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HomeMy WebLinkAboutMitek, Truss engineering I +�.:f` �. A51 Lumber design value's are in��Oaccordance wi h AN stion 6.3 II b These truss designs rely on lumber values established y others. , MiTek® RE: ml l324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T p FL 3610-41 j5 Customer Info: WYNNE BUILDING CORPORATIN Project Name: 70' CARLTON, V. Model: Lot/Block: Subdivision: Address: UNKNOWN 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 Wind Speed: 165 mph a Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, 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. Seal# Truss Name Date No. Seal# Truss Name Date 1 1 T12272590 1 A 10/16/17 18 IT12272607IJ8 10/16/17 12 1 T12272591 1 Al 1 10/16/17 1 19 I T12272608 1 JA 1 10/16/17 1 13 1 T12272592 1 A2 1 10/16/17 1 20 I T12272609 I J B 1 10/16/17 1 14 1 T12272593 1 A3 1 10/16/17 1 21 I T1 227261 0 1 JC 1 10/16/17 1 15 1 T12272594 1 A4 1 10/16/17 1 22 1 T12272611 1 KJ5 1 10/16/17 1 16 1 T12272595.1 A6 1 10/16/17123 I T12272612 1 KJ8 1 10/16/17 1 17 I T12272596 1 B 1 10/16/17 I24 1 T12272613 1 KJA 1 10/16/17 18 1 T12272597 1 BH7 1 10/16/17 i 25 1 T12272614 1 KJB 1 10/16/17 19 1 T12272598 1 GRA 1 10/16/17 1 26 1 T12272615 1 MV2 1 10/16/17 1 110 1 T12272599 1 GRB 1 10/16/17 1 27 i T1 22726161 MV4 1 10/16/17 1 Ill I T12272600(GRC 1 10/16/171 112 I T12272601 I J1 1 10/16/17 1 113 I T.12272602 I J2 1 10/16/17 1 114 I T12272603 I J3 1 10/16/17 1 115 I T12272604 I J4 1 10/16/17 116 I T12272605 I J5 1 10/16/17 1 117 I T12272606 I J6 1 10/_16/17 1 I The truss drawing(s)referenced above have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters ` provided by Chambers Truss. ���� •G E Truss Design Engineer's Name: Albani, Thomas ? 0 39380 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE: The seal on these truss component designs is a certification = : :�•: that the engineer named is licensed in the jurisdiction(s)identified and that the STATE OF �.�O . designs comply with ANSI/TPI 1. These designs are based upon parameters .(�'• �` p-:�;�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were O R �• ��100 given to MiTek. Any project specific information included is for MiTek's customers SS'/• •'•�� e,� file reference purpose only,and was not taken into account in the preparation of �i0N A, 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 Thomas A.Albani PE No.39380 should verify applicability of design.parameters and properly incorporate these designs Mrrek USA,Inc.FL Cen 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 File ® y October 16,2017 n Albani,Thomas 1 of 1 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272590 M11324 A COMMON 10 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:33 2017 Page 1 ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-o2C7xBu9O3rWcRCRfYvSsOtM8d�svm5igdxe_8yStOa r0 8-4-0 1,I- 211-0 17-6-0 22-1-o 26-8-0 35-0-0 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 F12 4x5= 6 2x3 II 25 26 2x3 II 3X6% 5 7 3X6 3x4% 4 9 8 3x4 z 3 9 24 27 1 2 10 11 N 7 16 17 16 15 28 29 14 13 12 4x5= 2x3 11 4x6= 3x8= 24 II 4x5= 3x8= 46= 8-4-0 12-11-0 22-1-0 26-8-0 35-" 8-4-0 4-7-0 1 9-2-0 4-71 1 8A-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 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 0.60 HOrz(fL) 0.15 10 n/a Wa BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:166lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Harz 2=-223(LC 8) Max Uplift2=775(LC 10),10=-775(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=-3164/2027,3-24=-3095/2039,3-4=2677/1777,4-5=-2606/1788,5-25=-2680/1878, 6-25=-2629/1901,6-26_2629/1901,7-26=-2680/1878,7-8=-2606/1788,8-9=2677/1777, 9-27—3095/2039,10-27=-3164/2027 BOT CHORD 2-17=-175912967,16-17=1759/2967,15-16=1759/2967,1 5-28=104911 961, 28-29=1049/1961,14-29—1049/1961,13-14=-1759/2936,12-13=-1759/2936, 10-12=-1759/2936 WEBS 6-14=-567/992,7-14=-282/268,9-14=-536/424,6-15=-567/992,5-15=-283/268, 3-15=534/424 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.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 12-8-6,Exterior(2)12-8-6 to 17-6-0,Interior(1)22-1-0 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)100.0ib 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 100 lb uplift at joint(s)except(jt=lb)2=775, 10=775. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNfNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIh7473 rev.10/03,2015 BEFORE USE Design valid for use only with MITek9 connector's.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 verity 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 70'Carhon Elev D ' T12272591 M11324 Al SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:34 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-GEmV8Xvn9NzNDbndDFQhOcQR_1 aOeF7rvHhBWbyStOZ r1-0-0 7-8-0 13-7-8 17-6-0 , 23-11-12 26-9.10 35-0-0 36-0-0 i 0-0 7-8-0 S-11-8 3-10-8 6-5-12 2-9-14 8-2-6 1-0-0 Scale=1:61.8 4.00 12 5x8= 6 2x3 I I 2x3 I 3x6% 22 5 23 5x6 W B 7 3x4% 4 8 2x3% 3 9 21 24 12 10 ao 1 2 26 5x12 MT18HS 25 o 14 13 3x6% 2x3 11 5x12= 2.00 12 3x12= i 7-S-0 13-7-8 23-11-12 35-M 7-8-0 5-11-8 10-4-4 11-0-4 Plate Offsets(X Y)-- f2'0-3-14 0-1-81 f8-0-3-0 Edgel (10.0-1-15 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 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(fL) 0.44 10 n/a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:159 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 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`Except' WEBS 1 Row at midpt 6-12 6-12:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,10=133410-8-0 Max Horz2=223(LC 9) Max Uplift2=-833(LC 10),10=-816(LC 10) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-21=-3085/2236,3-21=3021/2253,3-4=-2498/1935,4-22—2446/1941,5-22=-2409/1949, 5-6=-2472/2055,6-23=5166/3916,7-23=5221/3903,7-8=-5137/3782,8-9=-5179/3779, 9-24=-5502/4051,10-24=-5574/4036 BOT CHORD 2-14=-1970/2875,13-14=-1970/2875,13-251404/2117,25-26=-1399/2125, 12-26=-1394/2141,10-12=-3719/5307 WEBS 3-13=634/453,5-13—293/335,6-13=296/541,6-12=2319/3328,7-12=303/371, 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=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 12-8-6,Exterior(2)12-8-6 to 17-6-0,Interior(1)22-3-10 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)4,6. 