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HomeMy WebLinkAboutEngineering - Truss Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Co y MiTek RE: m11324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNE BUILDING CORPORAT,IN Project Name: m11324 Model:Tampa,FL 33610-4115 Lot/Block: Subdivision: Address: N/A City: ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. Seal# Truss Name I Date I1 T9779575 A 10/31/16 18 T9779592 J8 10/31/16 12 I T9779576 l Ai 1 10/31/16119 I T9779593 1 JA 1 10/31/16 13 I T9779577 I A2 1 10/31/16120 I T9779594 I JB 1 10/31/16 14 I T9779578 I A3 1 10/31/16 121 I T9779595 1 JC 1 10/31/16 15 I T9779579 I A4 1 10/31/16 122 i T9779596 I KJ5 1 10/31/16 16 1 T9779580 I A6 1 10/31/16 123 I T9779597 I KJ8 1 10/31/16 1 17 I T9779581 113 10/31/16 24 IT9779598 I KJA 10/31/16 18 I T9779582 I BH7 1 10/31/16125 I T9779599 I KJB 1 10/31/16 1 19 I T9779583 I G RA 1 10/31/16 126 I T9779600 I MV2 1 10/31/16 1 110 I T9779584 I GRB 1 10/31/16 127 I T9779601 I MV4 1 10/31/16 111 I T9779585 I GRC 1 10/31/161 112 I T9779586 1 J 1 1 10/31/161 113 T9779587 1 J2 1 10/31/161 114 I T9779588 1 J3 1 10/31/161 15 IT9779589 JJ4 10/31/11 16 IT9779590 JJ5 110/31/16 117 I T9779591 I J6 1 10/31/161 The truss drawing(s)referenced above have been prepared by MiTek ��r,11111111111111i�� USA, Inc. under my direct supervision based on the parameters `,�NOPQIJIN• . provided by Chambers Truss. �.�� �.•��C ElVS�•.�' '�,� Truss Design Engineer's Name: Velez, Joaquin 68182 My license renewal date for the state of Florida is February 28,2017. = * ' •: IMPORTANT NOTE' The seal on these truss component designs is a certification = 441 that the engineer named is licensed in the jurisdiction(s)identified and that the '. STATE O F .' designs comply with ANSI/TPI 1. These designs are based upon parameters 'O��,•cC O shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �� O R given to MiTek. Any project specific information included is for MiTek's customers •"'��cly file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cart 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 31,2016 Velez,Joaquin 1 of 1 Job Truss ITruss Type Oty Ply 170'Carbon Elev D T9779575 tni 1324 A COMMON 10 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7,640 a Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:40 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-mSU4PMdNJz_VXaCnxkCyaiw04Co99HKehdGx1l yNt2f 11-0.0 B-4-0 12-11-0 17-0-0 22-1-0 26-8-0 35-0-0 36-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1.0-0 Scale=1:60.8 4,00 12 40= 6 2x3 II 24 25 2x3 11 3x6% 5 7 3x6 3x4% q 8 3% 3 9 jf 2 _ 10 11Im 17 16 75 26 27 14 13 t2 d 4x5= 2x3 11 4x6= 3x8= 2x3 11 4x5= 3x8= 4x6= i 8-4-0 12-11-0 22-1.0 2':4' 35-0-0 8.4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/rPi2007 (Matrix-M) Weight:166 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oC puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 2x4 SP No.3 8-6-0 oc bracing:14-15, REACTIONS. (ib/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=223(LC 7) Max Uplift2=-775(LC 8),10=-775(LC 8) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3164/1575,3-4=-2677/1331,4-5=2606/1342,5-24=-2680/1409,6-24=-2629/1432, 6-25=-2629/1432,7-25=-2680/1409,7-8=2606/1342,8-9=-2677/1331,9-10_3164/1575 BOT CHORD 2-17=1366/2967,16-17=-1366/2967,15-16=1366/2967,15-26=745/1961, 26-27=-74511961,14-27=-745/1961,13-14=-1366/2936,12-13=-136612936, 10-1 2=-1 366/2936 WEBS 6-14=459/992,7-14=-282/197,9-14=-536/397,6-15=-459/992,5-15=283/197, 3-15=-534/397 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50f;eave=6ft;Cat.11; Exp C;Encl.,GCpi-0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.01b AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. 4)The solid section of the plate is required to be placed over the splice line at joint(s)16,13. 5)Plate(s)at joint(s)16 and 13 checked for a plus or minus 4 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 lb uplift at joint 10. 9)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekV connectors.lhls design is!used only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the!wilding designer must verify the applicablity,of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stabilfty and to prevent collapse with r-sslbie personol Injury and property damage. For general guidance regarding the fctxk:ation,storage,deMery,erection and bracing of misses and truss systems,seeANSI/TPI I Ouallly Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Soiety InformaBon ava9rtle from Truss Plate Instflule,218 N.Lee Street Suffe 312,Alexandria.VA 22314. Tanga,FL 33610 •JobTruss Truss Type • ty �Ply- 70•Carbon Elev D T9779576 m11324 Al (SPECIAL 9 1 Jab Reference(ophonap •Chambers Truss,Inc., Fort Pierce,FL 7.640 a Apr 19 2016 MiTek Industries,Inc.Mon Oct 31 15:17:41 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ee2Sdie?4G6L9jnzURjB7vTRlc1 hukZrvwH?VZTyNt2e 1-0 7-" 13-7.8 17-6-0 23-11-12 26-9-10 35-0-0 - 0 0 7-0-0 5 11 8 3 10-0 6 5 12 2-9.14 8-2.6 1 00 Scale=1:61.8 4.00 F12 5x8= 6 2x3 11 2x3 11 3x6% 5 06 7 3x4% 4 8 2x3 3 9 12 2 10 m�m 11 22 5x12 MT18HS= 11] 0 21 a 14 13 3x6 G 2x3 !I 5x12= 3x12= 2.00 12 7-8-0 13-7.8 23-11-12 35-" 7$-0 5-11-8 ' 10-4-4 11-0-4 Plate Offsets(X Y)-- 12:0-3-14,0-1-81,f8:0-3-0,Edgel f10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.73 12-13 >243 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 Na Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:158 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3'Except* WEBS 1 Row atmidpt 6-12 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=1364/0-8-0,10=1334/0-8-0 Max Horz2=-223(LC 6) Max Uplift2=-833(LC 8),10=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3085/1767,3-4=-2498/1471,4-5=-2446/1485,5-6=-2472/1570,6-7=5221/3016, 7-8=-5137/2906,8-9=-5179/2903,9-10=-5574/3178 BOT CHORD 2-14—1554/2875,13-14=-1554/2875,13-21_1035/2117,21-22=-1031/2125, 12-22=-1030/2141,10-12=2927/5307 WEBS 3-13=-634/421,5-13=-293/258,6-13=-260/5411 6-12=-1820/3328,7-12=-303/292, 9-12—392/347 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=121t;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 816 lb uplift at joint 10. 8)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design pawnwers and READ NOTES ON THIS AND micLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an kxilvldual[wilding component,not a truss system.Before use,the buNdng designer must verify the applicability of design parameters and properly Incorporate this deskTn Into the overall building design. Bracing kldlcated is to prevent buckling of IndNkiud truss web ad/or chard members only. Additional Temporary and permanent bracing MiTek' Is always required for siaditty and to prevent collapse with possible personal Injury and property damage. nor general guidance regarding the fabrlc:atbn,storage,delivery,erection and bracing of busses and truss systems,seeANSVTPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Btvd. Safely Information available horn Truss Plate Institute,218 N.Lee Street.Suite 312,Alexadrkt VA 22314. Tampa,FL 33610 ' Job runsT9779577 runs Type �70'Carftoevn Ei D m11324 A2 ESPECIAL 1 1 Job Reference tionai Chambers Truss,Inc., Fat Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:42 2016 Pagel I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ircgg2edraECntM929FQf7?fEONOd7zxft25wyNt2d 1- 8-0-1 13.7 8 16-0-0 19-0-0 23-11-12 26-9-9 35-0-0 -0 8-0-1 5-7-7 2-4-0 3-0-0 4-11-12 2-9-13 8-2-7 -0- Scale:3/16'=1' 4.00 12 5x6 04= 5 6 3x4 3x8 4x6% 7 5x6 34 89 n n e1 2 12 10 11 � °? �y 13 U12 MT18HS= O 15 14 3x10= 2x3 11 5x6 3x12= 3x6= 2.00 12 8-0-1 13-7-8 19-0-0 23.11-12 35-0-0 8-0-1 5.7.7 5.4.8 4-11.12 11-0-4 Plate Offsets(X,Y)-- f2:0-1-10,0-0-01,f4:0-2-4,Edgel,f8:0-3-0,0-3-41,[10:0-1-15,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(fL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n(a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:160 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-5.10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=1363/0-8-0,10=1335/0-8-0 Max Horz 2=205(LC 7) Max Uplift2=-833(LC 8),10=-817(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3118/1799,3-4—2433/1432,4-5=-2425/1453,5-6=-2462/1527,6-7=-2607/1556, 7-8=-5109/2887,8-9=5135/2880,9-10=5565/3192 BOT CHORD 2-15=-1588/2901,14-15=-1588/2901,13-14_1111/2253,12-13=-2562/4919, 10-12=-2940/5295 WEBS 3-15=0/252,3-14=808/536,5-13=-187/557,6-13=-325/618,7-13=-2747/1535, 7-12=-962/1914,9-12=-465/386 NOTES- 1)Unbalanced roof five loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12tt;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 833 lb uplift at joint 2 and 817 lb uplift at joint 10. 