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HomeMy WebLinkAboutDrawing Lumber design values.are 4"n"accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. _MiTek® r11 FQ -� RE: 73955 -Simon,Residence/LAV H K�M Lt= 1_�`'""'` .77 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Cbstomer Info: Ron Raymond Project Name: Jo,n & Skyla Simon Model: Tampa,FL 33610-4115 Lot/Block: 8 Subdivision: Address: Lone Pine Drive City: Fort Pierce State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: Harvey E Koehnen License #: 32831 ' Address: 7205 Elyse Circle City: Port St Lucie State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special, Loading Conditions): Design Code- FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 47 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Sea[# ::]Truss Name Date No. I Seal# I Truss Name I Date 11 ' T1 0192215 1 A 11/10/17 118 1 T1 0192232 1 C6 11/10/1 ,2: T1 0192216,AA 11/10/17 '19 ,T1 0192233,C7 1/10/17 13, 1 T1 0192217 1 AB 11/10/17 120 1 T1 0192234 1 C8 11/10/17 1 14, 1 T1 0192218 1 AC 11/10/17 121 1 T1 0192235 1 C9 11/10/17 1 15 1 T1 01 9221 9 1 AD 11/10/17 122 1 T1 0192236 1 C 10 11/10/17 16 1 T1 0192220 1 AE 11/10/17 123 1 T1 0192237 1 D 11/10/17 17 1 T1 01922211 B 11/10/17 124 1 T1 01 92238 1 E 11/10/17 1 18 1 T10192222 I B1 11/10/17 125 1 T1 01 92239 1 El 11/10/17 19. 1 T10192223 I B2 11/10/17 126 1 T1 01 92240 1 E2 11/10/17 110 1 T1 0192224 1 B3 11/10/17 127 1 T10192241 I F 1'1/10/17 1 L v Ill T1 0192225 1 BA 11/10/17 128 IT10192242 I GRA 11/10/17 112 T1 0192226 1 C 1 1/10/17 129 1 T1 0192243 1 GRA1 11/10/17 113 1 T1 01 92227 1 C1 11/10/17 130 1 T1 01 92244 1 GRB 11/10/17 114 T1 0192228 1 C2 11/10/17 131 1 T1 0192245 1 G RC 11/10/17 115 T1 0192229 1 C3 11/10/17 132 1 T1 0192246 1 G RD 11/10/17 116 1 T1 0192230 1 C4 11/10/17 133 1 T1 01 92247 1 G R E 11/10/17 117 1 T1 01922311 C5 11/10/17 134 1 T1 0192248 1 G RF 11/10/17 Th6, truss drawing(s)referenced above have been prepared by MiTek N00111%If Go I N US!A Inc. under my direct supervision based on the parameters %N 0;,� ..-�**** provided by Chambers Truss. N Trl[iss Design Engineer's Name: Velez, Joaquin Up/613182 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 cc that the engineer named is licensed in the jurisdiction(s)identified and that the 33 STATE OF 41J designs comply with ANSI/TPI 1. These designs are based upon parameters 00-..0 - shown(e.g.,loads,supports,dimensions,shapes and design codes),which were 1, <Q, Al 0 R V N given to MiTek. Any project specific information included is for MiTek's customers .; &/CINAC•�- t fileireference purpose only,and was not taken into account in the preparation of 11111 these designs. MiTek has not independently verified the applicability of the design 11111111"I parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FIL 33610 Date: January 10,2017 Velez,Joaquin 1 of 2 RE: 73955 - Simon,Residence/LAV Site Information: Customer Info: Ron Raymond Project Name: Jon & Skyia Simon Model: Lot/Block: 8 Subdivision: Address: Lone Pine Drive City: Fort Pierce State: FL No. Seal# Truss Name I Date 35 T10192249 1 GRG 1110/17 136 1 T10192250 1 GRH 1 1/10/17 37 I T10192251 I J 1 1 1/10/17 38 1 T10192252,J3 1 1/10/17 139 1 T10192253 1 AA 1 1/10/17 140 T10192254 1 J5 1 1/10/17 141 T10192255 1 J5A 1/10/17 �42 I T10192256 I J7 1/10/17 143 1 T1 0192257 1 KJ7 1 1/10/17 1 44 T1 0192258 1 MV2 1 1/10/17 1 45 1 T10192259 I MV4 1 1/10/17 146 1 T1 0192260 1 MV6 1 1/10/17 147 1 T10192261 1 MV8 1 1/10/17 I i I I I 2of2 i i I Job Truss Truss Type city Ply Simon,Residence/LAV T10192215 73955 A HIP 1 t Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Jan 10 10:25:43 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-MkeW n17eE3kB5P10412Mat3PciB09UBzeOYEAjzwoa6 9-" i -2-0-0 5-10.6 9-0-0 8r3- 12-7-10 is-" 2-0-0 5-106 3-1-10 3 3-1-10 5-10.6 0-3-0 Scale=1:36.1 4x4= 4 5.00 12 2x3 2x3 3 5 15 16 17 i i 6 2 � I< 0 0 1 8 7 3x6= 3x8= 4x4= 4x4= I 88-0 9-0-0 03-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.08 7-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.21 7-11 >999 240 BCLL 0.0 ' Rep Stress incr YES WB 0.18 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.05 7-11 >999 240 Weight:78lb FT=20% LUMBER- BRACING- TOP;CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins. BOTICHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=682/0-8-0,2=798/0-8-0 Max Horz2=86(LC 4) Max Uplift6=586(LC 5),2=816(LC 4) Max Grav6=810(LC 9),2=934(LC 10) r FOR (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-1358/980,3-15=-1281/988,3-4=-1077/773,4-5=-1078/793,5-16=-1284/972, 16-17=-1320/963,6-17=-1362/963 BOT CHORD 2-8=-829/1183,7-8=829/1183,6-7=801/1188 WEBS 3-7=356/410,5-7=361/418,4-7=-379/591 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.0psf;h=171t;Cat.II;Exp C;Encl.,GCpi=o.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 9-3-0,Exterior(2)9-3-0 to 13-5-15;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.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 100 lb uplift at joint(s)except Qt=lb)6=586, 2=816. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-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 ttdss 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 Mffek' 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,Mexandrta.VA 22314. Tampa,FL 33610 r Job Truss Truss Type rty Ply Simon,Residence/LAVT10192216 73955 AA HIP 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Miiek Industries,Inc. Tue Jan 10 10:25:44 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gwBu?e7G?Ns2jZKad?ab74cXC6XfuoH6t2H nj9zwoa5 -2-0-0 6-8-6 11-9-2 17.0-0 ,18-1-0 23-11-10 1 30-1.0 2 6-8-6 1-8-10 3-4-2 5-2-14 1-1-0 5-10-10 6-1-6 Scale=1:56.9 4x5= 5.00 12 4x4= 7 8 I 3x4 21 22 3x4 3x6 6 9 2x3 11 5 2x3\\ 4 23 3 4x5 10 r 20 N 2 01 16 15 14 13 12 11 3x4 6x8= 3x6= 3x4= 3x4= 3x6 I I = 3x4= 8-5-0 17-0-0 18-1-q 23-11-10 30-1-0 _ 8-5-0 8-7-0 1-1-0 5-10-10 6-1-6 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 0.50 Vert(LL) -0.08 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.20 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.71 Horz(fL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 12-13 >999 240 Weight:174 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .,REACTIONS. (lb/size) 2=384/0-8-0,16=1175/0-8-0,11=767/Mechanical Max Horz2=226(LC 4) Max Uplift2=-504(LC 4),16=-920(LC 5),11=638(LC 5) Max Grav2=437(LC 10),16=1399(LC 9),11=906(LC 9) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-21=-808/666,7-21=761/681,7-8=-727/691,8-22=-759/669,9-22=-817/651, 9-23_975/706,10-23=-1026/694,10-11=-853/651 BOT CHORD 15-16=-281/413,14-15=-281/413,13-14=-325/610,12-13=576/882 WEBS 3-16=-375/343,6-16=-1051/805,6-14=-90/268,9-13—347/319,10-12=-583/883 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 17-0-0,Extedor(2)17-0-0 to 18-1-0,Intedor(1)22-4-1 to 29-11-4;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=504, 16 920,11=638. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MU-7473 rev,10/012015 BEFORE USE � Desl ran valid for use oNy with MiTek®connecTors,this deslgn k based oNy upon parameters shown,and Is for an individual building component-not a Iru-,a system.Before use,the building designer must verlfy the applicab0ty of deslgn parameters and properly Incorporate this design Into the overall a building design. Bracing Indicated Is To prevent buckling of Individual truss we and/or chord members only.Additional temporary and permanent bracing tek• a always required for stabil(1y and ie prevent collapse with possible personal Injury and property damage. For general guidance regarding the I'. storage,delivery,erection and bracing of Trusses and trusssystems,— -SI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Insfltute,2"N.Lee Sheet,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type City Ply Simon,Residence[LAV � T10192217 73955 j AB HIP 1 1 Job Reference o tional Chambets Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Jan 10 10:25:45 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-161GC_8vmg_uKj umBj5gf19gtW gYdF/G5i 1 LFbzwoa4 6-5-0 -2-0.0 6-6-10 7-9-14 15-0-0 20-1-0 25-1-4 30.1-0 2-0.0 6-6-10 1-3-4 7-2 6-7-0 St-0 5-0-5 4-11-12 Scale=1:56.1 4x8= = 5.00 F,2 45 6 20 21 7 3x4 22 4x5 3x6 i 19 8 2x3\\ 4 5 23 3 3x4 II 9 18 N N 2 �1 14 13 72 11 10 3x4 6x8= 3x6= 3x8= 6x8= = 3x4= 8-5-0 15-0-0 20-1-0 30-1-0 i 8-5-0 6-7-0 5-1-0 10-" Plate Offsets(X,Y)-- f2:0-1-6,Edge1,16:0-5-4,0-2-01,114:0-3-8,0-3-01 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.22 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.56 10-11 >460 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 10 n/a n/a. BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.03 11 >999 240 Weight:167lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=412/0-8-0,14=1137/0-8-0,10=778/Mechanical Max Harz 2=226(LC 4) Max Uplift2=499(LC 4),14=-944(LC 5),10=-663(LC 5) Max Grav2=467(LC 10),14=1347(LC 9),10=909(LC 9) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-19—796/635,6-19=736/649,6-20=-847/774,20-21=-847/774,7-21=-847/774, 7-22=-892/753,8-22=-940/738 BOT CHORD 12-13=-395/605,11-12=-395/605,10-11=604/799 WEBS 5-14=-977/849,6-13=-274/258,6-11=-1 76/260,8-10=-976/793,5-13=-501/740 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171t Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 15-0-0,Exterior(2)15-0-0 to 24-4-1,Interior(1)24-4-1 to 29-11-4;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=499, 14 944,10=663. 8)"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 READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. DeslIn valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a trus system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate fhk 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 0 Ig lk• Is always required for stability and to prevent collapse wllh 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 Bid. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I i ► 1 [J-ob Truss Truss Type aty Ply Simon,Residence/LAV T10192218 3955 AC HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:45 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-161GC_8vmg_uKjumBj5gfl9btW rBdDOG5i 1 LFbzwoa4 i -2-0-0 6-9-14 8-5-0 13-0-0 17-6-8 22-1-0 1 30-1-0 2-0-0T 6-9-14 1-7-2 4-7-0 4-6-8 4-0-8 8-0-0 Scale=1:56.6 4x4= 5.00 12 3x4= 4x8= 5 6 7 2x3 11 3x6 i 418 19 20 5x6 3 8 m m 17 I v� N 2 0 01 13 21 12 11 22 23 10 9 3x5= 2x3 11 3x4= 3x6= 3x8= 3x6 II 8-5-0 13-0-0 22-1-0 30-1.0 8-5-0 4- 0 99-1-0 8-0-0 Plate Offsets(X,Y)-- f7:0-4-0,0-1-131,f8:0-3-0,0-1-121 I LOAD NG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.14 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.34 10-12 >751 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.84 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.0810-12 >999 240 Weight:151 lb FT=20°! LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 8-1-1 oc bracing. 'REACTIONS. (lb/size) 2=835/0-8-0,13=552/0-8-0,9=939/Mechanical Max Horz2=226(LC 4) Max Uplift2=-812(LC 4),13=-546(LC 5),9=785(LC 5) Max Grav2=1008(LC 10),13=739(LC 9),9=1153(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=1410/743,3-17_1405/756,3-4=-1325/768,4-18=1483/950,5-18_1477/965, 5-6=-1337/938,6-7=-1 2931989,7-19=1357/937,19-20=-1363/923,8-20=-1424/921, 8-9=-1089/802 BOT CHORD 2-13=-690/1250,13-21=-690/1250,12-21—690/1250,11-12=-824/1353,11-22=-824/1353, 22-23=-824/1353,10-23=-824/1353 WEBS 4-13=-531/549,5-12=134/344,6-10=-251/189,8-10=-646/1134 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 13-0-0,Extedor(2)13-0-0 to 26-4-1,Interior(1)26-4-1 to 29-11-4;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,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=812, 13 54619=785. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEX REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE Design valid for use ody with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a trus system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing lVliTek� 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 7 Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192219 73955 AD HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:46 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-mJJeQK9XX_61ytTzlQc3CVhgLvCXMI?PKMmun1 zwoa3 -2-0-0 6-6-10 8-5-0 11-0-0 17-6-8 24-1-0 30-1-0 2-0-0 6-6-10 1-10-6 2-7-0 6-6-8 6-fi-8 6-0-0 Scale=1:55.6 48 2x3 I 48= 5 19 6 20 7 2x3 5.00 12 I 2x3\\ 4 21 22 4x6 3 8 0 18 N N 2 of , 14 13 12 11 10 9 3x4= 3x4= 2x3 II 3x6= 3x8= 3x4= 3x6 II 8-5-0 11-0-0 17-6-8 24-1-0 30-1-0 8-5-0 2-7-0 6-fi-8 6-fi-8 6-0-0 Plate Offsets(X,Y)-- f2:0-1-10 Edge1 i5:0-5-4 0-2-01 f7:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 VerI -0.08 11-13 >999 360 MT20 244/190 TCDLI 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.22 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.04 9 n/a n1a BCD L) 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1011-13 >999 240 Weight:158lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP 130 TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-11 oc bracing. REACTIONS. (lb/size) 2=839/0-8-0,9=946/Mechanical,14=542/0-8-0 Max Horz2=226(LC 4) Max Uplift2=-857(LC 4),9=-806(LC 5),14=516(LC 5) Max Grav2=948(LC 10),9=1082(LC 10),14=655(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18_1374/968,3-18=-1369/987,3-4=-1229/953,4-5=-1289/1032,5-19=-1587/1287, 6-19=1587/1287,6-20=1587/1287,7-20—1587/1287,7-21=-1197/934,21-22=1199/925, 8-22=-1248/920,8-9=-1025/817 BOT CHORD 2-14=889/1236,13-14=768/1103,12-13=765/1102,11-12=-765/1102,10-11=749/1069 WEBS 5-11=-392/523,6-11=-472/489,7-11=-411/567,7-10=-245/299,8-10=-737/1075, f 4-14=-234/262,3-14=-247/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.0psf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-,C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 11-0-0,Exterior(2)11-0-0 to 28-4-1,Interior(1)28-4-1 to 29-11-4;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Tills 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 lbetween the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=857, 9=806,14=516. 8)"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 READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Des1pn 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 -•Y 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. Tama,FL 33610 Job Truss Truss Type Qty Ply Simon,ResidenceMV T10192220 73955 AE MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:46 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-mJJeOK9XX_61ytTzlQc3CVhtavDOMmpPKMmun1 zwoa3 -2-0-0 4-9-14 8-5-0 8-0 16-0-15 23-0-1 30-1-0 2-0-0 4-9-14 3-7-2 d-7 7-0-15 6-11-3 7-0-15 Scale=1:55.6 4X8 3x4= 3x6= 2x3 I 4x4= 3X6 11 3 4 20 5 6 7 21 6 5.00 FIT 19 18 2 �1 14 13 12 11 10 9 3x4= 2x3 If 3X6= 3x4= 3x10= 3x6 11 3x6 11 8-5-0 9-0-Q 16-0-15 I 23-0-1 30-1-0 8-5-0 -7 7-0-15 6-11-3 7-0-15 Plate Offsets(X,Y)-- (2:0-1-2,Edge),(4:0-5-4,0-2-01 1 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 0.51 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.17 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 11-13 >999 240 Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row atmidpt 4-11,8-10 •REACTIONS. (lb/size) 9=767/Mechanical,2=388/0-8-0,14=1171/0-8-0 Max Horz2=377(LC 4) Max Uplift9=609(LC 5),2=-458(LC 4),14=-1073(LC 5) Max Grav9=852(LC 10),2=422(LC 10),14=1374(LC 9) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-285/103,18-19=284/121,3-19=-272/175,4-20=-1115/832,5-20=-1115/832, 5-6=-1123/796,6-7=-1123/796,7-21=1123/796,8-21=-1 123/796,8-9—787/622 BOT CHORD 10-11=832/1115 WEBS 4-11=-930/1324,5-11=474/477,7-10=-459/473,8-10—880/1241,3-14=-953/959 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 9-0-0,Exterior(2)9-0-0 to 13-3-1;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=609, 2=458,14=1073. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,1I1-7473 rev.1010312015 BEFORE USE. 2, Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a trr73 system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall r 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.Alexandda,VA 22314. Tampa,FL 33610 i � i u Job Truss Truss Type Qty Ply Simon,ResidenceJLAV T10192221 73955 j B COMMON 3 1 Job Reference(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:47 2017 Page 1 �j I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FVtOdgA911 Eca 129J7711J E4gJXZ5AMZZ0WSJ Uzwoa2 �2-0-0 5-4-0 11-3-5 17-6-8 22-1.4 26-8-0 30-6-10 "� _ 35-10 37-1-0 i �2-0-0 5-4-0 S-11-5 6-3-3 4-6-12 4-6-12 3-10-10 4-fi-fi 2-0-o ' Scale:3/16°=l' 5x6= 5.00 12 6 I 3x4 i 25 26 3x4 3x6 7 3x6 5 4 8 3x4 11 9 3x8 3 24 27 2 10 11I4 01 0 17 16 15 28 13 14 12 3x6 II 3x6— 3x8—_ 46= 6x8= 3x5= 3x5= 3x4= 5-0-0 5�4-0 11-3-5 17-6-8 i 26-8-0 35-1-0 5-01 0-4-0 5-11-5 6-3-3 9-1-8 8-5-0 Plate Offsets(X,Y)-- (2:0-0-2,0-0-01,[10:0-0-14,Edge],(12:0-3-8,0-3-01 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.12 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.27 12-14 >950 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.01 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.3612-14 >711 240 Weight:181lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins. 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 3-16 I u •REACTIONS. (lb/size) 17=1348/0-8-0,12=1073/0-8-0,10=397/0-8-0 Max Horz 17=-56(LC 5) Max Upliftl7=-2502(LC 4),12=1643(LC 5),10=437(LC 5) Max Grav 17=1433(LC 10),12=1234(LC 9),10=467(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=1542/743,3-24=1530/808,3-4=-671/1058,4-5_580/1075,5-25=-663/1101, 6-25=-605/1112,6-26=-609/1151,7-26=-646/1140 BOT CHORD 2-17=-740/1621,16-17=-714/1565,15-16=-663/481,14-15=-663/481,14-28=-343/359, 13-28=-343/359,12-13=-343/359,10-12=-114/384 WEBS 3-17=1336/2039,3-16=2191/1248,5-16=-410/421,6-14=-498/210,7-14=-292/177, 7-12=715/1101,9-12=-499/450 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-G Extefior(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;cantilever left exposed;porch left exposed; 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.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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s)except Qt=lb) 17 2502,12=1643,10=437. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11I1-7473 rev.10103,2016 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 p` a frill 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/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 Simon,Residencen AV T10192222 73955 B1 COMMON 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:25:47 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FVtOdgA911 Ecal29J771Ij E2wJXU578ZZ0WSJ Uzwoa2 r•i-2-M 3-4-0 10-4-13 17-6-8 22-1-4 1 26-8-0 30-6-10 35-1-0 37-1-0 2-0-0 3-4-0 7-0-13 7-1-12 4-6-12 4-6-12 3-10-10 , 4-6f> 2-0-0 Scale:3116'=1' 5x6= 5.00 rl2 5 24 25 3x5 5x8% 6 3x6 4 7 3x4 I I 8 4x5 3 23 26 2 9 1 10I4 0 0 16 15 14 13 27 12 11 3x6 I 4x4—_ 3x6= 3x8—_ 4x6= 6x8= 3x5= 3x5= 3r4r0 10-4-13 171-1-6-8 26-8-0 35-1-0 31-0 0-4-0 7-0-13 7- 2 9-1-8 8-5-0 Plate Offsets(),Y)-- f2:0-0-2,0-0-01,f4:0-3-4,0-3-41,f9:0-0-14,Edgel,fll:0-3-8,0-3-01 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.12 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.27 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.36 11-13 >779 240 Weight:181 lb FT=20% LUMBER- BRACING- TOP�HORD 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 5-9-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15,4-13 .REACTIONS. (lb/size) 16=1215/0-8-0,11=1238/0-8-0,9=365/0-8-0 Max Harz 16=-56(LC 5) Max Upliftl6=-2256(LC 4),11=-1920(LC 5),9=-381(LC 5) Max Grav 16=1 292(LC 10),11=1404(LC 10),9=433(LC 9) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-915/406,3-23=908/447,3-4=-1126/1790,4-24=-812/1321,5-24=-743/1333, 5-25=-751/1380,6-25=-786/1369,8-26=331/233,9-26=344/142 BOT CHORD 2-16=-391/1001,15-16=-366/945,14-15=-1370/906,13-14=-1370/906,13-27=459/418, 1 12-27=459/418,11-12—459/418,9-11=-1 94/517 WEBS 3-16=-1200/1763,3-15=2239/1291,4-13=-432/746,5-13=-633/276,6-13=-478/282, 6-11=-930/1457,8-11=-503/456 i NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Extedor(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;cantilever left exposed;porch left exposed; Lurilber 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.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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s)except Ot=lb) 16 2256,11=1920,9=381. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 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 lru�system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall .Y■i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• 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 (sty Ply Simon,Residence/LAV T10192223 73955 62 COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:25:46 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-jhRPr?Bn3bMTCBdLSreXHwn Enjvrgfxiog F?swzwoal i -2-0-0 3-0-0 10-4-13 17-6-8 24-8-3 29-5-1 35-1-0 i 2-0-0 3-4-0 7-0-13 7-1-12 7-1-11 4-8-15 5-7-15 ' Scale=1:61.9 5x6= 5.00 F12 5 23 24 5x8% 5x8 4 6 3x4 7 3x5 1- 3 25 22 2 8 v11 I� 0 bad 15 14 13 12 11 10 9 d 3x6 11 4x4— 3x6= 3x8= 3x6= 3x4= 3x6 II 3x5= 3x5= 3-0-0 3�4r0 10-4-13 17-8-8 24-8-3 295-1 35-1-0 i 3-0-0 0-4-0 7-0-13 7-1-12 7-1-11 4-8-15 5-7-15 Plate Offsets(X,Y)-- (2:0-5-6,0-0-41f4:0-3-4,0-3-41,f6:0-3-4,0-3-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.05 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.15 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.02 9 n/a n1a BCDL 10.0 Code FBC2014[TPI2007 (Matrix-M) Wind(LL) 0.0512-14 >999 240 Weight:181lb FT=20% LUMBER- BRACING- TOP 9,HORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. 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 micipt 3-14,4-12,6-12 ,REACTIONS. (lb/size) 15=1324/0-8-0,9=1278/0-11-5,8=106/0-8-0 Max Horz 15=101(LC 4) Max Uplift15=1214(LC 4),9=-928(LC 5),8=-150(LC 5) Max Grav15=1556(LC 10),9=1521(LC 9),8=145(LC 12) ' I FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-854/413,3-22=847/454,3-4=-1466/905,4-23=-1145/795,5-23=-1078/806, 5-24=-1077/832,6-24=1142/820,6-7=-1039/711,7-25=-1761343,8-25=-185/298 BOT CHORD 2-15=-396/945,14-15=383/843,13-14=-641/1231,12-13=-641/1231,11-12=-390/835, 1 10-11=-390/835,9-10=-305/249,8-9=-305/249 WEBS 3-15—1404/1223,3-14=-1351/1617,4-14=189/324,4-12=435/345,5-12=-164/387, 6-10=481/381,7-10=-734/1297,7-9=-1388/917 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2pst;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;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.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 100 lb uplift at joint(s)except Qt=lb) 15 1214,9=928,8=150. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. ' D�slgn valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a in1.4 system.Before use,the building designer must verify the applicabllity of design parameters and properly Incorporate this design info 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 muss systems,weANSI/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 r y � 1 l Job Truss Truss Type City Ply Simon,Residence/LAV 73955 B3 COMMON 2 1 T10192224 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc. Tue Jan 10 10:25:49 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Bu?n2LBPgvUKpKCYQY9mg8JLk79zZOQrOK?YOMzwoaO 2-0-0 3-4-0 10-4-13 17-6-8 , 24-6-8 , 29-5-2 r 35-1-0 2-0-0 3-4-0 7-0-13 7-1-12 7-0-0 4-10-11 5-7-14 Scale=1:61.6 5x6= 5.00 12 5 23 24 Sx8 6x8 4 67 3x4 8 4x8 i 3 25 22 2 9 14 01 6 15 14 13 12 11 10 3x6 I 5x6—_ 3x6= 3x8— 4x6= 3x4= 3x8 3x5= 3-0-0 3�4r0 10-4-13 17-6-8 27-4-5 , 35-1-0 , 3-0 00 0-4-0 7-0-13 7-1-12 9-9-13 7-8-11 Plate Offsets(X,Y)-- f2:0-0-6 0-0-0) [4:0-3-4 0-3-4i f7:0-1-12 Edgel (9:0-3-0,0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.20 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.54 10-12 >700 240 BCLL 0.0 Rep Stress Incr YES W B 0.91 Horz(TL) -0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.65 10-12 >587 240 Weight:176 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14,4-12,5-12,6-12 REACTIONS. (lb/size) 15=1548/0-8-0,9=1159/Mechanical Max Horz 15=101(LC 4) Max Upliftl 5=-2841(LC 4),9=-2126(LC 5) Max Grav15=1632(LC 10),9=1225(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-930/415,3-22=-922/456,3-4=-1713/2805,4-23=-1522/2560,5-23=1455/2571, 5-24=-1456/2602,6-24=-1518/2590,6-7=-2260/4089,7-8=-2344/4088,8-25=-2479/4174, 9-25=-2528/4166 BOT CHORD 2-15=-400/1015,14-15=-387/913,13-14=-2399/1454,12-13=-2399/1454, 11-12=-2986/1871,10-11=-2986/1871,9-10=-3723/2257 WEBi 3-15=-1542/2346,3-14=-3196/1851,4-14=-314/187,4-12=-290/492,5-12=-1529/668, 6-12=-790/1230,6-10=-1001/466,8-10=-291/291 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-5-7,Interior(1)1-5-7 to 17-6-8,Extedor(2)17-6-8 to 21-0-10;cantilever left exposed;porch left exposed; Lurnber 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.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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 15L 2841,9=2126. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®`WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-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 irLAs 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 an p�d/or chord members only.Additional temporary and permanent bracing I V I iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrlcallon,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 1 Job Truss Truss Type Qty Ply Simon,Residence/LAV. T70192225 73955 BA COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:49 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Bu?n2LBPgvUKpKCYQY9mg8JR?7EKZ2ErOK?YOMzwoaO 11-3-5 17-6-8 22-1-4 26V-o 35-1-0 37-1-0 11-3-5 6-3-3 4-6-12 4-6-12 8-5-0 Scale=1:62.1 5x6= 5.00 12 5 24 P5 3x4 3x6%3x4% 6 3x6 4 3 7 3x4 I 8 3x4 2 23 26 _ 1 9 ?T 10 i� - o 0 16 15 14 13 27 12 11 3x6 II 3x4— 3x8— 3x6= 5x6= 3x5= 3x5= 3x6= r 5-0-0 Sr4r0 11-3-5 26-8-0 35-1-0 5-0-0 0-4-0 5-11-5 15-4-11 8-5-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLd 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.12 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.27 11-13 >949 240 BCLL 0.0 Rep Stress Incr YES W B 0.79 Horz(TL) 0.01 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 11-19 >999 240 Weight:177lb FT=20% LUMBER- BRACING- TOP'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT iCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBIS 2x4 SP No.3 .REACTIONS. (lb/size) 9=400/0-8-0,16=1209/0-8-0,11=1098/0-8-0 Max Horz 16=-101(LC 5) Max Uplift9=545(LC 5),16=-970(LC 4),11=-767(LC 4) .Max Grav9=455(LC 9),16=1444(LC 9),11=1371(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPICHORD 1-23=-445/498,2-23=-431/547,2-3=-804/560,3-4=-713/563,4-24=758/572, 5-24=-699/583,5-25=-704/621,6-25=741/610 BOT,CHORD 1-16=-484/503,15-16=-497/548,14-15=-193/627,13-14=-193/627,13-27=-95/421, 12-27=-95/421,11-12=-95/421,9-11=126/259 WEBS 2-16=1287/965,2-15=-748/1177,4-15=-332/310,6-11=-823/465,8-11—499/454 NOTES- 1)Ll6balanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-6-2,Interior(1)3-6-2 to 17-6-8,Exterior(2)17-6-8 to 21-0-10;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 pst 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,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except(jt=lb)9=545, 16=970,11=767. 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 MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITekO 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 posdble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss,systems,see.ANSI1TP11 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,Alexandfla.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply FSimone'esidenceLAVT10192226 C HIP 1 1rence(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:25:50 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-f4Z9FhC1 bDcBRUnk_Gh?MLsdkWZVlfm?F_k6wpzwoa? 