5)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about its center. 6)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'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=10.0psf. 9)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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=833, 10=816. 11)"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 M/TEK REFERANCE PAGE MY-7473 rev.10/012015 BEFORE USE. Design.valid for use only with MITek®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 verity 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 toy stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty 7770ob-CaIon Elev D T12272592 M11324 A2 SPECIAL 1 Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:35 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5N eX_8xQ121 ySt0Y 1-0- 8-0-1 I 13-7-8 16-0-0 19-0-0 23-11-12 26-9-9 35-0-0 6-0- -0- 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 I Scale:3/16"_V 4.00 12 5x6= 4X4= I 5 6 3x4 3x8 5x6 WB 7 5x6 ZZZ7 34 89 N II r: 22 23 n 12 N1 2 j tO11 ,o0 13 5x12MT18HS= ich 15 14 3x10 5x6= 3x12= 3x6= 2x3 I I 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 14-0-2-4 Edge) (8:0-3-0 0-3-41 d10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/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(TL) -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 n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:161 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc puriins. 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 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0,10=1335/0-8-0 Max Horz2=-205(LC 8) Max Uplift2=833(LC 10),10=817(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-3118/1956,3-22=-3008/1967,3-4=-2433/1562,4-5=-2425/1583,5-6=-2462/1656, 6-7=-2607/1689,7-8=-5109/3125,8-9=-5135/3117,9-23=-5495/3487,10-23=-5565/3476 BOT CHORD 2-15=-1702/2901,14-15=-170212901,13-14=-1175/2253,1 2-1 3=2733/491 9, 10-12=-3180/5295 WEBS 3-15=0/252,3-14=-808/587,5-13=-203/557,6-13=-347/618,7-13=-2747/1646, 7-12=-1055/1914,9-12=-465/457 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)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Exterior(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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)10 considers parallel to grain value using ANSIrrPI 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 100 lb uplift at joint(s)except Ot=lb)2=833, 10=817. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i r I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1000312015 BEFORE USE Design valid for use only with MiTeke connectors!This design is based only upon parameters shown,and is for an Individual building component,not a tnrss system.Before use,the building designer must verify the applicabNiry 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 ���e�� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272593 M11324 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVqugFK65o8MbAlaTyStOX 1-0- 8-0-1 14-0-0 21-0-0 23-11-12 26-9-10 35-0-0 6-0- -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 it 5x6= 4x6= 4.00 12 4 5 3x8 C 6 3x4% 2x3 3 7 I N 20 21 v 10 01 2 11 9 8 N m _ 5x12 MT78HS= I 0 3x8 13 12 5x6= 3x121= 4x5= 2x3 2.00 12 8-0-1 - 13-7-8 21-00 23-11-12 35-0-0 8-0-1 5-7-7 7-4-8 2-11-12 11-0-4 Plate Offsets(XY)-- f8:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 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 n/a 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 or 2-6-6 oc puliins. 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 8) Max Uplift2=834(LC 10),8=816(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-3072/1947,3-20=-3006/1958,3-4=-2470/1649,4-5=-3084/2041,5-6=-3225/2094, 6-7=5097/3151,7-21—549 8/3558,8-21=5568/3547 BOT CHORD 2-13—1687/2851,12-13=-1687/2851,11-12=-1283/2335,10-11=-2748/4870, 8-10=-3247/5298 WEBS 3-12=690/474,4-11=-479/955,5-11=-345/702,6-11=-2237/1326,6-10=1090/1891, 7-10=-516/510 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.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Exterior(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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 ANSI/TPI 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 100 lb uplift at joint(s)except(jt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i II ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010 372 0 1 5 BEFORE USE. . Design valid for use only with MITek®connectors.[ifiis 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 yr building design. Bracing Indicated Is to prevent truckling 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 fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd.� Safety Information avallabie from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carlton Elev D T12272594 Ml 1324 A4 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:36 2017 Pagel ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVgpgFV6508MbAlaTyStOX 1-0- 6-5-8 121-0 17-8-4 23-0-0 2 -11- 2 26-9-9 35-0-0 6-0 -0-0 6-5-8 5E-8 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 -0-0 { - Scale=1:62.9 5x6= 3x4= 5x8— 2x3 11 4.00 12 4 5 6 7 2x3 i 2x3�� - 8 3 N 21 22 m 0 i 11 rn1 2 11 9 10I�10 6 = m 5x12 MT78HS 0 12 6 14 13 3x4= 3x6% 3x4= 5x6= 2 00 F12 3xl2= i 8-8-2 13-7-8 17-6-0 23-11-12 35-" 8-8-2 4-11-6 3-10-8 6-5-12 11-0-4 Plate Offsets(X Y)-- f2:0-3-14 0-1-81 f6:0-4-0 0-2-31 f9:0-1-15 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(LL) '0.72 11-12 >584. 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.26 11-20 >349 240 MT18HS 244/1 0 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:160Ib FT=0%: LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 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 REACTIONS. (lb/size) 2=1362/0-8-0,9=1336/0-8-0 Max Horz2=-157(LC 8) Max Uplift2=-831(LC 10),9=818(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=3149/2100,3-21=-3094/2113,3-4=-2905/1951,4-5=-2565/1803,5-6=-3339/2294, 6-7=-5060/3236,7-8=-5111%3235,8-22=-5516/3643,9-22=-5586/3632 BOT CHORD 2-14=-1853/2936,13-14=-1432/2447,12-13=-2010/3393,11-12=-2386/4107, 9-11=-3329/5316 WEBS 3-14=-351/364,4-14=-240/456,4-13=-160/406,5-13=-1117/691,5-12=-139/464, 6-12=-857/437,6-11=-1124/1981,8-11=-528/512 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=12R;B=45H;L=50ft;eave=61t;Cat.ii; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Extedor(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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 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 100 lb uplift at joint(s)except Qt=lb)2=831, 9=818. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I it I I iiiiiiiiiiiiiiiiiii� Tystm NfNG-VeN1y desfgn parameters and READ NOTES ON TR/S AND INCLUDED MfTEK REFERANCE PAGE MY-7473 rev.fO10312015 BEFORE USE.valid for use only with MITek®connectors.Ails design Is based only upon parameters shown.and Is for an Individual building component,notIL se .Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall g design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANS,/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bivd.j Safety Information available from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I 1. Job Truss Truss Type Qty Ply 70'Carlton Elev D T12272595 M17324 A6 HIP 1 1 Job Reference o tional I Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:37 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-hpSenZxgSHLy53WCU0_OOE2?pEf6rfeHbFvs7vyStOW r1-0-Q 6-7-15 � 10-0-0 i 13-8-0 21-4-0 25-0-0 28-4-1 35-0-0 I 1-0 6-7-15 3-4-1 3-8-0 7-8-0 3-8-0 3-4-1 6-7-15 1-0-0 Scale=1:61.8 5x8= 2x3 I I Zx3 i 5x8= 4.00 12 4 23 24 5 25 26 6 27 28 7 2x3 2x3 G 3 8 N I rL u 1 2 9 10 o 6 16 15 14 13 12 11 3x4= 3x4 3x4= 3x4= 3x6 4x6= 4x6= �3x6 10-" 13-8-0 21-4-0 2511 35-0-0 10-0-0 3-8-0 7-8-0 3-8-0 10-" Plate Offsets(X Y)-- f2'03-14 0-1-8) (4.0-5-4 0-2-8) f7:0-5-4 0-2-81 [9:0-3-14 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 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 n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) _ Weight:153lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-10 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 Horz2=133(LC 9) Max Uplift2=-690(LC 10),14=-216(LC 10),9=744(LC 10) Max Grav2=1 1 19(LC 1),14=440(LC 19),9=1215(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2427/2216,3-4=2088/1872,4-23=-2413/2208,23-24=-2413/2208,5-24=-2413/2208, 5-25=-2413/2208,25-26=-2413/2208,6-26=2413/2208,6-27=-2413/2208, 27-28=-2413/2208,7-28—2413/2208,7-8=2362/2100,8-9=2639/2389 BOT CHORD 2-16—1947/2257,15-16=-1488/1949,14-15=-1488/1949,13-14—1885/2413, 12-13=-1720/2226,11-12=-1720/2226,9-11=-2102/2449 WEBS 3-16=-407/543,4-16—161/272,4-14=539/804,5-14=514/583,6-13=238/314, 7-13=-224/323,7-11=-265/369,8-11=317/459 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=1211;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 16-9-7,Interior(1)16-9-7 to 18-2-9,Extedor(2)18-2-9 to 25-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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 100 lb uplift at joint(s)except Qt=lb)2=690, 14=216,9=744. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I 1 - I All,WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors Thls design Is based only upon parameters shown,and Is for an Individual building component,riot a tfUss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi!4 ek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I L_ 1 Job Truss Truss Type Qty Ply 70'Carhon Elev D i I T12272596 M11324 B COMMON 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:38 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-9?00_vylDbTpiC5OS5VdZSaGde6 ia93RgvfPfMyStOV 6-11-0 13-10-0 1-0-0 j 6-11-0 6-11-0 46= i 3 4.00 12 • I 4 2 ,e ICh 5 3x5= - 2x3 3x5= i 6-11-0 13-10-0 6-11-0 6-11-0 Plate Offsets(X Y)-- f2-0-0-6 Edgel f4.0-0-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 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 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:47lb FT=O%, LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pu�lins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 4=511/0-8-0,2=567/0-8-0 Max Horz2=93(LC 9) Max Uplift4=-294(LC 10),2=-375(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All'forces 250(lb)or less except when shown. TOP CHORD 2-3=-819/775,3-4=-818l775 BOT CHORD 2-5=609f726,4-5—60W726 WEBS 3-5=-14/271 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=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 100 lb uplift at joint(s)except Qt=lb)4=294, 2=375. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 la• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.IThis design is based only upon parameters shown,and Is for an Individual building component,not a inrss 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i I Job Truss Truss Type Qty Ply 70'Carh n Elev D T12272597 M11324 BH7 BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU 15-6-0 21-6-0 ri-0.q 7-0-0 9-6-0 ti-6-0 13-6-0 1q-0,0 17-6-0 19-6-0 21-0.0 23-6-0 i 25-6-0 26-0.0 _� 35-0-0 �1-0-0 7-0-0 f 2-6-0 2-0.0 2-0-0 -G 1-6-0 2-0-0 2-0.0 1-6-00.6- 2-0-0 2-0-0 2-6-0 i 7-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale:3/16"=7' ROOF DIAPHRAGM,OR PROPERLY CONNECTED I PURLINS AS SPECIFIED. 4.00 F12 4x6= 12 14 16 3x6% 9 19 ZZ 4x6 5x12% 4 6 43 8 3x4 22 44 24 26 5x12 3 11 15 18 Q 27 ,-] 42 21 45 n r N 1 2 28 29 ,n N �1 IC, 35 34 33 32 31 30 4x6= 3x8= 3x4= 4x6= I4x5= 3x6= II 7-0-0 14-0-0 i 21-0-0 28-" _ i_ 35-" 7-0-0 7-" 7-0-0 7-0-0 7-0-0 Plate Offsets(X Y)-- (24:0-3-0 Edgel 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 0.69 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 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208lb FT 1-0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):11,18,15,7,23 REACTIONS. (lb/size) 2=134910-8-0,28=1349/0-8-0 Max Horz2=-223(LC 8) Max Uplift2=825(LC 10),28=825(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-42=-3169/2439,3-42=-3067/2449,3-4—1176/925,4-6=-1123/915,6-43=1106/917, 8-43=1 1 06191 9,8-9=-1110/951,9-12=1090/1003,12-14=1094/1064,14-16=1093/1064, 16-19=-1090/1002,19-22 1110/951,22-44=-1106/919,24-44=1106/917, 24-26—1123/915,26-27=1176/925,27-45=-3068/2449,28-45=-3170/2439, 3-5=-2261/1955,5-7—2264/1959,7-10=2264/1959,10-11=-2264/1959, 11-1 3=-2264/1959,13-15—2264/1959,15-17=-2264/1959,17-18=-2264/1959, 18-20—2256/1955,20-21=2256/1955,21-23=-2256/1955,23-25=-2256/1955, 25-27=-2252/1950 BOT CHORD 2-352167/2956,34-35—2176/2940,33-34=-2176/2940,3233=-2536/3305, 31-32=-2177/2940,30-31=2177/2940,28-30=-2168/2957 WEBS 3-33=390/438,18-33=-458/467,27-32=385/414,14-15—396/426 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=3.0psf;h=12ft;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 10-8-9,Exterior(2)10-8-9 to 17-6-0,Interior(1)24-3-7 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;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 100 lb uplift at joint(s)except Qt=lb)2=825, 28=625. 