9)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 0 WARNM/G-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.lav3wlS BEFORE USE. Design valid for use only with MI IeV,'connecto(s.INS design Is based only upon parameters std)wn,and Is for an individual building component,not a truss system.Before use,the bLAding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bLAdfng design. Bracing Indicated Is to prevent buckling of indlvldtxl truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal"and property damage. For general guidance rega tdlrg line fabrication,n,storage,delivery,erection and bracing of Musses and buss systems,seeANSVMI Quality Criteria,DSB-89 and BCSI Bullding Component 6904 Parke East Blvd, Safety Information avdfable from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job tossTruss Type ty ly 70'Carkon Elev D T9779578 m11324 A3 SPECIAL 1 1 Jab Reference(optional) •Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:42 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ircgg2edraECntM929FQf77fSONOd7_x9A25wyNt2d 1-0 8-0.1 14 1:0 21-0-0 23-11-12 26-9-10 35-0-0 6-0 -0- 8-0-1 5 11-15 7-0-0 2-11-12 2-9 14 8-2-6 0-0 Scale=1:62.9 5x6= 46= 4.00 F12 4 5 3x8 zzz 6 3x4% 2x3 3 7 N v 10 a11:2 11 B 5x12MT18HS= d 3x8 v o 13 12 2x3 II 5x6 3x12= 3x6� 2.00 12 L 8-0-1 13-7-8 + 21-0-2 23-11-12 35-" 8 0 1 1 5.7-7 7 4-8 _ 2-11-12 11-0-4 Plate Offsets(X,Y}- (2:0-3-14,0-1-8l,f8:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.21 10-19 >347 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 HOrz(TL) 0.42 8 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:158 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,8=1334/0-8-0 Max Horz 2=-181(LC 6) Max Uplift2=-834(LC 8),8=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3072/1756,3-4=-2470/1480,4-5=-3084/1838,5-6=-3225/1885,6-7=-5097/2847, 7-8=-5568/3196 BOT CHORD 2-13=1542/2851,12-13=-1542/2851,11-12=-1175/2335,10-11=-2514/4870, 8-10=-2943/5298 WEBS 3-12=-690/431,4-11=-433/955,5-11=-321/702,6-11—2237/1218,6-10=-975/1891, 7-10=-516/438 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 834 lb uplift at joint 2 and 816 lb uplift at joint 8. 9)'Semi-rigid pitchbreaks Including heels'Member end fixity model was used in the analysis and design of this truss. Ak WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.1010312015 BEFORE USE. Design valid for use only vAth MITekb connectors.1nls design Is tx�,d only utx>n Fxxameteis shown,and Is I(w an individual building component.not a truss system.Before use,the building designer must verity the applicablilty of design parameters and property incorporate this design Into the overall buidi ng design. Bracing Indicated Is to prevent buckling of Indtviduai truss web and/or chord members only. Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possible personal Injury and property danage. For general guidance regarding the faLXk_atlon.storage.deltvery.erection and bracing of Ittrsses and In=systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdomraflan available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria VA 22314. I Tampa,FL 33610 Job Truss Truss Type Qty Ply �70'CarltonElev D T9779579 m11324 A4 SPECIAL 1 1 :Jab Reference(optional) •Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:43 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-A1AD20fFcuM3Pl A-csmfCKYrKPjoMag4NaUbe"t2c 1-0 6-5-8 72-0-0 Y7$4 23 0 0 2 -11- 2 26-9-9 35-0-0 0 -0- 6.5.8 5 6 8 5-8-4 5-3-12 0 i t-1 2-&13 8-2-7 0-0 Scale=1:62.9 5x6= 3x4= 5x8=2x3 1 I 4.00 F12 4 5 6 7 2x3% 2x3 8 3 n C jId u>1 2 11 9 10I�1r° G_ 12 5x12 MT18HS 14 13 3x4 3x6% 3x4= 5x6= 2 00 12 3x12= 8-8-2 13-7-8 17.6-0 23-11-12 35.0-0 8-8-2 411�i 310.8 65-Y2 11-0.4 _Plate Offsets(X,Y)-- (2:0-3-14,0-1-81,(6:0-4-0,0-2-31,(9:0-1-15,Edue1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.2011-20 >349 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.43 9 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:160 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,9=1336/0-8-0 Max Horz 2=-157(LC 6) Max Uplift2=-831(LC 8),9=-818(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3149/1860,3-4=-2905/1714,4-5=-2565/1587,5-6=-3339/2012,6-7=-5060/2871, 7-8=-5111/2860,8-9=5586/3213 BOT CHORD 2-14—1656/2936,13-14=-1280/2447,12-13=1780/3393,11-12=2125/4107, 9-11=-2960/5316 WEBS 3-14=-351/330,4-14=-208/456,4-13=-131/4D6,5-13=1117/600,5-12—127/464, 6-12=-857/401,6-11=-1019/1981,8-11=-528/443 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ff;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 831 lb uplift at joint 2 and 818 lb uplift at joint 9. 9)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/IWIS BEFORE USE. Design valid for use only with MlIeW connectors.this design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bu ilclin1g design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stablltfy and to prevent collapse with possible personal Injury and property damage. For general guidance regardlnrl the i fc1_a1:atkn,storage,delivery.erection and bracing of trusses and 1.systems.seeANSU1M1 Qua9ty Cdtarta,DSII-89 and BCSt Buliding Compan ml I 1 114 Parks East Blvd- SdNy UNormaBon available from In= ate instihAe,218 N.Lee Skeet.Suite 312.Plexarx*kL VA 22314. ( Tampa,FL 33610 i Job TA6t"S Truss Type ty Ply TO"Carkon Elev D T9779580 m11324 HIP 1 1 Job Reference(optional) •Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Non Oct 31 15:17:44 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eDjbFkguNBVwOBWYAZHukY5?xp75574DcEE9AoyNt2b i1-0-0 6.7.15 10-0.0 13-8-0 21-4-0 25-0-0 28-4-1 35-0-0 36-0.0 1-7-15 33-1 3-8-0 7-8-0 3A-0 3-4-1 6-7-15 1-0-0 Scale=1:61.8 4x8 2x3 11 2x3 11 4x8= 4.00 12 4 23 24 5 6 25 26 7 2x3'Z�' 2x3 i 3 8 n 2 9 10 1OBIm 0 0 16 t5 14 13 12 11 _ = 3x6% 3x4 4x6= 3x4 3x4= 06= 3x4= 3x6 10.0-0 13$-0 21.4-0 25-0-0 35-0-0 10-0-0 3�-0 7.8-0 3 8-0 10 0-0 Plate Offsets(X,Y)-- [2:0-3-14,0-1-81.[4:0-5-4,0-2-01,[7:0-5-4,0-2-01 [9:0-3-14 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.58 11-13 >445 360 M1`20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.90 13 >285 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:153 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-8-0,14=369/0-8-0,9=1210/0-8-0 Max Horz 2=133(LC 7) Max Uplift2=-690(LC 8),14=-216(LC 8),9=-744(LC 8) Max Grav2=1 1 19(LC 1),14=440(LC 17),9=1215(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2427/1460,3-4=-2088/1239,4-23=2413/1480,23-24=2413/1480,5-24=-2413/1480, 5-6=2413/1480,6-25=-2413/1480,25-26=-2413/1480,7-26=-2413(1480, 7-8=-2362/1391,8-9=-2639/1574 BOT CHORD 2-16=-1277/2257,15-16=-978/1949,14-15=-978/1949,13-14=-1261/2413, 12-13=1132/2226,11-12=-1132/2226,9-11=-1 380/2449 WEBS 3-16=-407/353,4-16=89/272,4-14=-384/804,5-14—514/415,7-13=-175/323, 7-11=-1 58136 9,8-11=-317/297 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 690 lb uplift at joint 2,216 lb uplift at joint 14 and 744 lb uplift at joint 9. 