5-8-12 9-0-0 11-0-0 14-3-0 20-0-0 5-8-12 3-3-4 2-0-0 3-3� 5-8-12 Scale=1:34.3 4x4= 4x4= 3 4 5.0D F12 2x3'� 2x3 i 2 5 17 16 ¢ 16 19 v 6 1 9 8 7 = = 3x5= 3x4= 3x6 3x4= 3x5 r 9-0-0 11-0-0 20-" 9-0-0 2-0-0 9-0-0 Plate Offsets().Y)-- (1:0-2-8,Edgel,(6:0-2-8,Edge) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.09 7-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(fL) -0.25 7-15 >946 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 9-12 >999 240 Weight:84lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0,6=740/Mechanical I Max Horz 1=14(LC 5) Max Upliftl=-639(LC 4),6=-639(LC 5) . Max Grav1=872(LC 9),6=872(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=1518/1149,16-17=-1478/1150,2-17=-1443/1157,2-3=-1226/944,3-4=1122/911, 1 4-5=-1226/944,5-18=1443/1157,18-19=-1478/1150,6-19=-1518/1149 BOT CHORD 1-9=-990/1334,8-9=-635/1033,7-8=-635/1033,6-7=-976/1334 WEBi 2-9=-376/434,3-9=-204/310,4-7=204/310,5-7=-376/434 NU ES- 1)Unpalanced roof live loads have been considered for this design. 2)Wi d:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-0-0,Extedor(2)9-0-0 to 11-0-0,Interior(1)15-2-15 to 20-0-0;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)f,TPis 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)R+r to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=639, 6=639. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103,2015 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 MA 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 Individualmuss web and/or chord members only.Additional temporary and permanent bracing (TI�k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricotlon,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 city Ply Simon,Residence/LAV T10192228 73955 C2 MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc. Tus Jan 10 10:25:51 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-7G6XT1 DfM W k23eMwYzCEvZPkVwuel zN BUeUfSFzwoa_ 5-8-3 10-4-0 , 15-0-4 i 20-0-0 5-8-3 4-7-13 4-8-4 4-11-12 1 Scale=1:35.2 45= 3X4 3x4 11 = 3 16 4 17 5 i 5.00 F12 14 3x4 i 15 2 v 13 9 8 7 = 3x4= 2x3 I 3x8= 3x6 66x8 5-8-3 10-4-0 20-M 5-8-3 ' 4-7-13 9-8-0 Plate'Offsets(X,Y)-- f1:0-0-14,Edgel LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 6-8 >999 360 MT20 244/190 TCDLJ 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.47 6-8 >509 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.03 6 Na n/a BCDL 10.0 Code FBC2014ITPI2007 (Matrix-M) Wind(LL) 0.05 8-9 >999 240 Weight:102lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing. REACTIONS. (Ib/size) 1=746/Mechanical,6=724/Mechanical Max Horz 1=325(LC 5) Max Upliftl=585(LC 4),6=-658(LC 5) Max Grav1=861(LC 9),6=833(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-1559/1048,2-13—1518/1057,2-15=-1102/748,14-15=10951753,3-14=-1058/763, 3-16=-1001/777,4-16—1001/777 BOT CHORD 1-9=-1213/1474,8-9=-1213/1474,7-8=-5931709,6-7=593/709 WEBS 2-8=-534/486,4-8=-255/404,4-6=-924/790 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-4-0,Exterior(2)10-4-0 to 14-6-15;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=585, 6=658. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a trust 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 posslbte 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. Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda,VA 22314. Tampa,FL 33610 jr [Io�b— Truss Truss Type Qty, 17, imon,Residence/LAV T10192229 55 C3 SPECIAL 1' ob Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Jan 10 10:25:52 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-bTgvgN E17gsvgox65hjUSmxwN KFpmSRI it DD_hzwoZz 4-5-7 6-10-8 10-0-0 11-1-8 15-5-0 20-0-0 4-5-7 2-5-2 3-1-8 1-1-8 4-3-8 4-7-0 Scale=1:35.8 5x6= 3 44= 3x4 11 4 3x4 6 5.00 F12 2x3 15 2 r 0 14 1 6 10 9 8 7 3x4= 3x4= 3x6— 3x8= 6x8= 6-10-8 11-1-8 20-0-0 , 6-10-8 4-3-0 8-10-8 PlatelOffsets O,Y)-- (1:0-0-14,Edge1 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ydefl Ud PLATES GRIP TCLI 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDLII 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.35 7-8 >686 240 BCLL, 0.0 ' Rep Stress Incr YES W B 0.63 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.05 10-13 >999 240 Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. REACTIONS. (lb/size) 1=749/Mechanical,7=720/Mechanical Max Horz 1=275(LC 5) Max Upliftl=589(LC 4),7=-632(LC 5) Max Grav1=870(LC 9),7=827(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1475/949,2-14=-1423/961,2-3=-1516/1127,3-4=-1235/901,4-5=-1111/806 BOT'CHORD 1-10=-1053/1364,9-10=-752/1000,8-9=-752/1000,7-8=-615/771 WEBS 2-10=376/402,3-10=-490/594,3-8=-280/464,4-8=-598/476,5-8=-257/458, 5-7=-978/797 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 11-1-8;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)1=589, 7=632. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 1471-7473 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 property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!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/TPI I 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 City Ply Simon,Residence/LAV T10192230 73955 C4 COMMON 1 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:25:52 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-bTgvgN E17gsvgox65h1USmxyYKETmYfl it DD_hzwoZz 6-11-2 i 10-0-0 13-0-14 ,� 20-0-0 6-11-2 3-0-14 3-0-14 6-11-2 Scale=1:33.8 4x4= 3 5.00 12 2x3 \ 2x3 \ 2 4 14 15 5 1 Io 7 6 3x6= 3x8= 3x6= 3x6= 10-0-0 20-0-0 10-0-0 10-M Plate Offsets(X,Y)-- [1:0-0-2,Edgel,[5:0-0-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 6-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.29 6-10 >837 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.23 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 6-13 >999 240 Weight:80lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc puffins. BOT 6HORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/Mechanical,5=740/Mechanical Max Horz 1=-2(LC 4) Max Upliftl=-617(LC 4),5=617(LC 5) Max Grav1=877(LC 9),5=877(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=1432/967,2-14=1381/979,2-3=1154/826,3-4=-1154/826,4-15=-1381/979, 1 5-15=-1432/967 BOT CHORD 1-7=-794/1238,6-7=-794/1238,5-6=792/1238 WEB i 3-6=-490/748,4-6=-404/421,2-6=-404/421 1)Unbalanced Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exter[or(2)10-0-0 to 13-2-5;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.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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except Qt=lb)1=617, 5=617. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-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 at 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 wllh 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 Si mon,ResidenceA-AV j T10192231 73955 C5 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:53 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-3fEl ujEwuB_mlyW JfOEj_U6mkbPVuuRxyzmW 7zwoZy i 7-6-6 11-4-0 I 15-6-4 20-0-0 , 7-8-e 3-7-10 4-2-4 4-5-12 Scale=1:35.1 4x4= 3x4 3x4 I = 3 15 4 16 5 5.00 12 3x4 14 2 i 13 i 1 0 9 8 7 3x6= 6 3x6= 2x3 11 3x8= 6x8= 7-8-6 11-4-0 20-0-0 7-8-6 3-7-10 8-8-0 Plate Offsets(X,Y)-- (1:0-3-0,0-1-21,[8:0-2-10,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.12 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.32 6-7 >745 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.68 Horz(TL) -0.02 1 n/a n/a BCD 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.06 9-12 >999 240 Weight:104Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-11 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. w REACTIONS. (lb/size) 6=717/Mechanical,1=753/Mechanical Max Horz6=338(LC 5) Max Uplift6=-646(LC 5),1=-575(LC 4) Max Grav6=829(LC 9),1=870(LC 9) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-15=870/657,4-15=-870/657,1-13=-1388/841,2-13=-1328/856,2-14=-972/654, 3-14=-962/664 BOT CHORD 1-9=-668/1185,8-9—668/1185,7-8=-668/1185,6-7=-149/507 WEBS 4-6—862/718,4-7=263/425,2-7=-569/462 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-4-0,Exterior(2)11-4-0 to 14-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except Qt=lb)6=646, 1=575. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ,&'WARNING-Vadly design parameters and READ NOTES ON THIS AND INCLUDED I1,11TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Deslgn 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 iTek� 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 � I _ Job Truss Truss Type Oty Ply Sim on,Residence/LAV T10192232 73955 C6 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:53 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-3fEiuj EwuB_mlyWJfOEj_U3zkc VVgDRxyzmW 7zwoZy i 7-8-5 13-4-0 20-0-0 7-8-5 5-7-11 6-8-0 Scale=1:40.4 5x8 MT18HS= 3x6= 3 14 15 4 5.00 52 13 3x4 2 12 I 0 8 7 6 5 = 3x6 3x6 = 3x8= 2x3 II 3x6 II 7-8-5 13-4-0 i 20-" 7-8-5 5-7-11 6-8-0 Plate Offsets(Y Y)-- i1:0-6-2,0-0-41,(3:0-5-12,0-2-81,17:0-2-11,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.15 8-11 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.92 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 8-11 >999 240 Weight:103Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceifing directly applied or 9-3-8 oc bracing. ^REACTIONS. (lb/size) 5=717/Mechanical,1=752/Mechanical Max Horz 5=392(LC 5) Max Uplift5=-662(LC 5),1=-552(LC 4) Max Grav5=841(LC 9),1=868(LC 9) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=-781/674,3-14=685/529,14-15=-685/529,4-15=-685/529,1-12=-1401/777, 1 2-12=-1343/792,2-13=-773/472,3-13=-719/489 BOT CHORD 1-8=-611/1199,7-8=-611/1199,6-7=-611/1199,5-6=-162/375 WEBS 4-6=681/884,2-6—737/537,2-8=0/256 1 NOTES- 1)Wind:ASCE 7-10;Vuft=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171h Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 13-4-0,Exterior(2)13-4-0 to 16-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=662, 1=552. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-VerJ/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.1010312016 BEFORE USE. Design valid for use only with MlTek®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.Addiltonal temporary and permanent bracing pA IVI iTek• 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 i Truss Truss Type Qty Ply Simon,Residence/LAV T10192233 73955 C7 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:53 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-3fEl uj Ewu8_mlyWJfOEj_U2MkbhVtxRxyzm W 7zwoZy 7-9-8 15-4-0 7-9-8 7-0-8 Scale=1:42.8 5x8 MT18HS= 3x4= 5.00 52 3 14 15 4 13 i - 5xl2 MT18HS 2 12 1 o 0 8 7 6 5 M= 2x3 II 3x6= 3x8=. 3x6 II 7-9-8 15-4-0 20-0-0 , 7-9-8 7-6-8 4-8-0 Plate Offsets(),Y)-- 11:0-6-2 0-0-41 f2:0-6-0,0-3-01,f3:0-5-0,0-2-41 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 6-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.18 6-8 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 8-11 >999 240 Weight:107lb FT=20% LU MB ER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. •WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS. (lb/size) 5=718/Mechanical,1=751/Mechanical Max Horz 5=446(LC 5) Max Uplift5=-678(LC 5),1=-528(LC 4) Max Gravy=855(LC 9),1=864(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=825/682,3-14=-487/375,14-15=-487/375,4-15—487/375,1-1 2—1 4091707, 2-12=1297/723,2-13=-568/293,3-13=-494/303 BOT CHORD 1-8=-549/1208,7-8=551/1198,6-7=-551/1198,5-6=199/440 WEBS 4-6=-658/856,3-6=-191/314,2-6=-942/674,2-8=0/315 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.11;Exp C;Encl.,GCpi=0.18; C-O Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-4-0,Exterior(2)15-4-0 to 18-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)5=678, 1=528. 8)"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 READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE ' De'slgn valid for use only with MlTek®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�0 7 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iH1T 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 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 Simon,Residence/LAV T10192234 73955 CB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:54 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Xrog53FYf R6dw64VD6tyXB iJf8xxEGmbAciJ2azwozx 6-2-9 12-3-8 17-4-0 20-0-0 i 6-2-9 6-1-0 5-0-8 4x8= 3x4 Scale=1:45.6 I 5.00 rl2 5 6 15 3x4 3x6- 4 3 2x3\\ 2 14 1 0 10 9 8 7 3x4= 3x4= 3x6= 3x4= 6x8= 8-9-4 17-4-0 , 20-0-0 , 8-9-4 8-6-12 2-8-0 Plate'Offsets(X,Y)-- f1:0-1-10,Edge),(5:0-5-4,0-2-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLf 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDLI 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.25 8-10 >945 240 BCLI11 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) -0.02 1 n/a n/a BCD IL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 10-13 >999 240 Weight:118 lb FT=20% LUMBER- BRACING- TOP,'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins, BOT'CHORD 2x4 SP M 30 except end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-1 oc bracing. REACTIONS. (lb/size) 7=722/Mechanical,1=748/0-8-0 Max Horz 7=499(LC 5) Max Uplift7=695(LC 5),1=-497(LC 4) Max Grav7=875(LC 9),1=853(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1491/739,2-14=-1449/750,2-3=-1223/590,3-4=-1157/600,4-15=-325/131, 5-15=-275/146 BOT(CHORD 1-1 0=-584/1307,9-10=-138/666,8-9=-138/666,7-8=-5/311 WEB I 5-8=-373/694,4-8=784/606,4-10=-300/588,2-10=439/424,5-7=-874/650 1)Wind:Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterlor(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 17-4-0,Exterior(2)17-4-0 to 19-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit Letween the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)7=695, 1=497. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. D�slQn valld 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 Info the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee StreeL Suite 312.Alexandria VA 22314. Tampa,FL 33610 � ! f Job Truss Plu Type Qty Ply Simon,Residence/LAVT10192235 73955 C9 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:54 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Xrog53FYfR6dw64VD6lyXB 1 G78xpEHzbAciJ2azwoZx -2-0-0 , 8-3-9 15-9-0 , 20-0-0 2-0-o 8-3-9 7-5-7 4-3-0 Scale=1:44.1 4x8= 3x4 11 5.00 F12 4 15 5 13 5x12 MT18HS 14 3 f::2 0ED 01 9 8 7 6 3x5= 2x3 11 3x6= 3x4= 6x8= r 8-3-9 15-9-0 , - ' 8-3-9 7-5-7 20 00=00 ' Plate Offsets(X,Y)— (3:0-6-0 0-3-01 (4:0-5-4 0-2-41 LOADII G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.06 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.16 7-9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 9-12 >999 240 Weight:111lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS! 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-3 oc bracing. WEBS 1 Row at midpt 3-7 ,REACTIONS. (lb/size) 6=714/Mechanical,2=866/0-8-0 Max Horz2=555(LC 4) Max Uplift6=-702(LC 5),2=-752(LC 4) Max Grav6=854(LC 9),2=989(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1355/702,3-14=-518/263,13-14=447/267,4-13=-445/277 BOT CHORD 2-9=992/1307,8-9=-994/1301,7-8=-994/1301,6-7=-370/456 WEB 3-9=0/322,3-7=-949/697,4-7=-256/531,4-6=-857/695 NOTES- ' 1)Wig d:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 15-9-0,Extedor(2)15-9-0 to 19-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Pro�ide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)6=702, 2=752. 8)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. ® 'WARMING-VerUy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Des pn valid for use only with NIITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a trots system.Before use,the building designer must vedry the applicablllty of design parameters and property incorporate this design Into the overall btIDding design. Brac[ng ind�ated Is to prevent buckling of Individual truss we and/orchard members only. Additional Temporary and permanent bracing MiTek• is always required for stability and to prevent collapse wdh possible persona,Injury and property damage. For general guidance regarding the fabr�atbn,storage,delivery,erection and bracing of trusses and Tn1ss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infor s.1lon availabie hom Truss Plate Institute,218 N.Lee Sheet Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I J � Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192236 73955 C10 MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 10 10:25:51 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-7G6XT1 DfMWk23eMwYzCEvZPmywwxlx28UeUfSFzwoa_ -2-0-0 7-2-4 13-9-0 20-0-0 2-0-0 7-2-4 6-6-12 6-3-0 Scale=1:40.4 4x8= 3x4 5.00 12 5 16 17 6 14 15 46 i 3x4 i 4 3 2 Pq 01 10 9 8 7 3x4= 2x3 11 3x6= 3x4= 6x8= 7-2-4 13-9-0 20-0-0 _ 7-2-4 "-12 6-3-0 Plate Offsets(X,Y)-- f3:0-3-0 Edge) f5:0-5-4 0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.04 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.11 B-10 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.83 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 10 >999 240 Weight:107lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. I WEBS 1 Row at midpt 5-7 •REACTIONS. (lb/size) 7=718/Mechanical,2=862/0-8-0 Max Harz 2=501(LC 4) Max Uplift7=-686(LC 5),2=-774(LC 4) Max Grav7=846(LC 9),2=987(LC 10) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1459/845,3-4=1360/847,4-15=-738/450,14-15=-678/454,5-14=-677/464 BOT CHORD 2-10=1092/1399,9-10=-1092/1399,8-9—1092/1399,7-8=-536/666 WEBS 4-10=0/267,4-8=-817/615,5-8=-209/471,5-7=-896/720 1)Wind:Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpl=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 13-9-0,Exterior(2)13-9-0 to 17-11-15;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)-Tflis 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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)7=686, 2=774. 7)"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 MII--7473 rev.1010312015 BEFORE USE. DeIsign valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a iru3s 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 Miiek' 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,seeANSt/TP1I 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 ' r Job Truss Truss Type Qty Ply Simon,ResidencelLAV T10192237 73955 D COMMON 6 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Too Jan 10 10:25:55 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-02M2J PGAQIFUXFfhnpGB3PZNOXFKztskPGStaozwoZw -21-0 7-5-5 12-9-0 20-0-0 2-0-0 7-5-5 5-3-11 7-3-0 Scale=1:38.0 46= 5.00 12 5 12 13 2x3\\ 14 3x6% 4 4x4 11 6 3 rn r N _ 2 t 8 15 16 5x8= 7 3x5= 6x8= r 10-2-2 20-M 10-2-2 9-9-14 Plate'Offsets(XY)-- f2:0-2-8,Edgel,f8:0-4-0,0-3-01 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.18 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.47 7-8 >511 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 8-11 >999 240 Weight:96 lb FT=20°! LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT,CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 2=866/0-8-0,7=715/Mechanical Max Horz2=250(LC 4) Max Uplift2=-832(LC 4),7=-613(LC 5) Max Grav2=1035(LC 10),7=902(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP'CHORD 2-3=-1515/906,3-4=1434/917,4-1 2=-1 2657784,5-12=1216/800,6-7=-306/340 BOT CHORD 2-8=-881/1363,8-15=-464/764,15-16=-464/764,7-16=-464/764 WETS 4-8=-438/432,5-8=-296/685,5-7=-808/492 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 12-9-0,Exterior(2)12-9-0 to 15-9-0;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.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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s)except Qt=lb)2=832, 7 A13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®:WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev,1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a tak system.Before use,the building designer must verify the applicalAllty 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 darnage. For general guidance regarding the fobricatlon,storage,delivery,erection and bracing of innsses and truss systems,seeAN1T/T1I I Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 MexandJrta,VA 22314. Tampa,FL 33610 Job Truss I russ ype City y �Sirnon,Resldencefl-AV T1019223B 73955 E COMMON 13 1 Job Reference(optional) Chambers Truss,Foil Pierce,FL 7.640 s Apr 22 2016 Mi rek Industries,Inc.Tue Jan 10 10:33:37 2017 Page t ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-?N8dTt7d700aXsLFXnI PgiPinyl DpHkeBMJoEzwoSi -2-0-0 6-8-6 12-9-0 18-9-10 25-6-0 , 27-6-0 2-0-0 6-8-6 6-0-10 6-0-10 6-8-6 2-0-0 Scale=1:47.3 4x5= 5.00 FIT 5 19 20 3x6 2x3\\ 2x3// \ 4 6 3x6 3 7 2 8 01 9 Io 12 11 21 10 3x4= M= 3x4= 3x5= 3x5= f8-8-10 16-9-6 25-6-0 8-8-10 8-0-13 8-8-10 _Plate Offsets_(X,Y)-- I2:0-1-2,Edgej,j8:0-1-2,Edge) I LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.14 10-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.30 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 HOrz(fL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Wind(LL) 0.10 10-12 >999 240 Weight:115lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1055/0-8-0,8=1055/0-8-0 Max Horz 2=53(LC 4) Max Uplift 2=-979(LC 4),8=-979(LC 5) Max Grav 2=1274(LC 10),8=1274(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2205/1318,3-4=-2114/1328,4-19=-1995/1229,5-19=-1939/1238,5-20=-1937/1238, 6-20=-1993/1228,6-7=2113/1328,7-8=-2203/1318 BUT CHORD 2-12=1026/1964,11-12=-588/1286,11-21=-588/1286,10-21=-588/1286,8-10=-1079/1967 WEB 5-10=-375/692,6-10=-437/43B,5-12=376/695,4-12=-437/438 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.II;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 12-9-0,Exterior(2)12-9-0 to 15-9-0;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.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. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 979 lb uplift at joint 2 and 979 lb uplift at joint 8. 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.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 imSs 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.Addtional temporary and permanent bracing MiTek' is always required for stability and to present collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIM 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 City Ply Simon,Residence/LAV T10192239 73955 E1 HIP 1 1 Job Reference(optional) Chambets Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:56 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-U EwQW IHoB3NL9P EuKW nQcc6eOxe1 iLUtdwBQ7SzwoZv -2-0-0 6-6-8 11-0-0 14-6-0 , 16-11-8 25-6-0 27.6-0 2-" 6-6-8 4-5-8 3-6-0 4-5-8 6-6-8 2-0-0 Scale=1:49.7 4x8= 4x5= 4 5 5.00 12 3x4 20 21 3x4 3 6 v � 2 7 0 8 Ia 01 d 13 12 11 10 9 3x4—_ 24 II 3x4= 3x6= 2x3 11 3x4= 3x8= 6-6-8 11-0-0 14-6-0 18-11-8 25-6-0 6-6-8 4-5-8 3-6-0 4-5-8 6-6-8 Plate Offsets(X,Y)-- f4:0-5-4,0-2-01 LOAD NG(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.07 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.17 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.31 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/-FP12007 (Matrix-M) Wind(LL) 0.0912-13 >999 240 Weight:128lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. WEBS 2x4 SP No.3 ,REACTIONS. (lb/size) 2=1055/0-8-0,7=1055/0-8-0 Max Horz2=37(LC 4) Max Uplift2=1021(LC 4),7=1021(LC 5) Max Grav2=1231(LC 10),7=1231(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2089/1453,3-20—1611/1196,4-20=-1567/1209,4-5=-1476/1189,5-21=1568/1209, 6-21=-1612/1196,6-7=2088/1452 BOT QHORD 2-13=-1154/1851,12-13=-1154/1851,11-12=-764/1379,10-11=-764/1379, 9-10=1190/1857,7-9=-1190/1857 WEB IS 3-12=-571/463,4-12=-219/369,5-10=225/369,6-10=-569/462 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Extedor(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 11-0-0,Exterior(2)11-0-0 to 14-6-0,Interior(1)18-11-6 to 27-6-11;Lumber DOIL=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 t etween 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=1021, 7=)021. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlIL7473 rev.10103P1015 BEFORE USE Deslgn valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a infss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p�AA building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrk:ation,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 Job -I Truss Truss Type Qty Ply Sirtwn,ResidenceMV T10192241 73955 , F HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Wrek Industries,Inc.Tue Jan 10 10:25:57 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-yQUoj41QxMVBnZp4uEJf8gep4LykRrZlsaxzfvzwozu -2-0-0 5-8-12 9-2- 12-4-0 , 15-7-4 21-4-0 23-4-0 2-0-0 5-8-12 3-3-4 3.4.0 3-3-4 5-8-12 2-0-0 Scale=1:42.7 4x4= 4x8= 4 5 l5.00 12 2x3 2x3�i 3 18 196 - 20 21 4 2 7 14 O1 8 6 11 10 9 3x5= 3x8= 3x6=3x4= 3x5= 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets(Y Y)-- (2:0-1-2,Edge],(5:0-5-4,0-2-01,(7:0-1-2,Edgel LOAD NG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.10 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.27 9-17 >948 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Wind(LL) 0.06 9-11 >999 240 Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=900/0-8-0,7=900/0-8-0 j Max Horz2=39(LC 5) Max Uplift2=-910(LC 4),7—910(LC 5) Max Grav2=1049(LC 10),7=1049(LC 9) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-1636/1244,3-20=-1561/1251,3-18=-1351/1024,4-18=-1344/1034,4-5=-1240/1013, 5-19=-1343/1034,6-19=-1350/1024,6-21=-1560/1250,7-21=-1635/1243 BOT CHORD 2-11=-975/1447,10-11=-680/1162,9-10=-680/1162,7-9=-1014/1452 WEBS i 3-11=-362/410,4-11=178/311,5-9= —194/312,6-9 362/409 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu1t=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 9-0-0,Exterior(2)9-0-0 to 12-4-0,Interior(1)16-6-15 to 23-4-11;Lumber DO L=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=910, 7=910. 7)"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 MITEKREFERANCE PAGE MII-7473 rev.10/03/201S BEFORE USE. Design valid for use only with MITeW 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.Addlffonal temporary and permanent bracing NTTek' 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 city Ply Simon,ResidencefLAV T10192242 73955 GRA COMMON 1 2 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:25:67 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-yQ Uoj41 QxMVBnZp4uEJf8gemFLwoRgi 1 saxzfvzwoZu i l -2-0-0 5-5-4 9-3-0 13-0-12 _ _ 18-6-0 2-0-0 5-5-4 3-9-12 3-9-12 5-5-4 Scale=1:33.9 4x4= 4 5.00 12 3x5 i 16 17 3x5 3 5 18 i 15 6 2 Io 1 10 19 9 8 20 7 21 22 3x10= 6x8= WO= 3x8 I I 7x8= 3x8 11 5-5-4 9-3-0 13-0-12 18-6-0 r 5-5-4 3-9-12 3-9-12 5-5-4 Plate Offsets QX Y)-- f2:0-10-1,0-0-91,16:0-10-1,0-0-91,18:0-4-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.12 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.27 8-10 >838 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 8-10 >999 240 Weight:198lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 9-5-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=4162/0-8-0,2=2990/0-8-0 Max Horz 2=89(LC 4) Max Uplift6=-2909(LC 5),2=-2489(LC 4) Max Grav6=4322(LC 19),2=3236(LC 20) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-7624/4995,2-3=7736/5157,3-16=-6252/4181,4-16=-6229/4190,4-17=-6232/4236, 5-17=6266/4225,5-18=-8916/5879,6-18=-8942/5870 BOT CHORD 2-10=-4635/7072,10-19=4635UO72,9-19=-4635f7072,8-9=463577072, 8-20=-5258/8221,7-20=-5258/8221,7-21=-5258/8221,21-22=-5258/8221, 6-22=-5258/8221 WEBS 4-8=-2853/4531,5-8=-2941/1975,5-7=-1204/2192,3-8=-1612/1250,3-10=-580/1115 NU ES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)Alllloads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Corner(3)-2-0-11 to 0-7-13,Exterior(2)0-7-13 to 9-3-0,Comer(3)9-3-0 to 12-3-0;Lumber DOL=1.60 plate grip DOL=1.60 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(jt=lb)6=2909, 2=2489. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Henger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1813 lb down and 1100 lb up at 7-0-12,747 lb down and 401 lb up at 9-0-12,926 lb down and 529 lb up at 11-0-12,940 lb down and 514 lb up at 13-0-12,and 758 lb down and 439 lb up at 15-0-12,and 747 lb down and 422 lb up at 17-0-12 on bottom chord. The design/selection of such connection del ice(s)is the responsibility of others. LOAD CASE(S) Standard Continued ued on page 2 i ®;WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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 my building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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 I Job •j Truss Truss Type Qty Ply Simon.Residence/I.AV 73955 GRA COMMON 1 2 Job Reference o tional T10192242 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:57 2017 Page 2 - I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-yQUoj4l QxM VB nZp4uEJf8gemFLwoRgll saxzfvzwoZu LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-6=-54,2-6=-20 Concentrated Loads(lb) Vert:8=-747(B)7=-919(B)19=-1574(B)20=926(B)21=758(B)22=747(B) i I I i I i i A;WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MIA7473 rev.10/012015 BEFORE USE Deslgn valid for use orgy with MITek®connectors.This design Is based oNy upon parameters shown,and Is for an Individual building component,not a miss 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 M!Tek' Is blways 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,se0ANSI/TPI I Quality Cdferla,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 Simon,Residence/LAV T10192243 73955 GRA1 COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:58 2017 Page 1 j ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Qd2BxQ12igd2OjOGSxquh1 BsjlCNA6dA5EgXBLzwoZt 4-10-8 -10-1 8-11-1 12-6-6 17-6-8 22-8-7 26-11-14 32-1-0 4-10-8 -11-1 3-0-15 3-7-5 5-0-2 S-1-15 4-3-7 5-1-2 Scale=1:54.3 46 II 5.00 FIT 5 5x8 MT18HS WB-_ 5x6% 20 21 3x4 4 6 3 3x4 7 3x4 22 2 5x10 8 19 �1 I 23 24 16 25 15 26 14 27 28 13 29 12 11 30 31 32 t0 33 34 9 5x14 i 7x8= 6x10 MT18HS= 6x10 I I 3x4 I I 7x8= 3x4= 5x8= 6x8= 5-10-1 8-11-1 , 11-0-6 17-6-8 22-8-7 26-11-14 32-1-0 , 5-10-1 3-0-15 2-1-5 6-6-2 5-1-15 4-3-7 5-1-2 Plate Offsets(X,Y)-- [1:0-2-15,Edgel,(3:0-4-0,Edge],(9:Edge,0-5-81,f10:0-4-0,0-1-81,113:0-4-0,0-4-81,(15:0-4-0,0-4-41 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.38 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.86 13-15 >445 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.84 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.5913-15 >650 240 Weight:409lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except BOT CHORD 2x6 SP 240OF 2.0E end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling direct(yapplied or 7-1-11 oc bracing. 5-13,8-10:2x4 SP M 30,8-9:2x6 SP No.2 •OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=6507/Mechanical,9=6508/0-8-0 Max Horz 1=87(LC 5) Max Upliftl=-4302(LC 4),9—4693(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-19=14875/9851,2-19=14840/9862,2-3=-13402/9049,3-4=-13311/9060, 4-20=-8479/6067,5-20=-8423/6082,5-21=-8423/6078,6-21=-8476/6067,6-7=-9621/6950, 7-22=-9370/6755,8-22=-9437/6747,8-9=-5914/4316 BOT CHORD 1-23—9086/13728,23-24=-9086/13728,16-24=-9086/13728,16-25=-9086/13728, 15-25=-9086/13728,15-26=-6637/9775,14-26=-6637/9775,14-27=6637/9775, 27-28=6637/9775,13-28=-6637/9775,13-29—6200/8854,29-30=6200/8854, 12-30=-6200/8854,11-12=-6200/8854,11-31=-6132/8653,31-32=-6132/8653, 10-32=6132/8653,10-33=-452/593,33-34=-452/593,9-34=452/593 WEBS 4-15=-2698/4422,4-13=-2881/1989,5-13=-4339/6214,6-13=1575/1339,6-11=-993/1298, 7-11=-1 20/301,7-10=-438/382,8-10=-5878/8341,2-16=-631/1290,2-15=-1798/1174 NO ES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All Iloads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-2-8,Interior(1)3-2-8 to 17-6-8,Exterior(2)17-6-8 to 20-9-0;Lumber DOL=1.60 plate grip DOL=1.60 5)AIII plates are MT20 plates unless otherwise indicated. 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. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)1=4302, 9;4693. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on Qa9e 2 I ®;WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,1003/2015 BEFORE USE. Design valid for use only with MilekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a buys system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall n�r building design. Bracing Indicated Is to prevent buckling of fndivldual 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 inrss systems,seeANSI/iPll 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 Simon,Residence/LAV T10192243 73955 GRA1 COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:58 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Qd2BxQ12igd2OjOGSxquh1 BsjlCNA6dA5EgXBLzwoZt NOTES- 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)695 lb down and 407 lb up at 1-9-12,695 lb down and 407 lb up at 3-9-12, 695,lb down and 407 lb up at 5-9-12,695 lb down and 407 lb up at 7-9-12,695 lb down and 407 lb up at 9-9-12,695 lb down and 407 lb up at 11-9-12,698lb down and 605 Ib up at 13-9-12,694 lb down and 638 lb up at 15-9-12,728 lb down and 324 lb up at 17-8-4,731 lb down and 558 lb up at 19-8-4,732 lb down and 571 lb up at 21-8-4,733 Ib down and 582 lb up at 23-8-4,720 lb down and 675 lb up at 25-8-4,and 729 lb down and 389 lb up at 27-8-4,and 726 lb down and 579 lb up at 29-8-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-5=54,5-8_54,1-9—20 Concentrated Loads(lb) Vert:14=-695(B)13=-728 16=-695(B)23=-695(B)24=695(B)25=-695(B)26=-695(B)27=-698(B)28=-694(B)29=731(B)30=-732(B)31=733(B)32=-720(B) 33=-729(B)34=726(B) I I I I I I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use oNy with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual bu0ding component,not a true system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is cilways 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/IPl1 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 Simon,Residence/LAV �l T10192244 73955 GRB COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:25:59 2017 Page 1 I D:h6mtwPix7BgdtYnDCrGVbbyKdpJ-upbZ8mJhT_IvOtzTOfL7 EFkOU9VRvcGKJuQ41nzwoZs -2-0-0 4-8-3 7-1-4 12-9-0 18-2-9 20-0-2 0-9-13 25-6-0 j 2-0-0 4-8-3 2-5-0 5-7-12 5-5-9 4-8-3 Scale=1:45.8 5x6 I 5.00 FIT 6 19 20 3x4 i 5x8 3x6 i 7 5 SX6 1 2x3 4 8 3 21 2 9 aj I v 01 14 13 12 11 10 22 23 3x4= 3x5= 3x4= 46= 6x8= 10x14 5x12 MT18HS-- = 3x4= 5-5-14 9-3-2 16-2-14 20-0-2 25-6-0 5-5-14 3-9-4 6-11-11 3-9-4 5-5-14 Plate Offsets(X,Y)-- 12:0-7-1,0-2-61,12:0-0-0,0-0-41,f7:0-3-4,0-1-81,19:0-3-11,0-3-41,f10:0-5-0,0-5-01 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.39 10-16 >791 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.50 10-16 >608 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.69 Horz(TL) 0.11 9 n/a rVa BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Weight:304lb FT=20% LUMgIER- BRACING- TOP CHORD 2x4 SP M 30*Except' TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. 6-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E ,WEBS 2x4 SP No.3*Except* 6-11,7-10,6-13:2x4 SP M 30,8-10:2x8 SP 240OF 2.OE REACTIONS. (lb/size) 9=8079/0-8-0,2=2684/0-8-0 Max Harz 2=103(LC 4) Max Uplift9=-6416(LC 5),2=-2149(LC 4) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-6193/4421,3-4=-6119/4419,4-5=6076/4426,5-19=-5897/4323,6-19=-5838/4333, 6-20=-9020/6559,7-20=-9075/6549,7-8=-1 79 7 0/1 32 47,8-21=17956/13128, 9-21=17990/13116 BOT HORD 2-14—3995/5685,13-14=-3942/5591,12-13—3466/5064,11-12=-3466/5064, 1 0-1 1=-8227/1 1 573,1 0-22=-1 2 04 6/1 6606,2 2-23=-1 2 048/1 660 6,9-23=12048/16606 WEBS 6-11=-4146/5911,7-11=-5890/4507,7-10=-7194/9509,8-10=-191/347,6-13=-448/606, 5-13=-550/383,5-14=-24/334 NO ES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-2-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced root live loads have been considered for this design. 4)Wihd:ASCE 7-10;Vult=l7omph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-0-10,Interior(1)1-0-10 to 12-9-0,Extefior(2)12-9-0 to 15-9-0;Lumber DOL=1.60 plate grip DOL=1.60 5)Alllplates are MT20 plates unless otherwise indicated. 6)ThMMs 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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)9=6416, 2=2149. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)6487 Ito down and 3979 lb up at 20-1-8,and 1139 ib down and 1440 lb up at 21-9-4,and 1139 lb down and 1440 lb up at 23-9-4 on bottom chord. The di sign/selection of such connection device(s)is the responsibility of others. ����� Stiandard ®I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,1010312015 BEFORE USE. Design valid for use only wllh MITek6 connectors.This design Is based only upon parameters shown,and Is for an individual building component not a Luis system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■•Y■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal 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 Jab Truss Truss Type Qty Ply Simon,Residence/LAV �f T101922441 73955 ORB COMMON 1 2 Job Reference(optional)I Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:25:59 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-upbZBmJhT_IvOtzTOfL7EFkOU9VRvcGKJuQ4jrizwoZs LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-9 -54,2-9=20 Concentrated Loads(lb) Vert:10=6487(B)221139(B)23=-1139(B) r I i I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11-7473 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 iruls 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.21811.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job i Truss Truss Type city Ply Simen,Resldencell-" i T10192245 73955 GRC COMMON 1 2 Job Reference(optionap Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:00 2017 Page 1 I D:h6mtwPix?BgdtYnDCrG VbbyKdpJ-M?9xM6KJEHtme1 YfZMsMmSGDrYxOe?MTYY9eGDzwoZr 5-9-14 10-8-0 15-6-2 21-4-0 ' I 5-9-14 r 4-10-2 4-10-2 5-9-14 Scale=1:35.1 4x5 11 3 5.00 12 15 16 4X4 5�- 4x4 2 4 14 17 1 5 aiLii v a 'o 18 19 9 20 8 21 7 22 23 6 24 25 4x8 3x10 II 6x8= 6x8= 3x10 11 - 4x8 5-9-14 10-8-0 15-6-2 21-4-0 5-9-14 4-10-2 4-10-2 5-9-14 Plate Offsets(),Y)-- (1:0-1-5,0-0-01,(5:0-1-5,0-0-0I,(7:0-4-0,0-3-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.27 7-9 >937 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.35 6-7 >730 240 BCLL 0.0 Rep Stress Incr NO W B 0.89 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:223lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS 2x4 SP No.3 ,REACTIONS. (lb/size) 1=4210/0-8-0,5=4651/0-8-0 Max Upliftl—3590(LC 4),5=-4121(LC 5) MaxGravl=4555(LC 19),5=4781(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-10444/8057,2-1 4=-1 041 9/806 7,2-15=-6732/5522,3-15=-6689/5532, 3-16=-6690/5534,4-16=-6734/5520,4-17=-9751/8113,5-17=9776/8103 BOT CHORD 1-18=-7276/9601,18-19=-7276/9601,9-19=-7276/9601,9-20=-7276/9601, 8-20=-7276/9601,8-21=7276/9601,7-21=-7276/9601,7-22=-7327/8989, 22-23=7327/8989,6-23=7327/8989,6-24=-7327/8989,24-25=-7327/8989, 5-25=-7327/8989 WEBS 3-7=-3757/4835,4-7=3226/2907,4-6=-1773/2218,2-7=-3907/2849,2-9=-1757/2763 NOT�S- 1)2-ply truss to be connected together with 1 Od(0.131"xX)nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bojtom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All'oads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wig d:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 10-8-0,Corner(3)10-8-0 to 13-8-0;Lumber DOL=1.60 plate grip DOL=1.60 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)1=3590, 5=4121. 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)203 lb down and 189 lb up at 2-5-13,1737lb down and 1040 lb up at 4-4-12,720 lb down and 424 lb up at 6-4-12,720 lb down and 675 lb up at 8-4-12,704 lb down and 555 lb up at 10-4-12,700 lb down and 420 lb up at 12-4-12,720 lb down and 675 lb up at 14-4-12,697 lb down and 564 lb up at 16i4-12,and 697 lb down and 597lb up at 18-4-12,and 698 lb down and 633 lb up at 20-4-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD LASE(S)Standard Continued on page 2 I ®;WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.10/012015 BEFORE USE ' Design valid for use only with MITeM connectors.This design is based only upon parameters shown,and is for on individual building component.riot a frras system.Before use,the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is ailding lways required for stn. ability andd Is to prevent to prevent collapselng wiith o Individual truss f personal njury and Property damage. b and/or chord members ly.For generall temporary and uidancce regarding permanent bracing i111iTek' 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 Qty Ply Simon,Residence/LAV T10192245 73955 GRC COMMON 1 2 Job Reference(optional) I Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:26:00 2017 Page 2 • I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-M?gxM6KJEHtmel YfZMsMmSGDrYxOe?MTYY9eGDzwoZr i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-54,1-5=-20 Concentrated Loads(lb) Vert:7=-704(B)13=-698(B)18=194(B)19=-1432(B)20—720(B)21=720(13)22=700(B)23=720(13)24=-697(B)25=-697(B) I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/012015 BEFORE USE. Design valid for use oNy 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 iwilding designer must verity the applicab0lry oidesign parameters and properly Incorporate this design Into the overall t��q binding design. &acing Indicated Is to prevent buckling of Individual truss web arld/or chord members only.Additional temporary�1d pennanenf bracirlg ,yyiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdcatlon,storage,delivery,erection and bracirlg of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intormailon avaiiabie from Truss Plate institute,218 N.Lee Sheet Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 73955 GRID HIP Simon,Residence/LAV T10192246 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:26:00 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-M?9xM6KJ EHtme1 YfZMsMmSGDMYxte8KTYY9eGDZWoZr -2-0-0 3-9-14 7-0-0 11-6-0 14-8-2 18-6-0 ; 2-0-0 3-9-14 ' 3-2-2 ' 4-6-0 3-2-2 3-9-14 I Scale=1:35.2 6x8= 5X6= 3 4 5.00 12 15 16 m Cl) 5 2 Io ' 8 7 6 3x6= 3x6 I 5x8 MT18HS= 6X8= 3x8= r 3-9-14 7-0-0 11-6-0 14-8-2 18-0-0 ' 3-9-14 3-2-2 4-6-0 3-2-2 3-9-14 Plate Offsets(X,Y)-- f2:0-0-6,Edgel,13:0-5-4,0-2-4),(4:0-3-8,0-2-4),(5:0-4-2,0-1-8)[6:0-3-8,0-3-01 I LOADING(psf) SPACING- 2-0-0 CSI- DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.68 Vert(LL) -0.09 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.21 6-8 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.32 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.15 6-8 >999 240 Weight:75 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 2x4 SP No.3 .REACTIONS. (lb/size) 5=1334/0-8-0,2=145010-8-0 Max Horz2=84(LC 4) Max Uplift5=-1448(LC 5),2=-1685(LC 4) Max Grav5=2018(LC 9),2=2144(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-4333/3051,3-15=-4274/3069,3-4=4031/2950,4-16=-4282/3062,5-16=-4341/3044 BOT CHORD 2-8=-2710/3902,7-8=-2738/3954,6-7=-2738/3954,5-6=-2688/3910 WEB 3-8=-565/1061,4-6=-601/1066 NU ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpl=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 11-6-0,Interior(1)15-8-15 to 18-6-0;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)'T6 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 Ot=lb)5=1448, 2=1685. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 1 i-6-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)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:1-3=54,3-4=-112(F=-58),4-5=-54,8-12=-20,6-8=-42(F=22),6-9=-20 Cohcentrated Loads(lb) Vert:8=475(F)6=475(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not p` a taus 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/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 Jab Truss Truss Type Qty Ply Simon,ResidenceMV 73955 GRE MONO HIP 1 1 T10192247 Job Reference(ootionall Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc. Tue Jan 10 10:26:01 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBIJZSLx?b?dFA7r74NbJgpJJyCAN UfdnCvBogzwoZq -2-0-0 3-9-14 7-0-0 8-5-0 13-10-14 19-3-0 24-7-2 30-1-0 2-0-0 3-9-14 3-2-2 1-5-0 S-5-14 5-4-2 5-4-2 5-5-14 I Scale=1:57.4 4x5= 3x6 II 6x8= 3x6 II 5x6 WB= 6x8= 6x8= 5.00 12 3 4 22 5 6 7 8 23 9 21 Cr Ci 20 2 �1 16 15 14 13 12 11 10 3x4— 2x3 I 6x8= 5x6— 3x10= 3x10= 5x8 MT18HS ll it 3-9-14 7-0-0 8-5-D 13-10-14 19-3-0 24-7-2 30-1-0 3-2-2 ' 1-5-0 5-5-14 ' 5-4-2 5-4-2 5-5-14 Plate Offsets(X,Y)-- f2:0-0-10,Edge),(7:0-3-0,Edge),f8:0-3-8,0-3-01,f10:0-3-8,Edgel,f11:0-3-8,0-1-81,(13:0-3-0,0-0-4) 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.11 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.28 12-14 >908 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.76 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.18 12-14 >999 240 Weight:155lb FT=20% LUMBER- BRACING- TOP'CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3-Except' BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. 4-15:2x6 SP No.2,5-12,8-12,9-11:2x4 SP M 30 WEBS 1 Row at midpt 5-15,9-11 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=1594/Mechanical,2=401/0-8-0,15=2642/0-8-0 Max Horz2=323(LC 4) Max Upliftl 0=-1 675(LC 5),2=-489(LC 4).15=-281O(LC 4) Max Grav10=2255(LC 9),2=538(LC 10),15=3819(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-266/360,20-21=-265/371,3-21=-254/391,3-4=-164/349,4-22=-164/349, 5-22=164/349,5-6=-4136/3021,6-7=-4136/3021,7-8=-4136/3021,8-23=-3204/2348, 9-23=-3204/2348,9-10=-2144/1690 BOT CHORD 2-16=-355/168,15-16=-349/164,14-15=2150/2925,13-14=-2150/2925, 12-13=-2150/2925,11-12=-2348/3204 WEBS 3-16=-92/297,4-15=-1251/1123,5-15=-3396/2523,5-14=0/288,5-12=1018/1387, 6-12=931/889,8-12=-770/1065,8-11=-1517/1364,9-11=2619/3578 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Extedor(2)-2-0-11 to 0-11-7,Interior(1)0-11-7 to 7-0-0,Exterior(2)7-0-0 to 11-3-1;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 tietween the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 10=1675,2=489,15=2810. 9)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. 12)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 Conlin)ed on pacie 2 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a iriks 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 fabrlcatton,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI 19uallty Criteria,DSB-89 and BC51 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 City Ply Simon,Aesidence/LAV T10192247 73955 u MONO HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:01 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?dFA7r74NbJgpJJyCANUfdnCvBogzwoZq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-9=112(F=-58),16-17=20,10-16=-42(F=-22) Concentrated Loads(lb) Vert:16-475(F) I I LING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7073 rev.f0/03/2015 BEFORE USElid for use only with MITek®connectors.Thisdesign Isbased onlyupon parameters shown,andisforan Individual building component,nottem.Beforeuse,the building designer must verify the appllcab0ltyofdesign parameters and properly Incorporate thisdesign(nfo theoveralltL/�esign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. ormation available from Truss Plate Institute,218 N.Lee Street Suite 31 Z Alexanci ta.VA 22314. Tanga,FL 33610 �-obl Truss Truss Type Cty Ply Simon,Residence/LAV T10192248 3955 i GRF HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:26:01 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?dFA7r74NbJgpNhyFBNZ9dnCvBogzwoZq 3-9-14 7-0-0 10-0-0 13-0-0 16-2-2 20-0-0 ' 3-9-14 r 3-2-2 3-0-0 3-0-0 3-2-2 3-9-14 Scale=1:34.1 5x6= 3x4= 5x6= 5.00 12 2 16 3 17 4 ( 15 18 n 1 5 Io 86x8= 7 6 SX8MT18HS= 6x8= 3x8= 3x8= 3-9-14 7-0-0 10-0-0 , 13-0-0 16-2-2 20-0-0 ' 3-9-14 ' 3-2-2 ' 3-0-0 3-0-0 3-2-2 3-9-14 Plate Offsets QX Y)-- f1:0-4-2,0-1-81,f2:0-3-0,0-2-41,f4:0-3-0,0-2-41,f5:0-4-2,0-1-81,f6:0-3-8,0-3-01,f8:0-3-8,0-3-01 1 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 0.71 Vert(LL) -0.11 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.31 6-8 >780 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.18 6-8 >999 240 Weight:81 lb FT=20% LUMBER- BRACING- TOP C�ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1452/0-8-0,5=1452/Mechanical Max Horz 1=-14(LC 4) Max Upliftl—1572(LC 4),5=-1566(LC 5) Max Grav 1=2182(LC 9),5=2182(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CI =ORD 1-15=-4743/3321,2-15=-4680/3340,2-16 4412/3214,3-16=-4412/3214, 3-17=4412/3220,4-17=-4412/3220,4-18=-4680/3346,5-18—4743/3327 BOT CHORD 1-8=-2956/4275,7-8=-3234/4601,6-7=-3234/4601,5-6=-2945/4275 WEBS 2-8=-850/1372,3-8=-373/406,3-6=-373/407,4-6=-851/1372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171h Cat.11;Exp C;Encl.,GCpi=0.18; C-C IExterior(2)0-0-0 to 3-0-0,Interior(l)3-0-0 to 7-0-0,Extedor(2)7-0-0 to 17-2-15,Interior(l)17-2-15 to 20-0-0;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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)1=1572, 5=1566. 9)Girder carries hip end with 7-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Ha�'ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 13-10-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASES) Standard 1)Deatl+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-2=-54,2-4=-112(F=-58),4-5=-54,8-9=20,6-8=-42(F=-22),6-12=-20 Continued on page 2 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 114I7-7473 rev.101033015 BEFORE USE. Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a ilLu system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall mv Wilding design. &acing 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 fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Crilerla,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 Cty Ply T10192248 Simon,Residence/LAV 73955 GRF HIP 1 i I Job Reference(optional) Chambers Truss,. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:26:01 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gBjJZSLx?b?dFA7r74NbJgpNhyFBNZgdnCvBogzwoZq LOAD CASE(S) Standard Concentrated Loads(lb) Vert:8=-475(F)6=-475(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev,1010312015 BEFORE USE. *� Design valid for use only with MITek®connecfors.This design Is based only upon parameters shown,and Is for an individual building component,not a InAs system.Before use,the building designer must verify the appllcablity of design parameters and property Incorporate this design Into the overall n� 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 fabiication,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 IV.Lee Street,Suite 312,Alexandra VA 22314. Tampa,FL 33610 i i Job Truss T11r1U Type aty Ply Simon,Residence/LAVT10192249 73955 GRG 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-IO HhnoLZmv7UtKi 1 hnugrtMYgMbe62?mOrekK6zwoZp -2-01 3-9-14 7-0-0 10-8-0 14-4-0 17-6-2 21-4.0 23-4-0 2-0-0 3-9-14 3-2-2 3-8-0 3-8-03-9-14 2-0-0 Scale=1:42.7 I 5x8 MT18HS= I 2x3 II 5x8 MT18HS= I 3 19 4 20 5 5.00 12 18 21 0 2 6 7 05 01 7 )o 11 10 9 8 3x8= 3x6 I 5x8 MT18HS= 3x6 II 3x8= 3x8= I i 3-9-14 7-0-0 10-8-0 14-4-0 17-1 i 21-4-0 i 3-9-14 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 Plate Offsets(X,Y)-- (2:0-0-0,0-0-21,(3:0-5-12,0-2-81,i5:0-5-12,0-2-81,(6:0-0-0,0-0-21 LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.29 8-9 >871 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO W B 0.31 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.21 9 >999 240 Weight:96lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1666/0-8-0,6=1666/0-8-0 Max Horz2=39(LC 4) Max Uplift2=-1902(LC 4),6=-1902(LC 5) Max Grav2=2448(LC 10),6=2448(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-5062/3556,3-18=-5000/3575,3-19=-5229/3812,4-19=5229/3812, 4-20=5229/3812,5-20=-5229/3812,5-21=5000/3574,6-21=-5062/3556 BOT CHORD 2-1 1=-3071/4577,10-11=-3098/4628,9-10=-3098/4628,8-9=3137/4632,6-8=3110/4582 WEBS 3-11=-552/1026,3-9=600/700,4-9=-701/705,5-9=-5991700,5-8=-551/1026 NOTES- 1)UnLianced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 18-6-15,Interior(1)18-6-15 to 23-4-11;Lumber DOI_=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 bletween 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(jt=lb)2=1902, 6=1902. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 14-4-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)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:1-3=54,3-5=112(F=-58),5-7=-54,11-12=-20,8-11=-42(F—22),8-15=-20 Continued on page 2 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.10/012015 BEFORE USE. Design valid for use only with MITek®connecTors.ibis design is based only upon parameters shown,and Is for an Individual building component not a Truss system.Before use,the!wilding 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 stabllity 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 Job Truss Truss Type Qty Ply 73955 GRG HIP Sinron,Residence/LAV T10192249 I 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Walk Industries,Inc.Tue Jan 10 10:26:02 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-IOHhnoLZmv7UtKi 1 hnugrtMYgMbe62?mOrekK6zwoZp LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=475(F)8=475(F) I ®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 MITekO 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 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 properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-69 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 Sim on,Residence/LAV T10192250 73955 GRH HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-I0HhnoLZmv7UtKi1 hnugrtMUJMZt6?KmOrekK6zwozp •i -2-0-0 3-9-14 7-0-0 10-10-9 14-7-7 18-6-0 21-8-2 25-6-0 27-6-0 3-9-14 3-2-2 3-10-9 3-8-13 3-10-9 3-2-2 3-9-14 2-0-0 Scale=1:49.7 I 5x8 MT18HS= 2x3 II 3x4= 5x8 MT18HS= 5.00 F12 3 4 21 522 6 20 23 2 7 8 to 13 12 11 10 9 4x10—_ 3x6 11 5x8 MT18HS= 3x4= 3x6 II 4x10= 3x10= 3-9-14 7-0-0 10-10-9 14-7-7 18-6-0 21-8-2 25-6-0 3-9-14 3-2-2 3-10-9 3-8-13 3-10-9 3-2-2 3-9-14 Platel Offsets(X,Y)-- f2:0-0-0,0-0-41,[3:0-5-4,0-2-4],f6:0-5-4,0-2-4),(7:Edge,0-0-4) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL11 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.22 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 BC 0.83 Vert(TL) -0.51 10-11 >601 240 MT18HS 244/190 BCLI 11 0.0 ' Rep Stress Incr NO W B 0.48 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.36 10-11 >853 240 Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1987/0-8-0,7=1987/0.8-0 Max Horz 2=39(LC 4) Max Uplift2=-2227(LC 4),7=-2227(LC 5) Max Grav2=2898(LC 10),7=2898(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20—6177/4366,3-20=6113/4385,3-4=-6844/4980,4-21=-6844/4980, 21-22=-6844/4980,5-22=6844/4980,5-6=-6848/4984,6-23=-6112/4384, 7-23=-6177/4366 BOT(CHORD 2-13=-3816/5602,12-13=-3843/5652,11-12—3843/5652,10-11=4699/6791, 9-10_3881/5657,7-9—3855/5607 WEBS 3-13=-543/1016,3-1 1=-1 124/1427,4-11=-691/710,5-10=692/708,6-10=-1130/1433, 6-9=-541/1014 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 22-8-15,Interior(1)22-8-15 to 27-6-11;Lumber D6L=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)AIII 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 100 lb uplift at joint(s)except Qt=lb)2=2227, 7=2227. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 18-6-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD I CASE(S) Standard I Continued on page 2 ®(WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekO 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 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/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 Simon,Residence/LAV T10192250 73955 GRH HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:02 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-I OHhnoLZmv7UtKil hnugrtM UJMZt6?KmOrekK6zwoZp LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-6=-112(F=-58),6-8=-54,13-14=20,9-13=42(F=22),9-17=20 Concentrated Loads(lb) Vert:13=-475(F)9=-475(F) �j WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 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 miss 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. ' Salety Information available from Truss Plate Institute.218 N.Lee SfreeL Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Oty Ply Si mon,Residence/LAV T10192251 73955 J1 JACK 18 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Jan 10 10:26:03 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nar4_8MBXCFLV UGEFU P305ugW m2TrZOvEVOIsYzwoZo -2-0-0 1-0-0 _ - 2-" 1-0-0 I Scale=1:8.3 3 5.00 F12 2 T 0 _m cb 6 1 3x4= 4 i 1-0-0 1-0-0 PlatelOffsets(X,Y)-- (2:0-1-2,Edge1 I ' LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLLi 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDLI 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 240 B% 0.0 ' Rep Stress Incr YES WE; 0.00 Horz(TL) 0.00 2 n/a n/a BCD1 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight:7lb FT=20% 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. I REACTIONS. (lb/size) 3=-21/Mechanical,2=239/0-8-0,4=35/Mechanical Max Horz2=174(LC 4) Max Uplift3=-24(LC 10),2=-576(LC 4),4=-46(LC 10) Max Grav3=71(LC 4),2=306(LC 10),4=118(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NV ES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.0psf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)T�s 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 100 lb uplift at joint(s)3,4 except Qt=lb) 2=576. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®I-VARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED 16ITEK REFERANCE PAGE 1A177473 rev.1010312015 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 miss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall balding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always regdred 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 city Ply Simon,Residence/LAV T10192252 73955 J3 JACK 17 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:26:03 2017 Page 1 • ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nar4_8MBXCFLVUGEFUP305ugWmlurZOvEVOIsYzwoZo i -2-0-0 3-0-0 2-0-0 3-0-0 i Scale=1:12.6 3 5.00 F,2 m 2 8 1 3x4= 4 3-0-0 3-M Plate Offsets(X,Y)-- f2:0-0-6,0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 4-7 >999 160 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:13lb FT=20% LUMBER- BRACING- TOP dHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=252/0-8-0,4=21/Mechanical I Max Horz2=228(LC 5) Max Uplift3=126(LC 5),2=443(LC 4),4=-5(LC 5) j Max Grav3=86(LC 9),2=320(LC 10),4=41(LC 3) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 2-10-4;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)`T i is 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)Pr+ide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except Qt=lb)3=126 2=443. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®L'IARNING-Verily+design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE t:LL7473 rev.1 J03/2415 BEFORE USE _ o I a o s Design valid for use only with MITek�l connectors.lh s design is based only upon parameters shown.and I for an Individual building component,not �SrLy� a miss 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 MiTek' is always required for stability and to prevent collapse with posslble 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 IJ.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job i- Truss Truss Type Qty Ply Simon,Residence/LAV I T10192253 73955 J3A JACK 1 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:03 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nar4_8MBXCFLVUGEFUP305ur4m2FrZOvEVOIsYzwoZo 3-0-0 3-0-0 I Scale=1:10.9 2 r 5.00 12 m 1 3x4= 3 3-0-0 J 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLIJ 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCD41 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 3-6 >999 240 BCLL� 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 1 n/a Na BCDI 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 3-6 >999 240 Weight:9lb FT=20% LUMI�ER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 or;puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=12110-8-0,2=591Mechanfcaf,3=311Mechanical Max Horz 1=147(LC 4) Max Upliftl=-150(LC 4),2=-140(LC 4),3=-21(LC 4) j Max Gravl=152(LC 9),2=89(LC 9),3=44(LC 3) I _-FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Tljis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)` 1his 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 Detween the bottom chord and any other members. 4)RE fer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)1=150 2-140. 6)"SI mi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®W4RP71NG-Verl:y desrcn parameters and READ PIOTES ON THIS AND INCLUDED MITEKREFERANCE?AGE 1,111-7473 ree.P2,01'2016 BEFORE USE gq Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not p� a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ��i��•��Yii 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•dellvery,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 Slmon,Residence/LAV i T10192254 73955 J5 JACK 17 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Jan 10 10:26:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FmPSBUNpI W NC6erQoCxlxl RrGAMPaOG3T97rP?zwoZn -2-0-0 i 5-M 2-0-0 5-0-0 Scale=1:16.7 3 5.00 F12 r 2 1Ci 0 1 3x4= 4 5-M 5-M PlatelOffsets(X,Y)— f2:0-0-10,Edge) I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLLJ 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 4-7 >999 240 BCLI 1 0.o ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight:19lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .REACi TIONS. (lb/size) 3=95/Mechanical,2=334/0-8-0,4=41/Mechanical Max Horz2=287(LC 5) Max Uplift3=-237(LC 5),2=474(LC 4),4=-10(LC 5) Max Grav3=150(LC 9),2=423(LC 10),4=73(LC 3) i -FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wig cl:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 4-10-4;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 100 lb uplift at joint(s)4 except Qt=lb)3=237 2=474. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®SVARNING-Veri design parameters and READ NOTES ON THIS AND INCLUDED 1:1ITEKREFERANCE PAGE MBL7473 rev.1010312016 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 Buss 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. Addillonal temporary and permanent bracing 9ViiTek� 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 Si mon,Residence/LAV T10192255 73955 J5A JACK 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FmPSBUNpI W NC6erQoCxlxl RvDALOaOG3T97rP?zwoZn 5-0-0 5-0-0 Scale=1:15.1 2 i 5.00 F12 7 3x4= 3 I I 5-0-0 5-0-0 Plate!Offsets(X,Y)-- [1:0-1-2,Edgel I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight:16 lb FT=20 LUMBER- BRACING- TOP'CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=214/Mechanical,2=99/Mechanical,3=46/Mechanical Max Harz 1=236(LC 5) Max Upliftl=260(LC 4),2=242(LC 5).3=-15(LC 5) Max Grav 1=270(LC 9),2=151(LC 9),3=74(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.ll;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Thf s 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 100 lb uplift at joint(s)3 except Qt=lb)1=260 ,2 242. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I A W-Rt;ffi10-Veri4,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE IWMP7'473 rev.IM3/201 5 BEFORE USE. Design valid for use only with MITekO 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 rr 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,Alexandrlo,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Simon,Residence/LAV I T10192256 73955 J7 JACK 32 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-FmPSBUNpI W NC6erQoCxlxlRzRAIQaOG3T97rP?zwoZn -21-0 7.0-0 2-0-0 7-0-0 Scale=1:20.9 3 5.00 12 B 2 1 3x4= 4 7-0-0 7-0-0 Plate Offsets O,Y)-- f2:0-2-14,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDq 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.15 4-7 >546 240 BCL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCD 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 Weight:25lb FT=20% LUMBER- BRACING- TOP bHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=140/Mechanical,2=421/0-8-0,4=57/Mechanical Max Horz2=336(LC 4) Max Uplift3=316(LC 5),2=-517(LC 4),4=-1(LC 5) Max Grav3=210(LC 9),2=522(LC 10),4=102(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wihd:ASCE 7-10;VUlt=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171t;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 6-10-4;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¢etween 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 100 lb uplift at joint(s)4 except Qt=lb)3=316 2 517. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.I&M291 S BEFORE USE, Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not Si a buss 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 aril/or chord members only.Additional temporary and permanent bracing MOTek• 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/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218IV.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 I I Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192257 73955 KJ7 MONO TRUSS 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 10 10:26:05 2017 Page 1 ' ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-jzzgPgOR3gV3koQcMvSXTW_OIZgKJQbCiptPxRzwoZm -2-9-15 5-9-9 i 9-10-1 2-9-15 5-9-9 4-0-7 Scale:1/2"=1' 4 3.54 12 3x4% 12 3 11 10 2 13 14 6 15 1 3x8= 2x3 11 5 3x4= 5-9-9 9-7-13 9101 5-9-9 3-10-3 PlatelOffsets(X,Y)-- [2:0-8-4,0-0-61 I 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 0.92 Vert(LL) -0.10 6-9 >999 240 MT20 2441190 TCDL4 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.10 6-9 >999 180 BCLLI 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 n/a n/a BCD LII 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:43lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. WEB§ 2x4 SP No.3 • REACTIONS. (lb/size) 4=98/Mechanical,2=414/0-11-5,5=243/Mechanical Max Horz2=502(LC 14) Max Uplift4=-192(LC 4),2=891(LC 4),5=-266(LC 5) Max Grav4=128(LC 19),2=547(LC 17),5=318(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-984/702,10-11=874/666,3-11=-756/581 BOT CHORD 2-13=578/632,13-14=-578/632,6-14=-578/632,6-15=-578/632,5-15=-578/632 WEBS 3-5=-694/635 NOTES- 1)Wild:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4,2psf;BCDL=3.Opsf;h=17fh Cat.II;Exp C;Encl.,GCpi=0.18; C-�Corner(3)-2-10-7 to 1-4-8,Exterior(2)1-4-8 to 9-8-5;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)Reler to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)4=192, 2=891,5=266. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hahger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)194 lb down and 122 lb up at 1-6-1, 194 lb down and 122 lb up at 1-6-1,197 lb down and 159 lb up at 4-4-0,197 lb down and 159 lb up at 4-4-0,and 234 lb down and 235 Ito r p at 7-1-15,and 234 lb down and 235 lb up at 7-1-15 on top chord,and 77 lb down and 64 lb up at 1-6-1,77 lb down and 64 lb up at I1-6-1,24 Ito down and 30 lb up at 4-4-0,24 lb down and 30 lb up at 4-4-0,and 37lb down and 32 lb up at 7-1-15,and 37 lb down and 32 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In he 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:1-4=-54,5-7=-20 Concentrated Loads(lb) Vert:10=45(F=23,B=23)11=54(F=27,B=27)12=-38(F=-19,B=19)13=66(F=33,B=33)14=15(F=8,B=8)15=-26(F=-13, B=-13) ®L'lARNJNG-Vera v design parameters and READ NOTES CN TH.rS AND BMCLUDED MITEKREFERANCE PAGE AW 7473 re v.t c?Ar?3.3D;S 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 budding 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.AJexandda,VA 22314. Tampa,FL 33610 w Job I Truss Truss Type Qty Ply Simon,Residence/LAV T10192258 73955 MV2 VALLEY 7 1 Job Reference(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Jan 10 10:26:05 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-jzzgPgOR3gV3koQcMvSXT W_DdZm3JTW CiptPxRzwoZm 2-0-0 2-0-0 Scale=1:7.0 5.00 12 2 I 1 3 3x4 i I LOA ING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLLj 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDLI 7.0 Lumber DOL 1.25 BC 0.03 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 F.BC2014ITP12007 (Matrix) Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directlyapplied or2-0-0 oc purlins. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=47/2-0-0,2=34/2-0-0,3=13/2-0-0 Max Horz 1=65(LC 4) Max Upliftl=-56(LC 4),2=-87(LC 4) Max Gravl=58(LC 9),2=53(LC 9),3=25(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; . C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit)etween the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)PrOide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 7)"S mi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®EARNING-Verify design parameters-and READ NOTES ON T`ii.S AND LNCLUDED 11,11TEKREFERANCE PAGE M&7473 rev.WIOX2015 BEFORE USE Design valid for use only with MITek8 connectors.This design Is based only upon parameters shown,and is for an individual building component not pp a fj6ss system.Before use,the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall -•Yi building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' B 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 misses 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,Alexandra,VA 22314. Tampa,FL 33610 I• I Jab Truss T"Uss, Type Oty Ply Simon,Residence/LAVT10192259 Tor) TruIVIV Y 5 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MUek Industries,Inc. Tue Jan 10 10:26:06 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-B9W Cc9O4g7dwMy?pwdzmOj W Imz412wmMwTcyTtzwoZl 4-0-0 4-0-0 Scale=1:11.3 2 3x4 5.00 FIT 1 3 3x4 3x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 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 FBC2014/fP12007 (Matrix) Weight:13lb FT=20% LUMBER- BRACING- TOP.'CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT WEB' 2x4 SP No.3 end verticals. WEBS 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=116/4-0-0,3=116/4-0-0 Max Horz 1=161(LC 4) Max Upliftl=-137(LC 4),3=-204(LC 4) Max Gravl=143(LC 9),3=162(LC 9) `FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=o.18; C-C Exterior(2);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)`Tlhis truss has been designed for alive 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 100 lb uplift at joint(s)except Qt=lb)1=137, 3=204. 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 READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev 1010312019 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 hiss 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 I V 9 iTek• 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 Informalion available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 r Job Truss Truss Type Qty Ply Simon,Residence/LAV T10192260 73955 MV6 VALLEY 4 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 10 10:26:06 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-B9 W Cc9O4g7dwMy?pwdzmOj W LCz5w2vgMwTcyTtzwoZl 6-0-0 6-0-0 I 3x4 I Scale:3/4'=1' 3 5.00 F12 7 2x3 11 2 6 . 1 5 4 3x4 2x3 3X4 II I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCL[] 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDLII 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLIJ 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:21lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=56/6-0-0,4=84/6-0-0,5=239/6-0-0 Max Horz 1=240(LC 5) Max Upliftl=-20(LC 4),4=-146(LC 5),5=-398(LC 5) Max Grav1=56(LC1),4=116(LC9),5=331(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=266/418 1 NU ES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-8-12 to 3-8-12,Interior(1)3-8-12 to 5-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except Qt=lb)4=146 5L398. 6)'Zuni-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®.".AR11,G-V rfiy des,,"La parar,.efers Id READ NOTE ON This AND XCLUDED MJTEn REF£;AA'C-E PAGE M1?-7473 rev.I M2,,r1015 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 t¢1a's system.Before use,lhe bu(Iding designer must verify the applicab(Ilty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only.Add(tional temporary and permanent bracing N19iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding hre fatiricaTlon,storage,delivery,erection and bracing of trusses and truss systems,seem"/TPII Huality Criteria,DSB-89 and""Building Component Tamp Parke East 0 Safety.lnformalion available from Truss Plate Institute,216 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Tampa,FL 336t0 Job I' Truss Truss Type Qty Ply Simon,Residence/LAV T10192261 73955 MV8 VALLEY 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi Tsk Industries,Inc.Tue Jan 10 10:26:06 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-B9 WCc9O4g7dwMy?pwdzmOj W IAz3J2uaMwTcyTtzwoZl 8-0-0 8-0-0 3x4 Scale=1:20.3 3 i 5.00 F12 2x3 I 2 El1 5 4 3x4 i 2x3 11 3x4 I 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 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL,11 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix) Weight:29lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=85/8-0-0,4=112/8-0-0,5=331/8-0-0 Max Horz 1=282(LC 5) Max Uplift1=-41(LC 4),4=186(LC 5),5=445(LC 5) ! Max Grav1=85(LC 1),4=150(LC 9),5=445(LC 9) ,FORGES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=-279/118,2-6=-270/121 WEBS 2-5=-356/472 NU ES- 1)Wipd:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-8-12 to 4-0-0,Interior(1)4-0-0 to 7-10-4;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)`TPis 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 100 lb uplift at joint(s)1 except Qt=lb)4=186 5 445. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®I.RNING-Veri-design parainete;s and RE;D.NOT£SON THIS AND INCLUDED hb7EK REFERANCE PAGEff`.r-7473 reK;,`D3139is££FORE 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 i ifss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Mal building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iViiTek` 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 OFFICE USE ONLY: DATE FILED: PERMIT# REVISION FEE: RECEIPT# PLANNING &DEVELOPMENT S BUILDING&CODE REGULATION DIM" 2300 VIRGINIA AVENUE FORT PIERCE,FL 34982-5652 (772)462-1553 FAX(772)462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION 1. LOCATION/SITE ADDRESS: IO LG,v i 2. DETAILED DESCRIPTION OF PROJECT j REVISIONS: r 3. CONTRACTOR INFORMATION: STATE of FL REG./CERT.#: ST.LUCIE0 ? •T ,- ' BUSINESS NAME: 12or1 t2w.o�� Co�voti` ,' a s; t t:^- Uzi , QUALIFIERS NAME: ADDRESS: z v eaZ t-4��rv�,ratio c(c €zr ' ii Fn e [ � iZ STATE:CITY: i , t PHONE(DAYTIME): 7 Z- Z - C Ps FAX: 1 14. OWNER/BUILDER INFORMATION: i NAME: ADDRESS: j CITY: STATE: ZIP: PHONE: FAX: 5. ARCHITECT/ENGINEER INFORMATION: NAME: /1-yzo c—, kc C-t4 n16V ADDRESS: c- t Y S G C.K- CITY: i��L STATE: f C , ZIP: 3`f Z PHONE(DAYTIME): h Z- �/(,� SS��j FAX: Revised 07122/2 0 1 4 W—Ul 77 i 3) ® Lumber design values are in accordance.wi ANSI/TPI,1 section 6.3 . These truss designs rely on lum blished by others. MiTek RE 73955 - Simon,Residence/LAV ek USA, Inc. rke East Blvd. Site Information: ---Tot pa.,FL 33610 4115 Customer Info: Ron Raymond Project Name: Jon,& S Simo e Lot/Block: 8 Subdivision: Address: Lone Pine Drive City: Fort Pierce State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: Harvey E Koehnen License #: 32831 Address: 7205 Elyse Circle City: Port St Lucie State FL 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: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf Thlis package includes 49 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date I No. I Seal# Truss Name I Date 1 1 1 T10854670 1 AA 4/11/17 118 1 T10854687 1 C7 4/11/17 I 12 ; 1 T10854671 JAB 1 4/11/17 119 1 T10854688 1 C8 1 4/11/17 13 : 1 T10854672 1 AC 1 4A 1/17 120 1 T10854689)C9 1 4111/17 14 1 T10854673 1 AD 14/11/17 121 1 T10854690 1 C10 1 4/11/17 15 1 T10854674 1 AE 1 4/11/17 122 1 T10854691 1 C11 1 4/11/17 16 1T10854675 1 B 4/11/17 123 1 T10854692 1 C12 4/11/17 17 1 T10854676 1 B1 1 4/11/17 124 1 T10854693 1 D 1.4/11/17 �• ® 18 1 T1 0854677 1 B2 1 4/11/17 125 1 T10854694 1 E 1 4/11/17 HARVEY EHNM 19 1 T10854678 1 B3 1 4/11/17 126 1 T10854695 1 E 1 4/11/17 Professional Engineer PE 32831 110 1 T108546791 BA 1 4/11/17 127 1 T10854696 1 E2 1 4/11/17 port 7205®ysra Ct9le S4.Lucie,El.3452-329.2 1111 1 T1 0854680 1 C 1 4/11/17 128 1 T108546971 F 1 4/11/17 Fax(772)489-3035 12 1 T10854681 1 C1 1 4/11/17 129 1 T10854698 1 GRA 1 4/11/17 113 1 T1 0854682 1 C2 1 4/11/17 130 1 T108546991 G RA1 1 4/11/17 1 I 14 1 T10854683 1 C3 1 4/11/17 131 1 T10854700 1 GRB 1 4/11/17 16 1 T10854684 1 C4 1 4/11/17 132 1 T10854701 1 GRC _ 1 4/11/17 116 1 T10854685 1 C5 1 4/11/17 133 1 T10854702 1 GRD 1 4/11/17 117 1 T108546861 C6 1 4/11/17 134 1 T10854703 1 GRE 1 4/11/17 . � ,®elllllll/llll The truss drawing(s)referenced above have been prepared by MiTek %%% A. q eee, USA,Inc. under my direct supervision based on the parameters ���.�OM'G E•N••�e'9 provided by Chambers Truss. v��a ,SF ��. �,r,.� �3�3�t�0 � r Truss Design Engineers Name: Albani, Thomas 4 >: �� My license renewal date for the state.of Florida is February 28, 2019. Y. 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 5 V . des o designs comply with ANSI/TPI 1. These designs are based upon parameters i •,+, i.. "�: v.. � shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek. An project specific information included is for MiTeks customers 9 Y ' P 1 P file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design Thomas A AlbanI PE o.39i1>� ` parameters or the designs for any particular building. Before use,the building designer MiTek USA,Inc.FL Pert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd.Tampa FL 33610 into the overall building design per ANSI/TPI 1,Chapter 2. Date: April 11,2017 Albani,Thomas 1 of 2 1 I - i RE: 73955 - Simon,Residence/LAV Site Information: Customer Info: Ron Raymond Project Name: Jon &Skyia Simon Model: Lot/Block: 8 Subdivision: Address: Lone Pine Drive City: Fort Pierce State: FL No. I Seal# I Truss Name I Date 35 1 T10854704 1 G R F 1 4111/17 136 1T10854705 1 GRG 1 4/11/17 1 137 1 T10854706 1 GRH 1 4/11/17 1 138 I T10854707 I J 1 1 4/11/17 139 I T10854708 I J3 1 4/11/17 140 I T10854709 I J3A 1 4/11/17 141 I T10854710 I J5 1 4/11/17 142 I T10854711 I J5A 1 4/11/17 143 I T10854712 I J7 1 4/11/17 144 1 T10854713 1 KJ5 1 4/11/17 ]45 1 T10854714.1 KJ7 f 4/11/17 146 1 T10854715 1 MV2 1 4/11/17 147 1 T10854716 1 MV4 1 4/11/17 148 T10854717 1 MV6 1 4/11/17 149 T10854718 1 MV8 1 4/11/17 I I I 2 of 2 LbIl' JAI ss Truss Type aty Ply Simon,ResidencelLAV T10854670 73955 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI ek Industries,Inc. Tue Apr 11 11:18:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gu7sFBF16wwu?idjtVCOYKfbg_ySiDOs8AkpxZzRptH -2-0-0 6-8-6 8-5-0 11-9-2 17-0-0 22-0-0 27-10-10 34-0-0 2-0-0 6-8-6 1-8-10 5-2-14 5-0-0 5-10-10 6-1-6 Scale=1:63.0 4x6= 5.00 12 4x8 6 7 3x4- 3x6 i 5 21 - 22 38x4 2x3 11 4 23 3 4x6 v 9 n 20 O N 2 "T 1 16 15 14 13 72 11 10 6x8=3x6= 3x8— 3x4—_ 3x6= 3x4—_ 3x6 II 3x5 8-5-0 17-0-0 , 22-0-0 27-10-10 , 34-0-0 i 8-5-0 8-7-0 5-0-0 5-10-10 6-1-6 Plate Offsets MY)— f2'0-3-0 0-1-8) f7:0-5-4 0-2-01 LOAD NG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.22 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.74 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.25 16-19 >411 240 Weight:196 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-16:2x6 SP No.2 WEBS 1 Row at midpt 7-14 REACTIONS. (lb/size) 2=370/0-8-0,16=1339/0-8-0,10=908/Mechanical Max Horz2=224(LC 4) Max Uplift2=-854(LC 4),16=-1373(LC 5),10_770(LC 5) Max Grav2=392(LC 11),16=1547(LC 9),10=1064(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 3-20=-151/261,5-21=-975/781,6-21=967/798,6-7=885/825,7-22=1051/906, 8-22=-1108/889,8-23=-1183/883,9-23=-1241/872,9-10=-1008/779 BOT CHORD 15-16=-350/454,14-15=-350/454,13-14=559/883,12-13=-740/1080,11-12=740/1080 WEBS 5-16=-1120/788,5-14=-208/425,7-14=-242/251,7-13=-143/259,8-13=-256/233, 8-11=-245/309,9-11=753/1091,3-16=-462/455 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-4-2,Interior(1)1-4-2 to 17-0-0,Exterior(2)17-0-0 to 22-0-0,Interior(1)26-9-11 to 33-10-4;porch left exposed;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 854 lb uplift at joint 2,1373 lb uplift at joint 161 and 770 lb uplift at joint 10. 8)"Seml-rigid pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I A'WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev.1 010 3/2 0 1 5 BEFORE USE fYSign valid for use only with NIITekID connectors.This design Is Fos�J only up.-,n parameters shown,and IS for rm IMlvidual C,rrit<71ng cnmr<onent,nr t a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall IZZ building design. Racing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is blways 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 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 i Truss Truss Type Qty Ply Simon,Residence/LAV T10854671 73955 AS HIP 1 1 Job Reference(optional) Chamber i Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi-rek Industries,Inc.Tue Apr 11 11:18:04 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-gu7sFBF16wwu?idjtVCOYKfaF_w8i9rs8AkpxZzRptH -2-0-0 7-9-14 -5- 15-0-0 19-6-0 24-0-0 28-11-14 34-0-0 2-0-0 7-9-14 -7- 6-7-0 4-6-0 4-fi-0 4-11-14 5-0-2 Scale:3/16"=1' 4x5= 4x5= 5.00 12 3x4= 5 6 21 22 7 26 3x8% 3x5 3x6% PO 8 4 23 3 3x4 I 9 19 n 2 a �1 15 14 13 24 25 12 11 10 3x6 11 3x6= 3x8— 3x6= 3x8— 6x8= 3x5= 8-5-0 15-0-0 24-0-0 34-0-0 8-5-0 6-7-0 9-0-0 10-0-0 Plate Offsets Y-- 2:0-0-14 Ed e LOADI 4G(psf) SPACING- 2-0-0 CSC. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.20 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 I Vert(TL) -0.51 10-11 >598 240 BCLL 0.0 Rep Stress Incr YES W B 0.97 Horz(TL) 0.03 10 n/a n/a BCDL 10:0 Code FBC2014YTP12007 (Matrix•M) Wind(LL) 0.23 15-18 >438 240 Weight:187 lb F F=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. 4-15:2x6 SP No.2 REACTIONS. (lb/size) 2=385/0-8-0,15=1318/0-8-0,10=913/Mechanical Max Harz 2=224(LC 4) Max Uplift2=857(LC 4),15=-1400(LC 5),10=-774(LC 5) Max Grav2=400(LC 11),15=1565(LC 9).10=1103(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-20=-1019/704 5-20—952/724 5-21=906/758 6-21=-906/758 6-22=-1166/950 7-22=-1166/950,7-26=-1278/941,8-26=-1283/925 BOT CHORD 13-24=-645/1041,24-25=-645/1041,12-25= —645/1041,11-12 645/1041, 10-11—738/1027 WEBS 4-15=-1452/1098,4-13=-564/1049,6-13=-409/395,8-10=-1289/972 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-0 Exterior(2)-2-0-11 to 1-4-2,Interior(1)1-4-2 to 15-0-0,Exteffor(2)15-0-0 to 28-9-11,Interior(1)28-9-11 to 33-10-4;porch left exposed;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)`Tills 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. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 857 lb uplift at joint 2,1400 lb uplift at joint 15 and 774 lb uplift at joint 10. 8)°Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I Q WARNING-Verily design parameters end READ NOTES ON THIS AMC INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Desgn valid for use only with is txz mac;only upon paramefers shown,and Is for an Individual Miilding component,not a truss system.Before use.the building designer must verify the appiicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual taus web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stabillty and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabFicatiort,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 Uty Ply Simon,Residence/LAV T10654672 73955 I AC HIP 1 1 Job Reference(optional) Chambers:Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc. Tue Apr 11 11:18:05 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-84hESXFxtD2ldsCvRDj F5YBfuN ICRfkONgTMT?zRptG -2-0-0 6-6-2 8-5: 13-0-0 19-6-0 26-0-0 34-0-0 2-" 6-8-2 1-8-14 4-7-0 6-6-0 6-6-0 8-" Scale:3/16"=1' 4xB 5.00 12 2x3 I 4x10= 5 20 6 21 7 3x8 i 3x6 4 22 23 Sx6 3 8 0 N 19 N N 2 bk 15 14 13 12 11 10 9 3x6 13x6= 3x4— 3x8— 3x6= 3x4— 3x6 I 3x5= i 8-5-0 131-0 19-6-0 26-0-0 34-M 8-5-0 4-7-0 61 6-6-0 8-0-0 Plate Offsets(X.Y)— (2:0-0-14,Edgel,f5:0-5-4,0-2-01,(7:0-6-8,0-2-01,i8:0-3-0,0-1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.10 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.24 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FB02014tTP12007 (Matrix-M) Wind(LL) 0.2215-18 >456 240 Weight:185lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins, except BOT CORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-15:2x6 SP No.2 REACTIONS. (lb/size) 2=358/0-8-0,15=1355/0-8-0,9=903/Mechanical Max Horz2=224(LC 4) Max Uplift2=839(LC 4),15=-1438(LC 5),9=-772(LC 5) Max Grav2=368(LC 11),15=1535(LC 9),9=1044(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=143/297,4-5=-751/594,5-20=1219/1033,6-20=-1219/1033,6-21=-1 219/1033, 7-21=1219/1033,7-22=1169/909,22-23=-1178/895,8-23=-1236/894.8-9=967/789 BOT CHORD 12-13=-336/570,11-12=699/1037,10-11=-699/1037 WEBS 4-15=-1420/1089,4-13=568/986,5-13—492/462,5-12=600/747,6-12=445/469, 8-10=612/947 NO ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-Cl Extedor(2)-2-0-11 to 1-4-2,Interior(1)1-4-2 to 13-0-0,Extedor(2)13-0-0 to 30-9-11,Interior(l)30-9-11 to 33-10-4;porch left exposed;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 839 lb uplift at joint 2,1438 lb uplift at joint 15 and 772 lb uplift at joint 9. 