,2014 ®tYAAN7hG=VeiifyCasign parariszteis and READ IDTFS ON 7MfSAND'1,M2UDED MITEK REFEREMa PAGE Mrf-1413 Tee 1/29/2014 BEFOREUSE Design valid for use only with MiTek connectors.This design is based any upon parameters shown,and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is respomb0ity of building des-igner-not truss des-finer.Bracing shown Is fa lateral support of Individual web members any.Additional femporory brat-ung to insure stability during construction is the responubillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the buHding designer.Fa general guidance regarding fabrication,quarity control.storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Cdtedo,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexanddo.VA 22314. Citrus Heights,CA,95610 if Southern Pine lits)lumber Is spat lfiod,the design nluas are those offactiva 06/01/2013 by ALSO Job Truss Truss Type Qty Ply LENNAR 843015581 foolionall PL71-234_MAIN_H FOS Floor 8 1 f e ce Pacific Lumber b Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Mn ek Industries,Inc.Mon Oct 13 13:15:302014 Page 1 ID:DckOXxdfingu?pIKV ro4fdjz_Utw•ALIY5AOOwgU)cbiiXI MAeTzmhPdvCJTZw658XfyTnuR 2-0.0 I 'o^ 20.8 1 Scale=1:33.6 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 4x6 = 46= 3x6 FP= 3x4 = 1.5x3 II 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 1 1 dl 14.la 20 19 le 17 15 14 13 3x4= 3,5= 3x6 FP= 4x6= 3x5= 3x8= 3x8= 1.5x3 11 9-- 9 9-1-4 9-4.4 0.-8 9.1.0 8 Plate Offsets(X.Y)-- [6.0-2.4.Edgel.[7:0.1.6 Edgel-[12:0.1.8.Edgel.[15:0-3-8.Edne1 [16:0-1.12,Eduel LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.06 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.27 Ver1(TL) -0.10 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012frPI2007 (Matrix) Weight:81 Ib FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 2x4 DF No.t&Btr(flal) end verlicals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (ib/size) 20=392/0-1-12 (min.0-1-8),12=394/0-6-0 (min.0-1-8),16=1269/0-3.8 (min.0-1-8) Max Grav 20=437(LC 3),12=436(LC 4),16=1269(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �jONIO TOP CHORD 2-3=1393/0,3-4=-1393/0,4-5=01753.5-6=0!754,6-7=011689,7-8=-866/297, 8-9=-866/297,9-10=-866/297,10-11=-121010,11-12=-1210/0 05 Q4 V1ASIa,, q, BOT CHORD 19-20=0/1067,18-19=-291/955,17-18=-291/955,16-17=-1628/0,15-16=-945/0, CJ 14-15=-15/1347 — 0 d WEBS 6-16=-631/0,2-20=-1 118/0.2-19=-58/341,4-19=01608.4-17=-1308/0,6-17=0/1079, _ 12-14=0/1249,11-14=-252/0,10-15=-646/0,7-15=0/1450,7-16=-96310 NOTES- 146 49639 k� 1)Unbalanced floor live loads have been considered for this design. +Q 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)20. O� SCIS I Ems. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrTPI 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 �SSIQIVAL 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 0.5001n. 6)CAUTION,Do not erect truss backwards. 0,P.RO-P : LOADCASE(S) Standard �� �NGIN& 870 2PE r tP N y m'oj.OREGON ti�OWN EXPIRES:06/30/2015 October 13,2014 ®IYARN,%G-V24ty design yasmaters and Rw'wTES ON Tlirsm LK2UDED PAGE MIT-7473 ree 112912014BEFOMUSE ■■ Deign valid for use only with MOek connectors.This design Is based only upon parameters shown,and Is far an indivlcl of building component. �• Applcablrity of design parameters and proper Incorporalion of component is responsibility of budding designer-not truss deslgner-Bracing shown RON is far lateral support of Individual web members only.Additional lemporary bracing to Insure stoblty during comtnsction is the respomibilit/of the MiTek• erector.Additional permanent bracing of the overall structure Is the responsibility of the budding designer.Fa general guidance regarding fabrication,quality control.slorage,delivery,erection and bracing,consult ANSVIPII Quality Cdledo,DS11•89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Insslitulo.781 N.tee Stmot.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pino(SP)lumber b spec f ed,th o design values are those effective 06/02/2013 byALSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Pro e rtY �3/" Center plate on joint unless x,y 6-4-8 p 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides Of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'116 cr 2 �, 4 2 wide trac spacing,be designed by an engineer.For ZWEBS P g,individual lateral braces themselves 0 Cz, may require bracing,or alternative Tor I T O y, y p bracing should be considered. I = u 3 O e 3. Never exceed the design loading shown and never U o'° U stack mole6als on inadequately braced trusses. a0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Cl-. Cbl cs° r— designer,erection