7)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WWARNOWO-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.laWa01S BEFORE USE. Design valid for use only with MileWr,connectors.This design Is based only upon parameters shown,and Is for an Individual bwldirvl component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. AdcAfional temporary and permanent bracing Welk' � Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i fatxicalitxt.sknage.rMiveiy,elecl'vxt xv1 Lwx;krg of hussesxxi buss syslems,w--ANSVM1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa"Inrormallon avciVAAe from Truss Plate Institute.218 N.Lee Street Suite 312,AlexcndrkL VA 22314, I Tarnpa,FL 33610 Job fuss Truss ype 70'Canton Elev D T9779581 111324 B COMMON 3 1 Job Reference tional Chambers Truss,Inc., Fort Pierce,FL 7.640 a Apr 19 2016 MI ek Industries,Inc. Mon Od 31 15:17:44 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-eDjbFkguNBVwOB W YAZHukY56apE25AFDCEE9AoyNt2b -1-0-0 6-11-0 13-10-0 1 0 0 6-11-0 6-11-0 Scale=1:24.6 4x4= 3 4.00 12 4 2 I 5 2x3 11 3x4= 30= 6-11-0 13-10-0 6-11-0 6-11-0 LOADING(psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 ri/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Mahtx-M) Weight:47 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=511/0-8-0,2=567/0-8-0 Max Horz 2=93(LC 7) Max Upfift4=-294(LC 8),2=-375(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/444,3-4=-818/444 BOT CHORD 2-5—338/726,4-5=338/726 WEBS 3-5=0/271 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=5011t;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 lb uplift at joint 4 and 375 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A&WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev,1010312015 BEFORE USE. Design vallci for use only with Mllektb connectors.This design Is txisecl only upon parameters shown,and Is for an individual building component,not a hugs system.Before use,the building designer must vedty the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Iniuxy and property damage. for general guidance regardiryl the i faLvicalkorn.storage.deiivery.ete Aio n arxi bracing of liusses txvi truss syslenu,seeANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. ' Safety IMormaBon available from Truss Plate Institute.218 N.Lee Sheet.Suite 31 Z Alexarxblm VA 22314. Tampa,FL 33610 70'Cerkon Elev D Job Truss toss Type � ry T9779582 m11324 BHT IBOSTON HIP 1 1 Jab Reference(optionall Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 Mi I ex Industries,Inc. Mon Oct 31 15.17.45 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-7QHzT3hW 8VdneL5kjHo7HIdArDVYgXINruziiFyNt2a 15-6-0 21-6-0 11�r0 13.6-0 1 0 17-6-0 19.6-0 21-D-0 23-&0 25-&0 26-0-0 35-0-0 2-0-0 2-0-0 180 2-0-0 2-0-0 1 1.6-0 2-0-0 1 2-0-0 2-6-0 1 7-0-0 1-0-0 Scale:3/16'=1' THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY END JACKS, THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED TRANSFERRING ROOF LOADS TO THE GROUND 4 00 12 4x5= PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 14 16 3x6 6 9 19 3x6 81 22 5x12 4 6 3x4 24 5x12 26 3 11 15 27 21 n n N 1 2 26 29 N N O O 35 34 33 32 31 30 4)(6= 3x8= 3x4= 4x6= 4x5=- 3x6= 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7410 7-0-0 7-0-0 7 0-0 7-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BOLL 0.0 ` Rep Stress Incr YES W B 0.47 Horz(TL) 0.17 28 nta n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):11,18,15,7,23 REACTIONS. (lb/size) 2=1349/0-8-0,28=1349/0-8-0 Max Horz 2=-223(LC 6) Max Uplift2=-825(LC 8),28=-825(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-Al forces 250(lb)or less except when shown. TOP CHORD 2-3=-3169/1801,3-4=1176/631,4-6=-1123/627,6-8=-1106/631,8-9=-1110/655, 9-12=-1 090/690,12-14=1094/733,14-16=-1093/733,16-19=1090/690,19-22=-1110/655, 22-24=-1106/631,24-26=-11231627,26-27=1176/631,27-28=-3170/1802, 3-5=-2261/1428,5-7=-2264/1432,7-10=-2264/1432,10-11=-2264/1432, 11-13—2264/1432,13-15=-2264/1432,15-17=-2264/1432,17-18=-2264/1432, 18-20=-2256/1429,20-21=-2256/1429,21-23=-2256/1429,23-25=-2256/1429, 25-27=-2252/1426 BOT CHORD 2-35=-1596/2956,34-35=1604/2940,33-34=1604/2940,32-33=1794/3305, 31-32=-1605/2940,30-31=-1605/2940,28-30=-1596/2957 WEBS 3-33=206/438,18-33=458/467,27-32=-203/414,14-15=-277/426 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=451t;L=50ft;save=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 28. 8)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 9)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. WARNING-Verity design paramefaa and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek©connectors.This design Is based only upon parameters shown,and Is for an Indlvlduol budding component,not a truss system.Before use,the building designer must vedry the applicability of design parameters and properly incorporate ihls design Into thle overall building design. Bracing Indicated Is to prevent buckling of Indlvldixil truss web and/or chord members oNy. Additional temporary and permanent bFcv-W MiTek' Is always required for stablitty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the faLmicaliorL sloiage.delivery,eteciiwi an d bKvy,;inng of trusses avJ buss syslems,seeANSVTPII Quality Critarla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. SdNy Irdomrallon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria VA 22314. I Tampa,FL 33610 russ ruse Type ty 70 Cadlon Elev D T9779583 m11324 GRA SPECIAL 1 1 Jab Reference(optional) "Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:46 2016 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bcrLgPi"eGVgwH_JMgzATidvPZ5YW 4YGEhyNt2Z -1-0-0 4-1-8 5-71 8-2-13 9-8-813-10-0 14-10-0 1-0-0 4-1-81-5-11 2-7-9 1-5-11 4-1-8 1-0-0 Scale=1:27.4 2.37 F12 4x4= 4x4= 4x10= WO zz 4.00 12 19 4 20 21 5 22 6 3 2 7 B 1� 12 23 11 10 24 g 2x3 11 30= 3x4= 2x3 11 3x4= 3x4= 4-1-8 1 5-71 8-2-13 9$$ 13-10-0 4-1-8 1-5.11 2-7-9 1-5.11 4-1-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In poc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 rVa rVa BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:58 lb FT=Oek LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0,7=770/0-8-0 Max Horz 2=65(LC 7) Max Uplift2—523(LC 8),7=-523(LC 8) Max Grav2=789(LC 17),7=789(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1637/1097,3-19=1654/1137,4-19—1636/1125,4-20=-1619/1110, 20-21=-1619/1110,5-21=-1619/1110,5-22=-163611123,6-22=-1654/1131, 6-7=-1637/1053 BOT CHORD 2-12=-989/1522,12-23=-984/1524,11-23=-984/1524,10-11=-1085/1619, 10-24=-939/1524,9-24=-939/1524,7-9=-945/1522 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.If; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 523 lb uplift at joint 2 and 523 lb uplift at joint 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0,113 lb down and 146 lb up at 5-7-3,60 lb down and 129 lb up at 5-11-0,60 lb down and 129 lb up at 7-11-0,113 lb down and 146 lb up at 8-2-13,and 85 lb down and 124 lb up at 8-10-0,and 63 lb down and 139 lb up at 9-8-8 on top chord,and 6 lb down and 7 lb up at 4-1-8,18 lb down and 15 lb up at 5-0-0,33 lb down at 5-7-3,39 lb down at 