8)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE f?:Ugn valid for use only%.rllh MITekCa connectors.This design is bas-4-i only upon rxnameters shown,,end Is for an Indiv!duol Nillding component,n•,,t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall IRV 11' bolding 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 sfab!lity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabticalion,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 Simon,Residence/LAV T10854673 73955 AD HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:16:05 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-84hESXFxtD2ldsCvRDj F5YBk_NloRfLONgTMT?zRptG -210-0 5-9-14 8-5-0 11-0-0 16-8-9 22-3-7 28-0-0 34-M 2-0-0 5-9-14 2-7-2 2-7-0 5-8-9 5-6-13 5-8-9 6-0-0 Scale=1:62.4 4x8 3x4= 3x6= 2x3 11 4x8— 4 23 5 6 7 24 8 5.00 F,2 3x8 i >26 3 22 v 21 N 2 �1 17 16 15 14 13 12 11 10 3x6 II 3x6= 3x4= 3x8= 3x6= 3x4= 3x6 II 3x5= 3x4= 8-5-0 11-0-0 16-8-9 223-7 28-0-0 34-" 8-5-0 2-7-0 5-8-9 5-6-13 5-8-9 6-0-0 Plate Offsets(),Y)-- f2'0-0-14 Edge)�4:0-5-4 0-2-0) fB'0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 17-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.17 17-20 >607 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.82 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2117-20 >491 240 Weight:189lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3"Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-17:2x6 SP No.2 REACTIONS. (lb/size) 2=310/0-8-0,10=887/Mechanical,17=1419/0-8-0 Max Horz2=224(LC 4) Max Uplift2=795(LC 4),10=-766(LC 5),17=-1510(1-C 5) Max Grav2=319(LC 11),10=1018(LC 9),17=1593(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-240/321,21-22=-237/359,3-22=-222/426,3-4=-391/333,4-23=-1150/941, 5-23=1150/941,5-6=-1380/1106,6-7=-1380/1106,7-24=-1380/1106,8-24=-1380/1106, 8-25—1101/861,25-26=-1110/851,9-26=-1159/846,9-10=-961/778 BOT CHORD 2-17=325/212,16-17=-325/212,15-16=325/212,13-14=730/1092,12-13=-675/988, 11-12=-675/988 WEBS 4-15=-701/578,4-14=846/1104,5-14=-576/552,5-13=245/299,7-13=-356/385, 8-13=-305/452,8-11=215/266,9-11=659/988,3-17=-1479/1068,3-15=-497/951 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpl=0.18; C-C Exterior(2)-2-0-11 to 1-4-2,Interior(1)1-4-2 to 11-0-0,Extedor(2)11-0-0 to 32-9-11,Interior(1)32-9-11 to 33-10-4;porch left exposed;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2,766 lb uplift at joint 10 and 1510 lb uplift at joint 17. 8) '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 114II--7473 rev.1 070 312 0 15 BEFORE USE. f i4gn valid for use only with Mllr-01 connectors.This design is based only upon rxirorneters shown,and Is for on Inddhddual NA ding . rnr::nent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with posslble 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 intormatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 i Job F"Us TType Qty Ply Simon,Residance/LAVT70854674 Job HIP 1 1 Job Reference(optional) Chambers(Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Wilk Industries,Inc.Tue Apr 11 11:18:06 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-cGFcftGZeXAcEOn6?wEUelkyhncPA809cU DwORzRptF -2-0-0 4-9-14 8-5-0 -0 16-9-15 24-6-1 32-4-0 34-0-0 2' -0 4-9-14 3-7-2 -7 7-9-15 7-8-3 7-9-15 1-8-0 Scale=1:62.4 3x4 4x10= 4x8= 3x6 11 3x4= 3x6= 2x3 I 5.00 F12 3 4 23 5 6 7 P4 8 9 22 _ y v , 21 � 2 -1 17 16 15 14 1312 11 10 3x6 I I 4x4= 3x4= 3x6 I I 3x4 i 3x6= 5x12= 2x3 11 8-5-0 -0 16-9-15 24-6-1 32-4-0 34-M 8-5-0 -7- 7-9-15 7-8-3 7-9-15 1-8-0 Plate Offsets(X,Y)-- f2:0-3-0,0-1-81,(4:0-6-8,0-2-01,(8:0-5-4,0-2-01,(13:0-5-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.12 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.29 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.02 10 rl/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wlnd(LL) 0.1917-20 >534 240 Weight:180lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-17:2x6 SP No.2 WEBS 1 Row at midpt 4-14.8-12 REACTIONS. (lb/size) 2=34110-8-0,10=903/Mechanical,17=1372/0-8-0 Max Horz2=323(LC 4) Max Uplift2=-689(LC 4),10=-709(LC 5),17=-1696(LC 5) Max Grav2=342(LC 11),10=1016(LC 10),17=1539(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CORD 2-21=-609/109,21-22=606/146,3,-22=-596/221,4-23=-1505/910,5-23=-1505/910, 5-6=-1656/1092,6-7=1656/1092,7-24=-1656/1092,8-24=-1656/1092,8-9=496/337, 9-10=-1048/694 BOT CHORD 2-17=-100/437,16-17=-100/437,15-16=-111/458,14-15=-111/458,13-14=-851/1490, 12-13=851/1490,11-12=-295/445 WEBS 4-16=-409/627,4-14=-1328/1776,5-14=-598/635,5-12=-312/170,7-12=-507/535, 8-12=839/1329,8-11=745/644,9-11=676/1004,3-17=-1099/875 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=o.18; C-C Exterior(2)-2-0-11 to 1-4-2,Interior(1)1-4-2 to 9-0-0,Extedor(2)9-0-0 to 33-10-4;porch left exposed;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 689 lb uplift at joint 2,709 lb uplift at joint 10 andl1696 lb uplift at joint 17. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MJTEKREFERANCE PAGE M!1-7473 rev.10/03/2815 BEFORE USE. r?eslgn valid for use only Wth f0ITeV0 connectors.TNs design is t-,ased only upon p,3rometers 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 buildis alwing design.ayys required for stability and to pricated Is toevent collapserevent lng with fpo Individual ssrble personal Injury and properly members only. Additional temporary and general guidance regarding he permanent bracing M iTe k' fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSE-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 A , Jab Truss Truss Type Qiy Ply Simon,ResidencelLAV T10854675 73955 B COMMON 3 1 Job Reference(optional) Chambers(Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:07 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-4Tp?tDH BPrISsAMIYemjAzH7vBwlvW RJg8yTYuzRptE -0-0 5-4-0 9-1-4 13-2-1 19-6-0 26-10-1 30-7-0 32-0-13 39-0-0 ,41-0-0 , 2-0-0 5-4-0 3-9-4 4-0-13 6-3-15 7.4-1 3-8-15 1-5-13r 6-11-3 2 0-0 Scale=1:71.0 5x6= 5.00 12 7 3x4 11 3x6 25 26 5x6 6 8 5 3xlO 3x4 I 4 9 3x4 I 3 2 27 24 10 11:a i1 0 o 17 16 15 28 2931 14 13 30 12 6x8= 3x6= 3x4= 3x6= 6x8= 3x5= 3x5= 3x8= 5-0-0 5�4r0 13-2-1 23-2-14 , 30-7-0 , ___ 39-0-0 5-0-07-10-1 10-0-13 7-4-2 8-5-0 Plate Offsets()i Y)-- (2:0-0-6 0-0-01 f8:0-3-0 0-3-01 f10:0-0-10 Edgel 112:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.34 14-16 >892 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.61 14-16 >498 240 BCLL 0.0 Rep Stress Incr YES W B 0.91 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.47 14-16 >651 240 Weight:206lb FT=20°! LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except', WEBS 1 Row at midpt 7-16,7-14 3-17:2x6 SP No.2 REACTIONS. (lb/size) 12=1233/0-8-0,17=1482/0-8-0,10=392/0-8-0 Max Horz 17=56(LC 5) Max Upliftl2=2109(LC 5),17=-2674(LC 4),10=-807(LC 5) Max Grav12=1390(LC 9),17=1634(LC 10),10=419(LC 9), FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C�ORD 2-24=1558/801,3-24=-1544/860,3-4=1399/783,4-5=-1037/1568,5-6=-975/1571, 6-25=-1129/1752,7-25=-1075/1765,7-26=-851/1433,8-26=-916/1420 BOT CHORD 2-17=-791/1641,16-17=-501/475,15-16=-637/611,15-28—637/611,28-29=-637/611, 29-31=-637/611;14-31=-637/611,13-14=-525/500,13-30=-525/500,12-30=525/500, 10-12=-178/397 WEBS 6-16=-420/450,7-16=696/344,7-14=307/139,8-14=-447/305,8-12=-1129/1486, 9-12—417/413,3-17=-367/373,4-17=1693/2597,4-16=923/515 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=o.18; C-Ci Exterior(2)-2-0-11 to 1-10-2,Interior(1)1-10-2 to 19-6-0,Extedor(2)19-6-0 to 23-4-13;cantilever left exposed;porch left and right exposed;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)`TO 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. 5)Provide mechanical connection(by others)of truss to bearing plate capable of Withstanding 2109 lb uplift at joint 12,2674 lb uplift at join4 17 and 807 lb uplift at joint 10. 6)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. {-sign valid for use only with MITekii connectors.This design Li based only upon parameters shown,and Is for an Individual hiAlding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MsTek' 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. SaWy Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply Sirnon,Residence/LAV T10854676 73955 �Bi COMMON 2 1 Job Reference o tional Chambers(Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:07 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-4Tp?tDHBPrISsAM IYemjAzHB?BvJvbmJgByTYuzRptE i -2-0-0 3-4-0 7-8.15 13-2-10 19-6-0 25-7-6 30-7.0 _ $2-0-1$ 39-0-0 ,41-0-0 , 2-0-0 3-4-0 4-4-15 5-5-10 6-3-6 6-1-8 4-11-8 1-5-13� 6-11-3 2 200 Scale=1:71.0 5x6= 5.00 F12 7 3x4 3x5 4x6 i 27 28 3x6 6 5 89 3x4 11 3x4 10 4 4x6 26 3 29 2 tt 01 12i6 19 18 17 16 15 30 14 31 13 3x6 II 3x5= 3x6= 3x8= 4x6= 6x8= 3x5= 3x5= 3x4= 3-0-0 3i4r0 7-8-15 13-2-10 19-CIO 30-7-0 3-0-0 0-4-0 41-15 1 5-5-10 1 6-3-6 11-1-0 Plate Offsets%Y)-- f2:0-0-2 0-0-0j f5:0-3-0 Edgel f11:0-0-10 Edgel LOAD( G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.28 13-15 >999 360 MT20 244/190 TCDL To Lumber DOL 1.25 BC 0.60 Vert(fL) -0.65 13-15 >507 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.62 13-15 >530 240 Weight:211 lb FT=20% LUMB R- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2,14 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 6-15,7-15,8-13,3-18 10-13:2x6 SP No.2 REACTIONS. (lb/size) 13=1399/0-8-0,19=1359/0-8-0,11=350/0-8-0 Max Harz 19=56(LC 5) Max Upliftl3=-2419(LC 5),19=-2447(LC 4),11=703(LC 5) Max Grav13=1567(LC 9),19=1447(LC 10),11=385(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-26=-1184/540,3-26=-1176/573,3-4=-1181/1849,4-5=-130112040,5-6=-1217/2050, 6-27=-1008/1610,7-27=-951/1623,7-28=-950/1649,8-28=-1003/1637,10-29=-306/261, 11-29=-318/157 BOT CHORD 2-19=525/1265,18-19=-500/1208,17-18=-1446/988,16-17=-1514/1050, 15-16=-1514/1050,15-30=649/574,14-30=-649/574,14-31=-649/574,13-31=-649/574, 11-13=-230/508 WEBS 6-17=-276/167,6-15=465U80,7-15=845/374,8-15=-456/301,8-13=-1194/1661, 10-13=-482/467,3-19=-1373/2138,3-18=2596/1529,4-18=-426/471 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-CI Exterior(2)-2-0-11 to 1-10-2,Interior(1)1-10-2 to 19-6-0,Exterior(2)19-6-0 to 23-4-13;cantilever left exposed;porch left and right exposed;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,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2419 lb uplift at joint 13,2447 lb uplift at joint 19 and 703 lb uplift at joint 11. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANOE PAGE MII-7473 rev.f0/03/2015 BEFORE USE. Design valid for use only with IAITek0 connectors.This design is t-,osed only up<>n parameters shown,and Is for an Individual txil!ding component,net 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. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary antl permanent bracing MiTek' is always required for stabiltty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatxicatton.storage,delivery,erectton and bracing of trusses and fnrss systems,seeANSI/TPI I Auality Cdferia,DSB-89 and BCSI Building Component Tama Parke East Blvd. Safety Information available Vom Truss Plate Institute,218 N.Lee Sfreet,SuiTe 312,Alexandria.VA 22314. Tampa,FL 33610 Jab Truss Truss Type Oty Ply Simon,Residence/LAV T10854677 73955 62 COMMON 1 1 Job Reference(optional) Chambers(Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mn`ek Industries,Inc.Tue Apr 11 11:18:08 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-YiNN4ZlpA80J UKxU6LHyJApKfbHoezGS3oi 14KzRptD r 2 0 0 3-4-0 8-0-10 13-2-10 19-6-0 25-9-6 32-0-13 $3-4-ti 39-0-0 2-D 0 3-4-0 4-8-10 5-1-15 6-3-6 6-3-0 6-3.6 1-3-5 5-7-15 Scale=1:68.6 5x6= 5.00 12 7 3x4% 3x4 3x6 26 27 3x6 6 8 5 /E>4x8 4X5 i 4 3x4 I to J:: 28 3 25 2 tIo 1 0 18 17 16 15 14 13 12 6x8= 3x6= 3x8= 3x4= 3x6 II 3x5= 3x5= 3x4= 3x6= 3-0-0 4 r 3V0 11-5-0 13-2-10 19-6-0 25-9-6 33-4-1 39-M 0-0-0 8-1-0 1-9-10 6-3-6 b-3-0 7-6-11 5-7-15 Plate Offsets(X,Y)-- (2:0-0-2 0-0-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.16 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.42 17-18 >861 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Wind(LL) 0.07 15-17 >999 240 Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 6-15,8-15,4-18 10-12,3-18:2x6 SP No.2 REACTIONS. (lb/size) 12=1423/0-11-5,18=1471/0-8-0,11=103/0-8-0 Max Horz 18=101(LC 4) Max Upliftl2=-1048(LC 5),18=-1327(LC 4),11=-143(LC 5) Max Grav 1 2=1 697(LC 9),18=1730(LC 10),11=135(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-25=-973/448,3-25=966/473,3-4=-840/427,4-5=-1708/1097,5-6=-1628/1100, 6-26=1355/965,7-26=-1298/978,7-27=-1300/1011,8-27=-1360/992,8-9=1353/962, 9-10—1468/950 BOT CHORD 2-18=430/1069,17-18=-691/1290,16-17=735/1440,15-16=-735/1440,14-15=-580/1203, 13-14=-580/1203 WEBS 6-15=541/403,7-15=-372/619,8-15=253/257,8-13=-309/296,10-13=-805/1472, 10-1 2=-1 53511064,3-18=-323/327,4-18=2040/1766 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-Cl Exterior(2)-2-0-11 to 1-10-2,Interior(1)1-10-2 to 19-6-0,Exterior(2)19-6-0 to 23-4-13;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.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 1048 lb uplift at joint 12,1327 lb uplift at join]18 and 143 lb uplift at joint 11. 6)°Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mt1-7473 rev.10/03/2015 BEFORE USE Des gn valid for use only with MITekO connectors.True design in based only upon parameters shown,and Is for an Individual tuilding component,not a truss system.Before use,the building designer must vetify the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing indicated Is to prevent buckling of IndWIdual truss web and/or chord members only.Additional temporary and permanent bracing iTek' fs always requlretl for stability and to prevent collapse wllh possible personal inJury and property damage. For general guidance regarding The fatNlcation,storage,delivery,erection and bracing of trusses and truss systems,seeANSI1TPl 19uattty Cdterta,D6B-89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety Information available Vom Truss Plate Institute, Lee Street,Suite 312 Alexandria VA223T4. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10854678 73955. B3 COMMON 2 i Job Reference(optional) ChamberslTruss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Apr 11 11:18:08 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-YfNN4Zl pA8QJ UKxU6LHyjApD7bDCeyJS3oi14KZRptD -2-0-0 3-4-0 7-1-5 13-4-8 19-6-0 25-9-5 3%4-5 35-1-0 2'-0-0 3-4-0 3-9-5 6-3-3 6-1-8 6-3-5 4-6-15 4-8-11 Scale=1:62.8 5x6= 5.00 F12 7 23 24 3x4 4x6 i3x4 5- 46 6 8 5 9 3x10 4x10 10 25 4 3x4 II 3x4 11 11 3 I� 22 2 18 17 26 16 27 15 14 13 12 6x8= 3x4= 3x6= 3x8= 3x4= 6x8= 3x5= 3x6= i 3-0-0 3,4r0 11-2-6 19-0-0 25-9-5 35-1-0 3-0-0 0-4-0 7-10-6 8-3-10 9-3-11 Plate Offsets(),Y)-- f2:0-0-2 Edgel f4:0-3-4 0-2-oj f5-0-3-0 Edgel f9:0-3-0 Edgel LOADIfVG(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.44 12-13 >865 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) -0.07 12 r1/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.49 12-13 >773 240 Weight:199 lb FT=20% LUMBER- BRACING- TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except BOT C ORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. 3-18:2x6 SP No.2 WEBS 1 Row at micipt 6-15,7-15,8-15,10-12 REACTIONS. (lb/size) 12=1143/Mechanical,18=1553/0-8-0 Max Harz 18=211(LC 4) Max Upliftl2—2104(LC 5),18=-2844(LC 4) Max Grav 12=1233(LC 9),18=1685(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C�ORD 2-22=-1080/575,3-22=-1073/607,3-4=-980/576,4-5=-1735/2821,5-6=-1637/2832, 6-23=1453/2373,7-23=-1395/2384,7-24=-1393/2405,8-24=-1449/2394,8-9=-1619/2843, 9-10=-1689/2829,10-25=-105/336,11-25=-138/328,11-12=-188/313 BOT CHORD 2-1 8=-5 6111 1 76,17-18=-1916/1252,17-26=-2361/1511,16-26=-2361/1511, 16-27=2361/1511,15-27=-2361/1511,14-15=-2400/1464,13-14=2400/1464, 12-13=-2090/1328 WEBS 4-17=-769/356,6-15=471/705,7-15=-1444/687,8-15=-422/779,8-13=341/185, 4-18=2180/3364,10-12=1605/2391,10-13=-442/240 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-5-7,interior(1)1-5-7 to 19-6-0,Extedor(2)19-6-0 to 23-0-2;cantilever Left exposed;porch left exposed; 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)*TlAis 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=I O.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2104 lb uplift at joint 12 and 2844 lb uplift at joint 18. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-7473 rev.1010312016 BEFORE USE. Dsign volld for use only with MITekO connectors.This design i-,based only upon parameters shown,and Is for on tndivl;[of building component,not a truss system.Before use,the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into the overall r 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 stabllBy and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the labiicatton,storage,delivery,erection and bracing of musses 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 Simon,Residence/LAV T10854679 73955 BA HIP 1 1 Job Reference(optional) Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:09 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Orwll ul RxSYA5U W hg2oBFOMUE?fsNT3cl SRadmzRptC 2-0-0 , 6-7-3 8-5-0 12-5-14 18-" ,20-6-0 , 26-7-4 , 32-4.13 33-8{) 2-0-0 6-7-3 1-9-13 4-0-14 6-0-2 2-0-0 6-1-4 5-9-9 1-3-3 5-4-0 Scale=1:71.4 5x8 MTI8HS= 5x6= 5.00112 6 7 3x4 3x6%3x4% 3x6 5 29 268 4 9 3x6 m 3 4x8 10 27 28 2 111a o 19 18 17 16 15 14 13 12 3x6 I I 3x4—_3x6= 3x4— 3x4—_ 3x6= 3x4= 3x6 13x5= 3x5= 8-5-0 12-5-14 18-6-0 20f-D 26-7-4 , 33-8-0 34rQ-0 39-0-0 8-5-D 4-0-14 6-0-2 2-0-0 6-1-4 7-0-12 0-4-0 5-0-0 Plate Offsets(),Y)— [2.0-0-10 Edgel [6.0-5-12 0-2-81 [7.0-3-0 0-2-41 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.08 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.17 19-25 >587 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.01 19 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrjx•M) Wlnd(LL) 0.20 19-25 >512 240 Weight:212 lb Ff=20% 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 6-0-0 or bracing. WEBS 2x4 SP No.3"Except* WEBS 1 Row at midpt 10-13 10-12:2x6 SP No.2 REACTIONS. (lb/size) 19=1206/0-8-0,12=1359/0-8-0,2=432/0-8-0 Max Horz 12=83(LC 4) Max Upliftl9=2161(L(;5),12=-2423(LC 5),2=-919(LC 4) Max Grav 19=1259(LC 9),12=1427(LC 10),2=467(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-26=882/1561,8-26=892/1542,8-9=-889/1690,9-10=997/1678,10-27=-793/460, 11-27=-805/407,6-7=-793/1539,3-4=-717/1262,4-5—655/1274,5-29=-880/1562, 6-29=-872/1582 BOT CHORD 2-19=-108/286,18-19=108/286,17-18=730/543,16-17=-730/543,15-16=-897/672, 14-15=-1232/799,13-14=-1232/799,12-13=-410/889,11-12=398/826 WEBS 8-13=-304/172,8-15=-223/445,7-15=-395/168,6-16=-327/131,5-18=-459/586, 3-18=-1312/725,3-19—1156/1701,10-12=-1337/1947,10-13=-2078/1235 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wirjd:ASCE 7-10;Vuit=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-10-2,Interior(1)1-10-2 to 18-6-0,Exterior(2)18-6-0 to 20-6-0,Interior(1)26-0-3 to 39-0-0;cantilever right exposed;porch left and right exposed;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 psi 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 2161 lb uplift at joint 19,2423 lb uplift at joint 12 and 919 lb uplift at joint 2. 8)"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 Ull-7473 rev.10/03/2015 BEFORE USE. r)eUgn valid for rise only aAth MITeVO connectors.TNs dedgn L=based only upr n r ornmeters:hown,and Is for an 4rdlNdual bull ding comperent,not a iruss 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 wilh possible personal injury and property darnoge. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandrla,VA 22314, Tampa,FL 33610 Jab Truss Truss Type Qty Ply Simon,Residence/LAV T10854680 73955 C HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:10 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-V2U7V EJ3img lje4tEmJQobvi90?v63QIW 6B79CzRptB 5-8-12 9-0-0 11-0-0 14-3-4 20-0-0 5-8-12 5-8-12 Scale=1:34.3 4x4= 4x4= 3 4 5.00 12 2x3 Z�' 2x3 5 2 18 17 19 v 16 6 1 io 9 8 7 3x6= 3x5= 3x5= 3x4= 3x4= 9-0-0 11-0-0 20-M 9-0-0 2-0-0 9-0-0 Plate Offsets(),Y)-- (1.0-2-8 Edgel (6:0-2-8 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.09 7-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.25 7-15 >946 240 BCLL 0.0 Rep Stress Incr YES W B 0.13 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 i Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.07 9-12 >999 240. Weight:84lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. WEBSI 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0,6=740/Mechanical Max Horz 1=14(LC 5) Max Upliftl=-639(LC 4),6=-639(LC 5) Max Grav1=872(LC 9),6=872(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-1 518/1149,16-17=1478/1150,2-17=-1443/1157,2-3=-1226/944,3-4=-1122/911, 4-5=-1226/944,5-18=-1443/1157,18-19=-1478/1150,6-19=-1518/1149 BOT CHORD 1-9=990/1334,8-9=-635/1033,7-8=-635/1033,6-7=-976/1334 WEBSI 2-9=-376/434,3-9=-204/310,,4-7=-204/310,5-7=-376/434 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.ll;Exp C;Encl.,GCpi=0.18; C-C�Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 9-0-0,Exterior(2)9-0-0 to 11-0-0,Interior(1)15-2-15 to 20-0-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Provlde 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)Refer to girder(s)for truss to truss connections. 7)Pro/Ide mechanical connection(by others)of truss to bearing plate capable of withstanding 639 lb uplift at joint 1 and 639 lb uplift at join 6. 8)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7WARNING-Veriry deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-7473 rev.10103,2015 BEFORE USE. gn voild for use oNy with M Teka connectors,This design,is based only upon parameters shown,and Is for an Individual build!ng 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' olways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ICOIIOfL storage,delivery,erection and bracing of trusses and trust systems,seeANSI/TPI I Quality Criteria.DSE-89 and BCSI Building Component 6904 Parke East Blvd. j Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Jab 71uss Truss Type Qty Ply Simon,Residence/LAVT73955 COMMON 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 mn ek Industries,Inc. Tue Apr 11 11:18:10 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-V2U7V EJ3img 1 je4tEmJQobvhTO—P62pl W 6B79CzRptB 6-11-2 10-0-0 13-0-0--14 20-0-0 6-11-2 3-0-14 314 6-11-2 Scale=1:33.8 4x4= 3 5.00 12 20 2x3// 2 4 15 14 5 1 Io 7 6 3x6= 3x8= 3x6= 3x6= 10-0-0 20-" 10-0-0 10-0-0 Plate Offsets(X,Y)— f1:0-0-2,Edgel,f5:0-0-2,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 6-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(fL) -0.29 6-10 >837 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(fL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix=M) Wind(LL) 0.06 6-13 >999 240 Weight:80lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. BOT CHORD 2.4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0,5=740/Mechanical Max Horz 1=-2(LC 4) Max Upliftl=617(LC 4),5=617(LC 5) Max Grav1=877(LC 9),5=877(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C ORD 1-14—1432/967,2-14=1381/979,2-3=-1154/826,3-4=1154/826,4-15=-1381/979, 5-15=-1432/967 BOT C ORD 1-7=794/1238,6-7=-794/1238,5-6=792/1238 WEBS 3-6=-490/748,4-6=-404/421,2-6=404/421 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wintl:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-ClExterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-2-5;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.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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 617 lb uplift at joint 1 and 617 lb uplift at joint!5. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev,10/03/2015 BEFORE USE. f>a:Jgn vc11d for us°,orny%-Ath MITeM connectors.This deslgn is tnised oNy upon parameters shown,and Is for nn indIVIC1a1 txrl:ding comp;rent,nc4 a truss system.Before use,the building designer must verify the applicab0ity of design parameters and properly Incorporate ihLs design Info the overall twlld(ng design. Bracing Indicated Is to prevent lwckling of Individual truss web arld/or chord members only. Additional temporary and permanent bracing Mffek' fs always required for sfabilfty antl to prevent collapse v.4ih possible personal InJury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of tarsses and truss systems,seeAN51/TPI1 9uality Criteria,D58-84 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 Qly Ply Simon,Residence/LAV T10854682 73955 C2 MONO HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:12 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-RQctwwLKENwIyxEGLBLutO_gCg HagG2_QgED5zRpt9 5-8-3 10-4-0 15-0-4 20-0-0 5-8-3 4-7-13 4-8-4 4-11-12 Scale=1:35.2 4x5= 3x4 11 3x4= 3 16 4 17 5 j 5.00 F12 14 3x4 15 2 13 1 9 8 7 3x6= 6 4= 2x3 11 3x8= 6x8= 5-8-3 10-4-0 20-0-0 5-8-3 4-7-13 9-8-0 Plate Offsets(X,Y)-- f1.0-0-14 Edgel LOADI 4G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.47 6-8 >509 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.75 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 8-9 >999 240 Weight:102lb FT=20% LUMBER- BRACING- TOP C,IORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBSI 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-1 oc bracing. REACTIONS. (lb/size) 1=746/Mechanical,6=724/Mechanical Max Horz 1=325(LC 5) Max Upliftl=-585(LC 4),6=-658(LC 5) Max Grav1=861(LC 9),6=833(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-1559/1048,2-13=-1518/1057,2-15=1102/748,14-15=-1095/753,3-14=-1058/763, 3-16=-1001/777,4-16=-1001/777 BOT CHORD 1-9=-1213/1474,8-9=1213/1474,7-8=593T709,6-7=593/709 WEB 2-8=534/486,4-8=255/404,4-6—924l790 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-4-0,Exterior(2)10-4-0 to 14-6-15;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)'Tliis 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 585 lb uplift at joint 1 and 658 lb uplift at join 6. 8)'Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1--7473 rev.10/03I2015 BEFORE USE. Oeslgn velid for use curly wilh MITek0 connectors.INs design is based only upon parameters shown,and is for an individual Niiiding comr�onent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �t/� building design. Bracing indicated Is 10 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 miss 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 Job 7,7s Truss Type Qty Ply Si mon,Residence/LAVT10854683 73955 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M79k Industries,Inc.Tue Apr 11 11:18:12 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-RQctwwLKENwlyxEGLBLutO_?oChDas42_QgED5zRptg 4-5-7 6-10-8 10-" 11-1-8 15-5-0 20-0-0 4-5-7 2-5-2 3-1-8 1-1-8 4-3-8 4-7-0 Scale=1:35.8 5x6= 3 4X4= 3x4 II 4 3x4= 6 5.00 F12 2X3 11 15 2 I r d o d 14 v 1 o 10 9 8 = 7 3x4= 3x4= 3x6 3x8= 6X8= 6-10-8 11-1-8 20-0-0 6-10-8 4-3-0 8-10-8 Plate Offsets(),Y)-- f1:0-0-14 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.35 7-8 >686 240 BCLL 0.0 Rep Stress Incr YES W B 0.63 Horz(TL) 0.03 7 n/a n/a BCDL i 0.0 Code FBC2014fFP12007 (Matrlx-M) Wind(LL) 0.05 10-13 >999 240 Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. REACTIONS. (lb/size) 1=749/Mechanical,7=720/Mechanical Max Harz 1=275(LC 5) Max Upliftl=589(LC 4),7=-632(LC 5) Max Grav1=870(LC 9),7=827(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1 14=-1475/949,2-14=-1423/961,2-3=-1516/1127,3-4=1235/901,4-5=-1111/806 BOT CHORD 1-10=-1053/1364,9-10=-752/1000,8-9—752/1000,7-8=-615/771 WEBS 2-10=-376/402,3-10=-490/594,3-8=-280/464,4-8—598/476,5-8=-257/458, 5-7=978/797 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-ClExterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 11-1-8;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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 589lb uplift at joint 1 and 632 lb uplift at joins 7. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.1070372015 BEFORE USE F'.:}gn valid for use only kvth MITeke connectors.This design is bo.