supervisor,property owner and plates 0-1/iv from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. 'Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software on upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%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 dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by Symbol shown and/Or SYP represents values as published specified. b text in the bracing section of the by AwC in the 2005/2012 NDS y g SP represents ALSC approved/new values 13.Top chords must be sheathed or'puriins 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 alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 4P 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 Specificationfor Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and picturesl before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek� ANSI/TPl I Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 — T-- LENNAR ' -13-1/2" OPEN WEB JOIST @ 24" O.C. 892EMARQUAM L14-294 UPPER 10/15/2014 -START FRAMING HERE O PfOdUC1S ----------®i-------------- ® $ PlotlD Length Product Plies Net Qty BM6 21-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 All, BM1 21-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 1 i BM5 20-00-00 8 3/4"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 iii i o 0 0 0 0 0 0 0 0� BM16 32-00-00 2X14 DF#2&BTR 1 1 NII N I LL LL LL LL LL LL LL LL m i BK1 21-00-00 2X14 DF#2&BTR 1 1 u RM1 21-00-00 2X14 DF#2&BTR 1 1 Ll�� RM1 18-00-00 2X14 DF#2&BTR 1 1 LLL RM1 17-00-00 2X14 DF#2&BTR 1 1 BK1 14-00-00 2X14 DF#2&BTR 1 1 e RM1 12-00-00 2X14 DF 92&BTR 1 1 BM2 10-00-00 2X14 DF#2&BTR 2 2 ILL LL LL LL w LL b LL RM1 10-00-00 2X14 DF#2&BTR 2 2 BM20 9-00-00 2X14 DF#2&BTR 1 1 RM1 9-00-00 2X14 DF#2&BTR 1 3 LL Am I0i mi Oi LL BM3 7-00-00 BB01 1 3 RM1 6-00-00 2X14 DF#2&BTR 1 1 LL LL LL m BK1 5-00-00 2X14 DF#2&BTR 1 1 BM9 5-00-00 2X14 DF#2&BTR 1 1 BM8 4-00-00 2X14 DF#2&BTR 1 1 I K7 ALL BEAM SIZES PER ARCHITECT/ENGINEER - IRM1 -- - - '- --I I BKl-BLACKING A N 0.MI.0.M BOA0.D 40 LL I I 15 DL ACCESSORIES QTY LUSala 28 2X6 DF tt2&BTR FOR RIBBON 38' ® 2X14 DF.2&BTR FOR SHEAR BLOCKING 26' I n Q HUC410 1 I m m m tai lOi. LL m © HUS210-21F 1 BM3 _ RM7 REFER TO STRUCTURAL PLAN FOR ADDITIONA g POST TRANSFER BLOCKING p ' AND SHEAR BLOCKING REQUIREMENTS. mmImm g SHEAR BLOCKING PLACEMENT PER STRUCTU RAL PLAN III HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. u 7 j LOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITER 0 I I _I IOL IOL tOL LL lOL O. I I� I I� 0 i JOIST WITH RIBBON �t �I ®LL—M-11PacifiiLumber & TRUSS COMPANY LENNAR 13-1/2" OPEN WEB JOIST @ 24" O.C. 892EMARQUAM PL14-234 UPPER START FRAWNG HERE 10/1 5/2014 O Products ------"-"" Product Length otID PI I -- ----- -- -- - -- -- --- --- , 9 Plies Net Qty BM6 21-00-00 3 1/2"x 10 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 ni ` BM1 21-00-00 5 1/2"x 18"Glulam(1.8E 24F-V4 DF/DF) 1 1 LL LL 4 LL LL LL LL LL ui BM5 20-00-00 8 3/4"x 13 1/2"Glulam(1.8E 24F-V4 DF/DF) 1 1 I m u� SM16 32-00-00 2X14 DF#2&BTR 1 1 u, BK1 21-00-00 2X14 DF#2&BTR 1 1 MowI RM1 21-00-00 2X14 DF#2&BTR 1 1 ---- '- -- -- -- "-- -- --I °I RM1 18-00-00 2X14 DF#2&BTR 1 1 --- --- --- --- --- --- --- — -- RM1 17-00-00 2X14 DF#2&BTR 1 1 BK1 14-00-00 2X14 DF#2&BTR 1 1 i' _ "' RM1 12-00-00 2X14 DF#2&BTR 1 1 BM2 10-00-00 2X14 DF#2&BTR 2 2 LL LLI LLI LL LLLL LLLL LL LLI RM1 10-00-00 2X14 DF#2&BTR 2 2 BM20 9-00-00 2X14 DF#2&BTR 1 1 LL LL LL LL LL & RM1 9-00-00 2X14 DF#2&BTR 1 3 LL I BM3 7-00-00 BB01 1 3 mj o 0 0 0 RM1 6-00-00 2X14 DF#2&BTR 1 1 LL LL LL LL I BK1 5-00-00 2X14 DF#2&BTR 1 1 BM9 5-00-00 2X14 DF#2&BTR 1 1 BM8 4-00-00 2X14 DF#2&BTR 1 1 I B 1 I Y. I UM-3: F ALLBEAN SIZES PER ARCHITECT/ENGINEER I I ILD APINGI i BMl-RIM BOIAR 40 LL j 15 DL - -- - - -- - - j ACCESSORIES QTY 1 0 0 mllLL LL II� Q LUS414 26 2X6 OF--2&BTR FOR RIBBON 38' I I 2X14 OF:2&BTR FOR SHEAR BLOCKING 26' mI LL LL $ ® HUC410 1 I„-_1 --_ M3 _-. © HUS230-21F 1 I it II EFER TO STRUCTURAL PLAN FOR ADDITIONA j II POST TRANSFER BLOCKING jR.rTm.wn AND SHEAR BLOCKING REQUIREMENTS. I' II SHEAR BLOCKING PLACEMENT PER STRUCTURAL PLAN i II HVAC DIAGRAM ON LAYOUT IS A GENERAL GUIDE ONLY. LOOR DESIGNED TO MEET OR EXCEED L/480 DEFLECTION CRITER i I LL W LL LL LL LL �1 I gi I IYI 1 ------------- v ____________ 1 I --------BM6 JOIST WITH RIBBON I I I I j ® Pacifi4 umbar & TRUSS COMPANY M iTe k� iViiTek IMSA, Bnc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-234_UPPER 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:843033414 thru 843033422 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. PEFRS`�/O 87 2PE r yN � �Aj:OREGON E OSA HE��P . EXPIRES:06/30/2015 October 15,2014 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. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-234_UPPER 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: R43033414 thru R43033422 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. TONIO -0 �wAsr c'P.► . o :d vi '2 N �O ;��49639 yrs ss ONAL- October 15,2014 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 n Job Truss Truss Type Qty Ply 143033414 PL14-234_UPPER F01 FLOOR 4 1I.LENNAR eference(ootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon T.P.3s Jul 11 2014 MiTek Indust...,Inc.1Netl OU 1514:54:18 2014 Page 1 I D:f RRp7cJab_FzM37rJKNH5z9mG H-8H_LloKxiF4aYxvP W hq4 G9FeuyR37TITvM KX VQyT6 Fr 0-1-8 H 1I 3-0 X1-2-8 1 1-2-0 1 1-3-12 1-6-0 sca a=1:29.7 4x5= 3x4= 3x4= 3x4= 3x4= 4.6= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 21 20 19 18 17 18 3x6= 4x6= 3x5= 3x5= 3x5= 3x4= 4x5= 3x4= l 12 17-&12 Plate Offsets(X Y) f16.0 1 8 Edged [17.0-1-8 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Uri PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Verl(LL) -0.33 17-18 >638 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.51 17-18 >407 360 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 Ib FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Blr(8at) TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(8al) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 22=949/0-5-8 (min.0-1-8),15=956/0-4-0 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2176/0,3-4=-2176/0,4-5=-3525/0.5-6=-352510,6-7=-0103/0,7-8=-4103/0,8-9=-397810,9-10=-3978/0, -�.10NIO p 10-11=-268310,11-12=-2683/0,12-13=268310 5 P' WASH, !W BOT CHORD 21-22=0/1215,20-21=0/2941,19-20=013905,18-19=014143,17-18=013583,16-17=012683,15-16=011388 WEBS 11-17=01450,12-16=-655/0,2-22=-1498/0,2-21=0/1209,4-21=-96110,4-20=0/734,6-20=-478/0.13-l5=-i648/0, 13-16=0/1601,10-18=0/532,10-17=-1196/0 _ N NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. da' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �O 49 39 l` 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 C/S7 EK' be attached to walls at their outer ends or restrained by other means. �s`SjONA1 � 5)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard DEQ.P.ROFF GIN-Pr, Q- 87022PE r N >" N 2' �A OR EGO o�MeER EXPIRES:06/30/2015 October 15,2014 ®IM M, -Verily design parameter and READ 77J7FS ON THTSAND A17.1J0ED MTTFX REFEREPRE PAGE HIT-7473 ree 7/19/10141IMFUSE Design valid for use any with MiTek conneclors.Ithh design Is based only upon porcri shown,and is for an Individual building component. Applicabilily of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown 3vY is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the resp—NIlity of the MiTek, erector.Additional pennonenl bracing of the overall structure Is the responsbiliy,of the building designer.For general guidonce regarding fabrication.quality control,storage,delivery,erection and bracing.consult ANSI/TPll Quality Cdlesla,DSII-89 and BCSI Building Componenl 7777 Greenback Lane,Suite 109 Safety Intormallon available from Truss Plate Imtilute,781 11.Lee Street.Suite 312,Alexandria.VA 22314. CIM Heights,CA,95810 If Sawn.-Pin.ISP)lumber is specified,the d est=n values are thota affactiva 06/03/2033 by ALSO r Job TrU88 Truss Type Qty Ply LENNAR I R43033415 PL14.234 UPPER F02 FLOOR 4 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MiTek Industries,Inc.Wed Oct 1514:54:17 2014 Page 1 ID:fRRp7cJab—FzM37rJKNH5z7mGH-cTYjz8LZTYCRA5Ub4OLJoNoteMn5kx5c80451 tyTBFq 1.9-0 1-9-0 ' 1' 17I 1-8-13 2.6.0 1 ` 1-2-0 r 2-5-15 Scale=1:37.8 - 1 I 1.5.3 II 1.5x3 it 3x5= 1.5x3 11 44= 3x12= 1.5x3 II 3x4= 34 FP= 3x4= 3x4= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 zzz::"� Ins 21 20 19 18 17 16 15 14 13 3x4= 4xB= 3x6=3x6 FP= 3x12= 34= 1.5x3 II 1.50 I) 3x4= 18-10.13 21:1-;l Plate Offsets(X Y)— 110:0-1-8 Edoel 111.0-1-8 Edael LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.22 15-16 >871 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.34 15-16 >572 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Harz(TL) 0.01 13 n/a n/a BCDL 5.0 Code IBC2012rrP12007 (Matrix) Weight:98 Ib FT=O%F,O%E LUMBER- BRACING- j TOP CHORD 2x4 DF No.1&Blr(Bal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except I BOT CHORD 2x4 DF No.1&Blr(8al) end verticals. WEBS 2x4 DF Stud/Std(Oat)'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-16,7-16,7-17,5-17,11-13:2x4 DF No.1&Btr(6at) REACTIONS. (Ib/size) 13=705/Mechanical,21=-231/0-3-12 (min.0-1-8),19=1893/0-3-8 (min.0-1-8) Max Uplift 2l=-437(LC 4) Max Grav 13=709(LC 4),21=144(LC 3),19=1893(LC 1) ZONIO ,p' FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. O— WAS I,1 TOP CHORD 2-3=0/1765,3-4=0/1765,4-5=0/2806,5-6=-857/0,6-7=-85710,7-8=-239810. CJ O>, 8-9=-2398/0,9-10=-2398/0,10-11=-1737/0 y Ox BOT CHORD 20-21=-841/101,19-20=-2806/0,18-19=-1072/0,17-18=-1072/0,16-17=0/1926, _ 15-16=0/1737,14-15=0/1737,13-14=0/1737 WEBS 11-14=0/260,4-19=-905/0,2-21=-115/961,2-20=-1084/0,10-16=0[784.9-16=-346/0, 7-16=0/516,7-17=-1156/0,6-17=-268/0,5-17=0/2003,5-19=-2002/0,11-13=-1859/0, 49639 rya 4-20=0/1464 NOTES- 1)Unbalanced floor live loads have been considered for this design. NAL 2)Refer to girder(s)for truss to truss connections. - 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSlrrPI 1. 