8)"Semi-rigid pitchbreaks including heels'Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03,2015 BEFORE USE Design valid for use only with MITeM 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd.! Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I 1 Job Truss Truss Type Qty Ply 70'Carhon Elev D M11324 GRA SPECIAL 1 1 T12272598 [job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5fTrO2R6Jd6a2ZOyBoyStOU -1-0-0 4-1-8' 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 1i-0-0 Scale=1:27.4 2.37 12 4x4= 4x4= 4x10= 4x10= 4.00 12 19 4 20 21 5 22 6 3 t2 � 2 71 o 12 23 11 10 24 9 2x3 13x4= 3x4= 2x3 I 3x4= 3x4= I 4-1-8 5-7 3 8-2-13 9-8-8 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 (loc) Vdefl Ud PLATES GRIP 11 TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(fL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:58 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc pulins. 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 Harz 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—1637/1097,3-191654/1137,4-191636/1125,4-20=-1619/1110, 20-21=1619/1110,5-211619/1110,5-22=-1636/1123,6-22=-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=501h 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 20.0psf 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 100 lb uplift at joint(s)except(jt=lb)2=523, 7=523. 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 devlc,*)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:1-3=-54,3-4=-54,4-5=-54,5-6=-54,6-8=-54,13-16—20 I i WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10703/2015 BEFORE USE � Design valid for use only with MITek®connectors.111ils 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 applicabflity of design parameters and properly incorporate this design into the overall only.Additional temporary and permanent bracing building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members y po ry Pe 9 MOTe'(' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Btvd, Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312 Alexandria,VA 22314. Tampa,FL 33610 I i I Job Truss T Type Qty Ply 70'Carton Elev D I T12272598 GRA AL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 1611:14:39 2017 Page 2 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-dBaOBEyw vbgKMgb?oOs5fTrO2R6f d6a2ZOyBoyStOU 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) it I I I I I j I I 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE MR-7473 rev.10103,2015 BEFORE USE. Design valid for use ody with MITek®connectors.TNs 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 building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOY eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I i i i iI Jab Truss I Truss Type Qiy Ply 70'___E'av konDT12272599 M11324 GRB SPECIAL 1Job ference(optional) I Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:40 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRml2zTkH DBWjEyStOT 0 5 i 50--33--00 55-36-0-0 21- -0 26-2-0 28-1 35-0-0 I 6.0- 6-11 -0-0 6-0-0 1-11-0 1-0-0 i Scale:3/16"=V I 2x3 11 4x4= 4.00 12 4x8= 3x4= 3x6= 2x3 II 4x4 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 IR N1 2 1011 11 Im 6 6 18 15 36 37 17 38 16 39 5x6-4041 42 14 4313 12 3x4= 2x3 11 3x4= 3x6= 3x4=3x6= 3x4= 3x4= I 5-0-0 10-3-0 15-6-0 21-6-0 28-1-0 35-0-0 5-0-0 5-3, 6-" 6-7-0 6-11-0 Plate Offsets(X Y)-- (3-0-5-4 0-2-01 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid 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 Vert(fL) -0.17 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 15 n/a .n/a BCDL 10-0 Code FBC2014/TPI2007 (Matrix-M) Weight:146lb F =0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc PL rlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 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 joints)except 2=803(LC 17),15=1303(LC 1),14=906(LC 1),10=531(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1684/1053,3-2 5=-1 38419 36,25-26=-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=-616/296,9-10=644/276 BOT CHORD 2-18=907/1561,18-36=902/1574,36-37=902/1574,17-37=902/1574,17-38=83811384, 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=01306,4-17=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:ASIDE 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 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 546 lb uplift at joint 2,835 Ib uplift at joint 15 ,542 lb uplift at joint 14 and 328 lb uplift at joint 10. 1 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 Ib up at 11-0-12,100 lb down and 129 lb up at 13-0-12,100 lb down and 129 Ibi 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, 39 lb down at 11-0-12,39 lb down at 1310 12,39 lb down at 15-0-12,39 lb down at.17-0-12,and 39 lb down at 19-0-12,and 39 lb 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). S S Standar III WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®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 verity 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904. East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272599 M11324 - GRB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14: 0 201-Page 2 ID: kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazYlgXyW FnZWX5etgad Rm)2ZTkH D8Wj EyStOT I 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=-54,8-9=-54,9-11=-54,19-22=-20 4 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)4I=13(F) 41=13(F)42=-13(F)43=-13(F) I i I. I I I • I I I i i ®WARNING-Verily design parameters and READ N TES ON THIS AND INCLUDED MTTEKREFERANCE PAGE Mll--7473 rev.10/03/2015 BEFORE