-d only upon,nrarnet_rs shetm,and Is for an In;lvfdual hijilding 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 va building design. Bracing Indicated Is to prevent buckling of Individual tau p�s web and/or chord members only.Additional temporary and permanent bracing IYI OTek• 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 Jab 7uss Truss Type Qty Ply LJ.b on,ResidencelLAVT10854684 73955 COMMON 1 Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:13 2017 Page i I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-vdAG7GMy?h2ca5pSvus7QEXCic?6J PYBD4PnmXzRptB 6-11-2 10-0-0 13-0-14 20-0-0 6-11-2 3-0-14 3-0-14 6-11-2 Scale=1:33.8 4x4= 3 5.00 r12 2x3\\ 2x3 2 4 15 14 5 1 Io 7 6 3x6 3x8= 3x6= 3x6= 10-0-0 20-" 10-0-0 10-0-0 Plate Offsets(X,Y)-- 11:0-0-2 Edgel 15 0-0-2 Edqel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 6-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.29 6-10 >837 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.06 6-13 >999 240 Weight:80 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/Mechanical,5=740/Mechanical Max Horz 1=-2(LC 4) Max Upliftl=-617(LC 4),5=-617(LC 5) Max Gravl=877(LC 9),5=877(LC 9) FORC S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CI =CHORD 1-14 1432/967,2-14=-1381/979,2-3=-1154/826,3-4=-1154/826,4-15=-1381/979, 5-15=-1432/967 BOT CHORD 1-7=-794/1238,6-7=794/1238,5-6=792/1238 WEBS 3-6=490/748,4-6=-404/421,2-6=404/421 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.ll;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-0,Exterior(2)10-0-0 to 13-2-5;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.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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 617 lb uplift at joint 1 and 617 lb uplift at jointly. 7)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Veri7y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev.10/032075 BEFORE USE. � Resign valid for use only with M1Tek0 ronnectors.Ws design is hosed only Upon parameters shown,and Is for an individual hAding 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 MOW is always required for stablldy 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. Saleity Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Jab 7,5 russ Truss Type city Ply Simon,Residence/LAV T10854685 73955 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19-to 1-1-Industries,Inc. Tus Apr 11 11:18;13 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-vdAG7GMy?h2ca5pSvus7QEXBAcOpJIXBD4PnmXzRpt8 7-8-6 11-4-0 1 15-6-4 20-0-0 7-" 3-7-10 4-2-4 4-5-12 Scale=1:35.1 4x4= 3x4= 3x4 I I 3 15 4 16 5 5.00 F12 3x4 14 2 I 13 1 9 8 7 6 3x6= 3x8= 3x6= 2x3 11 6x8= 7-8-6 1 11-4-0 1 20-0-0 7-8-6 3-7-10 8-8-0 Plate Offsets(X Y)-- (1-0-3-0 0-1-21 f8:0-2-10 0-1-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.12 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.32 6-7 >745 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) -0.02 1 n/a n/a BCDL 10:0 Code FB02014iTP12007 (Matrix-M) Wind(LL) 0.06 9-12 >999 240 Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-11 oc purlins, except BOT CORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyappfied or 8-10-10 oc bracing. REACTIONS. (lb/size) 6=717/Mechanical,1=753/Mechanical Max Horz6=338(LC 5) Max Uplift6=646(LC 5),1=-575(LC 4) Max Grav6=829(LC 9),1=870(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C}ORD 3-15_870/657,4-15=-870/657,1-13=-1388/841,2-13=-1328/856,2-14=-972/654, 3-14=-962/664 BOT CHORD 1-9=-668/1185,8-9=668/1185,7-8=-668/1185,6-7=-149/507 W EBSI _4-6 862/718,4-7=-263/425,2-7=569/462 NOTES- 1)Wintl:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-CI Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-4-0,Extedor(2)11-4-0 to 14-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'THis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 646 lb uplift at joint 6 and 575 lb uplift at joint 1. 7)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design vo•:Id for use,only vAtt.Mt1ekO ccnnec:tors.This,design Is b[ued only upon parameters shown,and Is for on Individual hiAding component,not a lrirss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall HV 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 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 city Ply Simon,Residence/LAV T10854686 73955 C6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi I ek Industries,Inc. Tue Apr 11 11:18:14 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-NpkeLcMam_ATCFOeTCOMyR3J7ON82h6LRk9Ll_zRpt7 7-8-5 13-4-0 20-0-0 7-8-5 5_7_11 6-8-0 Scale=1:40.4 5x8 MT18HS= 3x6= 3 14 15 4 5.00 r12 13 3x4 2 12 1 0 8 7 6 5 3x6= 3x6= 3x8= 3x6 11 2x3 11 7-8-5 13-4-0 20-0-0 7-8-5 5-7-11 6-8-0 Plate Offsets(X Y)-- f1:0-6-2,0-0-41,13:0-5-12,0-2-81,f7:0-2-11,0-1-81 LOADIING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.05 8.-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.15 8-11 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-tut) Wind(LL) 0.06 8-11 >999 240 Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. REACTIONS. (lb/size) 5=717/Mechanical,1=752/Mechanical Max Horz5=392(LC 5) Max Uplift5=-662(LC 5),1=-552(LC 4) Max Grav5=841(LC 9),1=868(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=781/674,3-14=-685/529,14-15=-685/529,4-15=-685/529,1-12=1401/777, 2-12=1343/792,2-13=-773/472,3-13=-719/489 BOT CHORD 1-8=-611/1199,7-8==611/1199,6-7=-611/1199,5-6=-162/375 WEB i 4-6=-681/884,2-6=-737/537,2-8=0/256 NOTE 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 13-4-0,Extedor(2)13-4-0 to 16-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)ProWe adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 662 lb uplift at joint 5 and 552 lb uplift at joint 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I Q WARNING-Verify design paremerers and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. f}�iign va!Id for use-oNy�vlfh MITeI:t�conr.�-c:tors.Th!s dc:s€gn is tn;wed only upon parameters shown,and Is for an Individual barilding component,no t a Truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall V building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• h always ruired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatirk:ollon,eq 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 Jab F., Truss Type Qty Ply Simon,Residence/LAV T10854.7 73955 ___]SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Tue Apr 11 11:18:14 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-NpkeLeMam_ATCFOeTcOMyR31 W OMK2kgLRk9Ll_zRpt7 7_9_8 15-4-0 20-0-0 7-9-8 7-6-8 4-8-0 Scale=1:42.8 5x8 MT18HS= 3x4= 5.00 12 3 14 15 4 13 5x12 MT18HS 2 12 1 e1 0 0 8 7 6 5 3x6= 2x3 II 3x6= 3x8= 3x6 I 7-9-8 15-4-0 20-0-0 , r 7-9-8 7-6-8 411 Plate Offsets(X Y)— f1:0-6-2 0-0-41 f2:0-6-0 0-3-01,f3:0-5-0,0-2-41 LOADI I 4G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.18 6-8 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) -0.02 1 n/a rVa BCDL 10.0 Code FBC2014tTP12007 (Matrix=M) Wind(LL) 0.06 8-11 >999 240 Weight:107 fb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS. (lb/size) 5=718/Mechanical,1=751/Mechanical Max Horz5=446(LC 5) Max Uplift5=-678(LC 5),1=-528(LC 4) Max Grav5=855(LC 9),1=864(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C�ORD 4-5=-825/682,3-14=487/375,14-15=-487/375,4-15=-487/375,1-12=1409/707, 2-12=1297/723,2-13=568/293,3-13=-494/303 BOT CHORD 1-8=-549/1208,7-8=-551/1198,6-7=-551/1198,5-6=-199/440 WEBS 4-6=-658/856,3-6=-191/314,2-6=-942/674,2-8=0/315 NOTES- 1)Wintl:ASCE 7-10;Vuit=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.II;Exp C;Encl.,GCpi=0.18; C-CI Exterior(2)0-0-0 to 3-0-0,Interfor(1)3-0-0 to 15-4-0,Extedor(2)15-4-0 to 18-4-0;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)All plates are MT20 plates unless otherwise Indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 678 lb uplift at joint 5 and 528 lb uplift at join 1. 8)"Se pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev.1ON312015 BEFORE USE. Iva f?es}gn vnfld fcr a only�ntt�MITeKC�rr nnecir rs.IYJ.t design Lc r�.ted only upon fxsrnmeters s1wv n,and IF,,for an Indvdual Ni ding 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 p� txlilding design. Bracing Indlcaled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTek' is a�vays required for stabflBy and to prevent collapse wBh possible personal Injury and property darnage, for general guidance regarding the lab catlo stora a delve .erecllon and bracln of trusses and imss terns,seeANSI iPl 19uall Criteria.DSB-89 and BCSI Bulldln Component 6904 Parke East Blvd. rl rti fl ry 9 / P Safety Informailon available from Truss Plate Institute.218 N.Lee Street,Suite 312,AlexarxJrla.VA 22314. 9 Tampa.FL 33610 Jab Truss Truss Type City Ply Sim on,Residence/LAV T10854688 73955 C8 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Apr 11 11:18:15 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-r?IOYyNCXI I KpPzrOJvbVfcYpPian7f UgOuugQzRpt6 6-2-9 12-3-8 17-4-0 20-0-0 6-2-9 6-1-0 5-0-8 2-8-0 4x8= 3x4 Scale=1:45.6 I I 5.00 rl2 5 6 15 3x4 3x6 4 3 2x3\\ 2 14 1 1 0 10 9 8 7 3x4= 3x4= 3x6= 3x4= 6x8= i 8-9-4 17-4-0 20-0-0 ' 8-9-4 B-6-12 Plate Offsets(X,Y)-- f1:0-1-10,Edge),[5:0-5-4,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.09 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.25 8-10 >945 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) -0.02 1 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.04 10-13 >999 240 Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-1 oc bracing. REACTIONS. (lb/size) 7=722/Mechanical,1=748/0-8-0 Max Horz7=499(LC 5) Max Up11ft7=-695(LC 5),1=497(LC 4) Max Grav7=875(LC 9),1=853(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C�ORD 1-14=1491/739,2-14=-14491750,2-3=-1223/590,3-4=-1157/600,4-15=-325/131, 5-15=-275/146 BOT CHORD 1-10=-584/1307,9-10=-138/666,8-9=-138/666,7-8=-5/311 WEBS 5-8=-373/694,4-8=-784/606,4-10—300/588,2-10=-439/424,5-7=874/650 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-ClExterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 17-4-0,Exterior(2)17-4-0 to 19-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Thin truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 695 lb uplift at joint 7 and 497 lb uplift at joint 1. 7)"Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.101032015 BEFORE USE. fksgn vnl!,for use cnly�,AY-�MITek(�conn::,anrs.7hts design Is Lxxs�[i oNy uprn parameters shown,and Is fnr an indlvldunl hnrllding comp,nent not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall HV butilding alwaysdrequ red for an. bil Indicated to prevent cotllapse with possible personal Inndividual truss jury andrproord perty damage.rs ly.Additional temporary and For general guidance regarding he Went bracing M OTe k• 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. Safeily Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,AJexandda VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply simon,Residencell AV T10854689 73955 C9 MONO HIP 1 1 Jab Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi l ek Industries,inc.Tue Apr 11 11:18:15— I Pagel I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-r?IOYyNCXI I KpPzrOJvbVfcVD PtYnHGUgOuugQzRpt6 2-0 0 7-5-5 13-11-6 i 19-2-8 _ 0-0- 2-0-0 7-5-5 6-6-1 5-3-2 -9-8 3x4= Scale:1/4°=l' 5.00 12 6 13 3x4 3x6 i 5 4 2x3\\ 3 2 a O1 9 8 1416 15 17 7 3x5= 3x6= 3x4= 6x8= 10-2-2 20-0-0 10-2-2 9-9-14 Plate(Offsets(X Y)-- (2:0-2-8 Edgel LOADII G(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.25 7-8 >964 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.53 7-8 >446 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix•M) Wind(LL) 0.05 8-12 >999 240 Weight:105 fb FT=20%, LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-9 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. WEBS 1 Row at midpt 6-7,5-7 REACTIONS. (lb/size) 7=715/Mechanical,2=865/0-8-0 Max Horz2=664(LC 4) Max Uplift7=-681(LC 5),2=-698(LC 4) Max Grav7=958(LC 9),2=998(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1436/552,3-4=-1159/413,4-5=1058/424 BOT CHORD 2-9—952/1433,8-9=-952/1433,8-14=-489/696,14-16=-489/696,15-16=-489/696, 15-17=-489/696,7-17=-489/696 WEB i 3-8=478/437,5-8—308f764,5-7=-957/681 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 19-10-4;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,with BCDL=10.Opsf. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 681 lb uplift at joint 7 and 698lb uplift at joins 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103I2015 BEFORE USE. nesgn valid for use only with 1v1ITe00 conn=ctors.This design is teased only upon parameters:t.vm,and Is for m individual twilding ccrc<<cnent,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 fatxicatlon,storage,dellvery,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 r7395 �0���Truss Type Qty Ply Simon,Residence/LAVT10854690 5 MONO HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:11 2017 Page 1 I D:h6mtwPiVBgdtYnDCrGVbbyKdpJ-zE2VjaKhT3ouLnf3nTgfLpRsooKMrLfulmwhhfzRptA -2-0-0 6-8-8 12-10-6 17-8-0 20-0-0 2A-0 6-8-8 6-1-15 4-9-10 2-4-0 4x8= 3x4 11 Scale=1:46.2 5.00 12 6 7 3x4 i 15 3x6 5 4 2x3 3 2 O1 11 10 16 17 9 g 3x5= 3x6= 3x4= 3x4= 6x8= 9-8-7 17-8-0 20-0-0 9-8-7 7-11-9 2-4-0 Plate Offsets O,Y)— f2:0-1-2 Edgel (6:0-5-4 0-2-Oj LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.10 10-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.27 10-14 >886 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.84 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.05 10 >999 240 Weight:122 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc pudins, except BOT CORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directfyappfied or 7-1-9 oc bracing. WEBS 1 Row at midpt 6-8 REACTIONS. (lb/size) 8=717/Mechanical,2=863/0-8-0 Max Horz2=606(LC 4) Max Uplift8=-719(LC 5),2=-721(LC 4) Max Grav8=916(LC 9),2=1000(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1486/698,3-4=-1182/525,4-5=-T 119/535,5-15=-301/109,6-15=-291/123 BOT CHORD 2-11=-1063/1470,10-11=-1063/1470,10-16=-612/805,16-17=-612/805,9-17=612/805, 8-9=-194/267 WEB 3-10=469/423,5-10=-267/622,5-9=-819/631,6-9—413/780,6-8=-936/678 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 17-8-0,Extedor(2)17-8-0 to 19-10-4;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,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 719 lb uplift at joint 8 and 721 lb uplift at join 2. 8)"Se i-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IATTEK REFERANCE PAGE Mil-7473 rev.10103,2015 BEFORE USE. D3 s.Ign valid for use only with MITPkh connectors.This design is based only nrxn pornrneters shown,and Is for an Individual laillding component,not a trbss 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.Addifional 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 fabilcation,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 Fc - 73955 Truss Type Qty Ply F,.,m on,Pesidence/LAV T10854691 MONO HIP 1 1 Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 mi I A Industries,Inc.Tue Apr 11 11:10:11 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-zE2VjaKhT3ouLnf3nTgfLpRgKoLZrKoulmwhhfzRptA -211 8-2-6 15-8-0 20-0-0 2-0-0 8-2-6 7-5-10 4-4-0 Scale=1:43.9 4x8 3x4 11 5.Oo 12 4 15 5 13 5x12 MTIBHS i 14 I 3 1 2 01 9 8 7 6 3x5= 2x3 I I 3x6= 3x4= 6x8= 8-2-6 15-8-0 20-0-0 8-2-6 7-5-10 Plate Offsets(XY)-- (3:0-6-0 0-3-01 f4:0-5-4,0-2-41 LOADI 4G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.06 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.17 7-9 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.03 6 n/a rVa BCDL 10:0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 9-12 >999 240 Weight:111 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS. (lb/size) 6=714/Mechanical,2=866/0-8-0 Max Horz2=553(LC 4) Max Uplift6=-702(LC 5),2=-752(LC 4) Max Grav6=854(LC 9),2=988(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1364/710,3-14=528/271,13-14=-457/274,4-13=-454/284 BOT CHORD 2-9=-999/1316,8-9=-1001/1309,7-8=-1001/1309,6-7=-377/465 WEBS 3-9=0/320,3-7=946/696,4-7=-253/528,4-6=858/695 NOTEs- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 15-8-0,Extedor(2)15-8-0 to 19-10-4;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)'Tfiis 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 702 lb uplift at joint 6 and 752 lb uplift at join 2. 9)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev.10/032015 BEFORE USE. D-blgn volld for use only with 1AITPK)connecters.This design Is based only upon parameters shown,and Is for on IndMdual 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/TPl1 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 ro Truss Truss Type Qty Ply Simon,Residence/LAV =T10854692 55 C12 MONO HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue April 11:18:12 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-RQctwwLKENwlyxEGLBLutO_OCCihar92_Qg ED5zRpt9 -2-0-0 7-8-5 13-8-0 20-0-0 2-0-0 7-8-5 5-11-11 6-4-0 Scale=1:40.1 4x8= 3x4 I 5.00 F12 5 16 17 6 14 15 3x4 3x6 4 3 2 01 10 9 8 7 3x4= 2x3 I I 3x6= 3x4= 6x8= r 7-8-5 13-8-0 r 20-0-0 7-8-5 5-11-11 6-4-0 Plate Offsets(),Y)-- f2:0-1-2,Edgel,(5:0-5-4,0-2-01 LOADI 4G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.05 10-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.14 10-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.05 10 >999 240 Weight:107lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-14 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 7=716/Mechanical,2=865/0-8-0 Max Horz2=499(LC 4) Max Uplift7=-683(LC 5),2=777(LC 4) Max Grav7=842(LC 9),2=990(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1399/800,3-4=1292/812,4-15=737/457,14-15=687/465,5-14=-680/475 BOT CHORD 2-10_1045/1333,9-1 0=-1 045/1333,8-9=-1045/1333,7-8=-537/666 W EBSi 4-10=0/265,4-8=768/582,5-8=-228/484,5-7=-8851714 NOTES- - 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171t;Cat.11;Exp C;Encl.,GCpi=0.18; C-G Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 13-8-0,Exterior(2)13-8-0 to 17-10-15;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)-Tliis 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)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 683 lb uplift at joint 7 and 777 lb uplift at join[2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev.101032015 BEFORE USE � 17),,e:lgn valid for use only:vlth M11el<0 connectors.This deslgn is h med only upon F orometers shown,and Is for an Individual t-arllding 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 �A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lg 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 BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate institute,218 N.Lee Street Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply �Simon,Residence/!-�AVT1065469373955 D COMMON 4 eference o Chamber Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:15 2017 Paga 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-r?I OYyNCXI I KpPzrOJvbVfcRQPgknHV UgOuugQzRpt6 -2-0-0 7-5-5 12-9-0 20-0-0 2-0-0 7-5-5 5-3-11 7-3-0 Scale=1:38.0 4x6= 5.00 12 5 12 13 2x3\\ 14 3x6 4 4x4 II 6 3 rn n N _ 2 1 8 15 16 5x8= 7 3x5= 6x8= 10-2-2 20-0-0 10-2-2 9-9-14 Plate Offsets(X Y)-- (2:0-2-8 Edgel f8:0-4-0 0-3-01 I LOADI 4G(psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.18 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.47 7-8 >511 240 BCLL 0.0 Rep Stress Incr YES W B 0.33 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Cade FBC2014ffP12007 (Matrix=M) Wind(LL) 0.05 8-11 >999 240 Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBSi 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS. (lb/size) 2=866/0-8-0,7=715/Mechanical Max Horz2=250(LC 4) Max Uplift2=-832(LC 4),7=-613(LC 5) Max Grav2=1035(LC 10),7=902(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1515/906,3-4=-1434/917,4-12=1265f784,5-12=-1216/800,6-7=-306/340 BOT CHORD 2-8=-881/1363,8-15=-464f764,15-16=-464f764,7-16=-464/764 WEBSi 4-8=-438/432,5-8=-296/685,5-7=-808/492 NO ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-O Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 12-9-0,Exterior(2)12-9-0 to 15-9-0;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.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. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 lb uplift at joint 2 and 613 lb uplift at joint 7. 7)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. r\-sign valid for urn oNy with MITelda Connectors.This design is ln.sed oNy upon parameters shown,and is for on IntdIviduol building comrx,nent,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 p Pfek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabNcation,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 F i p russ Truss Type ty y Simon,Residence/LAV T10854694 73955 E COMMON 13 1 Job Reference o iTek In Chambers russ,Fort Pierce,FL Run:7.620 s Apr 30 2015 Print:7.640 s Apr 22 2016 MiTek Industries,Inc.Tue Apr 11 13:15:37 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-aGm6bNfkBH84sFR_kW U4mwGy9477j9t?_kX?FZR094 2-0-0 6-8-6 12-9-0 18-9-10 25-6-0 27-6-0 2-0-0 6-8-6 6-0-10 6-0-10 6-8-6 2-0-0 Scale=1:47.3 5x6= 5.00 F12 5 19 20 4x6 24 2x3 4 6 4x6 3 7 2 8 01 _ _ 96 12 11 21 10 3x5= 3x4= 3x6= 3x4= 3x5= B-8-10 16-9.6 25-6-0 8-8-10 8-0-13 8-8-10 Plate Offsets(X Y)-- f2:0-2-8 Edgel (3:0-3-0 Edgel (7:0-3-0 Edgel (8:0-2-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.14 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.30 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.33 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 (Matrix-M) Wind(LL) 0.10 10-12 >999 240 Weight:115lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-3 oc bracing. WEBS I 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1055/0-8-0,8=1055/0-8-0 Max Horz 2=53(LC 4) Max Uplift 2=-979(LC 4),8=-979(LC 5) Max Grav 2=1274(LC 10),8=1274(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2205/1318,3-4=2114/1328,4-19=-1995/1229,5-19=1939/1238,5-20=-1937/1238, 6-20=-1993/1228,6-7=2113/1328,7-8=-2203/1318 BOT C ORD 2-12=-1026/1964,11-12=-588/1286,11-21=-588/1286,10-21=-588/1286,8-10=-1079/1967 WEBS 5-10=-375/692,6-10=-437/438,5-12=376/695,4-12=-437/438 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 12-9-0,Exterior(2)12-9-0 to 15-9-0;Lumber DOL=1.60 plate grip DOL=1.60 3)Thisl truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`ThIs truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 979 lb uplift at joint 2 and 979 lb uplift at join U 8. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev.10/03P1015 BEFORE USE. f7;,.slgn volld for use only with MITek0 connectors.This d;=,slgn Ls t'os•d only upon parameters shown,and Is for on Individual hull-ding component,not a truss system.Before use.the building designer must vedfy the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOTek• 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 Job Truss TfUST Type Oty Ply Simon,Residence/LAV T10854695 73955 E1 HIP 1 1 Job Reference(op, o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Apr 11 11:18:17 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nOPmzePS2vZ23i7D8kx3a4htBDPg FCOn7iN?vlzRpt4 -2-0-0 6-6-8 11-0-0 14-6-0 18-11-8 1 25-6-0 27-6-0 2-0-0 6-6-8 4-5-8 3-6-0 14-5-8 6-6-8 2-0-0 Scale=1:49.7 48= 4x5= 4 5 5.00 12 3x4 20 21 3x4 i 3 6 v 7 2 01 � 13 12 11 10 9 3x4— 2x3 11 3x4= 3x6= 2x3 11 3x4= 3x8= 6-6-8 111-0 14-6-0 18-11-8 _ 25-6-0 6-6-8 4-5-8 3-6-0 4-5-8 6-6-8 ' Plate Offsets(Y Y)— f4:0-5-4 0-2-0) LOADI 4G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.07 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.17 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.09 12-13 >999 240 Weight:128 lb FT=20% LUMBER- BRACING- TOP C�ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-1 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 2=1055/0-8-0,7=1055/0-8-0 Max Horz 2=37(LC 4) Max Uplift2=-1021(LC 4),7=-1021(LC 5) Max Grav2=1 231(LC 10),7=1231(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CIHORD 2-3=-2089/1453,3-20=-1611/1196,4-20=-1567/1209,4-5=-1476/1189,5-21=-1568/1209, 6-21=1612/1196,6-7=2088/1452 BOT CHORD 2-13=-1154/1851,12-13=-1154/1851,11-12=-764/1379,10-11=-764/1379, 9-10=-1190/1857,7-9=1190/1857 WEB 3-12=-571/463,4-12=-219/369,5-10=-225/369,6-10—569/462 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 11-0-0,Extedor(2)11-0-0 to 14-6-0,Interior(1)18-11-8 to 27-6-11;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)-TAls 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 1021 lb uplift at joint 2 and 1021 lb uplift at join 7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. f?esgn vat(d fcr use c,Ny�vlfh t�flTek9 crrn :trrs.This destgn Ls tr ed on!y upon p,rnmeters shrwn,and Is frr an Individual hul!ding core rxneni,not a truss system.Before use,fhe building designer must verify the appllcabtllty of design parameters and properly Incorporate this design fnlo the overall Iwildfng design. &acing Indicated Is to prevent bucklfng of Individual buss web antl/or chord members only.Additional temporary and permanent bracing MiTek� is always reyulred for stability and fo prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatxlcoHon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI(TPI1 Quality Criteria,DSB-89 and BCSI Building Component Tamp Parke East 0 Safety Info. .on available from Truss Plate Institute.218 N.Lee Sfreel,SufTe 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Simon,Residence/LAV T10t546.6 73955 E2 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Apr 11 11:18:17 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nOPmzePS2vZ23i7D8kx3a4hgYDNgFEgn7iN?vlzRpt4 -2-0-0 5-8-12 9-0-0 16-6-0 19-9-4 25-6-0 27-6-0 2-0-0 5-8-12 3-3-4 7-0-0 3-3-4 5-8-12 2-0-0 Scale=1:49.7 4x8= 4x8= 4 21 22 5 r 5.00 12 12 2x3 2x3�i 3 18 196 20 23 Y V' _ 2 7 t o e ja of o 17 10 9 3x8= 3x6= 3x4= 3x5= 3x5= 9-" 16-6-0 25-0-0 r 9-0-0 7-6-0 9-0-0 Plate Offsets(),Y)-- f2:0-1-2 Edgel f4:0-4-0,0-1-131 f5:0-5-4,0-2-41,f7:0-2-8,Edge1 LOADI G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.10 9-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.27 9-17 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.16 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 9-11 >999 240 Weight:119lb FT=20% LUMBER- BRACING- TOP C ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT C IORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1054/0-8-0,7=1055/0-8-0 Max Horz2—39(LC 5) Max Uplift2=-1030(LC 4),7—1030(LC 5) Max Grav2=1221(LC 10),7=1221(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CORD 2-20=2056/1537,3-20=-1986/1552,3-18=-1808/1361,4-18=1755/1371, 4-21=-1677/1338,21-22=-1677/1338,5-22=1677/1338,5-19=-1755/1371, 6-19=1807/1361,6-23=1986/1552,7-23=-2055/1537 BOT CHORD 2-11=-1 248/1829,10-11=-I006/1600,9-1 0=-1 006/1600,7-9=-1288/1835 WEB 3-11=296/345,4-11=113/350,5-9=-143/350,6-9=-296/345 NO Es- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17fh Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 9-0-0,Exterior(2)9-0-0 to 20-8-15,Interior(1)20-8-15 to 27-6-11;Lumber DO LI=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 1030 lb uplift at joint 2 and 1030 lb uplift at joint 7. 7)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I Al YARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. D.eggn valid for rrr.�.only t.Ath MITe4,,9 connectors.This design Is based only upon p<rameters shown,ond Is for m Indivdual I-,wilding 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 fablication,storage,delivery,erection and bracing of fnfsses and truss systems,seeANSf/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 7J.b`R.f.re...Sion,Residence/LAV T108: 7 73955 F HIP 1 o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:17 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-nOPmzePS2vZ23i7D8kx3n4htVD08FFDn7iN?vlzRpt4 -2-0-0 5-8-12 9-0-0 12-4-0 15-7-4 21-4-0 23-4-0 2-0-0 5-8-12 3-3-4 3-4-0 3-3-4 5-8-12 2-" Scale=1:42.7 4x4= 4x8= 4 5 i 5.00 F12 2x3 2x3 3 18 19 6 2 21 0 v 0 7 _ j 2 8 jo 01 I 11 10 9 3x5= 3x8= 3x6=3x4= 3x5= 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets(Y Y)-- (2'0-1-2 Edgel f5'0-5-4 0-2-01 (7'0-1-2 Edge) LOADI G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.10 9-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.27 9-17 >948 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 Horz(TL) 0.04 7 r1/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Wind(LL) 0.06 9-11 >999 240 Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS! 2x4 SP No.3 REACTIONS. (lb/size) 2=900/0-8-0,7=900/0-8-0 Max Horz2=-39(LC 5) Max Uplift2=91 O(LC 4),7=-91 O(LC 5) Max Grav2=1049(LC 10),7=1049(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CIHORD 2-20= = =1636/1244,3-20=-1561/1251,3-18 1351/1024,4-18 1344/1034,4-5=-1240/1013, 5-19=-1343/1034,6-19=-1350/1024,6-21=-1560/1250,7-21=-1635/1243 BOT CHORD 2-11=975/1447,10-11=-680/1162,9-10=-680/1162,7-9=-1014/1452 WEB 1 3-11=-362/410,4-11=-178/311,5-9=-194/312,6-9—362/409 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 9-0-0,Exterior(2)9-0-0 to 12-4-0,Interior(1)16-6-15 to 23-4-11;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)'Tliis 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 910 lb uplift at joint 2 and 910 lb uplift at join 7. 