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. Strongbacks to P.RQF be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. \GJ� �NGI NEFR cr�O2 9 LOADCASE(S) Standard $7022P � CV OR. IS N 'A� 'F�1%18ER A QS A. HEP�P' . EXPIRES:06/30/2015 October 15,2014 ®WMINu-Verify des19n paraniae7s and)ZW_,WTES ON THIS AND M. 11DED FATEKAEF£REhtE PAGE MI[-1473 ret 1/1911014OEFORFUSE Design valid for use only�vilh MRek connectors:This design is based only upon parameters shown,and b for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not buss designer.Bracing shown ll�� Is for lateral supportof individual web members only.Additional temporary bracing to Insure stoblity during construction Is the respomUllily of the MITt2I(' erector.Additional permonent bracing of the overall structure is the responsblity,of the building designer.For general guidance regardng fabrication.quality,control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Crlterla,DSO-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Solely Information ovolablo from Truss Plate Institute,781 N.Lee Street,Suite 312.Atexondria..VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber Is specHied,the design values are those effective 06/01/2013 byALSC - Job �IF03 Truss Type Qty Ply LENNAR R43033416 PL14-234_UPPER F03 FLOOR 9 1 Job Reference Pacific Lumber d Truss Co., Laka Osvrego, on 7.530 s Jul 112014 MiTek Industries,Inc.Ned Oct 15 14:54:18 2014 Page 1 ID:fRrlp7cJab FzM3?rJKNH5z?mGH-4g65AUMBEsKInF3oe6sYLSL6,MCpM,�TVVMIMfpeZJyT6Fp • , 2-6-0 I O8—I i 1-2-0 r 1�� Scale=1:16.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 3x4 = 6 12 R 1.5x3= it 10 9 8 3x6= 1.5x3 II 1.5x3 II 3x4= 3x6= i - s e-9-8 Plate Offsets KY)- 1470-1-8 Edael 15.0-1-8 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deo L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.05 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 VerI(TL) -0.10 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:41 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(nat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Blr(flal) end verticals. WEBS 2x4 DF Stud/Std(nal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=467/0-5-8 (min.0-1-8),11=473/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1051/0,3-4=-105110,4-5=-6g3/0 � TONIO ,p BOT CHORD 10-11=0/898,9-10=0/693,8-9=0/693.7-8=01693 S 4 WAStjz, W WEBS 4-9=-264/0,2-11=-964/0,3-10=-313/0.4-10=0/579,5-7=-865/0 GO tiQ Q T 7,. NOTES- 0� co 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2300.1 and referenced standard ANSUTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to49639 sq be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �� CalST LOAD CASE(S) Standard SSI�NAIt PRO I:E��i . GII N E 0 2-9 87.022P r CV OR GON ,FLLjgER .. A. HER�P, EXPIRES:06/30/2015 October 15,2014 ®f1 iRNLSG-Verify design pa6n ii&rs and READ WTFS 011 THIS AND MaUDFD 19ITEX REFEFWKE PAGE M17•1473 rail 1119/101 d 8EF08EUSE Design vdid for use only with MTek connectors.This design Is based only upon parameters shown,and Is loran Individual building component. �� Applicab7Gfy of design paromeless and paper incorporation of component h responsibility of building designer-not truss designer.Broc'usg shown is for lateral support of Individual vreb members only.Additional temporary bracing to inswe stability during construction Is the respomlibiBiy,of the Mire k" erector.Additional permanent bracing of the overall structure Is the responsibility of the bulling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consul[ ANSI/IPII Quality Cdtodo,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suits 109 Safety inlosmanon available from Truss Plate Institute.781 N.lee Street.Suit.312.Alexandria.VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber is spec[Red,the dosfrn values are those effective 06/03/2033 by ALSC Job Truss Truss Type QlyPly LENNAR PL14-234 R4303:3417]UPPER F04 FLOOR 1 1 Pacific Lumber d Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MiTek Indusldes,Inc.Wed Oct 15 14:54:19 2014 Page 1 ID:fRr?p7cJab_FzM37rJKNH5z7mGH-YsfTOpMp7AS9PPe_BpNntotCg9SCCrBvbJZC5lyT6Fo I 2-6-0I 1� 11-1 i, 1-2-0 2.5.15 t Scale=128.4 - 1.5x3 II 3x8= 1.5x3 II 3x4 = 1.5x3 II 3x5= 1.5x3 I 1 2 3 4 5 6 73x5= .8 m 1 13 12 11 10 9 3x5= 3x8= 3x8= 1.5x3 II 1.5x3 Il 3x5= I i 12.5-1 113.0.1113.7-1l, 16-4-0 12.5-1 Plate Offsets(X Y)— 1670-1-8 Edgel.17:0-1-8 Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.29 11-12 >671 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.45 11-12 >435 360 BCLL 0.0 Rep Stress Incr YES We 0.70 Horz(TL) 0.05 9 n/a We BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 Ib FT=O%F,O%E LUMBER- BRACING- TOP CHORD 2x4 OF 240OF 2.OE(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 OF 2400E 2.OE(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 14=891/0-4-0 (min.0-1-8),9=891/Mechanical FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-3178/0,3-4=-317810,4-5=-3468/0,5-6=3468/0,6-7=-2294/0 -.,yTONIO ,Q BOT CHORD 13-14=011957,12-13=0/3626,11-12=0/2294,10-11=0/2294,9-10=0/2294yJASb,, :�y WEBS 6-11=-375/0,7-10=0/358,2-14=-210110,2-13=0/1310,3-13=-252/0,4-13=-481/0,5-12=-378/0,6-12=0/1386, O ¢ �l % 7-9=-2456/0 G NOTES- CO h1 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss Is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lid 49639 w 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 i� be attached to walls at their outer ends or restrained by other means. int �CISTEK' �SSIOIVAt; LOAD CASE(S) Standard ANGIN, F .eS'jO2 Q. $ 2PE 9r tP rrV y �°T OREGO ;tio`O�N QS A. HEP`�P_ EXPIRES:06/30/2015 October 15,2014 ®1bWff.lG-Verify design paras)firs and RIAD'7p TES ON THISAND IMUDED HM.REFEREMT PAGE KII.7473 Felc 111912014BEFORFUSE ■■■! Design valid for use only with MTek connectors.This design Is based my upon parameters shown,and is for on Individual bolding component. �• Applicability dl design porometers and proper Incorporation of component is responsibility of building designer-not Imss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to insure stability during comtruction Is the respondbillity,of the I V1�Tek erector.Additional permanent bracing of the overall structure is the responsblity of the bulding designer.For general guidance regarding llq fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPII Quality Cdlerla,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,78114.lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights.CA,95010 If Southern Pine(SPI lumber is spacI led,the dasijinnlues are those affective 06/03/2013 byALSC Job Truss FT-ss,,T1Pe Qty Ply LENNAR843033416PL14-2FOS 10 1 Job Reference(ootionall orb Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Wed Oct 15 14:54:20 2014 Page 1 ID:fRr7p7cJab FzM3?rJKNH5z?mGH-12Dsb9NRmTa01 ZDAIXuOQ?QlyZmAxF72gzlleCyT6Fn 2-6-0 I 1-10-13 1-2-0 i,1-2-11 , 1r -6-0 � '111 12-.0 r� Scale=1:43.4 i 4x8= 3x4 II 3x5= 3x4= 4x5= 3x6 FP= 3x6= 3x4= 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 26 25 24 23 22 21 20 19 18 17 16 3x4= 3x8= 34 FP= 48= 4x5= 3x8 = 3x8= 3x4 = 1.5x3 SP= 13.6-13 24-3-11 12.4.13 2 11-1J 16.6-8 23-1-1 1 2-6- 4- 2 12.4-13 -7-0 2.11-11 6-7-1 -7 0-7-0 0-7-0 Plate Offsets(X Y)— [6:0-1-8 Edged [13.0-1-8 Edged [14:0-1-8 Edged [21:0-1-8 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/den L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.99 Vert(LL) -0.27 22-23 >723 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.93 Vert(TL) -0.42 22-23 >475 360 BCLL 0.0 Rep Stress Incr YES We 0.92 Horz(TL) 0.04 20 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:114 Ib FT=O%F,O%E LUMBER- BRACING- TOP CHORD 2x4 OF No.t&Blr(Ral) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 OF No.1&Btr(flal) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (Ib/size) 16=239/Mechanical,26=775/0-3-12 (min.0-1-8),20=176610-5-8 (min.0-1-8) Max Uplift 16=-57(LC 3) Max Grav 16=361(LC 4),26=805(LC 3),20=1766(LC 1) �yzON10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 5 WASH,, TOP CHORD 2-3=-2738/0,3.4=-2738/0,4-5=-2595/0,5-6=-259510,6-7=-1217/161,7-8=-1217/161, 8-9=0/2126,9-10=0/2126,10-11=0/2125,11-12=-546/608,12-13=-546/608, J � 13-14=-463/144 h �� rrs BOT CHORD 25-26=0/1737,24-25=0/2966,23-24=0/2966,22-23=-161/1217,21-22=-161!1217, 20-21=-706/0,19-20=-1271/0,18-19=-144/463,17-18=-144/463,16-17=-144/463 WEBS 6-22=-386/0,7-21=-745/0,2-26=1865/0,2-25=0/1074,3-25=-25310.4-23=-50410, 5-23=-395/0,6.23=0/1664,13-19=-569/89,12-19=-308/0,11-19=0/1284,11-20=-1082/0, 14-16=-668/208,8-20=-1798/0,8-21=0/1805 .0� ��ClS 49639_� NOTES- �s`rt�NA 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.50 