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HomeMy WebLinkAboutTruss, mitek ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 1 These truss designs rely on lumber values established by others. MiTek® RE: J32975- J32975 GHO Lot 269 Turmelle Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GHO Homes Project Name: Turmelle Residence Model: Avalon Meit�ar'anean610-4115 Lot/Block: 269 Subdivision: Meadow Wood Address: Lot 269 Meadow Wood L City: Ft. Pierce State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: i General Truss Engineering.Criteria&.Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 73 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# (Truss Name I Date No. Seal# (Truss Name Date 1 IT10218195 -CJ1 I 1/13117 118 T10218212 I-EJ49A 1/13/17 12 I T10218196 I-CJ3 11/13/17 119 1 T10218213 I-EJ75 11/13/17 - 13 IT10218197 1--CJ5 11/13/17 120 1T10218214 I-yEJ75A 11/13/17 1 F,~ 5 IT10218199 1-EJ1A 1/13/17 122 1T10218216 I-EJ84A 1/13/17 16 IT10218200 I-EJ2 11/13/17 123 1T10218217 I`HJ2 11/13/17 17 IT10218201 I-EJ2A 11/13/17 124 IT10218218 I-HJ3 11/13/17 18 _- 1T10218202 I-EJ2B 11/13/17 125 1T10218219 1-HJ7 11/13/17 19 1T10218203 1-EJ2C 11/13/17 126 1T10218220 J-HJ16 11/13/17 110 IT10218204 I-EJ3 11/13/17 127 1T10218221 1-HJ49 11/13/17 J I11 IT10218205 I-EJ5 11/13/17 128 IT10218222 IA01G 11/13/17 112 1 T10218206 1-EJ5A 11/13/17 129 1 T10218223 I A02 11/13/17 113 IT10218207 I-EJ5T 11/13/17 130 1T10218224 IA03 11/13/17 J 114 1 T10218208 1-EJ7 11/13/17 131 1 T10218225 I A04 1 1/13117 J 115 1 T10218209 I-EJ 16 11/13/17 132 1 T10218226 I A05 11/13/17 116 IT10218210 I-EJ17 11/13/17 133 IT10218227 IA06 11/13/17 J 117_-- 1T10218211 I-EJ49 11/13/17 134 IT10218228IA07 11/13/17 J The truss drawing(s)referenced above have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters �.V1, MPSprovided by b East Coast Truss. Q �� P Y Truss Design Engineer's Name: Albani, Thomas :+ oft 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 �I that the engineer named is licensed in the jurisdiction STATE OF s)identified and that the ,: ++� designs comply with ANSI/TPI 1. These designs are based upon parameters �i�,� ` P.•"��� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were O R 1 o� iven to MiTek. An project specific information included is for MiTek's customers g YP 1 P ♦ S �+ - � � I file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Nban7'P,E No 39380 should verify applicability of design parameters aAd properly incorporate these designs MITekb§&Ink,FL Cer(6634 into the overall building design per ANSVTPI 1,Chapter 2. 6904 Parke East Blvd.TampaFL33610 Date: Albani,Thomas ®1 0 2 RE: J32975 - J32975 GHO Lot 269 Turmelle Residence Site Information: Customer Info: GHO Homes Project Name: Turmelle Residence Model: Avalon Mediterranean Lot/Block: 269 Subdivision: Meadow Wood Address: Lot 269 Meadow Wood City: Ft. Pierce State: FL No. I Seal# I Truss Name I Date 35 IT10218229 I A08 1/13/17 136 IT10218230 I A09 11/13/17 I 137 I T10218231 I A10 11/13/17 I 138 IT10218232 I A11 11/13/17 I 139 IT10218233 I Al2 11/13/17 I 140 I T10218234 I A13 11/13/17 I 141 IT10218235 I A14 11/13/17 142 IT10218236 I A15 11/13/17 I 143 IT10218237 I A16 11/13/17 I 144 I T10218238 I A17 11/13/17 I 145 IT10218239 I A18 11/13/17 I 146 IT10218240 I A19 11/13/17 I 147 IT10218241 I A20 1 11/13/17 I 148 IT10218242 I A21 ' 11/13/17 I 149 I T10218243 I A22 1 11/13/17 I 150 IT10218244 I A23 1 11/13/17 I 151 IT10218245 I A24 1 11/13/17 I 152 IT10218246 I A25 1 11/13/17 153 IT10218247 I A26G 11/13/17 154 IT10218248 I B01G 11/13/17 I 155 IT10218249 I B02 11/13/17 I 156 1T10218250 I B03 11/13/17 I 157 IT10218251 I B04 11/13/17 I 158 IT10218252 I B05G 11/13/17 I 159 IT10218253 I C01G 11/13/17 I 160 IT10218254 I D01 11/13/17 I 161 IT10218255 I D02 11/13/17 I 162 IT10218256 I D03 11/13/17 I 163 IT10218257 I D04G 11/13/17 I f 164 IT10218258 I FG01 11/13/17 165 I T10218259 I.FG02 11/13/17 I 166 1T10218260 I FG03 11/13/17 I 167 IT10218261 I FG04 11/13/17 I 168 IT10218262 I FG05 11/13/17 I 169 IT10218263 I MV2 11/13/17 I 170 IT10218264 I MV2A 11/13/17 171 IT10218265 I MV2B 11/13/17 I 172 IT10218266 I MV2C 11/13/17 I 173 IT10218267 I MV4 11/13/17 I I 'I 2 of 2 I I Nb Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218195 J32975 —CJ1 JACK-OPEN 18 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:23 201T Page 1 I D:ACzXF5ZNyEa_pN Q9dnkZfEyGOD2-cX8sTmxGrzEQi DBpluoZXJVG3 Hfgj2Gh5YtaSXzvgIE -2-0-0 ,-03-0 i 1-M i 1-9-0 0-30 1-M Scale=1:9.5 3 PROVIDE BEARING CONNECTION(S)TO RESIST HORIZONTAL REACTION(S)SHOWN. d 6.00 12 2 o I d d 1x4 11 d 4 3 = 1x4 II N 1 � ' I I 1-M Plate Offsets(X Y)- 11:0-2-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 10 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:10 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=233/Mechanical,4=0/Mechanical Max Horz 3=632(LC 1),4=714(LC 9) Max Uplift 3=164(LC 9) Max Grav 3=233(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=615/668 BOT CHORD 24=647/714 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 14)'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 Gt=lb) 3=164. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1 010 312 0 1 5 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 W is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the t�/iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPII 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 36610 I Jop y Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218196 J32975 —CJ3 JACK-OPEN 6 1 Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:24 2017'Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD24jiFg6yucHMHKNm?IbJo3X2Rph1 FSV WgJCdB?_zvglD -2-0-0 3-0-0 1-9-0 -3-0 3-0-0 Scale=1:14.6 3 I 6.00 12 th d_ I v 1x4 II 2 d ' 4 1x4 II 1 3x3 _ o 0 3-M 3-0-0 Plate Offsets(X,Y)— f1:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:17 lb FT=0% -LUMBER- BRACI NG- 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. _OTHERS 2x4 SP No.3 r REACTIONS. (lb/size) 3=64/Mechanical,2=328/0-8-0,4=17/Mechanical Max Horz 2=166(LC 9) Max Uplift 3=-40(LC 5),2=277(LC 9),4=-43(LC 5) Max Grav 3=71(LC 13),2=328(LC 1),4=45(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. 15)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)3,4 except(jt=lb) 2=277. I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 'y,�'''e 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,see ANSVTPI1 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 36610 i Job Truss Truss Type Qty Ply J32975 GHO Lot 269 Turnelle Residence T10218197 J32975 —CJ5 JACK-OPEN 4 1 Job Reference o f oral East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:25 2017,Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-YvGduSzWNaU6yXKBsJr1 ckact5l_BymzYsMhXQzvglC -2-M -3- 5-0-0 1-9-0 -0 5-0-0 Scale=1:19.5 3 11 I i 6.00 12 o I e5 N r N 1x4 II 2 � In 1 x4 I I ° °` 4 1 � 2x4 = I 1 5-D-0 5-0-0 Plate Offsets(X.Y)— 11:0-2-4,0-0-81.12:0-1-12.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4A0 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.07 4-10 >812 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=138/Mechanical,2=397/0-8-0,4=54/Mechanical Max Horz 2=220(LC 9) Max Uplift 3=-83(LC 9),2=211(LC 9) Max Grav 3=166(LC 13),2=410(LC 13),4=88(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=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)3 except(jt=1b) 2=211. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. I i I i I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 o1 trusses and truss systems,sea ANSVTPII 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,Alexandda,VA 22314. Tampa,FL 36610 1 ' I I ' Joy F Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218198 J32975 —EJ1 JACK-OPEN 1 1 I Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:25 2017'Page 1 I D:ACzXF5ZNyEa_pN Q9dnkZfEyGOD2-YvGduSzWNaU8yXKBsJr1 ckacY5MGBymzYsMhXQzvglC -2-0-0 ,:2- 0, 1-2-0 1-9-0 0-3-0 1-2-0 Scale=1:10.0 3 PROVIDE BEARING CONNECTION(S)TO RESIST HORIZONTAL REACTION(S)SHOWN. 6.00 12 1x4 II 2 CS i 4 2x4 1x4 II i N 1 O i I 1-2-0 1-2-0 Plate Offsets(X.Y)— 11:0-2-4.0-0-81,12:0-1-8.0-1-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ([cc) 11defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL , 1.25 TIC 0.55 Vert(LL) -0.00 10 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 10 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-2-0 cc purlins.' BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SP No.3 r REACTIONS. (lb/size) 3=248/Mechanical,4=0/Mechanical Max Horz 3=611(L(C 1),4=678(LC 9) Max Uplift 3=-170(LC 9) Max Grav 3=248(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=583/656 BOT CHORD 2-4=622/678 NOTES- ! 