5-11-0,39 lb down at 7-11-0,33 lb down at 8-2-13,and 18 lb down and 15 lb up at 8-10-0,and 6 lb down and 7lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(pit) Vert:12=54,3-4=-54,4-5=-54,5-6=-54,6-8=-54,13-16=20 V WARNING-Verify design parameters and READ NOTES ON THIS ANDWCLUDED MITEK REFERANCE PAGE MR-7473 rev.16030115 BEFORE USE. Design valid for use only with Milek,f'connectors.This design is based only upon parameters shown,and Is for an Individual bulding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall btidng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possble,personal Injury and property damage. for general guidance regarding the ktLxicol4311,slorage,delivery,eiectkxt ad Lxuc:Ing of Itusses ad huss sysiems.seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ittformallon available from Truss Rate InstfMe,218 N.Lee Sheet.Suite 312 Alexandria.VA 22314. I Tampa,FL 33610 Job 71,RI S russ ype ly 70'Cartoon Elev D 1324 T9779563 (SPECIAL 1 1 Job Reference(optional) •Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Mon Oct 31 15:17:46 2016 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bcrLgPi"eGVgwH_JMgzATidvPZ5YW4YjGEhyNt2Z LOAD CASE(S)Standard Concentrated Loads(Ib) Vert:3=7(B)4=-64(B)5=-64(B)6=7(B)12=-6(B)11=-35(B)10=-35(B)9=-6(B)19=-28(B)20=-60(B)21=-60(B)22=-28(B)23=18(B)24=-18(B) WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITekb connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the budding designer must verity the"icabllty of design parameters and property hcogxxate mis design Into the overall l� CI• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MI I Is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the 6alvk-alkni,skvage,delivery, Lxacing of husses arvJ huss systems.seeANSU1PII Quality Cdtnla,DSO-89 and BCSI Building Component 6904 Parke East Blvd. SaIW InformaMon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. i Tanga,FL 33610 Job I suss russ ype aly Ply 70'Carbon Elev D T9779564 m11324 GRB (SPECIAL 1 1 Jab Reference(optional) "Chambers Truss,Inc., Fat Pierce.FL 7.640 is Apr 19 2016 MrTek Industries,Inc. Mon Oct 3/15:17:47 2016 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3oPjtlimg6tVteE7rigbMAjax1 DblRvglCSpn7yNt2Y 10.30 15-6-0 21-6-0 26-2-0 28-1-0 35-0-0 _ 36-" 50-0 S3-0 S3-0 6-0-0 4-8-0 1-11-0 611-0 t 00 Scale:3/16'=1' 2x3 I 4x4= 4.00 12 4x8= 3x4= 3x6= 2x3 11 4x4= 9 j 3 25 26 4 27 26 29 5 630 31 32 733 34 35 8 1D 1 2 09 10 11 ,o Io 18 36 37 77 38 16 39 154041 42 14 4313 12 2x3 I Sx6 3x4- 3x4= 3x4= 3x4= 3x6= 3x6= 3x4= SO-0 143-0 15.6-0 21G-0 28-1-0 35.0-0 SO-0 S3-0 13-0 6-0-0 6-7-0 6-11-0 Plate Offsets()i Y)-- (3:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 I Vert(TL) -0.17 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(fL) 0.04 15 n/a r1/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:146 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=96(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-546(LC 8),15=-835(LC 8),14=-542(LC 8),10=328(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=803(LC 17),15=1303(LC 1),14=906(LC 1),10=531(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1684/1053,3-25=-1384/936,25-26=-1384/936,4-26=1384/936,4-27=-288/567, 27-28=-288/567,28-29-288/567,5-29=-288/567,5-30=-288/567,6-30=-288/567, 6-31=-288/567,31-32=-288/567,32-33=-288/567,7-33=-288/567,7-34=288/567, 34-35=-288/567,8-35_288/567,8-9=-6161296,9-10=-644/276 BOT CHORD 2-18=907/1561,18-36=-902/1574,36-37=-902/1574,17-37=902/1574,17-38=838/1384, 16-38=838/1384,16-39=-838/1384,39-40=-838/1384,15-40=-838/1384, 15-41=567/412,41-42=567/412,42-43=-567/412,14-43=567/412,13-14=125/571, 12-13=125/571,10-12=-147/549 WEBS 3-18=0/306,4-17=0/349,4-15=-2031/1286,6-15=-504/480,7-14-430/408, 8-14=-978/572 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 546 lb uplift at joint 2,835 lb uplift at joint 15 ,542 lb uplift at joint 14 and 328 lb uplift at joint 10. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12,100 lb down and 129 lb up at 9-0-12,100 lb down and 129 lb up at 11-0-12,100 lb down and 129 lb up at 13-0-12,100 lb down and 1291b up at 15-0-12,100 lb down and 129 lb up at 17-0-12,and 100 lb down and 129 lb up at 19-0-12,and 100 lb down and 129 lb up at 21-1-4 on top chord,and 83 lb down at 5-0-0,39 lb down at 7-0-12,39 lb down at 9-0-12, 391b down at 11-0-12,39 lb down at 13-0-12,39 lb down at 15-0-12,39 lb down at 17-0-12,and 391b down at 19-0-12,and 391b down at 21-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). AD CASh(b) Standard WARNING-Verity design pemmeten and READ NOTES ON THIS AND INCLUDED Afl►EK REFERANCE PAGE AUL7473 rev.IW0312015 BEFORE USE. Design valid for use only wllh MITekCN connectors.This design Is based only upon parameters shown,and Is for an Irtalvlduai buiding com{wnent,not a truss system.Before use,the building designer must verify the appllcablity of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent biocing WOW Is always required for stability and to prevent collapse with possible personal Initay and property damage. For general guidance regarding the f:>tx&_<jl'von,slor•.age.detiver y,e-TwA m aivi Lvcx:ing of pusses arx7 truss syslems.seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. LSafety Infonnallon avaltable from Taus Plate Institute,218 N.Lee Sheet Sulle 312 AlexarxNla,VA 22314. Blvd. FL 33610�FL 336100 Job Truss Truss Type ty 70'Cartoon Elev D T9779584 ml1324 GRB (SPECIAL 1 1 Jab Reference(optional) chambers Truss,Inc.. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:47 2016 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-3oPjtlimg6tVteE7rigbMAjax1 DblRvglCSpn7yNt2Y LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-8=-54,8-9=-54,9-11=-54,19-22=-20 Concentrated Loads(lb) Vert:3—160(F)18=-45(F)25=-60(F)26=-60(F)27=-60(F)29=-60(F)30=-60(F)31=-60(F)32=-60(F)33=-60(F)36=-13(F)37=-13(F)38=-13(F)39=-13(F)40=-13(F) 41=-13(F)42=-13(F)43=-13(F) A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 14I1-7473 rev.10M."W IS BEFORE USE. Design valid for use only with Milek",connectors.This design is based only ufnn fxirameteis shown,and Is for an kxiivkival building component,not a truss system.Before use,the building designer must vedfy the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking of hxilvkW truss web and/or chord members only.Additional temporary and permanent brockig Mire k' � Is always required for stablify and to prevent collapse with possible personal Injury and property damage. for general guldance reaardirxl the lobik_allot i.storage,delivery.erecllot axi brxarrg of hussesarvJ husssystems.seeANSI/1PI1 Quality Cdtwla,DS8-89 and BCSi Building Component 6904 Parke East Blvd. Safely Irltmxdion available from Truss Plate Iru11Me.218 N.Lee Sheet,Stile 312,Alexandria.VA 22314. I Tampa,FL 33610 Job i Truss Type City P470 Cerion Elev D T9779585 m11324 GRC IHIP 1 1 Job Reference(optional) Chambers Truss,Inc.. Fort Pierce,FL 7.640 s Apr 19 2016IIATek Industries,Inc. Mon Oct 31 15:17:48 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-X?z555jORQ?MVopJPPMgVOFhDQUBIpipXsCMJZyNt2X 1-0 8-0-0 13.8-0 1711 21:11 27-0-0 35-0-0 6-0 o B-0-0 5 8 0 3 10-0 310-0 5 8 0 8-0-0 Scale=1:61.8 5x8 MT18HS= 5x8 MT18HS= 4.00 F12 2x3 '! 