USE. © Design valid for use only with MITek®connectors.Mils 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 a1Y 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 fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss j Truss Type Qty, Ply 70'Carfton Elev D T1227260D M11324 GRC HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTsk Industries,Inc. Mon Oct 16 11:14:41 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvr1 unLGtW tt3GhyStOS r1-0-q 8-0-0 13-8-0 17-6-0 21-4-0 27-0-0 1 35-0-0 36-0-0 1-0-0 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 Scale=1:61.8 5x8 MT18HS= 5x8 MT18HS= 4.00 F12 2x3 11 3x8= 3x6= 2x3 I 3 23 24 25 4 26 27 285 6 729 30 31 32 8 N N N1 2 9 10 N O O 16 33 15 14 34 35 36 37 13 38 12 39 11 3x5% 2x3 II 3x6= 6x10= 6x10= 3x6= 2x3 it �3x5 zZ j 8-o 0 13-8-0 21-4-0 27-0-0 35-0-0 8-0-0 5-8-0 7-8-0 5-8-0 8-0-0 Plate Offsets(X Y)-- f2'0-3-14 0-1-8) f3:0-5-4 0-2-8) (8.0-5-4 0-2-8) [9:0-3-14 0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(rL) -0.38 13-14 >680 240 MT18HS 244/1i90 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:157lb Fl =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 micipt 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 Harz 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=-1 0 6211 90 2,23-24=-1062/1902,24-25-106211902,4-25=-1062/1902, 4-26=-1062/1902,26-27=-1062/1902,27-28=-1062/1902,5-28-1062/1902, 5-6=-1918/1207,6-2 9-1 91 811 207,7-29-1918/1207,7-30=-191811207, 30-31=-1918/1207,31-32=-1918/1207,8-32=-1918/1207,8-9=-2666/1597 BOT CHORD 16-33=164/271,15-33=-164/271,14-15=1641271,14-34=1541251,34-35=-154/251, 35-36=-154/251,36-37=-154/251,37-38=154/251,13-38=154/251,12-13=-1397/2496, 12-39-1397/2496,11-39=-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=169/645 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=12ft;B=45ft;L=50ft;eave=6ft;Cat.It;,, Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip D01--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)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 pitchbreaks 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 Ito 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 173 lb up at 16-0-12,107 lb down and 173 lb up at 16-11-4,107lb down and 173 lb up at 18-11-4,107lb down and 173 Ito up at 20-11-4,107 lb down and 173 Ib 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 lb down and 242 Ib up at 8-0-0,79 lb down and 1 lb up at 10-0-12,79 lb down and 1 lb up at 12-0-12,79 lb down and 1 lb up at 1470-12,79 lb down and 1 lb up at 16-0-12,79 lb down and 1 lb up at 16-11-4,79 lb down and 1 lb up at 18-11-4,79 lb down and 1 lb up at 20-11-4,79 Ito 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 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. ' Design valid for use only with MITek®connectors!This design Is based only upon parameters shown,and is for an Individual building component not a trms 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 fabrication,storage,delivery,erection and bracing of busses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avaliabte from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 22314. Tampa,FL 33610 i � i Job Truss Truss Type Qty Ply 70'Car@on Elev D ' T12272600 - M11324 GRC HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:41 2017 Page 2 ID:_kf iGCA6bx7j2Syl H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvrl unLGtW tt3GhyStOS NOTES- 10)In the LOAD CASE(S)section,loads applled to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Inc rease=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-8=-54,8-10=-54I 17-20=20 Concentrated Loads(lb) Vert:3=126(B)6=107(B)8=-126(B)15=-50(B)16—411(B)11=-411(13)12=-50(B)23=107(B)25—107(B)26=-107(B)27=-107(B)28—107(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) I i �I - I I I j it ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/=015 BEFORE USE. Design valid for use only with MITek®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 N�YY 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I, Job Truss Truss Type city Ply 70'CarRon Elev D T12272601 M11324 J1 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:42 2017 Page 1 ID: kfiGCA6bx7j2Syl H DXFw7ye3KX-1 mFW qG?oHgzFBgOAhxaZj II_dFXG W_fOlXddo7yStOR -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 I 1 4 it 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/196 TCDL 7.0 Lumber DOL ' 1.25 BC 0.02 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 ID F 11=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=48(LC 10) Max Uplift3=-5(LC 7),2=-127(LC 10),4=-2(LC 7) Max Grav3=12(LC 15),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=12ft;B=45111;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 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 b others of truss to bearin late capable of withstanding 5 lb uplift at 3,127 lb uplift at joint 2 ( Y ) 9P P 9 P 1 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. i i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors!iNs 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 9N1�p�r eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIfTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd; Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss I Truss Type Qty Ply 70'CarAon Elev D �1202 M11324 J2 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL ! 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:42 2017 Page 1 ! ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 mFW qG?oHgzFBgOAhxaZjll_dFXgW_fOlXddo7yStOR -1-0-0 2-0-0 1-0-0 2-0-0 ! I i Scale=1:7.9 I 3 4.00 12 i m 2 I 6 N O 1 I I 4 3x4= 2-0-0 2-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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(fL) 0.00 2 n/a rda BCDL 10.0 Code FBC2014(rP12007 (Matrix-M) Weight Es lb I-1 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pulrlins. 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 Horz2=67(LC 10) Max Uplift3=-30(LC 10),2=131(LC 10),43(LC 7) Max Grav3=40(LC 15),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=45111;L=501t;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Extehor(2)zone;C-C for members and forces&MW FRS for reactions shown; 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. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors!This design Is based only upon parameters shown,and Is for an 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 MlTek' . Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 70'Carkon Elev D T12272603 M11324 J3 MONO TRUSS 2 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV19NfgdFRvAzBMAKZyStOQ. i F1-0-D i 3-0-0 ,1-0-0 3-0-0 Scale=1:9.6 3 I 4.00 12 2 1 i 4 3x4= 3-0-0 _ 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(fL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a nta BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:11lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. 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/Mechanical Max Horz2=85(LC 10) Max Uplift3=53(LC 10),2=-149(LC 10),4=-3(LC 10) Max Grav3=64(LC 15),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;13=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MIN FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 vide 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 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. II I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/012015 BEFORE USE. Design valid for use only with MITek®connectors.1This design Is based only upon parameters shown,and Is for an Individual building component;not a Truss system.Before use,the building designer mrrst 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 M6Tek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss TI'INI Type Qty Ply70'Carkon Elev DT12272604 M11324 J4 TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14;43 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Vzpvl cOR2755p_zM Ee5oGV 16ufpl FRvAzBMAKZyStOQ 1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 4.00 12 N N (+J '2 1 i 3x4= 4 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pl rlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=22710-8-0,4=39/Mechanical Max Horz 2=104(LC 10) Max Uplift3=75(LC 10),2=-170(LC 10),4=3(LC 10) Max Grav3=86(LC 15),2=227(LC 15),4=58(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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;13=45ft;L=50ft;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 V ill 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. i .I •i I ®WARNING-Verify design parameters and READi NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010 312 0 1 5 BEFORE USE Design valid for use only with MITek®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 verity the applicability of design parameters and properly Incorporate this design into the overall p�T building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IVIO eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272605 M11324 J5 MONO TRUSS 11 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Vzpv1 cOR2755p_zMEe5oGV124fnPFRvAzBMAKZyStOQ -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 I 3 i 4.00 12 2 1 4 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (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 p rlins. 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 10) Max Uplift3=-96(LC 10),2=-194(LC 10) Max Grav3=109(LC 15),2=276(LC 15),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=50fh eave=6ft Cat.If; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 five 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. I I I I ' i ®WARNING-Verity design parameters and REA NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an 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' I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss i Truss Type Qty Ply 70'Carlton Elev D T12272606 M11324 J6 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTsk Industries,Inc. Mon Oct 16 11:14:44 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9NH FyO3pRDyQ7YYoMc 1 ojg8f36C_u9JCr6js?ySt0P 6-0-0 i 1-0-0 6-0-0 Scale=1:14.5 3 F 4.00 12 2 1 3x4= 4 6-" 6-M LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 Rep Stress Incr, YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc p rains. 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/Mechanical Max Horz2=140(LC 10) Max Uplift3=-115(LC 10),2=215(LC 10) Max Grav3=129(LC 15),2=319(LC 15),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=50fh eave=6ft Cat.Ii; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterjor(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 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 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. i I 1 I ®WARNING-Verify design parameters and READI MOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.this design Is based only upon parameters shown,and Is for an Individual building component,not a in=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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 70'Carlton EIeJD T12272607 M11324 JB MONO TRUSS 11 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:44.2017 Page i I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-zgN H FyO3pRDyQ7YYoMc1 ojq EY393_u9JCr6js?ySt0P -1-0-0 - 8-0-0 1-0-0 8-0-0 i Scale=1:17.7 3 I 4.00 12 i 2 1 3x5= 4 8-0-0 8-" Plate Offsets(X Y)-- f2:0-1-10 0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP i TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.10 4-7 >899 360 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 61/Mechanical,2=404/0-8-0,4=70/Mechanical Max Horz2=178(LC 10) Max Uplift3=-158(LC 10),2=261(LC 10) Max Grav3=175(LC 15),2=411(LC 15),4=119(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)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;13=4511;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; 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 Ito uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READPNOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev.10103G015 BEFORE USE Design valid for use only with MITek®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 Bits 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 posdbte personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component - 6904 Parke East BNi1. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra.VA 22314. Tampa.FL 33610 it Job Truss Truss Type Qty Ply 70'Carkon Elev D i T12272608 M11324 JA MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14;45 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSl1 haILp2H7lM37GLwNUsSX,jLPTRVrHPSyStOO -1-0-0 2-4-3 1-0-0 2-4-3 1 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 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190, TCDL 7.0 Lumber DOL 1.25 BC 0.08 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 FBC2014/TPI2007 (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 pl rlins. BOT CHORD 2x4 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 10) Max Uplift3=-38(LC 10),2=136(LC 10),4=4(LC 10) Max Grav3=47(LC 15),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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50ft;eave=6ft Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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. � I s� ®WARNING-Verify design parameters and READI NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MB-7473 rev.1 010 312 0 1E BEFORE USE. Design valid for use only with MiTek®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 �I( building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M 1T ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. - Tampa,FL 33610 Job Truss F'ussType Qty Ply 70'Carflon Elev DT12272609 M11324 JB RUSS 2 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSllhalLp2H71M37GLwNHMSP6jLPTRVrHPSyStOO 1-2-5 5-5-11 1-2-5 5-5-11 Scale=1:12.9 3 it 3.35 F12 i I 2 1 3x4= 4 5511 5-5-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.06 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/fP12007 (Matrix-M) Weight:19lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied. 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 10) Max Uplift3=-99(LC 10),2—222(LC 10),4=-1(LC 10) 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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;13=45ft L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)zone;C-C for members and forces&MW FRS for reactions shown; 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 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. i I li I i I ®WARNING-Verity design parameters and READI NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek9 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 building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing bVBITW Is always required for stability and,to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Cdlerla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandda,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 70'Canton Elev D T12272610 M11324 JC MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 ID: kfiGGA6bx7j2SYl HDXFw7ye3KX-SLxfSl1 haILp2H71M37GLwNUsSY,jLPTRVrHPSyStOO -1-0-0 1-1-4 1-0-0 1-1-4 i Scale=1:6.3 3 4.00 FIT 2 r I 1 I 4 3x4= 1-1-4 1-1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 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 FBC2014/TP12007 (Matrix-M) Weight:5ID F =0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc p rlins. 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 Horz2=50(LC 10) Max Uplift3=-7(LC 7),2=-126(LC 10),4=3(LC 7) Max Grav3=14(LC 15),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=42psf;BCDL=3.Opsf;h=1211;B=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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. i i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MUSK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a tnIS3 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss I Truss Type Qty Ply 70'Carfton Elev D T12272611 M11324 KJ5 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8wdusrDSoecfgbgxuyStON -1-5-0 3-11-0 7-0-2 1-5-0 3-11-0 3-1-2 3 2.83 12 i 2 1 II 3x4= 4 r 7-0-2 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(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(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight 23it) F =0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 3=179/Mechanical,2=264/0-11-5,4=78/Mechanical Max Horz2=109(LC 8) Max Up1ift3—167(LC 8),2=-206(LC 8) Max Grav3=184(LC 13),2=264(LC 1),4=119(LC 3) FORCES. (Ib)-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=42psf;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.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 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(plf) 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) i i I� i I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek(B)connectors.This design is based only upon parameters shown,and Is for or)individual building component,not a truss system.Before use,the building designer must verify the applicab8ily 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 ! I Job Truss � Truss Type Qty Ply 70'CarHon Elev D T12272612 M11324 KJB MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-wYV1 fe2JK2Tgg RixwmeVt8weGs r2SjYcf9bgxuyStON -1-5-0 7-2-7 i 11-3-0 1-51 7-2-7 4-0-9 Scale4 1: 2.83 12 3x4 12 3 11 10 cl 2 13 14 6 15 3x4= 2x3 I I �,,I 3x4= 5 7-27 i 11-0-12 _ �__ _ 7-2-7 3-10-5 d-2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIPI 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 n/a BCDL 10.0 Code FBC2014/TP12007 (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 pll rlins. BOT CHORD 2x4 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 Horz2=178(LC 8) 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=-508/784,6-14=-508/784,6-15=-508/764,5-15=-508/784 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=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 fora 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)38 lb down and 61 lb up at 2-11-0, 38 lb down and 61 lb up at 2-11-0,8 lb down and 106 lb up at 5-8-15,8 lb down and 106 lb up at 5-8-15,and 42 lb down and 145 lb up at 8-6-14,and 42 lb down and 145 lb up at 8-6-14 on top chord,and 31 lb up at 2-11-0,31 lb up at 2-11-0,11 lb down and 31 lb up at 5-8-15,11 lb down and 31 lb up at 5-8-15,and 31 lb down and 14 lb up at 8-6-14,and 31 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(Ib) Vert:10=80(F=40,B=40)11=-5(F=3,B=-3)12=83(F=42,B=-42)13=14(F=7,B=7)14=-21(F=-11,B=l 1)15=50(F=-25, B=-25) i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Design valid for use