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. e'Q,P,R QF 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �G7�\Gj� �NGI NEF9 s/ O29 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 870 .2PE N >N .OREGO ti�Opti �MBFR OS A. HE��P UPIRES:06/30/2015 October 15,2014 ®'IM MIN5-YenfydesignparaolalarsandREAD10TESONTHISANDThaUDEDMITEBREFEREtkTPAGEM1L7473ret1129120148MAEUSE Design valid for use only with MiTek connectors.This design Is based only upon parameters shown.and Is for an Individual budding component Mimi' Applicability of design parameters and proper incorporation of component Is respombility of building designer-not truss designer.Bracing shown MW Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construc lion is the resp—ibillity,of the MiTek erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/IPI/Quality Cdterlo,DSB-89 and BCS/Building Component 7777 Greenback Lone,Suite 109 SaletyInf'rr allon ovadobie from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 I I Southern Pine[SP)lumber is specked.the design values are those effective 06/03/2033 byALSC Job Truss Truss Type Qty Ply LENNAR R43033419 PL14-234_UPPER F06 FLOOR 3 1 Job Reference(oolionall Pacific Lumber&Truss Co., Lake Osvego,Oregon 7.5305 Jul 112014 MiTek Industries,Inc.Wed Oct 1514:54:22 2014 Page 1 t 2�g p.�p.� p.g.12� ID:fRRp7cJab FZM3?rJKNH5z?mGH-zRLcOrPhl5cjGsNZtyxUVQVmONYxPFDLHHnsi4yT6Fl 2-6-0 1.5-8 t —7 P-19_1 PIA2, 1f 2.0 �r 1-10-4 -t Scale=1:36.1 3x4= 3x4= 4x8= 3x4= 3.6 FP= 3A= 3x4= r 1 2 3 4 5 6 7 8 9 10 11 12 13 �m 24 23 22 21 20 19 18 17 16 15 14 3x4= 3x4= 3x6 FP= 3x6= 3x4 11 4x6= 3x6= 3x4= 4.9-8 19-0-12 4•i-0 4- 8 -8 9.1-0 17-10-12 -5-1 21-2-0 4-t-0 o--6 7-0 }B•8 6-9-12 7-0 7-0 2-i-4 0.7.0 Plate Offsets(X.Y)-- 14:0-1-8,Edge1 [11:0-1-8.Edgel [12:0-1-8.Edge1 123.0-1-8 Ednel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.19 16-17 >770 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.02 14 n/a n1a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:97 Ib FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 DF No.I&Blr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 OF N0.18Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 14=539/0-1-12 (min.0-1-8),19=1443/0-3-4 (min.0-1-8),24=33310-3-12 (min.0-1-8) Max Uplift24=-l(LC 4) Max Grav 14=559(LC 4),19=1443(LC 1),24=427(LC 3) ZONIO�� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WASN,, TOP CHORD 2-3=-788/331,3-4=-788/331,4-5=0/976,5-6=0/976,6-7=0/703,7-8=0/703, 8-9=-1488/0,9-10=-1488/0,10-11=-148810,11-12=-1 10210 > Y� BOT CHORD 23-24=-104/773,22-23=-331/788,21-22=-3311788,20-21=-331/788,19-20=-1481/0, Ir 0 18-19=-1481/0,17-18=0/829,16-17=0/1102,15-16=011102,14-15=0/1102 WEBS 6-19=-140610,2-24=-830/112,2-23=-312/17,4-20=-126510,6-20=01864,11-17=-88/413, 10-17=-32010,8-17=0!767,8-18=-1437/0,6-1 8=011 099,12-14=-123510 NOTES- QO ;p49639 qa 1)Unbalanced floor live loads have been considered for this design. +(A, 2)All plates are 1.5x3 MT20 unless otherwise indicated. `rSIONA.L�'t1� 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 slrongbacks,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. 6)CAUTION,Do not erect truss backwards. S. GINE F LOAD CASE(S) Standard 870 .2PE OREGO o �N �0 MBER' P . . S A. He EXPIRES:06/30/2015 October 15,2014 ®dtWITPAi-Virfgdasjgn'paiainaMrs and READ InTE'S OMTHISAHD T.Sla 1DED M17EK REFEREka PAGE HIT-7473 ree-112912014 29OREUS£: Mill' Design valid for use only with M7ek connectors.This design Is based only upon parameters shown.and is for an Individual bolding component. Applicability of design parameters and proper incorporation of component is responsbTfy of building designer-nol truss designer.Bracing shown ��l§p.�® is for tolerol support of individual web members only.Addilionol temporary bracing to insure stability during construc lion is the responsibility of the FyBiTek• erector.Additional permanent bracing of the overall structure h the responsibility of the bu➢ding designer.For general guidance regarding fabrication,quality control.storage,delivery.erection and bracing,consult ANSI/1PI1 Quanty Criteria,DS8.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.lee Street,Suite 312.Alexandria.VA 22314. Cirrus Heights,CA,95610 If Southern Pin.