3x8= 3x6= 2x3 II 3 23 24 25 4 26 27 285 6 729 30 31 32 8 n w1 2 9 10y N d 16 0 16 33 15 14 34 35 36 37 13 38 12 39 11 3x5% 2x3 11 3x6= 6x10= 6x10= 3x6= 2x3 11 3x5\ 8-0-0 13.8-0 i 21.4-0 27-0-0 35-0-0 8-0A 5-8.0 7.8-0 5-8.0 8-0-0 Plate Offsets MY)— (2:0-3-14,0-1-81,(3:0-5-4,0-2-81,(8:0-5-4,0-2-81,f9:0-3-14,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In goc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n1a We BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:157 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3*Except' WEBS 1 Row at midpt 3-14,5-14 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=449/0-8-0,14=3518/0-8-0,9=1218/0-8-0 Max Horz 2=109(LC 6) Max Uplift2=-323(LC 8),14=-2093(LC 8),9=-780(LC 8) Max Grav2=458(LC 17),14=3518(LC 1),9=1220(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-317/187,3-23=1062/1902,23-24=-1062/1902,24-25=-1062/1902,4-25=-1062/1902, 4-26=-1062/1902,26-27=-1062/1902,27-28=1062/1902,5-28=-1062/1902, 5-6=-1918/1207,6-29=1918/1207,7-29=-1918/1207,7-30=-1918/1207, 30-31=1918/1207,3132=-1918/1207,8-32=-1918/1207,8-9=2666/1597 BOT CHORD 16-33=164/271,15-33=-164/271,14-15=-164/271,14-34=154/251,34-35-154/251, 35-36=154/251,36-37=-154/251,37-38=154/251,13-38=-154/251,12-13-1397/2496, 1239=1397/2496,11-39=1397/2496,9-11=1388/2466 WEBS 3-16=-171/645,3-14=-2381/1445,4-14=-646/592,5-14=-2622/1675,5-13=-1101/2042, 7-13=-599/556,8-13=-645/411,8-11-1 69/645 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ff;B=45ft L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 2,2093 lb uplift at joint 14 and 780 lb uplift at joint 9. 8)'Semi-rigid pitchbreeks including heels'Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12,107 lb down and 173 lb up at 12-0-12,107 lb down and 173 lb up at 14-0-12,107 lb down and 1731b up at 16-0-12,107 lb down and 173 lb up at 16-11-4,107 lb down and 173 lb up at 18-11-4,1071b down and 173 lb up at 20-11-4,107 lb down and 173 lb up at 22-11-4,and 107 lb down and 173 lb up at 24-11-4,and 182 lb down and 312 lb up at 27-0-0 on top chord,and 411 Ib down and 2421b up at 8-0-0,791b down and 1 Ib up at 10-0-12,791b down and 1 Ib up at 12-0-12,791b down and 1 Ib up at 14-0-12,791b down and 1 Ib up at 16-0-12,791b down and 1 Ib up at 16-11-4,79 Ib down and 1 Ib up at 18-11-4,791b down and 1 lb up at 20-11-4,79 lb down and 1 lb up at 22-11-4,and 79 lb down and 1 lb up at 24-11-4,and 411 lb down and 242 lb up 0 WARNING-Verity design parameter end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/0"015 BEFORE USE. Design valid for use only with MITek'D connectors.This design Is based only upon parameters shown,and is for an Individual[wilding component,not a truss system.Before use,the Iwllalng designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M I lek Is always required for stability and to prevent collapse with possible personal Injury and property drrnage. For general guidance regarding the Iabricalioit sIorvge.MiveiV.weclknn axi Lxcxing of husses<xxi iwss systems,seeANSI/TPII Quality CrItw1a,DSB-89 and BCSI BuRdling Component 6904 Parke East Blvd. Safety Irdwrnallon ava➢ciJle from Truss Plate Insure.218 N.Lee Sheet Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply �70'CarftonElevD T977958S m11324 GRC IHIP 1 1 _ Job Reference(optional) •Chambers Truss,Inc.. Forl Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17A8 2016 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-X?z555jORQ?MVopJPPMgvOFhDQUBlpipXsCMJZyNt2X NOTES- 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-8=-54,8-10=-54,17-20=-20 Concentrated Loads(lb) Vert:3=-126(B)6=-1 07(B)8=-1 26(B)15=-50(B)16=-41 1(B)11=-41 1(B)12=-50(B)23=-107(B)25=-107(B)26=-107(B)27=-1 07(B)28=-1 07(B)29=-107(B)30=107(B) 32=-107(B)33=-50(B)34=-50(B)35=-50(B)36=-50(B)37=-50(B)38=50(B)39=50(B) A WARNING-Varby doslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev.l a-v&015 BEFORE USE. Design valld for use only with MifeloE connectors.This design Is based only upon parameters shown,and Is for rn individual building Component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indik-ated is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the IaLxws�ikx r,storage,deHver Y.ere:lion arxi LwyJiig of busses ar xt li,a syslems.seeANSI/TPII Quality Criteria,DSO-84 and SCSI Building Component 69u4 Parke East Btvd. Safety Information avaliable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandrkt VA 22314. — Tampa.FL 33610 Job Truss ITruss Type ty 1, 70' Elev D ca"onm11324T9779586 J1 MONO TRUSS 2 1JobReference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc. Mon Oct 31 15:17:49 2016 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-?BXUIRkOCj7D7yOVy7t3Rbo_xr-emS5zmW xwrOyNt2W -1-0-0 1-0-0 1.0-0 1.0.0 Scale=1:6.2 3 4.00 F12 2 . 1 4 i 30= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:5 lb FT=0% LUMBER- BRACING- TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 Oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz 2=48(LC 8) Max Uplift3=5(LC 5),2=-127(LC 8),4=-2(LC 5) Max Grav3=12(LC 13),2=113(LC 1),4=11(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12f;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AJ WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M*7473 rev.1MA'MI5 BEFORE USE. Design valid for use only with MtlekO connectors.Wits design Is based only upon parameters shown,and Is for an Individual building component,not a taus system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Is building design. Bracing Indicated Is to prevent buckling of knd►Adual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fatxk:alk>r n.storage.delivery,eieclo n ax3 LwyAt g of IrussesaivJ buss syslems,seeANSI/TPII Quallty Crtterla,DSB-89 and SCSI Sullding Component 6904 Parke East Blvd. $defy Intormalion avallable from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314, Tampa,FL 33610 e JobTruss Truss Type Qty ply �70'CarftonElevl) T977B587 m11324 J2 MONO TRUSS 4 I 1 Jab Reference(optional) •Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Non Oct 31 15:17:49 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-?BXUI RkOCi7D7yOVy7t3Rbo_xq_EmSSzmW xwrOyNt2W -1-" 2-0.0 1-" 2-0-0 Scale=1:7.9 3 r i 4.00 F1 2 T rq 2 iN d t i t 1 4 3x4= 2.0-0 2-0-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in poc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOfz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:8 lb FT=0% LUMBER- BRACING- ' TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz 2=67(LC 8) Max Uplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=40(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft Cat.If; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.IGM12015 BEFORE USE. Design valid for use oNy with Milekb connectors.This design Is based orgy upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the[wilding designer must verity the applicability of design parameters and properly incorporate this design Into file overt. � building design. Bracing indicated Is to prevent buckling of Indi0dual truss web and/a chord members orgy. Additional temporary and permanent bracing M I le k' Is always required for stability and to prevent collapse with passible personal inW and property damage. For general guidance regading the ffutxkxnikm,slovge,delivery,erecikxn axJ Lwyxi g or husses orrd huss systems,s -ANSUTPit Quality Criterta,DSB-89 and SCSI Bulling Component 6904 Parke East Blvd. Safety Informallon available from Truss Plate Institute.218 N.pee Street.Suite 312.Alexandria.VA 22314. I Tampa,FL 33610 Job Truss iTruss Type Qty Ply =optional) T9779586 m11324 J3 MONO TRUSS 2 Chambers Truss,Inc., Forl Pierce,FL 7.640 s Apr 19 2016 Walt Industries,Inc.Mon Oct 31 15:17A9 2016 Page i I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?BXUIRkDCj7D7yOVy7t3Rbo_xgzQmS5zmW xwrOyNt2W 1-0-0 3-0-0 1 0 0 3.0.0 Scale=1:9.6 3 4.00 F12 2 ' 1 4 3x4= 3-0-0 3-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(ILL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 1 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:11 lb FT=O% LUMBER- BRACING- TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanicai Max Horz 2=85(LC 8) Max Uplift3=-53(LC 8),2=-149(LC 8),4=-3(LC 8) Max Grav3=64(LC 13),2=184(LC 1),4=44(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.1010312015 BEFORE USE. Design valid for use only with MI1ek@�connectors.This design 6 lxued only upon parameters shown,and Is for an Individual building component not a buss system.Before use.the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabvk_aikxt skxage.d"Veit'.erection arxi Lm F-,irg of hussesexxf Iruw sysleins,seeANSVTPII Quality criteria,DSB-89 and SCSI Butidtng Component 6904 Parke East Blvd. Safety Information avdlatie from Truss Plate Institute.218 N.Lee Sheet,Stile 312 Alexandift VA 22314. Tampa,FL &%10 JobTrussTruss Type City Ply 70'CarAon Elev D T9779589 m11324 J4 '1MONO TRUSS 4 1 Jab Reference(optional) "Chambers Truss.Inc.. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:50 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TN6sW nityl F4k6z WgOI-pL72E1VVvL6_AhTNSyNt2V 10-0 4-0-0 100 4-0-0 Scale=1:11.2 3 4.00 12 m m 2 i 1 l l 3x4= 4 4-0-0 — 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Velt(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) i Weight:14 lb FT=0% LUMBER- BRACING- TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=227/0-8-0,4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8),2=-170(LC 8),4=-3(LC 8) Max Grav3=86(LC 13),2=227(LC 13),4=58(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,170 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.IOIVIW15 BEFORE USE. Design valid for use only with MITek,e)connectors.This design Is based only upon parometers shown,and Is for an Individual building component not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Brochg Indicated Is to prevent budding of IrxlNklud truss web aril/or chord members only. Adclitlonal temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general grtldcnce regarding the fuL,w:-,.lk n,stotuge.delivery,ereclion and bracing of li m-s and trim systems,w--ANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety IrMor H.available from Trim Plate Irutlfute,218 N.Ise Sheet.Suite 312,Alexart m.VA 22314. Tampa,FL 33610 Job Truss 'Truss Type City Ply 70'Carbon Elev D T9779590 ml 1324 JS MONO TRUSS 11 1 Job Reference(optional) •chambers Truss,Inc., Forl Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:50 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-TN5s W nityt F4k6ziWgOI-pL51EGeVvL6_AhTNSyNt'2V 100 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 12 2 1 � 1 4 3x4= 5-0-0 5-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 j Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 We We BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:17 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 8) Max Uplift3=96(LC 8),2=-194(LC 8) Max Grav3=109(LC 13),2=276(LC 13),4=75(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MRek®connectors.1Ns design Is based only upon parameters shown,and Is tot an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the f+.lxk;aifott slwage.Clelivei y.eteclf?tt axi Uvy_,ktg of itusses atyJ hugs syslems,w-ANSVTPI1 Quality Criteria,DSB-89 and SCSI BubdkV Compone nt 6904 Parke East Blvd. Safety Informallon available from Truss Plate Iratuie,218 N.Lee Sheet.Suite 312 Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type Qty Fly 17D'Carbon Elev D T9779591 ml 1324 J6 MONO TRUSS 4 1 Jab Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:50 2016 Page 1 _ID: kfiGCA6bx7j2Sy1 HDXFw7ye3KX-TN5sW nlfyl F4k6z W gOI-pL2EEEiVvL6_AhTNSyNt2V -1-0-0 6-0-0 1-" 6-0-0 Scale=1:14.5 3 4.00 F12 2 1 3x4= 4 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(ILL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rUa rt/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical,2=316/0-8-0,4=53✓Mechanicai Max Horz 2=140(LC 8) Max Uplift3=-115(LC 8),2—215(LC 8) Max Grav3=129(LC 13),2=319(LC 13),4=88(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft eave=6ft;Cat.II; Exp C;Encl.,GCpi-0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.1010312015 BEFORE USE. Design valid tor use only with MITekC connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall biding design. Bracing Indicated Is to prevent buckling of Inddvidual truss web and/of chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with posdAe personal Inlury and property damage. For general guidance regardlrg the k3blIC1311011,slorcge,delivery.erecilim and bux:hg of hussesatvJ truss systems,se-ANSi/TP11 Quality Criteria,DSB-89 and SCSI Bulk"Component 6904 Parke East Blvd. Safely Information avdilabie from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty P 70'Carlon Elev D T9779592 m11324 JB MONO TRUSS i 11 I 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 a Apr 19 2016 M{Tek Industries,Inc. Mon Oct 31 15:17:51 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-xafEj7lHjLNxNAGYu4YvXXOtG4edNEMbFDgQlwuyNt2U 1-0-0 8-" 1-0-0 8-0-0 Scale=1:17.7 3 4.00 F12 2 3x4= 4 8-0-0 8-0-0 Plate Offsets MY)-- 12:0-1-2,Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In poc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a Na BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=161/Mechanical,2=404/0-8-0,4=70/Mechanical Max Horz2=178(LC 8) Max Uplift3=-158(LC 8),2=-261(LC 8) Max Grav3=175(LC 13),2=411(LC 13),4=119(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.fl; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 3 and 261 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. V WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312016 BEFORE USE. Design valid for use only with MITekf,connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is building design. Bracing Indicated Is to prevent buckling of indlvidrlal truss web and/or chord members only.Additional temporary and permanent bracing Is always required tot stabliny and to prevent collapse with possUe personal Injury and property damage. For general guidance regarding the e kfxfcofv_xt siotage.:iefivery.etec tier n and Lxacfng of ftumv s aiid Inks systems.seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type ally Ply 70'Carlton Elev D T977B5f)3 ml 1324 JA MONO TRUSS 2 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:51 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-xafEj7lHjLNxMGYu4YvXXOtKQegTEMbFDgQ1 wuyNt2U 1-0-0 2-4-3 1-0.0 2-4-3 Scale=1:8.5 3 4.00 12 2 1 I 4 3x4= 2-4-3 -- 2-4-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:9 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical,2=154/0-8-0,4=25/Mechanical Max Horz 2=73(LC 8) Max Uplift3=-38(LC 8),2=136(LC 8),4=-4(LC 8) Max Grav3=47(LC 13),2=154(LC 1),4=33(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuft=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft B=45f;L=50f;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 38 lb uplift at joint 3,136 lb uplift at joint 2 and 4 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. A WARNING-VWW design perarneters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MA-7473 rev.IM312015 BEFORE USE. Design valid for use only with Mifek bU connectors.This design Is LKwd only upon parameters shown,and Is for an Individual bulldfng component not a truss system.Before use,the bUlding designer must verity the appilect Ally of design parameters and property Incorfx>rate this design Into the overall bt/ding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal InW and property damage. For general gulda nce regarding the I.1brv:alw_rt slorage.delivery,election and g of Irwses SYv1 truss systems.seeANSI/TPil Qualify Crlterla,DSB-84 and BCSI Bulldi g Component 6904 Parke East Blvd. Sdely IMormallon avallable from TnAss Plate Inslitu te,218 N.tee Sheet.Suite 312,Alerrancift VA 22314. Tarrya,FL 33610 Job Truss russ Type ally ply 70'Carkon Elev D T9779594 m11324 JB MONO TRUSS 2 1 Job Reference(optional) -Chambers Truss,Inc.. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:52 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQQJ2xNzprPSUAaSLyNt2T -1-2-5 5-5-11 1-2-5 5-5.11 Scale=1:12,9 3 3.35 12 2 1 3x4= 4 5-5-11 5.6-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. In (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 1 Vert(TL) -0.06 4-7 >9% 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matill Weight:19 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directy applied or 5-5-11 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=300/0-8-0,4=51/Mechanical Max Horz2=114(LC 8) Max Uplift3=-99(LC 8),2=222(LC 8),4-1(LC 8) Max Grav3=107(LC 1),2=300(LC 1),4=80(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 99 lb uplift at joint 3,222 lb uplift at joint 2 and 1 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIP7473 rev.10,M015 BEFORE USE Design valid for use only with Mitekry connectors.This design Is based only upon parameters shown,and Is for an iry11vidual[wilding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly ktcorruxate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Indtvkival truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldatce regarding the (<$4k:UIpJ(L si.xage,delNei Y.-Fe"Alon arvJ bi'y.;hrg of busses and huss systems.seeANSLM1 Carillon Crkarrla,DSB-89 and BCSI Bukdng Component 6904 Parke East Blvd. Sddy IrrformaBon available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty ply �70'Carfton Elev D T9779595 m11324 JC MONO TRUSS 2 1 Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 16:17:52 2016 Page t ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_Q74eFQm3EQVA2OLzprPSUAaSLyNt2T -1-0-0 1-1-4 1-0-0 1-1-4 Scale=1.6.3 3 4.00 12 2 1 4 3x4= 1-1-4 1-1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 j Vert(LL) 0.00 5 >999 360 MT20 244l190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:5 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical,2=115/0-8-0,4=8/Mechanical Max Horz 2=50(LC 8) Max Uplift3=7(LC 5),2=-126(LC 8),4=-3(LC 5) Max Grav3=14(LC 13),2=115(LC 1),4=13(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 lb uplift at joint 3,126 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.111AM 015 BEFORE USE Design valid for use only with MITekO connectors.This design is based only upon p-v id ameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or curd members only.Additional temporary and permanent bracing MiTek is always required for stabillty and to prevent collapse with possible personal Injury and property darnage. For general guidance regadhg the 1,)L4Y%11irm.SI xage.def vei y,ewclKRl an'J tA<X_k'g of trusses,_wi d truss sysfen is.SeQANSI/TPII Quality Cdtwla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexa cirkL VA 22314. I Tarrpa,FL 33610 Job TKJ.,ss Truss Type ty Ply 70'Carhon Elev D T87795lI6 mt 1324 MONO TRUSS 1 1 Jab Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:52 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PmCcxTmvUeVo_074eFQm3EQSS2zlzprPSUAaSLyNt2T -1-5.0 3-11-0 7-0-2 1-5-0 3-11-0 3-1-2---- Scale:3/4'=1' 3 .83 2 12 2 1 3x4= 4 7-0.2 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL 0.0 ' Rep Stress incr NO WB 0.00 Horz(TL) 0.00 2 nta rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 lb FT=0°/u LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=179/Mechanical,2=264/0-11-5,4=78/Mechanical Max Horz2=109(LC 8) Max Uplift3=-167(LC 8),2=-206(LC 8) Max Grav3=184(LC 13),2=264(LC 1),4=119(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50tt;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 lb uplift at joint 3 and 206 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2—54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=-95(F=-20,B=20),5=0(F=10,B=10)-to-4=-35(F=-8,B=-8) A WARNING-VaAfy design parameters and READ NOTES ON THIS AND INCLUDED urrEK REFERANCE PAGE MN-7473 rw:IMS2015 BEFORE USE, Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an hdlNducd building component,not a truss system.Before use,the building designer must verify the applicotAlty,of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addllonal temporary and permanent bracing M iTe k' Is always required tot stability and to prevent collapse whh possible personal Injury and property damage. For general guidance regarding the kixk-aikxr.storage,delivery.ereclkxt add Lv x-arg of trusses xid truss systems.se-eANSI/iPll Guilty Criteria,DS$49 and IICSF BuNdN Component 6904 Parke East Blvd. Salely Informallon available from Truss Plate Institute.218 N.Lee Sheet,Suite 312 Alexandrla,VA 22314. Tampa,FL 33610 • Job I russ Truss Type ty Ply �70'Carftonlilev D T9779597 m11324 KJ8 MONO TRUSS 2 1 Jab Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Mon Oct 31 15:17:53 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uym_8pnXFydfbZiGByx?cRzeaRIMiB_Yh8v7_nyNt2S -1-5-0 7.2-7 11-3-0 1-5-0 7-2-7 4-0-9 Scale*=1: 2.83 F12 3x4 12 3 11 10 2 13 14 6 15 2x3 I 3x4= 3x4= 5 7-2-7 _ 11-0-12 1 -3 7-2-7 3-10-6 -2-4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.09 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a rita BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:44 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=479/0-11-5,5=389/Mechanical Max Horz 2=178(LC 21) Max Uplift4=94(LC 8),2=-339(LC 8),5=213(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-826/510,10-11-806/492,3-11=-776/448 BOT CHORD 2-13=-508(784,13-14=-5081784,6-14=-5081784,6-15=-5081784,5-15=-5081784 WEBS 3-6=0/270,3-5=859/557 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=4511;L=50ft;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,339 lb uplift at joint 2 and 213 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)94 lb down and 61 lb up at 2-11-0, 94 lb down and 61 lb up at 2-11-0,120 lb down and 106 lb up at 5-8-15,120 lb down and 106 lb up at 5-8-15,and 145 lb down and 145 lb up at 8-6-14,and 145 lb down and 145 lb up at 8-6-14 on top chord,and 11 lb down and 31 lb up at 2-11-0,11 lb down and 31 lb up at 2-11-0,27lb down and 31 lb up at 5-8-15,27 lb down and 31 lb up at 5-8-15,and 41 lb down and 14 lb up at 8-6-14,and 41 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-4-54,5-7-20 Concentrated Loads(lb) Vert:10=80(F=40,8=40)11-5(F=-3,B=-3)12=-83(F—42,B=-42)13=14(F=7,B=7)14—21(F=-11,B=-11)15=-50(F=-25, B=-25) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7*73 rev.1010312015 BEFORE USE. Design valid for use only w sh with MITekO connectors.This design Is based only upon parameters own,and Is for an Indlvidu,.111 wilding component not a truss system.Before use,the building designer must verify the applicablity of design parameters and properly Incorrx:,i of(-his design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only.Additional lem fxxary and permanent bracing M)le k' Is always rectulred for stablitty and to prevent collapse with possible personal Injury and property damage. For general guidance regarclirng the k�.