7)"S. i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mff--7473 rev.10/0=015 BEFORE USE. fks3gn valid fcr use only i:dttt MITek4g coon: fors.lhis design Gs tx7sed only urx n parameters shove,and Is for on IndMdual txrilding component,not a truss system.Before use,the building designer must vedty the applicablllty of design parameters and properly incorporate this design Into the overall building design. erac(ng(nd(cated Is to prevent buckling of Indiv(duai buss web and/or chord members only.Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal InJury and properly damage. For general guidance regarding the fab'ricatlon,storage.delivery,erection and bracing of trusses and Tnrss systems,seeANSI/1PI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informailon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria VA 22314. Tampa,FL 33610 1 Job Truss Truss Type •Qty Ply Simon,Residence/LAV T10854698 73955 GRA HIP 1 2 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:18 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-GazgBzP4pDhvgsiPiRS17H E?Vdb5_bKwMM7YRIzRpt3 -2-0-0 43-9 7-1-0 11-5-0 14-2-7 18-6-0 2-0-0 4-3-9 2-9-7 4-4-0 2-9.7 4-3-9 Scale=1:35.0 5x8= 4x4= 4 5 5,00 12 3x4 3x4 6 3 19 18 20 n u rIu 17 7 2 to 1 12 11 21 10 9 22 8 23 24 3x8= 5x6= 4x8= 3x4 6x8= 6x8= 3x8 11 43-9 7-1-0 11-5-0 , 14-2-7 1 18-6-0 4-3-9 2-9-7 4-4-0 2-9-7 4-3-9 Plate Offsets(),Y)-- f4:0-6-4 0-2-8) (7:0-1-5 0-0-41 f9:0-4-0 0-4-8) (11:0-3-8 0-4-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vert(LL) -0.13 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.30 9-11 >750 240 BOLL 0.0 Rep Stress Incr NO W B 0.52 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.19 9-11 >999 240 Weight:207lb FT=20% LUMBER- BRACING- TOP C, ORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc purlins. BOT C ORD 2x6 SP No.2"Except' BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. 7-10:2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=4472/0-8-0,2=3113/0-8-0 Max Horz2=84(LC 4) Max Uplift7=-3050(LC 5),2=-2511(LC 4) Max Grav7=4591(LC 19),2=3323(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=7775/5159,2-18=7808/5244,3-18=-7766/5250,3-4=-7697/5107,4-5=7353/4859, 5-6=-7823/5126,6-19=9778/6400,19-20=-9793/6396,7-20=-9820/6393 BOT CHORD 2-12=4749f7162,11-12=-4749/7162,11-21—4537/7163,10-21=4537/7163, 9-10=-4537/7163,9-22=5786/9042,8-22=-5786/9042,8-23=-5786/9042, 23-24=-5786/9042,7-24=-5786/9042 WEBS 3-11=-461/633,4-11=-1625/2644,4-9=186/426,5-9—1716/2784,6-9=2208/1568, 6-8=-940/1633 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top'chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply con Ipections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Corner(3)-2-0-11 to 0-7-13,Exterior(2)0-7-13 to 7-1-0,Corner(3)7-1-0 to 14-7-10,Extedor(2)14-7-10 to 18-6-0;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'T61s;truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3050 lb uplift at joint 7 and 2511 lb uplift at joint 2. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1902 lb down and 1145 lb up at 7-0-12,908 lb down and 463 lb up at 9-0-12,867 lb down and 505 lb up at 11-0-12,883 lb down and 508 lb up at 13-0-12,and 898 lb down and 508 lb up at 15-0-12,and 888 lb down and 506 lb up at 17-0-12 on bottom chord. The design/selection of such connection Cong%trep6W gesponsibility of others. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE Mll-7473 rev-10/032015 BEFORE USE Design valid for use only with MffekO connectors.This design Is based only upon IwirometeR shown,and Is for on Indit1duol 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 M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - tabilcation,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 I Truss Truss Type city Ply Sinron,R�e, V T10854698 73955 GRA HIP 1 2 Job Reftional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:18 2017 Page 2 LOAD JASE(S) Standard I D:h6mtwPi)OBgdtYnDCrGVbbyKdpJ-Gaz9BzP4pDhvgsiPiRS17H E?Vdb5_bKwMM7YRlzRpt3 1)Deadl+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=-54,4-5=-54,5-7=-54,2-7=-20 Concentrated Loads(Ib) Vert:11=-1665(B)9=867(B)21=-908(B)22=-883(B)23=893(B)24=888(B) Q WARNING-Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. fk:s!gn valid for rise only v.4th MITekC)conn:-:trrs.Th!s design Lc t-,as�d only uFxn r 7rnmefers shrnvn,and Is for an Indh4duni bukding comF,Went,nit o truss system.Before use,the building designer must vertry 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!racing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabf!cation,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,218IV.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10854699 73955 GRA1 COMMON 1 3 Job Reference o Uonal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI Industries,Inc. Tue Apr 11 71:18:19 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-knXXOJQjaXpml0GcF9zXfVmCe1 zeix14bOs6zBzRpt2 5-4-13 10-6-11 15-7-0 21-2-7 26-7-0 32-1-0 5-4-13 5-1-14 5-0-5 5-7-7 5-4-10 5-6-0 Scale=1:61.9 4x4= 5.00 Fl2 5 3x4- 20 21 3x4 3x6% 4 6 3x6 3 7 i 3x4 3x4 2 8 19 22 48 i 48 1Eli 9 18 23 24 17 25 26 27 16 15 28 14 29 30 13 12 3132 33 11 34 35 10 Sx10 II 5x10= 3x4= 4x6= 3x8= 3x4= 5x6= 5x10 II 4x6= 5-4-13 10-6-11 15-7-0 , 21-2-7 , 26-7-0 r 32-1-0 ' 5-4-13 5-1-14 5-0-5 5-7-7 5-4-10 ' Plate Offsets(X Y)-- (17:0-3-8 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.31 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.20 13-14 >999 240 Weight:676lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP N0.2 end verticals. WEBSI 2x4 SP No.3`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-18,9-10:2x6 SP No.2,9-11:2x4 SP M 30 REACTIONS. (lb/size) 18=6540/Mechanical,10=6459/0-8-0 Max Horz 18=-24(LC 4) Max Upliftl8=-4447(LC 4),10=4654(LC 5) Max Grav18=6864(LC 19),10=6616(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-19=8924/5821,2-19=-8869/5830,2-3=-9114/6236,3-4=-9066/6244,4-20=-7761/5360, 5-20=-7719/5370,5-21=-7716/5364,6-21=-7765/5353,6-7=-9589/6707,7-8=-9651/6698, 8-22=9772/6875,9-22—9826/6867,1-18=-6099/4058,9-10=-6023/4284 BOT CHORD 18-23=-288/467,23-24=-288/467,17-24=-288/467,17-25=-5253/8156,25-26=-5253/8156, 26-27=-5253/8156,16-27=-5253/81.56,15-16=-5501/8290,15-28=5501/8290, 14-28=-5501/8290,14-29=5953/8793,29-30=-5953/8793,13-30=5953/8793, 13-31=-6240/8996,12-31=-6240/8996,12-32=-6240/8996,32-33=-6240/8996, 11-33=6240/8996,11-34=436/600,34-35=436/600,10-35=-436/600 WEBS 2-17=-501/647,2-16=-366/298,4-16=-1176/1717,4-14=-2022/1487,5-14=3764/5582, 6-14=-2593/2010,6-13=-1622/2289,8-13=-304/362,8-11=491/444,1-17=-5219/8083, 9-11=-5978/8647 NOTES- 1)3-p�y truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.il;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-2-12 to 3-5-4,Interior(1)3-5-4 to 15-7-0,Exterior(2)15-7-0 to 18-9-8;Lumber DOL=1.60 plate grip DOL=1.60 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4447 lb uplift at joint 18 and 4654 lb uplift at joint 10. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on gge 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev.1 010 3/2 0 1 5 BEFORE USE. Design valid for use only with MITekO connectors.This design is bused only upon E 7rometers shown,and Is for an Individual t-mil ding 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 pp pA� building design. &acing Indicated is to prevent buckling of Indivkival truss web artd/or chord members only.Atltlittonal temporary and permanent bracing M!Tek• fa,ways required for stability and 10 prevent cofbapse%,rith possible personal Injury and property damage. for general guldance regarding the fabxlcatlan,storage,delivery,erection and bracing of trusses and truss systems,seeAN51A l 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 F.R ss Truss Type Qty Ply Simon,Residence/LAV T10854699 73955 s COMMON 1 .3 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries.Inc.Tue Apr 11 11:18:19 2017 Page 2 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-knXXOJQjaXpmlOGcF9zXfVmCel zejxl4bOs6zBzRpt2 NOTES 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)727 lb down and 407 lb up at 1-9-12,727 lb down and 407 lb up at 3-9-12, 727�b down and 407 lb up at 5-9-12,727 lb down and 407 lb up at 7-9-12,696 lb down and 601 lb up at 9-9-12,694 lb down and 636 lb up at 11-9-12,736 lb down and 481 Ib u at 13-9-12,757 lb down and 455 lb up at 15-9-12,728 lb down and 324 lb up at 17-8-4,731 lb down and 558 lb up at 19-8-4,732 lb down and 571 lb up at 21-8-4,733 Ib down and 582 lb up at 23-8-4,720 lb down and 675 lb up at 25-8-4,and 729 lb down and 389 lb up at 27-8-4,and 726 lb down and 579 lb up at 29-8-4 on bottom chord. Thedesign/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead'+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Unifoprl Loads(plf) Vert:1-5=-54,5-9=-54,10-18=-20 Concentrated Loads(lb) Vert:15=694(B)14=695(B)23=695(B)24=-695(B)25=695(B)26—695(B)27=-696(B)28=-697(B)29=-728 30=731(B)31=-732(B)32=-733(B)33=720(B) 34=-729(B)35=-726(B) I ® YARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design vai!d for use only with MITeke connecters.This design is base,',only upon parameters shown,and Is for on!rr;l:ddual 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 �A building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is aiways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabficat!on,storage,delivery,erection and bracing of trusses and tniss 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,Sulte 312.Alexandria.VA 22314. Tampa,FL 33610 Job i Truss Truss Type Qty Ply Simon,ResidencelLAV T10854700 73955 GRB COMMON 1 2 Job Reference(optional) Chambets Truss, For Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:20 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Cz5vbfRLLgxcwAropsUmCiJGeQG4ST9DggcfVdzRptl F 2 0 0 4-83 7-1-4 12-9-0 18-2-9 i 20-0-2 20-9-13 25-6-0 2-0-0 4-8 5-7-12 5-5-9 1-9-9 b-9-11 4-8-3 Scale=1:45.8 5x6 11 5.00 F12 6 19 20 3x4% 5x8 3x6 5 7 5x6 2x3 4 8 3 21 9 i v 01 14 13 12 11 10 22 23 3x4= 3x5= 3x4= 4x6= 6x8= 10x14— 5x12 MT18HS 3x4= 5-5-14 9-3-2 16-2-14 20-0-2 _r 25-6-0 5-5-14 3-9-4 6-11-11 3-8-4 5-5-14 Plate Offsets(X,Y)— f2:0-7-1 0-2-6) (2:0-0-0 0-0-4) f7:0-3-4 0-1-8) f9:0-3-11 0-3-4) (10:0-5-0 0-5-01 LOADIING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.39 10-16 >791 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.50 10-16 >608 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:304lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except- TOP CHORD Structural wood sheathing directlyapplied or 2-11-4 oc pudins. 6-9:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3*Except* 6-11,7-10,6-13:2x4 SP M 30,8-10:2x8 SP 240OF 2.0E i REACTIONS. (lb/size) 9=807910-8-0,2=2684/0-8-0 Max Horz2=103(LC 4) Max Uplift9=-6416(LC 5),2=-2149(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3_6193/4421,3-4=-6119/4419,4-5=6076/4426,5-19=5897/4323,6-19=-5838/4333, 6-20=-9020/6559,7-20=-9075/6549,7-8=-17970/13247,8-21=-1 7956/1 31 28, 9-21=-17990/13116 BOT CHORD 2-14=-3995/5685,13-14=-3942/5591,12-13=-3466/5064,11-12=3466/5064, 10-11—8227/11573,10-22=12048/16606,22-23=12048/16606,9-23=-12048/16606 WEBS 6-11=-4146/5911,7-11=-5890/4507,7-10=-7194/9509,8-10=-191/347,6-13=-448/606, 5-13=550/383,5-14=-24/334 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-2-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. 3)Unbalanced root live loads have been considered for this design. 4)Wired:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 1-0-10,Interior(1)1-0-10 to 12-9-0,Extedor(2)12-9-0 to 15-9-0;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 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. 8)Pro,Iide mechanical connection(by others)of truss to bearing plate capable of withstanding 6416 lb uplift at joint 9 and 2149 lb uplift at join4 2. 9) Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)6487 lb down and 3979 lb up at 20-1-8,and 1139 lb down and 1440 lb up at 21-9-4,and 1139 lb down and 1440 lb up at 23-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. MARIg61W egllandard ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev.1010312015 BEFORE USE f}:elgn valid for use only with MiTek v connet:tors.This design is txxsed only upon parameters shown,and Is for o��Individual landing 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 v 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.dellvery,erection and bracing of misses 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 Qty Ply Si mon,Residence/LAV T10854700 73955 GRB COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTrek Industries,Inc. Tue Apr 11 11:18:20 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Cz5vbfRLLgxcwAropsUmCiJGeQG4ST9DggcfvdzRptl LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=-54,6-9=54,2-9=-20 Concentrated Loads(lb) Vert:10=-6487(B)22=-1139(B)23=-1139(B) i I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE rNslgn valid for use only with MRekc9 conwetc r;.This design is bosei-f only upon parameters shown,and Is for on Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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 1 Job I Truss Truss Type city Ply Simon,ResidencelLAV rf T10854701 73955 GRC COMMON 1 2 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Apr 11 11:18:20 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Cz5vbfRLLgxcwAropsUmCiJ I FQMpSQ?DggcfVdzRptl 5-9-14 10-8-0 15-6-2 _� 21-4-0 5-9-14 4-10-2 4-10-2 5-9-14 Scale=1:35.1 4x5 II 3 5.00 12 1s 1s 4x4 5:� 4x4 2 4 14 17 5 1 io 18 19 9 20 8 21 7 22 23 6 24 25 _ = 4x8= 3x10 I 6x8 6x8= 3x10 II 4x8 5-9-14 10-8-0 15-6-2 21-4-0 5-9-14 4-1 0-2 4-10-2 5-9-14 Plate Offsets(),Y)-- f1:0-1-5 0-0-01 f5:0-1-5 0-0-01 (7:0-4-0 0-3-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.27 7-9 >937 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.35 6-7 >730 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:223lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-2 oC purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=4210/0-8-0,5=4651/0-8-0 Max Upliftl=3590(LC 4),5=-4121(LC 5) Max Grav 1=4555(LC 19),5=4781(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP iHORD 1-14=10444/8057,2-14=-10419/8067,2-15=-6732/5522,3-15=-6689/5532, 3-16=-6690/5534,4-16=-6734/5520,4-17=-9751/8113,5-17=9776/8103 BOT�HORD 1-18=-7276/9601,18-19=-7276/9601,9-19=7276/9601,9-20=-7276/9601, 8-20=-7276/9601,8-21=-7276/9601,7-21=-7276/9601,7-22=-7327/8989, 22-23=7327/8989,6-23=-7327/8989,6-24=-7327/8989,24-25=7327/8989, 5-25=-7327/8989 WEBS 3-7=-3757/4835,4-7=3226/2907,4-6=-1773/2218,2-7=-3907/2849,2-9=-1757/2763 NOTES- 1)2-pl�truss to be connected together with 1 Od(0.131"x3")nails as follows: Top i chords connected as follows:2x4-1 row at 0-7-0 oc. Bot>iom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply con�Tections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wired:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171t Cat.11;Exp C;Encl.,GCpi=o.18; C-d Corner(3)0-0-0 to 3-0-0,Exterior(2)3-0-0 to 10-8-0,Comer(3)10-8-0 to 13-8-0;Lumber DOL=1.60 plate grip DOL=1.60 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 6).Tf is truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali 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 3590 lb uplift at joint 1 and 4121 lb uplift at join}5. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Han'ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down and 189 lb up at 2-5113,1737lb down and 1040 lb up at 4-4-12,720lb down and 424 lb up at 6-4-12,720lb down and 675 lb up at 8-4-12,704lb down and 555 lb up at 10-4-12,700 lb down and 420 lb up at 12-4-12,720 lb down and 675 lb up at 14-4-12,697 lb down and 564 lb up at 16-4-12,and 697 lb down and 597lb up at 18-4-12,and 698 lb down and 633 lb up at 20-4-12 on bottom chord. The design/selection of sluch connection device(s)is the responsibility of others. LOAD,CASE(S)Standard Continued on page 2 ®IyARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.f0/03/O16 BEFORE USE. Design vo lid for use only vri'h MITek7 connectors.this design Is based only up.-n rn,rameters shown,and Is for on Individual btrildIng. comp anent not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is at}vays 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 �73955 I Truss Truss Type Qty Ply Simon,Residence/LAV T10854701 GRC COMMON 1 2 Job Reference(optional) ChamberslTruss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:20 2017 Page 2 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-Cz5vbfRLLgxcwAropsUmCiJI FQMpSQ?Dggcf VdzRptl LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Unifo Loads(plf) Vert:1-3=54,3-5=-54,1-5=20 Concentrated Loads(lb) Vert:7=-704(B)13=-698(B)18=-194(B)19=1432(B)20=-720(B)21=-720(B)22=-700(B)23=720(B)24=697(B)25=-697(B) I I i I I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll--7473 rev.1010312015 BEFORE USE. D.'sgn valid for use only with MlTekO cenn:-tors.This design is based only upon paramaers shown,and is for on Individual tx:ilding comp;nant,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ,A building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fat�ricatlon,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 ,LayEPly ]Simon,Residence/LAV T10854702 73955 GRD HIP Job Reference o tional Chambers Truss, Fort Pierce,FL 1'640 s Apr 19 2016 MTek Industries,Inc.Tue Apr 11 11:18:21 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-g9f Hp?Sz683TXKQ_Nag?kwsS3giwB_2N2KLD24zRptO -2-0-0 5-0-0 9-3-0 13-6-0 18-6-0 2-0-0 5-0-0 4-3-0 4-3-0 5-0-0 Scale=1:35.2 5x8 MT18HS= 3x5 11 5x8 MT18HS= 3 4 5 5.00 12 18 19 17 N 2 6 1-1a O 1 10 9 8 7 3x8= 2x3 I I 5x6 W B= 3x8= 2x3 i 3x8= 5-0-0 9-3-0 1341-0 18-6-0 5-0-0 4-3-0 4-3-0 5-0-0 Plate Offsets(X Y)-- f2:0-4-2 0-1-81 f3:0-5-12 0-2-81 f5-0-5-12 0-2-81 (6:0-4-2 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) _ I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.20 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0,25 8-10 >889 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:82lb FT=20% LUMB�R- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size).6=1079/0-8-0,2=1196/0-8-0 Max Horz2=89(LC 4) Max Uplift6=-1696(LC 5),2=1915(LC 4) Max Grav6=1 761(LC 9),2=1887(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP IHORD 2-17=3793/3425,3-17=-3748/3438,3-4=-4406/4038,4-5=-4406/4038,5-18=-3759/3424, 18-19=-3762/3417,6-19=-3802/3411 BOT CHORD 2-10=-3018/3424,9-10=-3045/3466,8-9=3045/3466,7-8=-3035/3477,6-7=-3007/3434 WEBS 3-10=-396/652,3-8=-979/1002,4-8=-729/807,5-8=-893/983,5-7—413/653 NOTES- 1)Untialanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Corner(3)-2-0-11 to 0-7-13,Exterior(2)0-7-13 to 5-0-0,Comer(3)5-0-0 to 16-6-0,Exterior(2)16-6-0 to 18-6-0;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)`T11,is truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1696 lb uplift at joint 6 and 1915 lb uplift at join]2. 8)Girder carries hip end with 5-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)590 lb down and 461 lb up at 131-6-0,and 590 lb down and 461 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD i CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,3-5=-85(F=-31),5-6=-54,10-14=-20,7-10=-32(F=12),7-11=-20 Continued on page 2 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.1010312016 BEFORE USE E?:=s!,n va!!d for r;: oNy e ith R4ITek1�cok;rs.Tlvs design is tx;sed only upon tw:r;meter.,sh.;wn,and Is for on inili Adun!bui!dirg comma,-,nent,not a buss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design fnTo the overall balding tleslgn. &ac(ng Ind!caTed to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracng �1iTek' is_!ways requ!red for sfabildy and to prevent__!lapse with possible personal ury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Cdferla,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 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10854702 73955 GRD HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Apr 11 11:18:21 2017 Page 2 ID:h6mtwPi,x?BgdtYnDCrGVbbyKdpJ-g9fl p?SZ6B3TXKQ_Na0?kwsS3giwB_2N2KLD24zRpt0 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:10=-216(F)7=216(F) i i WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev.10/03,2015 BEFORE USE. valid fc r use rnly with MITek&connectors.This design is to seal only wpon pnrame?ens shown,and!s for an IrxilNdunl tnillding component,not �• i a truss system.Before use.the building designer must verify the appltcabtlity 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 fabricatlon,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 Slmon,ResidenceiLAV 73955 GRE MONO HIP 1 1 T10854703 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MUek Industries,Inc.Tue Apr 11 11:18:22 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-8LDfOLTbtSBK9U?BXHXEH70cdE3ZWICW H_5maWzRpt? -2-0-0 3-9-14 7-0-0 8-5-0 12-4-2 17-8-3 23-0-5 28-4-6 i 34-0-0 i 2-0-0 3-9-14 3-2-2 1-5-0 3-11-2 5-4-2 5-4-2 5-4-2 5-7-10 Scale=1:62.2 7x8 MT18HS= 3x6 I 6x12= 6x8= 5x6 WB= 3x6 II 6x8= 6x8= 5.00 F12 3 4 255 6 7 8 9 28 10 24 2 23 1 0 19 18 17 16 15 14 13 12 11 3x4 3x6 II 2x3 II 3x6 3x10= 3x8= 4x6 5x6= 3x6 II = = = 6x12= 3-9-14 7-0-0 8-5-0 12-4-2 17-8-3 23-0-5 r 28-4-6 34-0-0 3-9-14 3-2-2 1-5-0 3-11-2 5-4-2 5-4-2 5-4-2 5-7-10 Plate Offsets(X,Y)-- (2:0-0-10,Edgel,f3:0-6-4,0-2-121,f6:0-3-8,0-3-01,f7:0-3-0,Edgel,(9:0-3-8,0-3-01,(15:0-3-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.15 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.35 14-15 >859 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.03 11 n/a nl/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.23 14-15 >999 240 Weight:184 lb FT=20% LUMB€R- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. 10-11,4-18:2x6 SP No.2,5-15,6-14,9-14,10-12:2x4 SP M 30 WEBS 1 Row at micipt 5-18,5-15,10-12 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1684/Mechanical,2=-271/0-8-0,18=3815/0-8-0 Max Harz 2=328(LC 4) Max Upliftl l=1747(LC 5),2=-592(LC 6),18=-4336(LC 5) Max Gravl l=2358(LC 9),2=10(LC 5),18=5510(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=1638/2336,23-24=-1633/2351,3-24=1628/2433,3-4=-2292/3131, 4-25=-2292/3131,5-25=-2292/31311 5-6=-3539/2561,6-7=-4487/3255,7-8=-4487/3255, 8-9=4487/3255,9-26—3415/2493,10-26=-3415/2493,10-11=-2245/1767 BOT CHORD 2-19=2167/1417,18-19=-2122/1365,17-18=-322/442,16-17=-322/442,15-16=-322/442, 14-15=2561/3539,13-14=-2493/3415,12-13=-2493/3415 WEBS 3-19=-1095/937,5-18=-4475/3274,5-17=0/285,5-15=2573/3542,6-15=1483/1313, 6-14=-794/1085,8-14=-906/878,9-14=-887/1226,9-12=-1588/1406,10-12=2751/3776, 4-18=-504/513,3-18=-2348/2300 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-d Exterior(2)-2-0-11 to 1-4-2,Interior(1)1-4-2 to 7-0-0,Exterior(2)7-0-0 to 11-9-11;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)ProYide adequate drainage to prevent water ponding. 4)All Rlates 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)`T11is 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)Refer to girder(s)for truss to truss connections. 8)ProLide mechanical connection(by others)of truss to bearing plate capable of withstanding 1747 lb uplift at joint 11,592 lb uplift at joint 2 and 4336 lb uplift at joint 18. 9)Girder carries hip end with 0-0-0 right side setback,7-0-0 left side setback,and 7-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I 6&IA 1g# ,Stiandard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 14111-7473 rev.1010312016 BEFORE USE. r?esign valid fr r use,only with MITel0 conr-.cturs.Thls design Is based only upon parameters shown,and is for�,individual brrldlrg r..;mponent not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Iva building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MoTek' 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 Simon,ResidencelLAV T70854703 7395,5 GRE MONO HIP 1 1 Job Reference o(optional) Truss, Fort Pierce,FL 7640 s Apr 19 016 MiTek Inustries, Tue Apr 11 11:18 Chambers 22 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-BLDfOLTbtSB. 2 dK9U?BXHXEH70cdE3iW 1:CW H_5maW zRpt? LOAD CASE(S) Standard 1)Dead t Roof Live(balanced):Lumber Increase=1.25,Plate.increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-10=-112(F=58),19-20=20,11-19=-42(F=-22) Gonce1r,trated Loads(lb) Vert:19=-475(F) I . i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valld fer use only with MITepa connector.,.fits derdgn Is based only urx>n rxirameters shown,end Is for an 1 dlviduol Paulding 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 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,Alexandrla,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply Simon,Residence/LAV T10854704 73955 GFITru HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Apr 11 11:18:22 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-8LDfOLTbtSBK9U?BXHXEH70drEOrwR2W H_5maW zRpt? 3-9-14 7-0-0 10-0-0 13-0-0 16-2-2 20-0-0 3-9-14 3-2-2 3-0-0 3-0-0 3-2-2 3-9-14 Scale=1:34.1 5x6= 3x4= 5x6= 2 16 3 17 4 5.o0 12 15 78 rb n 5 1 I" 0 86x8= 7 6 5x8MT18HS= 6x8= 3x8= 3x8= 3-9-14 7-D-0 10-0-0 13-0-0 16-2-2 20-0-0 3-9-14 3-2-2 3-0-0 - 3-0-0 3-2-2 3-9-14 Plate Offsets(X,Y)-- (1:0-4-2 0-1-81 (2:0-3-0 0-2-41 (4:0-3-0 0-2-41 (5:0-4-2 0-1-81 (6:0-3-8 0-3-01 f8:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.11 6-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.31 6-8 >780 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO W B 0.41 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 6-8 >999 240 Weight:81 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBSI 2x4 SP No.3 REACTIONS. (lb/size) 1=1452/0-8-0,5=1452/Mechanical Max Harz 1=14(LC 4) Max Upliftl=-1572(LC 4),5=-1566(LC 5) Max Grav1=2182(LC 9),5=2182(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP IHORD 1-15=-4743/3321,2-15= = =4680/3340,2-16 4412/3214,3-16 4412/3214, 3-17=-4412/3220,4-17=-4412/3220,4-18=-4680/3346,5-18=-4743/3327 BOT C.tHORD 1-8=-2956/4275,7-8=-3234/4601,6-7=-3234/4601,5-6=-2945/4275 WEBS 2-8=-850/1372,3-8—373/406,3-6=-373/407,4-6=-851/1372 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wirld:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.II;Exp C;Encl.,GCpi=0.18; C-O Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2)7-0-0 to 17-2-15,Interior(1)17-2-15 to 20-0-0;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)`Tills truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1572 lb uplift at joint 1 and 1566 lb uplift at join 5. 9)Girder carries hip end with 7-0-0 end setback. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 13-0-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. 12)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(pif) Vert:1-2=-54,2-4=-112(F=-58),4-5=-54,8-9=-20,6-8=-42(F=-22),6-12=20 Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with!AlTelce connectors.Th!s design is txxs:r.',only upon parameters shown,and Is for en individual building component,n•t 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 MTTe k' 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/TPIt Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe�fy Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply F on,Residence/LAV T10854704 73955 GRF HIP 1 1 Reference 0 tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Apr 11 11:18:22 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-8LDfOLTbtSBK9U?BXHXEH70drEOrwR2W H_5maW zRpt? LOAD CASES) Standard Concentrated Loads(lb) Vert:8=475(F)6=-475(F) i 1 I I i afnlss system.Before use,the building designer must verify the appllcabllity of design parameters and property Incorporate this design Into the overall Iva ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE hfl!-7473 rev.f0/03/ZOfS BEFORE USE. Design valid for use only with MITeM connectors.This deplgn is based only u{-x n- romoters shewn,and Is for c:,Indh9ducul[-ar:L•�?ing corny neat,not building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is a(aays required for stability and to prevent collapse with possible personal Injury and property darnage. 