only.with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a in=system.Before use,the building designer must verity the applicablilty 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 brac p�ing A Vir lT ek` Is.always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i I : I Job Truss Truss Type City Ply 70'Carhon Elev D T72272613 M11324 KJA MONO TRUSS 2 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbHTFU9kQLSgNGCZBEumupKNTKyStOM 1-2-9 6-0-4 1_2_g 6-0-4 - Scale=1:13.9 3 3.30 rl2 I .2 1 4 3x4= i 6-0-4 6-0-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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 p rlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 31/Mechanical,2=204/0-9-11,4=57/Mechanical Max Horz 2=97(LC 8) Max Uplift3=-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=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 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+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=81(F=14,13=14),5=0(F=10,13=10)-to-4=-30(F=5,B=-5) i I .I ®WARNING-Verity design parameters and READ!NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE. Design valid for use only evith MITekO connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the bL0lding designer must verify 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 MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Skeet,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty, Ply 70'Car@on Elev D Tt22726t4 M11324 KJB MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTsk Industries,Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSrdGDRBEumupKNTKyStOM -1-2-9 4-11-9 1_2_g 4-11-9 Scale:1°=1' 3 3.30 12 2 1 4 3x4= 4-11-9 4-11-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 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 WB o.o0 HOrc(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007. (Matrix-M) Weight:17 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc puffins. 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 Horz2=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;13=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(pit) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-3=-67(F=7,B=-7),5=0(F=10,B=10)-to-4=-25(F=-2,B=-2) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev.101032015 BEFORE USE Design vdlld for use only with MITeke connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a In=system.Before use,the building designermusi verify the applicability of design parameters and properly Incorporate this design Into the overall p� y� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Ms T4 eti" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and truss systems.seeANSI/TPI1 Quallty Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type =P1y7.1'CaIIon 1 Elev DT12272615 M11324 MV2 VALLEYference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:482017 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-swco4J3ZsgkOvlsJ1 BgzzZ?1Agacwh8v7T4x?nyStOL 2-0-0 2-0-0 4.00 Fl2 Scale=1:6.1 2 I 1 I 3 I 3x4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/19I 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(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 p rlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=4112-0-0,2=30/2-0-0,3=11/2-0-0 Max Horz 1=21(LC 10) Max Upliftl=-20(LC 10),2=-30(LC 10) Max Gravl=42(LC 15),2=32(LC 15),3=22(LC 3) FORCES. (Ib)-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)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 20.0psf 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)Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by othefs)of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10I0372015 BEFORE USE. ' Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a miss system.Before use.The building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ig building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 70'Carlton Elev D T12272616 M11324 MV4 VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:48 2017 Page 1 I ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-swco4J3Zsgk0vlsJIBgzzZ?yOgYlwh8v7T4x?nyStOL 4-0-0 4-0-0 I Scale=1:9.5 2 i 3x4 4.00 12 I I 1 , I I I 3 3x4 G 3x4 II I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIPi TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 M-20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix) Weight:12 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, 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 10) Max Upliftl=-54(LC 10),3=72(LC 10) Max Gravl=112(LC 15),3=117(LC 15) 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;13=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed fora 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. i , I li I iI I ! ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE * �' Design valid for use only with MITek®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 - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System 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,____ __— —(ur_awings 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 SCSI. 1 c1-2 C2-3 2, Truss bracing must be designed by an engineer,For 0'/1 dr wide truss spacing,Individual lateral braces themselves 0 WEBS Nq� 4 may require bracing,or alternative Tor 1 bracing should be considered. O �� O 3. Never exceed the design loading shown and never U = stack materials on Inadequately braced trusses. a UU 00 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C2-8 c6-7 cs� designer,erection supervisor,property owner and plates 0-'he"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 y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 1 W.at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots,Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 ft.spacing, 9 Y 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 on engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. s 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 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 not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20,Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Mm NITe kaANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015