(SP1 lumber is specified,the desires talues are t hate.ftective 06/01/2013 byALSC t Job Truss Truss Type Qty Ply , LENNAR 843033420 PL14.234 UPPER F07 FLOOR 5 Job j3pfereno l(gl2jimal) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MTek Intluslries,Inc.Wed Oct 15 14:54:22 2014 Pape. ID:fRr'7p7cJab FzM37rJKNH5z7mGH-zRLcOrPhi5g1GsNZtyxUVQVkLNVAPDPLHHnsi4yT6Fl -0 1-8-9 1.2-0 2-5-15 Scale=1:28.1 1.5x3 II 3x6= 1.50 II 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 73x5= 8 Ti 1 13 12 11 10 9 3x5= 3x8= 3x8= 1.50 II 1.50 II 3x5= 12.2-912-9-913-4-91 18�-8— 12-2-9 "_ 0-7-0 2-8-15 Plate Offsets KY)– 16.0-1-8 Edgel 17:0-1-8 Edgel LOADING(psf) SPACING- ' 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.27 11-12 >713 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.42 11-12 >462 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 240OF 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 14=880/0-1-8 (min.0-1-8),9=880/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3120/0,3-4=-3120/0,4-5=-3344/0,5-6=-3344/0,6-7=-2248/0 �ZONIO BOTCHORD 13-14=0/1929,12-13=0/3539,11-12=0/2248,10-11=012248,9-10=0/2248 �j yJASf,', WEBS 6-11=-380/0,7-10=0/347,2-14=-207010,2-13=0/1279,3-13=-251/0,4-13=450/0,4-12=-250/65,5-12=-379/0, O O� W 6-12=0/1327,7-9=-2406/0C�O /i� NOTES- DO — x 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girders)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 49639 a 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� iQ� 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X3')nails. Slrongbacks to •{� CIS be attached to walls at their outer ends or restrained by other means. s`sloNAL5 LOAD CASE(S) Standard � Q PR OFF NGI N EFIP/ 0 �- 87022P v� C\/ 0R. GON ti�4�N 4s A. HEP�P EXPIRES:06/30/2015 October 15,2014 ®194R11T5G-Verify dasign param2mrs and READ MJTES 011 THTSAMD MaUDED MTTEVAFFEREha PAGE MIT-7473 rat 1/191201421FOREUSEIL—Al fa Design valid for use only with Wel,connectors.This design Is based only upon parameters shown.and Is for an individual building component. ®t�� Applicability of design parameters and proper incorporollon of component is responsbilily of building designer-not truss designer.&acing shown Ka Is for lateral support of individual web members any.Additional temporary bracing to insure stability during comtrucl-ion is the fespomibillity of the i111iTek� erector.Additional permanent bracing of the overall sf=twe is the responsibility of the building designer.Forgeneral guidance regarding fabrication.quality control-storage.delivery,erection and bracing,consult ANSVTPI1 Quality Crifeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Hoighls,CA,95610 11 Southern Pine(SP)lumber is spec iffed,the design values are those effective 06/0112013 by ALSC w I. Job Truss Truss Type Qty Ply LENNAR R43033421 PL14-234 UPPER F08 FLOOR 2 1 be ecefactional,i a Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 112014 MTek Industries,Inc.Wed Oct 15 14:54:23 2014 Page 1 ID:fRRp7cJab_FzM3?rJKNH5z?mGH-Rdv_DBPK30yauOyl0fSj2e2rymggBeqUVMPE WyT6Fk 0-1-8 H 1 1-3-0 I I11-2-8- i 1-2-0 1 1-2-8 1.6.0 Scala=1:29.5 45= 3x4= 3x4= 3x4= 3x4= 4x6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 m 21 20 19 18 17 16 3x6= 46= 3x5= 3x5= 3x5= 3x4 = 4x5 = 3x4= i I 17-5-8 17-5.8 Plate Offsets(X Y)-- f16:0-1-8 Edgel 1170-1-8 Edgel LOADING(psO SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.32 17-18 >648 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.50 17-18 >414 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:82 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flal) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF 240OF 2.OE(flal) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 22=944/0-5-8 (min.0-1-8),15=950/0-2-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. _ TOP CHORD 2-3=-2161/0,3-4=-2161/0.4-5=-3494/0,5-6=-3494/0,6-7=-4058/0,7-8=4058/0,8-9=-3918/0,9-10=-3918/0, -�y'tONIO Tsa 10-11=-260810.11-12=-2608/0,12-13=-2608/0 5 P 4 1jJASg,`st BOTCHORD 21-22=0/1207,20-21=0/2918,19-20=0/3867,18-19=0/4090,17-18=0/3515,16-17=0/2608,15.16=0/1383 WEBS 11-17=0/454,12-16=-67510,2-22=-148810,2-21=0/1199,4-21=-952/0,4-20=0/725,6-20=-469/0,13-15=-1642/0, > 7� 13-16=0/1559,10-18=0/538,10-17=-1201/0 _ N NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 49639 3)Provide mechanical connection(by others)of truss to bearind plate at joint(3)15. O 4)This truss is designed In accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `S'S 11G be attached to walls at their outer ends or restrained by other means. IONAI.ti 6)CAUTION,Do not erect truss backwards. LoaocasE(s) standard GINEor 2 87022PE U) .OREG N 4�/v ' 01 QS EXPIRES:06/30/2015 October 15,2014 ®IMP)1TW.