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 F"IUIS5 Truss Type Qty Ply Simon,Aesidence/LAVT10854705 HIP 1 1 Job Reference(optional) Chambi rs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:23 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-cYn2EhTDeIJBndaN U?2TgLxo_eM IewvfW egJ6yzRpt_ -2-0-0 3-9-14 7-0-0 10-8-0 14-4-0 17: -_ 21-4-0 23-4-0 2-0-0 3-9-14 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 2-0-0 Scale=1:42.7 5x8 MT18HS= 2x3 11 5x8 MT18HS= 3 19 4 20 5 5.00 12 18 21 m 2 6 iv 7 01 Io 11 10 9 8 3x8= 3x6 1l 5x8 MT18HS= 3x6 II 3x8= 3x8= 3-9-14 7-0-0 10-e-0 14-4-0 17-6-2 21-4-0 3-9-14 3-2-2 3-8-0 3-8-0 3-2-2 3-9-14 Plate Offsets(X Y)-- 12:0-0-0 0-0-21 (3:0-5-12 0-2-81 15:0-5-12 0-2-81 (6:0-0-0 0-0-21 LOAD NG(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.13 9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.29 8-9 >871 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.21 9 >999 240 Weight:96lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 REAOTIONS. (lb/size) 2=1666/0-8-0,6=1666/0-8-0 Max Horz2=39(LC 4) Max Uplift2=-1902(LC 4),6—1902(LC 5) Max Grav2=2448(LC 10),6=2448(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=-5062/3556,3-18=-5000/3575,3-19=5229/3812,4-19=5229/3812, 4-20=-5229/3812,5-20=5229/3812,5-21=5000/3574,6-21=-5062/3556 BOT CHORD 2-11=-3071/4577,10-11=3098/4628,9-10=-3098/4628,8-9=3137/4632,6-8=-3110/4582 WEB 3-11=-552/1026,3-9_6007700,4-9=701/705,5-9=599/700,5-8=-551/1026 NOTES- 1)Un alanced roof live loads.have been considered for this design. 2)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 18-6-15,Interior(1)18-6-15 to 23-4-11;Lumber DO =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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1902 lb uplift at joint 2 and 1902 lb uplift at joint 6. 8)Girder carries hip end with 7-0-0 end setback. 9)"S+i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)H�nger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 14-4-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. 11)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 Uni orm Loads(plf) Vert:1-3=-54,3-5=-112(F=-58),5-7=-54,11-12=20,8-11=-42(F=-22),8-15=-20 i Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only vilih MITPUl connect-ors.This design Ls. only upon pararnMe,shown,and Is fax an IrK;i:-0dual building cc m f or�nt 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. &ac(ng indicated is to prevent buckling of Individual Tmss web and/or chord members only. Additional Temporary and pe�...nta6EW4� rek' 's always required far stato and to prevent collapse with possible persona,Injury and property damage. For general guidance regarding fabrtcoTion,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI1 Huality Criteria,DSB-89 and BCSI Building ComParke East BNd. safety Information avai,ab,e from TruPiateIstiLeVA2314. ,FL 33610 Jab I Truss Truss Type 7Qty Ply Sirrwn,ResidencelLAV T85470573955 GRG HIP 1 70 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640$Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:23 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-cYn2EhTDeIJ BndaN U?2TgLxo_eMtewvfW egJ6yzRpt_ LOAD CASE(S) Standard Concentrated Loads(lb) Vert:11=-475(F)8=475(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M EK REFERANCE PAGE MR-7473 rev.1 010 312 0 1 6 BEFORE USE. �• fusign valid for use,nNy�•Ath 1v11Tekv connertrr.,.lh!s design Lt t,s.•�d only urr.,n �rameters shown,and Is fr.•r an ir.livld:�oI hrr!kiing cc -,r�nT,not a trills system.Before use•the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is 10 prevent buckling of IrrclNldual truss web and/or chord members only. Additional temporary and permanent bracing iTek� is ahvays required for liability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the lobrlcation,storage,delivery,erection and bracing of Trusses and tn>ss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 8904 Parke East Blvd. Safety information available from T. Plate Institute,218 N.Lee BTreeL Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Simon,Residence/LAV T10854706 73955 GRH HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Apr 11 11:18:23 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-cYn2EhTDeIJ BndaN U?2TgLxkTeKXetEf W egJ6yzRpL_ -2-0-0 3-9-14 7-0-0 10-10-9 14-7-7 18-6-0 21-8-2 25-6-0 27-6-0 2-0-0 3-9-14 3-2-2 3-10-9 3-8-13 3-10-9 3-2-2 3-9-14 2-0-D Scale=1:49.7 5x8 MT18HS= 2x3 ;I 3x4= 5x8 MT18HS= 5.00 12 3 4 21 522 6 i 20 23 m rh 2 7 - 01 8 =o 13 12 11 10 9 4x10— 3x6 II 5x8 MT18HS= 3x4= 3x6 it 4x10= 3x10= 3-9-14 7-0-0 10-10-9 11171 4-7-7 i18-6-0 _21-8-2 25-0-0 3-914 3-2-2 3-10-9 3-8-13 3-10-9 3- -2 ' 3-9-14 Plate Offsets(X,Y)-- f2:0-0-0 0-0-4) i3:0-5-4 0-2-4) (6:0-5-4 0-2-4) i7:Edge 0-0-4) LOAD NG(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.22 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 10-11 >601 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.36 10-11 >853 240 Weight:120lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1987/0-8-0,7=1987/0-8-0 Max Horz2=39(LC 4) Max Uplift2=-2227(LC 4),7=-2227(LC 5) Max Grav2=2898(LC 10),7=2898(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=6177/4366,3-20=-6113/4385,3-4=-6844/4980,4-21=-6844/4980, 21-22=-6844/4980,5-22=-6844/4980,5-6=-6848/4984,6-23=-6112/4384, 7-23=-6177/4366 BOT QHORD 2-13=-3816/5602,12-13=-3843/5652,11-12=-3843/5652,10-11=-4699/6791, 9-10=3881/5657,7-9=-3855/5607 WEBS 3-13=-543/1016,3-11=-1124/1427,4-11=-691/710,5-10=-692/708,6-10=-1130/1433, 6-9=-541/1014 NOTES- 1)UnjJalanced roof live loads have been considered for this design. 2)Wirjd:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-O Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 7-0-0,Exterior(2)7-0-0 to 22-8-15,Interior(1)22-8-15 to 27-6-11;Lumber DOL=1.60 plate grip DOL=1.60 3)Pto vide adequate drainage to prevent water ponding. 4) ll plates are MT20 plates unless otherwise indicated. 5)Thil 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 2227 lb uplift at joint 2 and 2227 Ib uplift at join 7. 8)Girder carries hip end with 7-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)923 lb down and 618 lb up at 1816-0,and 923 lb down and 618 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOADLASE(S)Standard Continued on nnna 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,11I-7473 rev.1010312015 BEFORE USE. rusl�,n vcf!d for use only%Vth 10119VCC cenne::t:;rs.This design Is based only upon porcrnet_rs shown,and Is for on Irr dh.l due;building co mp ork-:nt,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 MOW 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 Piafe'Instikde,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job i Truss Truss Type Qty Ply Simon,ResidencerLAV T10854706 I 73955 GRH HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Apr 11 11:18:23 2017 Page 2 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-cYn2EhTDeIJ BndaN U?2TgLxkTeKXetEf W egJ6yzRpt_ LOAD CASE(S) Standard 1)Deadl+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Unlfo Loads(plf) 7Velt:1-3=-54,3-6=-112(F=-58),6-8=-54,13-14=-20,9-13—42(F=22),9-17=-20 Concentrated Loads(lb) Vert:13=-475(F)9=-475(F) i i Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI7-7473 rev.1010=015 BEFORE USE Deilgn valid for rise,only with MrreklD connectors.This design is b macl only upc n parameters shown,and Is for an Individual bolding 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• B always required for stability and to prevent collapse wlih 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 Simon,Residence/LAV T10854707 73955 J1 JACK 1.7 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MI l ek Industries,Inc. Tue Apr 11 11:18:24 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-4kKQR1 UrP3R2On9Z2iZiMYUwh2g7NRvpllatdOzRpsz -2-0-0 1-0-0 2-0-0 1-0-0 _ Scale=1:8.3 3 5.00 12 2 d e5 0 d o 1 3x4= 4 1-0-0 1-0-0 Plate Offsets(XY)-- f2:0-1-2,Edgel I LOADI Mi(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 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/TPI2007 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight:7lb Fr 20% LUMBER- BRACING- TOP CHORD 2x4 SP No-3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CiHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-21/Mechanical,2=239/0-8-0,4=-35/Mechanical Max Horz2=174(LC 4) Max Uplift3=24(LC 10),2=576(LC 4),4=46(LC 10) Max Grav3=71(LC 4),2=306(LC 10),4=118(LC 4) FORC S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=171t;Cat.II;Exp C;Encl.,GCpi=0.18; C-6 Exterior(2);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 24 lb uplift at joint 3,576 lb uplift at joint 2 andl46 Ib 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 t5ESMMEZ�Mlhe esfgn parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERANCE PAGE 6f11-7473 rev.10703/2015 BEFORE USE.Ny�v!ih tvtlTek�rnnn�oturs.71:!s design Is based only urx n parameters shovm,and Is for n Individual building comrwment,nr t use,the building designer must vedry 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 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 j Truss Truss Type 716 Ply simon,Residence/LAV I T10854708 73955 J3 JACK 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tus Apr 11 11:18:24 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-4kKQR 1 UrP3R2On9Z2iZiMYUwh2pYN Rvpll atdOzRpsz -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:12.6 3 5.00 F12 2 8 1 3x4= 4 3-0-0 r 3-0-0 Plate Offsets(X Y)-- (2:0-0-6 0-0-0) LOADI 4G(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014fT P12007 (Matrix-M) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT TORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=252/0-8-0,4=21/Mechanical Max Horz2=228(LC 5) Max Uplift3=-126(LC 5),2=-443(LC 4),4=-5(LC 5) Max Grav3=86(LC 9),2=320(LC 10),4=41(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NU ES- 1)Wintl:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=171t Cat.11;Exp C;Encl.,GCpi=0.18; C-ClExterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 2-10-4;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 126 lb uplift at joint 3,443 lb uplift at joint 2 andl5 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE DeFlgn volld for use only uAih MlTekc9 connectors.This design is Lased Only upon parameters.sho%vn,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 S building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MATek' Is always required for slabilify and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabticafion,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 I FMA �,u­ssype ,city Ply Simon,RssidencefLAV T10854709 73955 CK 2 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Apr 11 11:18:24 2017 Page 1 ID:h6mtwPix?BgdtYnDCrGVbbyKdpJ-4kKQR1 UrP3R2On9Z2iZiMYU5F2gvNRvpllatdOzRpsz 3-0-0 3-0-0 Scale=1:10.9 2 5.00 12 1 3 3x4= 3-0-0 3-0-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.01 3-6 >999 240 Weight:9lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=121/0-8-0,2=59/Mechanical,3=31/Mechanical Max Horz 1=147(LC 4) Max Upliftl=-150(LC 4),2=-140(LC 4),3=-21(LC 4) Max Gravl=152(LC 9),2=89(LC 9),3=44(LC 3) FORC S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NU ES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-ClExterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 1,140 lb uplift at joint 2 and 21 lb uplift at joint 3. 6)"Se mi-r gid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II-7473 rev-10/03/2015 BEFORE USE. Design valid for use only with MITeka conn°—tors.This design Is bused only upon F orameters 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 muss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 l Job Truss Truss Type City Ply Simon.Residence/LAV T10854710 73955 J5 JACK 19 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek industries,Inc.Tus Apr 11 11:18:25 2011 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-YwuofN VTANZvOxkmcQ4xvmO5RR736t9yzxJQArzRpsy -2-0-0 5-0.0 2-0-0 Scale=1:16.7 3 5.00 12 2 9 1 3X4= 4 5-" 5-0-0 Plate Offsets%Y)-- (2:0-0-10,Edge1 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.04 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/TPI2007 (Matrix-M) Wind(LL) 0.03 4-7 >999 240 Weight:19lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=95/Mechanical,2=334/0-8-0,4=41/Mechanical Max Horz2=287(LC 5) Max Uplift3=-237(LC 5),2=474(LC 4),4=-10(LC 5) Max Grav3=150(LC 9),2=423(LC 10),4=73(LC 3) FORCI S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.ll;Exp C;Encl.,GCpi=0.18; C-C.Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 4-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Thill 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 237 lb uplift at joint 3,474 lb uplift at joint 2 andl 10 lb uplift at joint 4. 6)"Se id pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®{WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Deslgn voild for use cnty with MITek!D conn�:fnrs.This design is bassi only upon parameter shown,and is for on indlMdual txrltding comp-:,nent,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate ihls 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 3 1 Z Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply Sim 73955 J5A JACK 1 on,ResidencelLAV T10854711 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tue Apr 11 11:18:25 2017 Page 1 I D:h6mtwPiVBgdtYnDCrGVbbyKdpJ-YwuofNVTANZvOxkmcQ4xvm09OR626t9yzxJQArzRpsy 5-0-0 5-0-0 Scale=1:15.1 2 5.00 12 7 3x4= 3 5-M 5-0-0 Plate (Offsets(X,Y)-- i1:0-1-2,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 0.69 Vert(LL) -0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL L 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 3-6 >999 240 Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT IHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=214/Mechanical,2=99/Mechanical,3=46/Mechanical Max Herz 1=236(LC 5) Max Upliftl=260(LC 4),2=-242(LC 5),3=-15(LC 5) Max Grav 1=270(LC 9),2=151(LC 9),3=74(LC 3) FORC S. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-10-4;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)`Till is 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 260 lb uplift at joint 1,242 lb uplift at joint 2 andl15 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev.1 D/03/ZO15 BEFORE USE. Des!gn valld for use only w!th Mffekf=?connectots.WA deslgn is hosed only urx n parameters shown,and is for on In, hiAdirrg cc mp nent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Iva building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addlllonal lemporary and permanent bracing MiTek' is always required for stability and to prevent collapse wlih 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 �Sir-non.RIeailencaILAVT10854712 73J7 JACK 30 1Jenal Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.TUG Apr 11 11:18:25 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-YwuofN VTANZvuxkmcQ4xvmODcR346t9yzxJQArzRpsy -2-0-0 7-M 2-0-0 7-0-0 Scale=1:20.9 3 5.00 F12 8 a� 2 ci 1 3x4= 4 7-0-0 7-0-0 Plate Offsets(X,Y)-- f2:G-2-14 0-1-0) LOADII G(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Veit(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.15 4-7 >546 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.06 4-7 >999 240 Weight:25lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=140/Mechanical,2=421/0-8-0,4=57/Mechanical Max Horz 2=336(LC 4) Max Uplift3=-316(LC 5),2=517(LC 4),4=1(LC 5) Max Grav3=210(LC 9),2=522(LC.10),4=102(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.Il;Exp C;Encl.,GCpi=0.18; C-CI Exterior(2)-2-0-11 to 0-7-13,Interior(1)0-7-13 to 6-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Thig 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 316 lb uplift at joint 3,517 lb uplift at joint 2 and 11 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITeM conner;inrs.This design is based only upon parameters 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 oNy.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 fabricatlon,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 Simon,Residence/LAV T10854713 73M KJS MONO TRUSS 2 1 Job Reference(optional) Chambdrs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Apr 11 11:18:26 2017 Page 1 1 D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-17SAsiW 6xghme5JyA7bARzZJ H rULrKP6Cb3_iHzRpsx -2-9-15 3-9-9 7-0-2 2-9-15 3-9-9 3-2-9 Scale=1:18.9 3 3.54F12 9 8 2 10 11 1 3x8= 4 7-0-2 7-0-2 Plate Offsets(X,Y)-- f2:0-8-8 0-0-6) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.07 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress_Incr NO WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=106/Mechanical,2=333/0-11-5,4=43/Mechanical Max Horz2=453(LC 4) Max Uplift3=-213(LC 5),2=-888(LC 4) Max Grav3=106(LC 1),2=333(LC 1),4=81(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NU ES- 1)Wintl:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Corner(3)-2-10-7 to 1-4-8,Exterior(2)1-4-8 to 6-10-6;Lumber DOL=1.60 plate grip DOL=1.60 2)Thi 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 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)ProYide mechanical connection(by others)of truss to bearing plate capable of withstanding 213 Ib uplift at joint 3 and 888 Ib 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)142 lb down and 126 lb up at 1-6-1, 142 lb down and 126 lb up at 1-6-1,and 67 lb down and 165 lb up at 4-4-0,and 67 lb down and 165 lb up at 4-4-0 on top chord,and 63 lb up at 1-6-1,63 lb up at 1-6-1,and 30 lb up at 4-4-0,and 30 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In t e 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)Deed+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-54,4-5=-20 Concentrated Loads(lb) Vert:8=45(F=23,B=23)9=54(F=27,B=27)10=66(F=33,B=33)11=15(F=8,B=8) Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. rk:r!gn volld for rise on!y trth 1,411ekO connectors.TNs design is based on!y ur,on parornetem shown,and Is for an 1nr11viduo!hillding component,no a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into The over building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' 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 Buifding Component 6904 Parke East Blvd. Safety information avallable,from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Pty Simon,ResidencelLAV T10854714 73955 KJ7 MONO TRUSS 7 1 Job Reference (optional) chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc.Tus Apr 11 11:18:26 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-17SAsiW 6xghme5JyA7bARzZGTrR?rHU6Cb3_iHzRpsx -2-9-15 5-9-9 9-10-1 2-9-15 5-9-9 4-" Scale:1/2°=1' 4 12 3.54 12 3x4 3 11 10 2 'f 13 14 6 15 1 11 3x8= 2x3 5 3x4= 5-9-9 9-7-13 9�10r1 _ 5-9-9 3-10-3 4 Plate Offsets%Y)— f2:0-8-4 0-0-61 LOAD NO(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.10 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.10 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) I Weight:43lb FT=20% LUMBLR- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD_2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=98/Mechanical,2=414/0-11-5,5=243/Mechanical Max Horz2=502(LC 14) Max Uplift4=-193(LC 4),2=-891(LC 4),5=266(LC 5) Max Grav4=128(LC 19),2=547(LC 17),5=318(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-984l702,10-11=874/666,3-11=755/581 BOT CHORD 2-13=-578/632,13-14=-578/632,6-14=-578/632,6-15=-578/632,5-15=-578/632 WEBS 3-5=-694/635 NOTES- 1)Wi Id:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-�Corner(3)-2-10-7 to 1-4-8,Extedor(2)1-4-8 to 9-8-5;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)`Tflis truss has been designed for 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 girders)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 193 lb uplift at joint 4,891 lb uplift at joint 2 and 266 lb uplift at joint 5. 6)"Se�nl-dgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Ha ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)194 lb down and 122 lb up at 1-6-1, 194 lb down and 122 lb up at 1-6-1,197 lb down and 159 lb up at 4-4-0,197lb down and 159 lb up at 4-4-0,and 234lb down and 235 lb up at 7-1-15,and 234 lb down and 235 lb up at 7-1-15 on top chord,and 77 lb down and 64 lb up at 1-6-1,77 lb down and 64 lb up at 1-6-1,24 lb down and 30 lb up at 4-4-0,24 lb down and 30 lb up at 4-4-0,and 37 lb down and 32 lb up at 7-1-15,and 37lb down andl32 lb up at 7-1-15 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(pit) Vert:1-4=-54,5-7=-20 Concentrated Loads(lb) Vert:10=45(F=23,B=23)11=54(F=27,B=27)12=-38(F=19,B=19)13=66(F=33,B=33)14=15(F=8,B=8)15=-26(F=13, B=-13) i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. s•De .:n velid fnr use only wlth Mllek<1 conne,:tors.This deslzn is trased only up,,n porometeis shown,and Is f.,,a.n Ind1 AduaI[xrllding 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 MI oTek' 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. Sate)ty Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Sim on,Residence/LAV T10854715 73955 MV2 VALLEY 7 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi rek Industries,Inc.Tue Apr 11 11:18:27 2017 Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-VJOY32W ki_pdGFuBjg7P_B6eXFtyanfFRFoXEjzRpsw 2-0-0 20-0 Scale=1:7.0 5.00 12 2 1 3 3x4 i I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:5lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=47/2-0-0,2=34/2-0-0,3=13/2-0-0 Max Horz 1=65(LC 4) Max Upliftl=56(LC 4),2=87(LC 4) Max Gravl=58(LC 9),2=53(LC 9),3=25(LC 3) FORCi S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-CI Exterior(2);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)Be+ng at joint(s)2 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 56 lb uplift at joint 1 and 87 lb uplift at joint 2. 7)"Se pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. t?e:1Ln valid for rise only with I flek�connectors.This design is hosed only upon p mrneters shown,and Is for cn indIvi dual F,r,llding component,net 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 M iTe k' 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 J ! Job Truss Truss Type city Ply Simon,Residence/LAV T10854716 73955 MV4 VALLEY 5 1 Job Reference o tional chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Wek Industries,Inc.Tue Apr 11 11:18:27 2017 Page 1 I D:h6mtwPix?BgdtYnOCrGVbbyKdpJ-VJOY32 W ki—pdG FuBjg7P_B6YwFrPantFRFoXEjzRpsw 4-0-0 4-0-0 Scale=1:11.3 2 3x4 5.00 12 i 1 3 3x4 3x4 II 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vett(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(fL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:13 lb FT=20% 3 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. WEB i 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=116/4-0-0,3=116/4-0-0 Max Horz 1=161(LC 4) Max Upliftl=-137(LC 4),3=-204(LC 4) Max Gravl=143(LC 9),3=162(LC 9) FORCi S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=17ft;Cat.II;Exp C;Encl.,GCpi=0.18; C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)Thi,truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`Tflis 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)ProYide mechanical connection(by others)of truss to bearing plate capable of withstanding 137 lb uplift at joint 1 and 204 lb uplift at join 3. 6)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111--7473 rev 1010312016 BEFORE USE. D—slgn valid for use en!y with fAffek0 corn:=:t::rs.This design is txasedI only upon porometers shown,and Is for on Indi idJi r,!P,u!Iding component not a miss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Info 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 aril property damage. For general guidance regarding the fabrication.storage,delivery.erection and bracing of trusses and miss systems,seeANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 j Job I Truss Truss Type Qty Ply71is.'m on,Residence/LAV T10854717 73955 MV6 VALLEY 4 Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Apr 11 11:18:27 2017 Page 1 1 D:h6mtwPiVBgdtYnDCrGVbbyKdpJ-VJOY32 W ki-pdGFuBjg7P_B6bMFsaamjFRFoXEjzRpsw 6-0-0 6-0-0 3x4 I I Scale:3/4°=1' 3 5.00 12 7 2x3 2 6 1 5 4 3x4 2x3 II 3x4 I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 HOrz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:21lb FT=20% LUMBER- BRACING- TOP 6HORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT 6HORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHErS 2x4 SP No.3 REACTIONS. (lb/size) 1=56/6-0-0,4=84/6-0-0,5=239/6-0-0 Max Horz 1=240(LC 5) Max Upliftl=20(LC 4),4=-146(LC 5),5=-398(LC 5) Max Grav 1=56(LC 1),4=116(LC 9),5=331(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. W EBI 2-5=-266/418 NOTES- 1)Wiird:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.Opsf;h=17ft Cat.11;Exp C;Encl.,GCpl=0.18; C- Exterior(2)0-8-12 to 3-8-12,Interior(1)3-8-12 to 5-10-4;Lumber DOL=1.60 plate grip DOL=1.60 2)Gaye 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)Pro fide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 1,146 lb uplift at joint 4 and 398 lb uplift at joint 5. 6)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ded'on valid for use only with MrfekG connectors.This design is based only upon p:�rometers shown,and Is for an Individual building comp-,nent,not Ia truss system.Before use,the building designer must verify the applicability of deslgn parameters and properly incorporate this design Into the overall v building design. Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon,storage,dellvery,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 r A Job Truss Truss Type aty Ply Simon,Residence/LAV T70854718 73955 MV8 VALLEY 2 1 Job Reference(optional) Chambbrs Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Indusiries,Inc. Tue Apr 11 11:18:28 2017-Page 1 I D:h6mtwPix?BgdtYnDCrGVbbyKdpJ-zVaxHOXMTIxUtPTKHYeeXOej4fACJCjPfvY4nAzRpsv 8-0-0 8-0-0 3x4 11 Scale=1:20.3 3 5.00 FIT 2x3 11 2 71 1 5 4 3x4 5- 2x3 11 3x4 11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (Matrix) Weight:29lb FT=20% r LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 I REACT IONS. (lb/size) 1=85/8-0-0,4=112/8-0-0,5=331/8-0-0 Max Harz 1=282(LC 5) Max Uplift 1=-41(LC 4),4=186(LC 5),5=-445(LC 5) Max Grav1=85(LC 1),4=150(LC 9),5=445(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP�HORD 1-6=-279/118,2-6=-270/121 WEB 2-5=356/472 NOTES- 1)Wind:ASCE 7-10;Vult=170mph(3-second gust)Vasd=132mph;TCDL=4.2psf;BCDL=3.opsf;h=17ft;Cat.11;Exp C;Encl.,GCpi=0.18; C-G Exterior(2)0-8-12 to 4-0-0,Interior(1)4-0-0 to 7-10-4;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)`Tl is truss has been designed for a five 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 b Aween the bottom chord and any other members. 5)Pro,ide mechanical connection(by others)of truss to bearing plate capable of withstanding 41 lb uplift at joint 1,186 lb uplift at joint 4 and445 lb uplift at joint 5. 6)"Se i-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MII-7473 rev 1010312015 BEFORE USE. F; gn vao!e for use only'Ath L ITek0 connectors.Thus des!gn is based on!y upon rarameters sho:,m,and Is for an in iv?rua!t-Arllding cornp o nent,not l a trriss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Iz twilling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MBTek' 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. Sate�ty information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 14- 3/' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1 2 C2-3 2. Truss bracing must be designed by an engineer.For WEBS wide truss spacing,individual lateral braces themselves Qb 4 may require bracing,or alternative Tor I C p bracing should be considered. Ozc0 p 3. Never exceed the design loading shown and never a �° U stack materials on inadequately braced trusses. 00 a- 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�s tea csa designer,erection supervisor,property owner and plates 0-1/0 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 atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9, Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the J 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to I 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 ANSIITPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not out or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,bock,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with -- — - - ---Guide-te-Good-Prat-tic-e-for-Handling, MITe ANSI/-TPI 1Quality Criterla. _ Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015