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 atjoint(s)except(jt=lb) 3=170. I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ITS design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I VI is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the n�iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 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 36610 Job p Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218199 J32975 —EJ1A JACK-OPEN 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:27 20171 Page 1 IDACzXF5ZNyEa_pNQ9dnkZfEyGOD2-VIONJ7 nvClsBrUa—ktVh9gy2u2kfsFG?ArobJzvgIA -2-0-0 -0 3-0 1-2-0 1-9-0 03-0 1-2-0 Scale=1:10.0 3 PROVIDE BEARING CONNECTION(S)TO RESIST HORIZONTAL REACTION(S)SHOWN. 6.00 12 1x4 II 2 d m 4 2x4= 1x4 II N 1 0 I 1-2-0 1-2-0 Plate Offsets(X,Y)— f1:0-2-4,0-0-81,f2:0-1-8,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.00 10 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 y REACTIONS. (lb/size) 3=248/Mechanical,4=0/Mechanical Max Horz 3=611(LC 1),4=678(LC 9) Max Uplift 3=-170(LC 9) Max Grav 3=248(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=583/656 BOT CHORD 24=622/678 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 at--lb) 3=170. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. rams, 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 pp�� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing fyr 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,see ANSUTP11 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 36610 Job Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence I T10218200 J32975 —EJ2 JACK-OPEN 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MITek Industries,Inc. Fri Jan 13 07:46:28 2017,Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-zUylWf?PgVtjp_3mXROkENC7ol NeOJVQEpbL81zvg19 -2-M r0 3 0 2-1-4 1-9-0 03-0 2-1-4 Scale=1:12.3 3 6.00 12 I ! N � d ' 1x4 II 2 I V i � I 1x4 II 1 3x4= d I 2-1-4 2-1-4 Plate Offsets(X.Y)— 11:0-2-4 0-0-81 12:0-0-15,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.00 10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Cade FBC2014/TPI2007 Matrix-MS Weight:14 lb FT=0% 'LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 A. REACTIONS. (lb/size) 3=26/Mechanical,2=310/0-8-0,4=7/Mechanical Max Horz 2=141(LC 9) Max Uplift 3=-15(LC 5),2=239(LC 9),4=-7(LC 1) Max Grav 3=35(LC 13),2=319(LC 13),4=40(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuH=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.lit;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)3,4 except(jt=lb) 2=239. ®WARNING-Verify design parameters and REAR NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 fyp 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,see ANSIRPII 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 36610 i Jqb r Truss Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218201 J32975 —EJ2A JACK-OPEN 1 1 Job , Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:28 2017;Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-zUyIWT?PgVtjp_3mXROkENC7ol NeOJVQEpbL81zvg19 -2-M r03-0 2-14 1-9-0 03-0 2-14 Scale=1:12.3 3 6.00 12 m N d � 1x4 II 2 i I m 0 4 1x4 II N 1 2x4= d 2-1-4 2-1 4 Plate Offsets(X Y)- I1:0-24 0-0-81 f2:0-3-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.00 10 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:14 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 y I REACTIONS. (lb/size) 3=26/Mechanical,2=310/0-1-8,4=7/Mechanical Max Horz 2=141(LC 9) Max Uplift 3=-15(LC 5),2=239(LC 9),4=-7(LC 1) Max Grav 3=35(LC 13),2=319(LC 13),4=40(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B--60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpj=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except Gt=lb) 2=239. i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 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,see ANSVTPII 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 36610 i Jqb c Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218202 J32975 —EJ2B i JACK-OPEN 1 1 ' Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:29 2017'Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-RhW8kpO1 Rp?aQ8ez59vzmalHxigH7mIZTTKugiBzvglB -2-M r0-30 2-1-4 1-9-0 0-0-0 2-1-4 Scale=1:12.3 3 6.00 12 m N tx4 II 2 4 1x4 It 3x6 II N I 1 2x4= d OF 8 2-1-4 M 1-r-12 Plate Offsets(X.Y)— f1:0-2-4.0-0-81.f2:0-6-12.0-1-101.f2:0-1-4.0-9-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.01 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:15 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 3=-33/Mechanical,2=421/0-1-8,4=60/Mechanical Max Horz 2=141(LC 9) Max Uplift 3=-33(LC 1),2=325(LC 9),4=60(LC 1) Max Grav 3=49(LC 9),2=434(LC 13),4=80(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; j Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb) 2=325. I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 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,see ANSVTPN 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 36610 i Jqb . Truss Truss Type Qty Ply J32975 GHO Lot 269 Turnelle Residence j T10218203 J32975 -EJ2C JACK-OPEN 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:29 2017;Page 1 ID ACzXFSZNyEa_pNQ9dnkZfEyGOD2-RhW8kp01 Rp?aQ8ez59vzmalQdilW7mIZTTKugBzvgl8 2 14 2-1-4 i SCale=1:9.8 2 6.00 12 _ N 3 2x3= 3x6 II I 0�-8 2-1� 018 Plate Offsets(X Y)— 11:0-1-12.0-0-101,fl:0-1-4.0-9-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a Na BCDL 10.0 Code FBC2014frPI2007 Matrix-MS Weight:8 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 2=38/Mechanical,3=2 1/Mechanical,1=125/0-1-8 Max Horz 1=55(LC 9) Max Uplift 2=-30(LC 9),3=1O(LC 9),1=22(1_C 9) Max Grav 2=46(LC 13),3=25(LC 3),1=130(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 atjoint(s)1. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,1. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p �- building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing A iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the p fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Irom Truss Plale Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Jqb Truss Truss Type Qty Piy J32975 GHO Lot 269 Turmelle Residence T10218204 J32975 —EJ3 JACK-OPEN 8 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:30 20171 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-vt3Wx91 fC77Q2ID9fsQCJoIT164fsD?ji74SCdzvgl7 -2-0-0 -3 3-0-0 1-9-0 3 0 3-0-0 Scale=1:14.6 3 6.00 12 0 ra i * 1x4 II 2 dl d 4 tx4 II N 1 2x4 = d i i i 3-M 3-M Plate Offsets(X.Y)— 11:0-2-4.0-0-81,12:0-3-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 4-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MS Weight:17 lb FT=0% I '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. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=64/Mechanical,2=328/0-3-0,4=17/Mechanical Max Horz 2=166(LC 9) Max Uplift 3=-40(LC 5),2=277(LC 9),4=-43(LC 5) Max Grav 3=71(LC 13),2=328(LC 1),4=45(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;13=6011;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)3,4 except(jt=lb) 2=277. I I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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,see ANSI/TPN 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 36610 III I I Job j Truss Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218205 J32975 —EJ5 JACK-OPEN 35 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:32 2017 Page 1 I DACzXF5ZNyEa_pNQ9dnkZfEyGOD2-rGBGMr2wkkN8HcNXmHTgODNo6vhdK7V?9RZZHWzvgl5 -2-0-0 5-0-0 1 9 5-M Scale=1:19.5 3 I ' I I • 6.00 12 o N N I 1x4 II 2 I i 1x4 II d d 4 1 d 2x4 = i 5-M r 5-M Plate Offsets(X Y)— I1:0-2-4 0-0-81,(2:0-1-12.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.07 4-10 >812 180 BCLL 0.0 ' Rep Stress]nor YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Weight:23 lb FT=0% •LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=138/Mechanical,2=397/0-8-0,4=54/Mechanical Max Horz 2=220(LC 9) Max Uplift 3=-83(LC 9),2=211(LC 9) Max Grav 3=166(LC 13),2=410(LC 13),4=88(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuK=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.lit;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)3 except Qt=lb) 2=211. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''%"gypsum sheetrock be applied directly to the bottom chord. I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,7II-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 bulding 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 ■�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,see ANSVTPI1 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 36610 I i Job ) Truss Truss Type JQty Ply J32975 GHO Lot 269 Turmelle Residence T10218206 J32975 —EJ5A j HALF HIP SUPPORTED 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:33 2017;Pagel I D:FOzOEfHnMVN aUwbM ujnL80yhM l5-JSIeZB3YV2V?vmykK_vxQw03J6y3ZS90516pyzvgl4 -240-0 4-0-12 5-0-0 1-9-0 3-0 4-0-12 6-1 1-4 4 52x4 11 Scale=1:15.4 lx4 II 4x4— 3 i i1-0-0 � d d N N 6.00 12 1X4 II 2 N_ O 1x4 II 8 7 6 1 4x6 i d 1x4 11• 1x4 II 2x4 II 4 = 4-0-12 5-M 4-0-12 0-11-4 -� Plate Offsets(X Y)— r1:0-24.0-0-81.f2:0-1-4 0-2-01.r2:0-3-O,Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 1 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.04 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:29 lb FT=0% 'LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except 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. All bearings 5-0-0. (lb)- Max Horz 2=150(LC 5) Max Uplift All uplift 100 lb or less atjoint(s)6,8,7 except 2=243(LC 8) Max Grav All reactions 250 lb or less at joint(s)6,8,7 except 2=330(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=2ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,8,7 except Gt=lb)2=243. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 A Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the AiTek° fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 36610 i r i i Jqb s Truss 7JACK-TOPEN peCity Ply J32975 GHO Lot 269 Turmelle Residence J32975 —EJ5T 7 1 i Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:33 2017 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-JSIeZB3YWV?vmykK_vxQwxFJ533ZL90516pyzvgl4 -2-M 5 2-7-0 5-M I 1-9-0 2-7-0 25-0 Si le=1:19.5 I 4 I I i d - 6.00 72 N II I 5 0 1x4 II 2 d Li 1x4 II 6 6' 6 1 I I o p• `� 1x4 I I t d , 2x4 = i 2-7-0 j 2-7-0 Plate Offsets(X,Y)— (1:0-2-4.0-0-81,f2:0-1-8,0-1-01.13:0-1-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.07 6 >811 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.16 6 >388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 HOrz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:25 lb FT=0% 'LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=167/Mechanical,2=400/0-8-0,5=28/Mechanical Max Horz 2=220(LC 9) Max Uplift 4=-81(LC 9),2=21O(LC 9) Max Grav 4=199(LC 13),2=413(LC 13),5=55(LC 3) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)4 except(jt=lb) 2=210. 7)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom Chord. i I I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 pp��� building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Sys 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,see ANSUTP11 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 36610 14 JGb � Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmeile Residence T10218208 J32975 —EJ7 AJACK-OPEN 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:34 2017'Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-oeJ1 nX4AGLdsXvWwuiV8TeS6ejGtoO_Idl2fLPzvgl3 -2-0-0 -0 7-M 1-9-0 7-M Scale:12"=1' 3 6.00 12 i M 0 o w A 1x4II2 d 1x4 II II e s N e 1 4 3x3 _ o 7-M 7-0-0 Plate Offsets(X,Y)— f1:0-2-4.0-0-81.f2:0-1-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 4-10 >874 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.30 4-10 >278 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 rl/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:29 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 v REACTIONS. (lb/size) 3=210/Mechanical,2=478/0-8-0,4=80/Mechanical Max Horz 2=274(LC 9) Max Uplift 3=133(LC 9),2=218(LC 9) Max Grav 3=250(LC 13),2=495(LC 13),4=125(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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(jt=lb) 3=133,2=218. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2016 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 �® 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 wit of individual truss web andfor chord members only.Additional temporary and permanent bracing M iTe k^ Is always required for stability and to prevent collapse h possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII 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 36810 J 4 rJq2b975Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218209 -EJ16 I JACK-OPEN 4 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:26 20,17,Pagel I D:ACzXF5ZNyEa_pNQ9d nkZfEyGO D 2-16q?5n-98ud?ZhvOQOM G9y7nl V iEwP?7 n W6E3szvglB -2-M 1-0-3-0 1 1-0-0 1-9-0 03D 1-" Scale=1:10.8 � 3 I i c, 6.00 12 cn lx4 II 2 °D d i lx4 II 3x3- N 1 4 1 r-0 1-6-0 Plate Offsets(X,Y)- 11:0-2-4.0-0-81.12:0-1-4.0-1-81 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 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(TL) 0.00 10 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Weight:12 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-4/Mechanical,2=312/0-1-8,4=30/Mechanical Max Horz 2=126(LC 9) Max Uplift 3=5(LC 5),2=267(LC 9),4=30(LC 1) Max Grant 3=28(LC 9),2=322(LC 13),4=59(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuR=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)3,4 except fit=lb) 2=267. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7477 rev.10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 �;'�'�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,see ANSVTPI1 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 36610 JQb Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218210 J32975 —EJ17 JACK-OPEN 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 I 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:26 2017 Page 1 I D:ACzXF5ZNyEa_lNQgdnkZfEyGOD2-16q?5n_98ud?ZhvOQOMG9y7vHVkdwP?7nW6E3szvglB 1-6-0 1-6-0 Scale=1:8.3 2 6.00 12 ! s cn m 1 i 0 3 2x4= I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 6 >999 180 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-MS Weight:5 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-&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=67/0-1-8,2=42/Mechanical,3=25/Mechanical Max Horz 1=40(LC 9) Max Uplift 1=-11(LC 9),2=27(LC 9),3=7(1_C 9) Max Grav 1=70(LC 13),2=49(LC 13),3=29(LC 3) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 at joint(s)1. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2,3. I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property 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 i V I iTe k' Is akvays 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,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bhid. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i JQb r Truss Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218211 J32975 —EJ49 JACK-OPEN 1 1 Job Reference c tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:31 2017(Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-N3du8V1 HzQFHgSoLDZxRr?geNWM8bgFswnp?k4zvgl6 2-0-0 4-9-0 Ti__-0 4-9-0 Scale=1:18.9 3 I 6.00 12 eb N N N 1x4 II 2 b 1x4 II 6 �` 4 1 o i 2x4 = I 4-9-0 4-9-0 Plate Offsets(X,Y)— i1:0-2-4,0-0-81,f2:0-1-12.0-1-01 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 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.06 4-10 >970 180 j BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-AS Weight:22 lb FT=O°/u LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=129/Mechanical,2=387/0-8-0,4=50/Mechanical Max Horz 2=213(LC 9) Max Uplift 3=-77(LC 9).2=211(LC 9) Max Grav 3=155(LC 13),2=400(LC 13),4=83(LC 3) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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)3 except(jt=lb) 2=211. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss 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,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Easl Bivd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I I I ' Jpb . Truss Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218212 J32975 -EJ49A JACK-OPEN TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:31 2017 j Page 1 ID:ACzXF5ZNyEa,pNQ9dnkZfEyGOD2-N3du8V1 HzQFHgSoLDZxRrtgeFWLlbgFswnp7k4zvgl6 4-9-0 - 4-9-0 Scale=1:16.4 2 6.00 12 e p N 'r N I 1 I th I I 6 Q 3 2x3 = 4- 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.04 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.08 3-6 >723 180 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-AS Weight:15 lb FT=d% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=211/0-8-0,2=146/Mechanical,3=65/Mechanical Max Horz 1=127(LC 9) Max Uplift 1=-38(LC 9),2=96(LC 9),3=8(LC 9) Max Grav 1=220(LC 13),2=172(LC 13),3=89(LC 3) FORCES. (lb)-Max.Comp./Mau.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=161t;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j 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 tali 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 atjoint(s)1,2,3. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. ��' j 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 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,see ANSIIrPIt 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 36610 J9b r Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218213 J32975 -EJ75 JACK-OPEN GIRDER 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:35 2017,Page 1 I DACzXF5ZNyEa_pNQ9dnkZfEyGOD2-GgtP_s5olflj8356SPONORIH7eRXRkSrPnburzvgl2 -2-0-0 -3 2-113 7-5-01-9-0 3 2-14 5-3-12 Scale=1:20.2 4x4 3 3x4 = 19 20 4 5 6.00 112 m_ N 1x4 II 2 1x4 II 4x4=UA* 1x4 II 7 4x 21 22x4x 1 m 1 4x6 ll 6 A O O N N ry N V N i 1x4 11 1x4 II 0 8-0 15 0 2-1 4 7-5-00-81 0-10-0 0-74 5-3-12 Plate Offsets(X Y)- f1:0-2-4 0-0-81 f2:0-1-12 0-0-21 f2:0-1-0.0-9-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.10 6-7 >911 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:53 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins.I BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 I REACTIONS. (lb/size) 5=214/Mechanical,2=725/0-8-0,6=60/Mechanical Max Horz 2=144(LC 33) Max Uplift 5=-130(LC 5),2=-443(LC 9),6=8(LC 9) Max Grav 5=246(LC 37),2=780(LC 36),6=92(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=581/219,3-4=-528/203 BOT CHORD 2-7=196/500 WEBS 4-7=208/541 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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 100 lb uplift at joint(s)6 except(jt=1b) 5=130,2=443. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)84 lb down and 35 lb up at 2-1-4,and 84 lb down and 24 lb up at 4-2-0,and 73 lb down and 41 lb up at 5-1 0-0 on top chord,and 215 lb down and 178 lb up at 2-1-4,and 48 lb down and 30 lb up at 4-2-0,and 16 lb down and 16 lb up at 5-10-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-3=70,3-5=-70,6-15=20 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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 (�' " is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ivi fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 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 36610 Jpb Truss Truss Type City Ply �J12975 GHO Lot 269 Turnnelle Residence T10218213 J32975 —EJ75 JACK-OPEN GIRDER 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 I 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:35 2017 i Page 2 IDACzXF5ZNyEa pNQ9dnkZfEyGOD2-GgtP_s5oltjj8356SPONORIH7eRXRkSrPnDurzvgl2 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:7=-187(B)22=-6(B) e j I i i I i I I' li I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss 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,see ANSUTP11 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 36610 JQb t Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218214 J32975 -EJ75A I JACK-OPEN 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:36 2017;Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-k1 RnCC5QnztamDgJ?7XcY3YWUX03GwZb43XmQHzvgl1 -2-0-0 3 4-1-0 7-5-0 1-9-0 03 4-1-4 3312 4x4= Scale=1:25.3 3x4 = 3 4 5 6.00 12 M M2 ry � N 1x4 II ZX m 2 0 1x4 11 E e 7 s x4 II x4 II 3 = 1 I o x4 11 6 4= 0 14 II o 3x6 I1 N 2 N 0 1x4 I I 1x4 I I 1x4 I I 1x4 I I 1�r0 ' i 0-8-01,B=d-M I 72M I 011'4=X _ 7-5-0 0-38 0M-0 0-10-0 1-4-0 ' r 1-3-0 I 3-3-12 1 Plate Offsets MY)—— 1:0-2-4 0-0-8 2:0-1-12 0-0-2 2:0-1-4 0-9-11 5-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.04 20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.05 20 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-AS Weight:57 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):7 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 5=183/Mechanical,2=574/0-8-0,6=50/Mechanical Max Horz 2=198(LC 9) Max Uplift 5=-91(LC 5).2=294(LC 9).6=-1 O(LC 9) Max Grav 5=192(LC 18),2=594(LC 13),6=62(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf,BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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 100 lb uplift at joint(s)5,6 except(jt=lb) 2=294. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design paaamerer:and-NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall [All q � building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I V I ATek� 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,see ANSVTP11 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 36610 I { I JQb , Truss Truss Type Qty Ply J32975 GHO Lot 269 Turrnelle Residence T10218215 J32975 —EJ84 JACK-OPEN GIRDER 2 1 Job Reference a tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:37 2017'Page 1 I D:ACzXFSZNyEa_pNQ9dnkZfEyGOD2-CD?9PY62YG?RONFVZg2r5G4eEwLb?NnJjGKyjzvgl0 -2-0-0 -0 2-1 1 6-0 4-4-0 7-2-0 8 4-0 1-9-3 0-2-1 16-0 2-10-0 2-10-0 Scale=1:20.6 6 4x4 = 1x4 II 5x5 = 3 4 6.00 12 22 m 1x4 II 2 0 �I = o d Ll 1 x4 11 N x4= �' 0 x4 I I 23 9 24 8 x4 If 1 4 1 1x4 II 1x4 II 7 4x8 II 9 9 N N N N I 1x4 11 1x4 If 1-6-0 11QB, i 6-6-8 0-8-0 , 1-6-0 1 4-0-0 7-2-0 EA Q 0l0 00-10-00 2-10-0 2-10-0 1-2-0 Plate Offsets(X Y)— 11:0-2-4 0-0-81 f2:0-1-8 0-0-21 f2:0-0-4 Edael.f10:0-2-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.22 9 >455 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.44 9 >226 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:51 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2-7:2x4 SP No.1 6-0-0 oc bracing:7-10 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) 6=1 61/Mechanical,2=84110-8-0,7=139/Mechanical Max Horz 2=157(LC 9) Max Uplift 6=-76(LC 5),2=542(LC 9),7=-43(LC 9) Max Grav 6=176(LC 36),2=892(LC 36),7=142(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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 100 lb uplift at joint(s)6,7 except(jt=lb) 2=542. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)98 lb down and 47 lb up at 1-6-0,and 98 lb down and 44 lb up at 3-6-12,and 74 lb down and 39 lb up at 5-6-12 on top chord,and 317 lb down and 299 lb up at 1-6-0,and 59 lb down and 50 lb up at 3-6-12,and 18 lb down and 14 lb up at 5-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. j 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-5=-70,5-6=-70,7-17=-20 Concentrated Loads(lb) Vert:10=271(F)23=26(F)24=-B(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'y'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,see ANSUTP11 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 36610 I Jpb Truss Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218216 J32975 -EJ84A JACK-OPEN 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 I 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:38 2017 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-g PYXcu7gJa71?Xgh7XZ5 eU dswKgDkpbuXNOtUAzvgl? -2-0-0 -3 3-6-0 8-0-0 1-9-0 3 3-6-0 4-10-0 I I 4x4 = SlCale=1:23.6 3x4 = 3 4 5 6.00 12 m N 1x4 II N 2 f— M 0 0 1x4 II N E x4 II 73x4 = 1 6 d 3x4= o 0 1 4 1 3x8 I I N N 1x4 II 1x4 II 0-8-0 1-M 3-8-0 8-4-0 2-M 4-10-0 Plate Offsets X - 1:0-2-4 0-0-8 2:0-2-0 0-0-2 2:0-0-4 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-AS Weight:58 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):7 OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (Ib/size) 5=225/Mechanical,2=608/0-8-0,6=55/Mechanical Max Horz 2=182(LC 9) Max Uplift 5=-11O(LC 5),2=308(LC 9) Max Grav 5=239(LC 18),2=621(LC 13),6=86(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=289/83 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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 100 lb uplift at joint(s)except(jt=1b) 5=110,2=308, 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'%:"gypsum sheetrock be applied directly to the bottom chord. I j WARNING-Verify,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 oftrusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 36610 Jqb Truss Truss Type Qty Ply J32975 GHO Lot 269 Turrnelle Residence T10218217 J32975 -HJ2 DIAGONAL HIP GIRDER 2 1 I Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:40 2017;Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-coglla8xrBNOFq_4EycZMBW8ThCiVB?h\ Y2zvgkz -2-9-15 -3-12 2-10-15 2-63 -3-12 2-10-15 Scale=1:14.6 4 5 2x4 II YJ 4.24 12 13 1x4 II 3 2 d 7 2x4 = 1 2x4 = d 2x4 116 LlI I 2-10-15 2-10-15 Plate Offsets(X Y)- 13:0-1-5 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.01 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.01 7-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-MS Weight:19 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlinls, BOT CHORD 2x4 SP No.2 except 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) 7=215/Mechanical,3=205/0-8-0,9=304/Mechanical Max Horz 3=107(LC 5) Max Uplift 7=-143(LC 5),3-821(LC 6),9=-639(LC 25) Max Grav 7=238(LC 30),3=722(LC 25),9=854(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=854/639 NOTES- 1)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)except(jt=lb) 7=143,3=821,9=639. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 233 lb up at 1-3-15,and 179 lb down and 233 lb up at 1-3-15,and 67 lb down and 34 lb up at 2-10-15 on top chord,and 49 lb down and 24 lb up at 2-10-16 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) - Vert:14=70,4-5=30,6-10=20 Concentrated Loads(lb) Vert:13=273(F=-136,B=-136) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. *� Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not ���, a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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,see ANSIRPI11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I I Jqb + Truss Truss Type Qty, Ply J32975 GHO Lot 269 Turmelle Residence T10218218 J32975 —HJ3 DIAGONAL HIP GIRDER 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:41 2017 I Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-4_EgFw9ZcWtt ZGog7oF6FGPYIGx91KELFX4Vzvgky -2-9-15 -04-8 4-2-3 25-7 04-8 4-2-3 Scale=1:16.8 4 5 2x4 I I 4.24 12 1x4 II 3 2 of 2x4= 13 7 rn rn d 1 4x4= d 6 I I 2x4 11 4-2-3 4-1-13 Plate Offsets(X.Y)— 13:0-2-0 0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.04 7-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.05 7-12 >864 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:24 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, BOT CHORD 2x4 SP No.2 except 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) 7=231/Mechanical,3=943/0-3-8,9=-196/Mechanical Max Horz 3=138(LC 5) Max Uplift 7=-159(LC 9),3=674(LC 6),9=524(LC 22) Max Grav 7=231(LC 1),3=943(LC 1),9=651(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=651/524 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;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 atjoint(s)except(jt=ib) 7=159,3=674,9=524. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)206 lb down and 138 lb up at 1-3-15,and 206 lb down and 138 lb up at 1-3-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:14=70,4-5=-30,6-10=20 Concentrated Loads(lb) Vert:13=412(F=-206,B=-206) i ®WARNING-verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �® a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall nA �- building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW 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,see ANSI/TP11 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 36610 r JQb r Truss 1 Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218219 J32975 -HJ7 DIAGONAL HIP GIRDER 2 1 I Job Reference o 6onal East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:42 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ZBo2SGABNpekU88SMNe1oKoSYx4HgYvUS7_5cxzvgkx -2-9-15 -4 5-1-9 9-10-1 2S•7 -4 5-1-9 4-8-8 2x4 I I SI le=1:29.5 5 6 4.24 F12 16 3x4 � 4 15 i tx4 II3 2 d2x4= s e i 1 0 e s 17 18 9 19 8 �+ 1x4 II 3x6=7 x8 = 3x6 I I I -4 5-1-9 9-10-1 55-1-9 4-8-8 Plate Offsets(X Y)— I3:0-4-0 0-1=41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.07 9-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.08 9-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:53 lb FT=0% - LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=1428/0-10-15,8=544/Mechanical,11=362/Mechanical Max Horz 3=273(LC 5) Max Uplift 3=1000(LC 9),8=-252(LC 9).11=-558(LC 22) Max Grav 3=1428(LC 1),8=593(LC 25),11=735(LC 6) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=972/460 BOT CHORD 3-9=465/851,8-9=465/851 WEBS 4-9=94/253,4-8=-888/520,2-11=-735/558 NOTES- 1)Wind:ASCE 7-10;Vu@=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)except at=lb) 3=1000,8=252,11=558. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)103 lb down and 84 lb up at 4-1-14,103 lb down and 84 lb up at 4-1-14,and 177 lb down and 146 lb up at 6-11-13,and 177 lb down and 146 lb up at 6-11-13 on top chord,and 206 lb down and 192 lb up at 1-3-15,206 lb down and 192 lb up at 1-3-15,13 lb down and 53 lb up at 4-1-14,13 lb down and 53 lb up at 4-1-14,and 51 lb down at 6.11-13,and 51 lb down at 6-11-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-5=70,5-6=-30,7-12=20 Concentrated Loads(lb) Vert:16=79(F=-39,B=-39)17=412(F=-206,B=-206)18=6(F=3,B=3)19=-51(F=-25,B=-25) ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE M11-7473 rev.10/03/1015 BEFORE USE. Design valid for use only wdh M17eklD 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 verily the applicability 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 1 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,see ANSUTPII 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 36610 JQb Truss Truss Type city Ply J32975 GHO Lot 269 Turmelle Residence T10218220 J32975 -HJ16 DIAGONAL HIP GIRDER 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8,010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:39 2017 Page 1 ID:AC7XF5ZNyEa_pNQ9dnkZfEyGOD2-8c6wgE8J4uF9dhPuhF5KAhAOBk85TFD1m11Q1czvgl_ 1-5-0 -0-0 8 2-0-11 r 1-0 8 0-0, 2-0-11 I I Scale=1:13.2 4 5 2x4 11 13 4.24 12 1x4 II 3 2 d g p 7 2x4 = �• d 1 2x4= 2x4 11 6 3 II i 2-9-5 2-0-11 2-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.48 Vert(LL) 0.00 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.00 12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.04 9 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:16 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-11 oc purlins, BOT CHORD 2x4 SP No.2 except 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 REACTIONS. (lb/size) 7=299/Mechanical,3=-102/0-8-0,9=484/Mechanical Max Horz 3=87(LC 5) Max Uplift 7=271(LC 6),3=-499(LC 13),9=430(LC 25) Max Grav 7=323(LC 25),3=417(LC 25),9=686(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=686/430 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)except Qt=lb) 7=271,3=499,9=430. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)165 lb down and 216 lb up at 1-3-15,and 165 lb down and 216 lb up at 1-3-15,and 81 lb down and 35 lb up at 2-0-11 on top chord,and 61 lb down and 44 Ib up at 2-0-11 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=70,4-5=-30,6-10=20 Concentrated Loads(lb) Vert:7=20(F)13=-328(F=-164,B=-164) I WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®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 p A �• building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek° 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,see ANSIITPI1 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 36610 i Jqb Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218221 J32975 —HJ49 I DIAGONAL HIP GIRDER 1 1 I Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:42 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ZBo2SGABNpekU88SMNeloKoUXx4YgcdUS7_5cxzvgkx -2-9-15 4 3-M 6-7-14 2-5-7 8 3-6-8 3-1-6 Scale=1:22.4 2x4 II 5 6 4.24 12 3x4 %15 4 1x4 II 3- 2 d 2x4= 0 C 16 m 9 17 B 6 6 1 d 1x4 I I 3x6 =7 x4= I 3x6 II -3 3-" 6-7-14 3 3-M 3-1-6 Plate Offsets(X.Y)— I3:0-2-1 0-0-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.03 9-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.04 9-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MS Weight:38 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=876/0-10-15,11=-19/Mechanical,8=337/Mechanical Max Horz 3=197(LC 5) Max Uplift 3=-705(LC 6),11=507(LC 22),8=-217(LC 9) i Max Grav 3=876(LC 1),11=678(LC 13),8=351(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=573/392 BOT CHORD 3-9=368/527,8-9=368/527 WEBS 2-11=678/507,4-8=570/439 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 atjoint(s)except Gt=lb) 3=705,11=507,8=217. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)103 lb down and 84 lb up at 4-1-14,and 103 lb down and 84 lb up at 4-1-14 on top chord,and 206 lb down and 192 lb up at 1-3-15,206 lb down and 192 lb up at 1-3-15,and 13 lb down and 53 lb up at 4-1-14,and 13 lb down and 53 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=70,5-6=30,7-12=20 Concentrated Loads(lb) Vert:16=412(F=206,B=-206)17=6(F=3,B=3) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 I VI Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the pp�iTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPN 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 36610 _ I Jqb Truss Truss Type Qty, Ply J32975 GHO Lot 269 Tunnelle Residence T10218222 J32975 A01 G HALF HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:45 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-zmTB4HC3gk01Lcsl l WCkQyQyv9?atm9w8zDIDGzvgku -2-0- 11- 6-11-12 12-6-15 18-9-4 25-7-5 32-5-7 39.7-4 2-0.12 0-11 6-0-8 i 5-7-3 6-2-5 6-10.1 6.10-1 7-1-13 Scale=1:71.5 I I 6.00 12 7x14 4x4= 2x4 II 3x6 = 6x10 = 4x8 = 3x6= 3x4 = 4x10 = 2 3 26 27 428 29 30 31 5 32 33 6 34 735 36 37 38 839 940 41 42 43 1044 45 46 11 47 1 ' 5 , d 18 Id 49 50 20 51 52 53 19 54 55 2x4 24 48 23 7x6 7x10 = 16 15 56 57 58 14 59 60 61 62 1363 64 65 12 66 3x6 II 2x4 II 5x5= ex16 7x8 = 4x8 = 3x6 II = 3x8= 6x8= 3x4 = 2x4 II i 0 11 2-6-4 6.11-12 12-6-15 16-t1-4 18-9-4 25-7.5 32-5-7 39-7-4 0.11 1.7.0 45-8 5-7-3 4-1-5 2-1-0 6-10.1 6-10.1 7-1-13 Plate Offsets(X,Y)- f3:0-10-4.0-2-01,f7:0-4-4.0-2-41,f8:0-3-8.0-2-01.fl3:0-3-8,0-2-01,f15:0-2-2.0-3-01.116:0-0-8.0-2-41,f17:0-10-2,0-3-61.f20:0-2-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.25 19-20 >900 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.53 19-20 >423 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 HOrz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2014rTPI2007 Matrix-MS Weight:229 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc pudins, 9-11:2x4 SP No.1,6-9:2x4 SP 2850F 1.8E except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 4-0-9 oc bracing. 