+rk;al'vxt skxage,delivery,ereclinii crxi brackrg of Irusses:xxf truss syslenrs.seeANSI/TPII Cue9ty Criteria.DSB-89 and BC-si Wilding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Sheet Suffe 312.AlexarWAa.VA 22314. Tarry:,FL 33610 Job Truss Truss Type City Ply 70'Carkon Elev D T9779596 m11324 KJA MONO TRUSS 2 1 Job Reference(optional) Chambers Truss,Inc.. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:53 2016 Page t ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-uym_8pnXFydfbZiGByx?cRzfxRJeiG4Yh6v7_nyNt2S -1-2-9 6-0-4 1-2-9 6-0-4 Scale=1:13.9 3 3.30 F12 2 1 3x4= 4 6-0-4 6-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=131/MechaniCal,2=204/0-9-11,4=57/Mechanical Max Horz 2=97(LC 8) Max UpIIft3=-124(LC 8),2=-159(LC 8) Max Grav3=135(LC 13),2=204(LC 1),4=93(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12f;B=45f;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 159 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Root Live(balanced):Lumber Increase--1.25,Plate Increase--1.25 Uniform Loads(plf) Vert:1-2—54 Trapezoidal Loads(plf) Vert:2=O(F=27,B=27)-to-3=-81(F=-14,B=-14),5=0(F=10,B=10)-to-4=-30(F=-5,B=5) A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek6 connectors.Mils design Is b osed only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicobillty of design parameters and property hcorl orate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent brmWQ MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the PaLyp al o;r.s1rNoge,detiveiy,erec ikxt sad bracing of Ittsses a.J truss syslems.seeANSIMI Quality CrMwia,DSB-89 and BCSI Buildhlg Component 6=04 Parka East Blvd. SdNy IMormallon available from Truss Plate Institute.218 N.Lee Sheet,Suite 31 Z Alexardrla VA 22314, I Tarrpa,FL 33610 Job Truss I russ I ype City Ply �70'CarftonlilevD T9779599 m11324 KJB :MONO TRUSS 2 1 Jab Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 a Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:64 2016 Page 1 I1):_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MgKNM8o90GlVDjHTIgSE8fVrxrglRjKivofhXDyNt2R -1-2-9 4-11-9 1-2-9 4-11-9 Scale:1'=1' 3 r 3.30 12 2 1 3x4= 4 �_-- -- 4 11 9 4-11-9 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:17 lb FT=0°/u LUMBER- BRACING- TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical,2=161/0-9-11,4=40/Mechanical Max Horz 2=75(LC 8) Max Uplift3=-82(LC 8),2=-139(LC 8) Max Grav3=90(LC 1),2=161(LC 1),4=69(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 lb uplift at joint 3 and 139 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=-67(F=7,B=-7),5=0(F=10,13=10)-to-4=-25(F=-2,B=-2) WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev./893WIS BEFORE USE. Design vaild for use only with MITek0 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a firm system.Before use,the building designer must verity the appllcabAlty,of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of In dtvidual truss s web aunt/or chard members only.Addi8orlal temporary and permanent bracing MiTek' Is always recluked for stabNBy and to prevent collapse with possible personal Injury cind property damage. For general guidance regarding the lubli:o1k)lL slovyj„delively,elegy„Pxi anitd buyAttg of Trusses svJ ituss syslelns.w--ANSI/MI Quality Criteria,DSB-89 avid SM BuddingCompone nt 6904 Parke East Blvd. �SdNy Irdormallon avc9Crile from Truss Plate I silhrfe,218 N.Lee Street,StJte 312,Alexandria VA 22314. I Tarnpa,FL 33610 llMormallon avc9Crile from Truss Plate kuilhAe,218 N.Lee Sheet,St1re 312,Alexancift VA 22314. I Tarnpa,FL 33610 Job Truss rues ype ty Ply 70'Carhon Elev D T9779600 ml 1324 MV2 VALLEY 1 1 Jab Reference(optional) ~Chambers Truss,Inc., Ford Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 31 15:17:54 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-M9KNM8o90GIVDjHTIgSE8fVsOrhhRjKivofhXDyNt2R 2-" 2-" 4.00 F12 Scale=1:6.1 2 1 3 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight:5lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=41/2-0-0,2=30/2-0-0,3=11/2-0-0 Max Horz 1=21(LC 8) Max Uplittl=-20(LC 8),2=-30(LC 8) Max Grav1=42(LC 13),2=32(LC 13),3=22(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12tt;B=45tt;L=50f;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 7 'Semi-rigid itchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9 P 9 tY Y 9 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.fAWMIS BEFORE USE Design valid for use only with MITeI&connectors.This design Is Lxred oily upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer must verity the appllcablity of design parameters and properly Incorporate this design Into the overall building design. Bracing in dlcafed is to prevent buckling of Individual truss web aril/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possYhle personal I>IaY and property damage. For general guidance regarding the G3+rk:aikx si rage.delivery,erecliar avf W!x:Ing of trusses cx..f buss sysiyrns.seeANSUTPIt CuaNty Ctiferia,DSB-89 and BCSI Busty Component 6904 Parke East Blvd. Safety Intamudon avdlable from Truss Plate Institute,218 N.Lee Street,wile 312.Ajexandrla VA 22314. I Tarrpa,FL 33610 Job Truss Truss Type oty ty 70'Carton Elev D T9779601 m11324 MV4 VALLEY 1 1 i Job Reference(optional) Chambers Truss,Inc., Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 31 15:17:65 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gLulZUpnnZtMrtsfJN_Ths2_IF7cAAar6SOE3gyNt2Q 4-0-0 4-" Scale=1:9.5 2 3x4 I I 4.00 12 1 3 3x4 3x4 LOADING sf SPACING- 2-0-0 CST. DEFL. in loc Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) nta n1a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) rVa n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:12 lb FT=0% LUMBER- BRACING- TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-0-0,3=109/4-0-0 Max Horz 1=56(LC 8) Max Upliftl=54(LC 8),3=-72(LC 8) Max Grav1=112(LC 13),3=117(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0 WARNAVG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AML7473 rev.1tVV"15 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and proporly Incorporate this design Into the overall bulding design. Bracing Indicated Is to prevent buckling of individual hues web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stablity and to prevent collapse with possble personal tryray and property darnage. For general guldance regarding the fobilcolio n.storage.delivery-ereclGvt aivJ two _.ing of Trusses Vr YJ buss systems,s-eANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNa. Safety Infomnallon available from Truss Plate Institute.218 N.Lee Sheet,Sutfe 312.AlexcFKk x VA 22314. Tampa,FL 33610 i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. �� (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 1 c z cz 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves � WEBS �� 4 may require bracing,or alternative Tor I p bracing should be considered. e 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O a- 4, Provide copies of this truss design to the building For 4 x 2 orientation,locate ~ C/_8 `6-7 csb 0 designer,erection supervisor,property owner and plates 0-'r,6"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 Mifek 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 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 in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing. section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 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, _ a 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 is DSB-89: Design Standard for Bracing. not sufficient. BCSi: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek� ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015