-Verify design paramanrs and READ MTES 011,7NTSMID.."AlUDED MITEK REFERE1KE PAGE Hd i473 ML 1/19/101E ikOREtiSE Design valid for use only with MTek,connecrars.This design Is based only upon parameters shown•and Is for an individual building component. �• Applicabiriy of design paromelers and proper Incorporation of component is responsbilily of building designer=not truss designer.Bracing shown mom Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the respombi l y of the MiTek" erector.Additional permanent bracing of the overall stnrclwe is the responsibility of the building designer.For general guldonce regarding I fabrication.qualiy control,storage,delivery.erection and bracing,consult ANSI/TPil Quality Crileria,DSB-89 and BCSI Bugling Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 H.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95810 ! If Southern Pine(SO)lumhe r is specified,the design values are those offe ctive 06/01/2013 by ALS( ! i v .J. Job Truss TNSS Type Qty P=1VINAR843033422PL14-234UPPER F09 FLOOR 2 o do a Pacific Lumber a Truss Co., Lake Oswego,Oregon 7.530 s Jut.t 2014 MTek fn--------Ire.Weil Oct 15 14:54:24 2014 Page 1 ID:f Rr7p7cJab_FzM37rJKNH5z?mGH-vgTMRXOyp15R WAWx_Mzyara4gAAHLAweibGznzyT6Fj 2-6-0 1-8.0 si __ 1.2.0 1-10-4 r r Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4 = 7 1 11 10 9 6 3x4= 3x6= 3x4= 1.5x3 II 3x4= 10-t-0 2-1-4 _ Plate Offsets(X Y)— 16.0 1 6 Edged 110.0 1 8 Edclel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.22 10-11 >699 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.35 10-11 >438 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012rrP12007 (Matrix) Weight:57 lb FT=O%F,D%E LUMBER- BRACING- TOP CHORD 2x4 OF No.18Blr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Blr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=698/0-2-8 (min.0-1-8),8=698/0-1-12 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2205/0,3-4=2205/0,4-5=-145710.5-6=-1457/0 TON10 BOT CHORD 11-12=011478,10-11=0/2131,9-10=011457.8-9=0/1457 5 P' 4 WASN,, W WEBS 6-9--0/258,2-12=-1586/0,2-1 1=01780,4-10=819/0,6-8=1633/0 GO" till G' NOTES- 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)12,8. 3)This truss is designed In accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Gd(0.131"X 3")nails. Strongbacks to 06 49639��p t{7� be attached to walls at their outer ends or restrained by other means. �� �FCISTEK' LOAD CASE(S) Standard �s`rIQNALE�� T1-PRO . �<JG I N EF9 e. 870. 2PE r N >, y. _O.REGON ti�4�ti '9 FiGjgER 0`S A. HEP�P EXPIRES:06/30/2015 October 15,2014 ®IEWIMG-Wify dasign paramemrs and READ 7I)TES ON THTSAND VaUDED NITS(REFEAUXt PAGE KII-7473 ML 1/29/2014 BME USE Design valid for use only with Mgek connectors.This design Is based only upon parameters shown.and is far an Individual building component. �• Applicability of design parameters and proper Incorporation of component Is responsibility of building designer-riot truss designer.Bracing shown RUN Is for lateral support of Indsvidual web members only.Additional temporary bracing to insure stability during comtruction is the respomibMity of the MiTek• erector.Additional permanent bracing of the overall structure Is the responsbi6ty of the building designer.For general guidance regarding fabrication,quality control,siaroge,delivery,erection and bracing•consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Compon-1 7777 Greenback Lane,Suite 109 Solely Informalion available from Truss Plate Imtitute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 It South am Pine ISP}lumber Is specified,the design wiues are those effective 06/0112013 byALSC 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. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0_1/16' c1_2 c2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves WX Cz, may require bracing,or aBemative Tor I ^t 4 p bracing should be considered. O u ; rr U �b y =O 3. Never exceed the design loading shown and never CLu O stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building Foe 4 x 2 orientation,locate C7.8 C&7 CS 6 designer,erection supervisor,property owner and plates 0-1nv from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5: Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from a CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 dimension is the plate 10.Camber is a non-structural consideration and is the Width measured perpendicular ESR-1311,ESR-1352,ESR responsibility of truss fabricator.General practice a to 4 x 4 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at Output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, 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 alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®_ Effi 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 pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, ��/Ir♦�� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, �lr dl• ANSI/TPI I Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.01/29/2013 s