14-16:2x4 SP 285OF 1.8E,12-14:2x4 SP No.1 WEBS 2 Rows at 1/3 pts 8-17 WEBS 2x4 SP No.3`Except* 11-12,2-24,15-16:2x6 SP No.2,7-15:2x8 SP No.2 4-19,7-19:2x4 SP No.2 REACTIONS. (lb/size) 12=1326/Mechanical,24=128810-7-4,15=3162/0-3-8 Max Harz 24=215(LC 9) Max Uplift 12=-467(LC 5).24=-541(LC 9),15=-1130(LC 9) Max Grav 12=1385(LC 27).24=1324(LC 25).15=3282(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=761/372,3-4=-2927/1091,4-5=-2010/734,5-7=-2010/734,7-8=-642/1793, 8-1 0=-1 7981623,10-11=2419/821,11-12=1233/502,24-25=-1259/566,2-25=1377/610 BOT CHORD 21-22=-296/624,20-21=-296/624,19-20=1091/2927,18-19=-2096/752,17-18=-2096/752, 14-15=-445/162,13-14=821/2419 WEBS 15-17=-2872/1149,7-17=1807/789,3-22=-777/319,2-22=364/1130,5-19=-690/335, 11-13=-828/2438,10-13=-547/367,8-14=0/306,10-14=-666/230,4-20=-522/281, 3-20=-864/2416,4-19=-947/369,14-17=-756/2266,8-17=-3674/1257,7-19=-1532/4233 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left exposed;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(jt=lb) 12=467,24=541,15=1130. I ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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,see ANSVTPII 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 36610 I Jpb / Truss pl-F ss Type City Ply J32975 GHO Lot 269 Tunnelle Residence J32975 AOtG T10218222 HIP TRUSS 1 1 j Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:45 2017,Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-zmTB4HC3gk01Lcs11 WCkQyQyv9?atm9w8zDIDGzvgku NOTES- 7)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)164 lb down and 124 lb up at 0-11-4.192 lb down and 112 lb up at 3-0-12,192 lb down and 112 lb up at 5-0-12,I192 lb down and 112 lb up at 7-0-12,192 lb down and 112 ib up at 9-0-12,192 lb down and 112 Ib.up at 11-0-12,192 lb down and 112 lb up at 13-0-12,192 lb down and 112 lb up at 15-0-12,162 lb down and 115 lb up at 17-0-12,162 lb down and 115 lb up at 19-2-12,162 lb down and 115 lb up at 21-0-12,162 lb down and 115 lb up at 23-0-12,162 lb down and 115 lb up at 25-0-12,162 lb down and 115 lb up at 27-0-12,162 lb down and 115 lb up at 29-0-12,162 lb down and 115 lb up at 31-0-12,162 lb down and 115 lb up at 33-0-12,162 lb down and 115 lb up at 35-0-12,and 162 lb down and 115 lb up at 37-0-12, and 149 lb down and 104 lb up at 39-0-12 on'top chord,and 54 lb down at 1-0-12,22 lb down at 3-0.12,22 lb down at 5-0-12,22 lb down at 7-0-12,22 lb down at 9-0-12,22 lb down at 11-0-12,22 lb down at 13-0-12.22 lb down at 15-0-12,54 lb down at 16-10-0,54 lb down at 19-2-12,54 lb down at 21-0-12,54 lb down at 23-0-12,54 lb down at 25-0-12,54 lb down at 27-0-12,54 lb down at 29-0-12,54 lb down at 31-0-12,54 lb down at 33-0-12,54 lb down at 35-0-12,and 54 lb down at 37-0-12,and 61 lb down at 39-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=70,2-3=70,3-11=70,23-24=20,18-21=20,12-16=20 Concentrated Loads(lb) Vert:3=-68(B)6=97(B)18=-34(B)26=-97(B)27=-97(B)28=97(B)30=-97(B)31=-97(B)32=97(B)34=-68(B)35=68(B)36=-68(B)37=-68(B)39=-68(B)40=-6B(B) 41=68(B)43=68(B)44=-68(B)45=68(B)46=-68(B)47=-92(B)48=-35(B)49=8(B)50=-8(B)51=-B(B)52=-8(B)53=-8(B)54=8(B)55=-8(B)56=-34(B)57=-34(B) 58=34(B)59=-34(B)60=-34(B)61=34(B)62=-34(B)63=34(B)64=-34(B)65=34(B)66=-40(B) I I I I i ®WARNING-VerIfy destgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with M7ek®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''''��" 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,see ANSVTPII 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 36610 i Jqb i Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence I T10218223 J32975 A02 HIP TRUSS 1 1 Job Reference o fional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:47 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-v8bxVzEKCLGObvOQ9wECVNVPBymOLkGDcHirlBzvgks i-2-0-0 1 3-0-0 i 8-8-11 13-7-13 16-&0 24&0 29-3-8 34-4-0 2-0.0 3-0.0 5-6-11 5-1-3 11-3 7-6-0 5-0.8 5-0-8 Scale=1:71.6 4x6 = 6.00 12 8x8 = 4x10= 6x8 = 4x6 11 4x10 = 6x8 = 3x6 II 4x6 = 6x6 = ' 3 29 4 5 6 7 308 9 1031 11 12 2 • d d 18 _ 5 25 22 21 20 19 3x6 = �g 4�x8 = 7x8 = 8x8= 17 16 15 14 13 p R I M,j i t 4x4 11 7x8 = 7x8= 4x6 = 3x8 I I 2x4 II 1-88 q-8$ 3-0-0 BE11 117-13 169-0 18-9-0 24J-0 29J-8 i 344-0 39A-0 d e d 1 3 e Sfi11 5 1J I'll 2-0-0 Sb 0 5 0.i �5 48� 54O 1-0-0 Plate Offsets(X.Y)— I2:0-2-4.0-1-81,13:0-5-4.0-2-71.115:0-4-0.0-4-81.116:0-3-8,0-3-81.f18:0-4-0,0-5-01.119:0-4-0.0-5-01.f20:0-3-8,0-3-81,[23:0-7-12.0-5-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.42 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.90 18-19 >525 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.12 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:333 lb FT=0% LUMBER- BRACING- TOP CHORD 2x8 SP DSS'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x6 SP DSS'Except' 9-2-0 oc bracing:2-24 2-23:2x4 SP 285OF 1.8E,3-21:2x6 SP No.2 WEBS 1 Row at midpt 4-23 WEBS 2x4 SP No.3*Except* 12-14:2x4 SP 285OF 1.8E,20-23,16-18:2x6 SP DSS 8-18:2x6 SP No.2 REACTIONS. (lb/size) 2=1962/0-8-0,13=1763/Mechanical Max Horz 2=222(LC 7) Max Uplift 2=732(LC 9),13=-595(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3000/948,3-4=2877/963,4-5=6631/2282,5-7=7293/2508,7-8=-6926/2391, 8-10=-4011/1426,10-11=-4011/1426,11-12=2482/912,12-13=-1703/609 BOT CHORD 2-24=-715/2645,23-24=-715/2645,3-23=298/1088,20-21=-261/857,19-20=-1587/4988, 18-19=-2135/6631,7-18=-293/165,16-17=35111079,15-16=1609/4982, 14-15=-764/2482 WEBS 4-20=-659/276,5-18=246/729,8-16=-695/291,11-14=1423/545,12-14=974/2886, 20-23=-1320/4130,22-24=91/309,16-18=1281/3972,8-18=692/2124,4-23=2133/772, 4-19=605/1822,5-19=-611/271,8-15=-1163/397,11-15=620/1846,10-15=294/165 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.0psf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)18,19. 5)Plate(s)at joint(s)18 and 19 checked for a plus or minus 2 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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(jt=lb) 2=732,13=595. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''%"gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,tha building designer must verify the applicability of design parameters and properly Incorporate this design into the overall WOW building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing lyy 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 misses and truss systems,see ANSVTPI1 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 36610 I I Jqb i. Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence 'f10218224 J32975 A03 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:48 2017'Pagel I D:ACzXF5ZNyEa_rNQ9dnkZfEyGOD2-NL9JjJFyzfOtC3bcielR2bl bjM6s4AoMrxRPgbzvgkr -2-0-0 2-8-0 5-0-0 9-9-5 -0. 14-32 16-9-0 22-11-8 2 -4 29-3-12 35-4-a It 39-8-0 2-0-0 2-a o 2.4-0 a-s s -0-11 3 s z z-51a s z•e a1-1z s 2-a s a12 0--a 4-0-0 Scale=1:71.6 = 6.00 1 5x5 2 3x4 = 3x8 = 3X6 = 2x4 II 3x10 = 3x6= 2x4 II 5X8= • 3 29 4 5 30 6 7 831 9 10 11 >4x6 N 2 1 - 4 23 d i 4 • o $x8= b 18L AN 25 22 21 20 19 2x4 II 2x4 II 7x8 = 2x4 II 17 16 15 14 13 3x6� �2X � 3X6 I I " 2x4 II 6x8= 5x8= 4x4= t-&E 48-8 2�-0 5�0 9-35 tp-10-0 1432 169-0 i 1&9-0 2&1-0 23&12 35-8-0 39A-0 dsd d11d 2a0 ' 49s ott 3sz z-sta 2-00 4a4 sza 6-0i 400 1-0.0 Plate Offsets(X.Y)— f3:0-2-8.0-2-41.f11:0-6-0.0-2-81.(15:0-4-0 0-3-01.(16:0-3-8 0-3-01.(18:0-4-3.0-3-51 (20:0-4-0,0-3-01.123:0-5-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.37 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.81 18-19 >588 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.17 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:246 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP 285OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied. Except: 7-17:2x4 SP No.3 8-10-0 oc bracing:2-24 WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 8-15 20-23,16-18:2x4 SP 285OF 1.8E REACTIONS. (lb/size) 2=1958/0-8-0,13=1767/Mechanical Max Horz 2=256(LC 7) Max Uplift 2=-731(LC 9),13=596(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3353/1105,3-4=-2948/1031,4-5=-3631/1314,5-7=-4872/1733,7-8=-4828/1719, 8-10=-2929/1105,10-11=-2929/1105,11-12=1633/617,12-13=1730/607 BOT CHORD 2-24=-800/2912,23-24=-799/2912,19-20=-1389/4511,18-19=-1389/4511,7-18=-269/140, 15-16=1 162/3754,14-15=-361/1385 WEBS 3-23=-347/1226,11-14=-803/299,12-14=496/1650,20-23=-1093/3633,4-23=847/322, 11-1 5=-655/1958,8-16=740/299,16-18=1110/3619,8-18=-439/1406,10-15=476/252, 8-15=-1016/339,5-20=-11361379,5-18=153/471 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)20. 5)Plate(s)at joint(s)20 checked for a plus or minus 2 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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(jt=lb) 2=731,13=596. 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Yz gypsum sheetrock be applied directly to the bottom chord. I i ®WARNING-Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use onlywith MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° 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,see ANSVTPI7 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 36610 i c I Job r. Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218225 J32975 A04 HIP TRUSS 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:50 2017 Page 1 ID:ACzXFSZNyEayNQ9dnkZfEyGOD2-KjH48?GCUGebSN17g3nv707sgAISY45FlFW WUT�vgkp i-2-0.0 i 2-8-0 6-11-0 11�10-0 16-8-0 i 22-4-9 i 27-11-7 � 33-5-8 33�90 39-8-0 i r2-0.0 2.8-0 4-3-0 4111-0 410.0 5-8-9 5-6-13 5-6-15-11.0 I � Scale=1:71.6 I i 3x8 = 5x5 = 3x8= 3.6 II 3x6= 2x4 II 5x8 = I 6.00 12 3 26 4 27 5 6 7 28 8 29 9 i 4x6 d 10 c6 d m 2 cn 6X10 16 = I N b N 22 19 18 17 d 3x6 _2x4 II 2x4 II 8x10 = 15 14 13 12 11 r 2x4 II 6-2-8 t 3x6 II 5x6 = 8x10 = 4x4 = 3x6 II i 1.8-8 b0 6-11-0 11-10-0 Mo 18-9-0 224-9 22 27-11-7 33-9-0 39-6-0 11- 4-3-0 411-0 410-0 2-1-0 3-7-9 0.1-2 5-5-1 511-0 1-0.0 Plate Offsets(X,Y)- 13:0-2-8 0-2-41 19:0-6-0.0-2-81 f13:0-4-14 0-3-21,I16:0-3-3,0-3-61,f17:0-4-5.0-3-51,f20:0-6-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.31 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.70 16-17 >680 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 - Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-AS Weight:254 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP 285OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied. Except: 2-20:2x4 SP No.2,5-15:2x4 SP No.3 6-10-0 oc bracing:2-21 WEBS 2x4 SP No.3*Except* 17-20,14-16:2x4 SP No.2 REACTIONS. (lb/size) 2=195810-8-0,11=1766/Mechanical Max Horz 2=298(LC 7) Max Uplift 2=732(LC 9),11=-595(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3272/1081,34=2837/1025,4-5=-3856/1415,5-7=-3821/1403,7-8=2693/1051, 8-9=2693/1051,9-1 0=-1 915/713,10-11=1 707/610 BOT CHORD 2-21=-748/2821,20-21=748/2821,16-17=-983/3392,5-16=321/169,13-14=-919/3115, 12-13=-416/1618 WEBS 3-20=-274/1070,4-16=196/603,9-12=-569/236,10-12=-487/1713,17-20=-969/3350, 4-20=746/272,9-13=-488/1490,7-14=-768/275,14-16=-874/3046,7-16=-343/1154, 8-13=436/230,7-13=629/205,4-17=-449/201 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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 100 lb uplift atjoint(s)except Qt=lb) 2=732.11=595. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 property incorporate this design into the overall p�r building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing t V tiTe 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,see ANSUTPII 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,Alexandda,VA 22314. Tampa,FL 36610 I JQb Ir. Truss Truss Type Qty Ply J32975 GHO Lot 269 Turnelle Residence T10218226 J32975 A05 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:51 2017 Page 1 ID:ACzXF5ZNyEa-pNQ9dnkZfEyGOD2-ovrSLLHgFamS3XKBOml8fDfySa3UHV WoXvg3Rwzvgko i-2-0-1 21 1 5-0-0 i 14-0-4 i 16-8-0 25-8-0 i 31-8-0 _ 39-9-0 i �2-0-0 2-8-0 2-4-0 40-0 s-0-0 2-7-12 9-0-0 &o-0 a-o-0 ' Scale=1:73.8 Sx8 7x10 M18SHS c = 4x4 = 3x6 II 4x8 = 4x4 = , 6.00 12 4 5 6 7 26 8 27 9 2x4 II 3 d 4x8 M181SHS- i 10 0 2 Iq 1 20 d Io x 0 = d 15 — a A 22 19 18 17 16 ' 3x6= 3x4= 6x6= 3x4 = 14 13 28 12 11 2x4 II 3x6 II 7x8 = 4x4 = 5x6 II i i..n 44-8 i r� 1-e-8 5-0-0 9-0-0 14-0-4 16-8-0 1&9_0 25-8-0 31-8-0 39A-0 11 2-0-0 4-0-0 6{1-4 2-7-12 2-1-0 &11-0 640 1-0-0 Plate Offsets(X Y)— 14:0-5-4 0-1-81 f9:0-3-12 Edgel f10:Edge 0-1-121 fl l:Edge 0-3.81 f14:0-3-0.0-0-81,fl5:0-3-2.0-3-31 f20:0-6-12,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.21 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.48 15-16 >997 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-AS Weight:283 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-7,7-9:2x6 SP DSS BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2'Except* 2-2-0 oc bracing:2-21 6-14,3-18:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 10-11:2x4 SP No.2 REACTIONS. (lb/size) 2=1957/0-8-0,11=1767/Mechanical Max Horz 2=343(LC 7) Max Uplift 2=-731(LC 9),11=-596(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3272/1080,3-4=-3168/1179,4-5=-2913/1127,5-6=-3188/1224,6-8=3172/1221, 8-9=2489/1010,9-10=-2091/778,10-11=1685/617 BOT CHORD 2-21=-780/2852,20-21=-780/2851,1 7-1 8=-1 241361,16-17=-558/2196,15-16=799/2911, 6-15=-425/223,12-13=-442/1754,3-20=-270/181 WEBS 4-17=-403/142,4-16=-358/1122,13-15=651/2301,8-15=2741894,8-13=1064/396, 9-13=-355/1163,9-12=-393/192,10-12=-468/1726,17-20=-450/1899,4-20=-320/1008, 5-16=710/293,5-15=-149/466 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 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,with BCDL=1 O.Opsf. 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(jt=lb) 2=731,11=596. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MAN, 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 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,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Instttule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I i JQb ,� Truss i Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218227 J32975 A06 HIP TRUSS 1 1 I Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:53 2017 Page 1 f ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-klyCmOJ5nBOAJgTaVBLcielMyNkEIS05_C9AVazvgkm i -2-0-0 i 2-8-0 6-10-0 1.1--1 15-&14 17-3.13, 23-4.2 22 8-0 34-6-4 i 39-8-0 i 2-0.04-2-04-&14 1-0-15 6-0.5 6-3.14 411M 5-1-12 j Scale=1:72.9 I I 6.00 12 5x8 = 3x4 = 3x6 = 2x4 II 5x8= 5 26 6 7 8 9 3x6 3x4 2x4 II 4 10 3 c� 4x6 d 11 d " 2 1 0 20 27 28 2/9d Io -0- 8x = N 3x6 —x 22 19 18 17 16 15 14 13 12 I I 2x4 II 3x4 = 6x6= 3x4= 5x8 = 5x5 = 4x4 = 34i 43— I 1-8-8 48$ 2$-0 5-0-0 11-0-0 11r38 17-3-13 20-2-0 23-0-2 294-8 2 348-4 1914" f/-B�f- 11 2-0-0 s-0-0 6-o-s 21 7 3-1-14 6-0-6 4-10-0 51-12 1-0-0 Plate Offsets(X.Y)— f5:0-6-0,0-2-81.f9:0-6-0,0-2-81.fl4:0-2-8 0-3-01 f15:0-4-0,0-3-01 f20:0-6-14.0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.19 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.43 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.14 12 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix-AS Weight:275 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. Except: 3-18:2x4 SP No.3 2-2-0 oc bracing:2-21 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 JOINTS 1 Brace atJt(s):20 REACTIONS. (lb/size) 2=1957/0-8-0,12=1767/Mechanical Max Horz 2=388(LC 7) Max Uplift 2=-731(LC 9),12=-597(LC 9) Max Grav 2=2058(LC 13),12=1851(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3460/1092,3-5=-3506/1260,5-6=-2363/976,6-8=-2358/965,8-9=-2358/965, 9-1O=2159/836,10-11=1 8991678,1 1-1 2=-1 79 5160 9 BOT CHORD 2-21=795/3176,20-21=795/3175,3-20=405/260,16-17=446/2025,15-16=-591/2420, 14-15=-408/1803,13-14=-408/1557 WEBS 5-17=-456/171,10-14=99/430,11-13=-501/1709,17-20=415/1953,5-20=485/1560, 10-13=-714/265,8-15=455/231,9-15=-269/883,6-16=4651211,5-16=-226/775 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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,with BCDL=1 O.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s)except(jt=lb) 2=731,12=597. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%gypsum sheetrock be applied directly to the bottom chord. WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall `• building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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,see ANSIfTPII 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 36610 I i Jpb •e Truss Truss Type City Ply J32975 GHO Lot 269 Tunnelle Residence I T10218228 J32975 A07 HIP TRUSS 1 1 Job Reference o fional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:55 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-gh4zBiKLJoGtY8dydcN4g3giIBU1 DKtOSWeHahzvgkk t3-0-o !10-8-0 1-t 20-" 27-e-0 30-7-0 2-0-0 35�-12 39-6-12 2-0-0 5.64 5-1-12 -2-0 -2-0 7-4-0 77-0 2-11-0 1S0 3-0-12 42-0 I Scale=1:78.8 � I i 6.00 12 Sx8 M18SHS 11 2x4 II 4x8 = 6x6= s 3x6 i 4x6 6 7 37 B 38 9 6x8 = 5 5x5= 2x4 II 5x16 = 4 10 11 12 3x4 3 31 I I 36 °b 2x4 I 2 6 d ; I`" d d 1 27• 25�x8 = Sx8= 17 15 14 13 ! �� 29 28 23 22 21 20 18 3x4= 4x4 II 3x6—_ 4x4 = 6x8= 5x8 = 2x4 II 2x4 II 2x4 II 2x4 II 3x4 11 2 sxe 1-0-0 B-11-12 = 12-2-10 11-10-0 1150 32-0-0 i SS-0 10-8-0 11S{1�0.p 20-0-0 27-8-0 129-7-0$47-0 �_ 37-0-12 3V 12 SE-0 5-1-12 - 7-0-0 7-4-0 1-11-0 1-5-0 5-0-12 2-2-0 0�10 0-4-0 0-4-10 Plate Offsets(X Y)— 19'0-3-0 0-2-71 r12:0-3-12 0-3-01 r19:0-2-8 0-2-81 f21:0-4-0 0-3-01.f24:0-6-0 0-4-41 f26:0-5-8,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.07 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.22 20-21 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.02 36 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-AS Weight:307 lb FT=0% * LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2'Except` 10-0-0 oc bracing:26-28,22-24 ■ 5-28,7-22:2x4 SP No.3 WEBS 1 Row at midpt 7-25,8-24 i WEBS 2x4 SP No.3'Except* JOINTS 1 Brace at Jt(s):31 12-13:2x6 SP No.2,12-15:2x4 SP No.2 OTHERS 2x8 SP SS REACTIONS. (lb/size) 25=2787/0-8-0,36=903/0-6-12 Max Horz 25=289(LC 5) Max Uplift 25=1027(LC 9),36=265(LC 9) Max Grav 25=2787(LC 1).36=1042(LC 18) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=487/915,3-5=-766/1703,5-6=-740/1702,6-7=-706/1674,7-8=-563/1121, 8-9=1212/335,9-10=-1420/326,10-11=-1655/390,11-12=-1655/390 BOT CHORD 2-29=-739/582,16-19=-329/1679,15-16=329/1679,14-15=-111/280,13-14=-111/280, 7-24=-248/869,25-26=-1506/983,24-25=1200/695 WEBS 3-29=-267/313,10-19=-591/225,10-15=-554/163,15-31=323/1532,30-31=-352/1583, 12-30=-315/1526,7-25=1851/674,26-29=-677/498,3-26=-774/423,21-24=-132/522, j 8-24=-1819/682,19-21=-138/703,B-19=-249/732 NOTES- 1)Unbalanced roof live loads have been considered for this design. j 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; ! Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 j 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. ! 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)36 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection.(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 25=1027,36=265. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''/V gypsum sheetrock be applied directly to the bottom chord. I ! WARNING-Verity,design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 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 r building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IVI Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �qAiTek° fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSIfTPlI 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 36610 i I Jpb Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10216229 J32975 A08 HIP TRUSS 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:57 2017 Page 1 IDACzXF5ZNyEa_pNQ9dnkZfEyGOD2-d3CjcOMbrQWbnSnLkIPYvUvOW 97hEIhvg7NeZzvgki 13-0-0 -2-0.0 5E4 10R0 11-1 15-0-0 20-4-0 25-8-0 29-7-0 3 343-0 395-12 2-0-0 SE-0 6-1-12 1-2-0 -2-0 2-0-0 5-0-0 5h-0 3-11-0 43-0 5312 Scale=1:77.6 = 6.00 1 6x6 2 3x4= 5x8= , 2x4 I I 4x6 8 9 35 10 6x8= 3x6-�- 44 i 6V1.4 5x5= 2x4 I I 5x16 = 5 11 12 13 I V — .4 3x4 3 n, h 0 34 05 1- 24 2 6 d Nd'"'i I 15 14-6x8= 28 27 26 22 21 20 36 19 1817 3x8 = 2x4 11 3x6__ 4x4= 6x8 = 5x8 = 4x4= 5x8= 2x4 II 3x4 = 2x4 I 6„b25t12 f 2-1 11-10-0 11-0-0 15-0-0 30-7-0 10-8-0 11-5$,13-0110 204-0 25-9-0 i 29-7-0 30r0,0 i 34J-0 39 6-12 SE4 5-1-12 2 2-0-0 5-0-0 5-0-0 3-11-0 5312 0_0.100E-4 0-7-0 0-" 0 4-10 Plate Offsets(X,Y)— f8:0-3-8.0-2-41,f10:0-6-0.0-2-81.f13:0-3-12.0-3-01.f16:0-5-8,0-2-81,f20:0-4-0,0-3-01.f21:0-0-0,0-1-81.f23:0-5-12,0-4-41.125:0-5-8.0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.13 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.17 20-21 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.03 34 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:317 lb FT=OW LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-8:2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2'Except' 10-0-0 cc bracing:25-27,21-23 v 5.27:2x4 SP No.3 WEBS 1 Row at midpt 7-24,10-20,9-29 WEBS 2x4 SP No.3*Except* JOINTS 1 Brace at Jt(s):29 13-14:2x6 SP No.2,9-23:2x4 SP No.2 OTHERS 2x8 SP SS REACTIONS. (lb/size) 24=2781/0-8-0,34=901/0-6-12 Max Horz 24=329(LC 5) Max Uplift 24=1227(LC 4),34=470(LC 4) Max Grav 24=2781(LC 1),34=1 033(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=474/878,3-5=-768/1683,5-6=-726/1674,6-7=-749/1871,7-8=-369/878, 8-9=377/969,9-10=-600/313,10-11=-1627/788,11-12=-1011/469,12-13=-1011/469 BOT CHORD 2-28=-702/568,19-20=356/854,15-16=-627/1424,7-23=577/1000,24-25=-1493/977, 23-24=-1054/503 WEBS 3-28=-272/317,7-24=2327/952,9-20=-436/605,10-20=-583/279,10-16=484/1003, 13-15=549/1189,6-24=145/346,12-15=327/179,11-15=-593/272,25-28=-645/487, 3-25=-796/431,20-23=138/459,23-29=-1724/854,9-29=1650/834,11-16=554/270, 16-19=-349/844 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf,,BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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,with BCDL=10.Opsf. 6)Bearing at joint(s)34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=1b) 24=1227,34=470. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and VT gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 pi�Y�, building design. Bracing indicated is to prevent buckling;of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW 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,see ANSIrrPl1 Quality Criteria,DSB-09 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 36610 I I i I�b + Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218230 J32975 A09 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:46:59 2017 Page 1 ID:AC7XF5ZNyEa_1NQ9dnkZfEyGOD2-ZSKT04NrN 1 nJ l lxksSSO_v?PlooO97z_M8cUjSzvgkg -2-0-0 5-11-15 10.8-0 2-2-1 17-0.0 23-8-0 28-0.0 30.8-0 33-4-12 38-11-8 3 2 2-0-0 5-11AS 4-8-1 -6-t0 4-9�6 6-8-0 4-4-0 2.0 2-8-12 5-6-12 017 I Scale=1:81.9 8x8 = 6.00 12 Sx5 = 2x4 II 8 35 9 6x8 = 4x6 5- 5x8 = 2x4 II 5x16 = • 3x6 7 10 11 12 5 37 d 3x4 i 4 d " eb 3 o ob 2-4-8 fi 34 0 ab q1 "' 2 d N id 1 o c15 14 13 29 28 27 23 22 21 36 20 19 11.7g 16 3x8 = 2x4 I I 3x6 4x4= 2x4 II 2x4 I 4x4 = 5x8 = 2x4"5t?8-1 6x8= 2x4 II 6x8= 2x4 II 6x8= 12-2-10 11-6-0 304-0 511-15 10-8-0 1 1 17-0-0 238-0 28-0-0 29b-0 33-0-12 3&11-0 3 2 5-11-15 4-8-1 4-0-0 6-8-0 4-0-0 tb0 -0-0 2 IN2 6b12 0.7 0-0-10 0-8-10 Plate Offsets(X,Y)— f8:0-6-0.0-2-81,f9:0-2-8.0-2-41,f10:0-5-4.0-2-81.f12:0-3-12.0-3-01,f18:0-5-8.0-2-81.f20:0-4-0.0-3-01.f24:0-5-12.0-4-01.f26:0-5-8,0-4-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.07 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.19 16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.03 34 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-AS Weight:326 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 5-28,7-22:2x4 SP No.3 10-0-0 oc bracing:26-28,22-24 4 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-25,8-24,9-20 12-13:2x6 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 25=2792/0-8-0,34=898/0-3-8 Max Horz 25=431(LC 9) Max Uplift 25=1008(LC 9),34=284(LC 9) Max Grav 25=2792(LC 1),34=1019(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=506/970,3-5=-764/1708,5-6=-741/1710,6-7=-715/1654,7-8=-609/1328, 8-9=682/233,9-1 0=1 424/407,10-11=-954/254,11-12=-954/254 BOT CHORD 2-29=-781/604,25-26=-1510/984,24-25=1245/586,7-24=-473/1541,20-21=-246/327, 15-18=-287/1211,14-15=-287/1211 WEBS 3-29=277/327,26-29=-711/527,3-26=-767/411,7-25=-1830/669,21-24=-281/304, 8-24=-2099/706,8-20=338/985,9-20=760/324,10-18=-643/299,11-14=-446/236, 18-20=115/680,9-18=-337/1034,12-14=310/1171,10-14=-363/46 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf,,BCDL=3.Opsf;h=1611t;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)8. 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,with BCDL=10.Opsf. 7)Bearing at Joint(s)34 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 25=1008,34=284. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrcck be applied directly to the bottom chord. i I , ®WARNING-Verify design parameters and READ NOTES ON T—{t IS AND INCLUDED MITEK REFERENCE 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 B�- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i i■ building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ��'�'e�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses,and truss systems,see ANSVTPII 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 36610 I I i Jpb o Truss Truss Type City Ply [J32975 GHO Lot 269 Tunmelle Residence T10218231 J32975 A10 ROOF SPECIAL 1 1 Jab Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:01 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-VrRERIP6vel l G356ztUU3K41DcSNdl pHgS5bnKzvgke $0.0 5-11-15 10-8-0 1 -2-1 19-0-0 2-8-0 26-0.0 29-8-0 34-1.0 38-11-8 3 2- 2 -0-0 5-11-15 48-1 -6-10 6-9-6 2-8-0 4-4-0 45-o 410.I 0- 5x8= Scale=1:87.7 5x5 = 6x8 = "i 6.00 12 8 9 6x8 = 2x4 II 5x8 -_ 4x6= 2x4 II 5x16 = 4x6 10 11 12 13 3x6�4x6 �6 7 5 ro 3x4 G 4 d 3 6 d 0 35 dI 2 0 d N 1 0 oL6 15 14 30 29 28 24 23 22 21 20 36 19 18 17 3x8 = 2x4 I I 3x6__ 4x4 = 2x4 II 3x4 II 3x6 = 3x4 = 2x4 II 6x8= 4x10=5x10 = 6x8= 6x8 = 6x8= 12-2-10 11-6-0 511-15 10-8-0 1- 1 19-0-0 21-8-0 26-0-0 29-8-0 341-0 3&11-0 3 2 511-15 4-81 6-0-0 2-0-0 a-0-0 3A-0 3-SO 410-8 a7 0-0-10 0-8-10 Plate Offsets(X,Y)- f8:0-6-0,0-2-81,f9:0-2-8,0-2-41,f10:0-5-4,0-2-81.f13:0-3-12,0-3-01,f16:0-5-8.0-4-01,f20:0-4-0.0-2-81.I25:0-6-4,0-3-121,f27:0-5-8.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.05 19-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.12 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 35 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-AS Weight:362 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied. Except: 5-29,7-23,11-18:2x4 SP No.3 10-0-0 oc bracing:27-29,23-25,16-18 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-26,9-20,10-20 13-14:2x6 SP No.2 2 Rows at 1/3 pts 8-25 OTHERS 2x8 SP No.2 REACTIONS. (Ib/size) 26=2791/0-8-0,35=899/0-3-8 Max Horz 26=485(LC 9) Max Uplift 26=996(LC 9).35=-297(LC 9) Max Grav 26=2791(LC 1),35=1001(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=505/966,3-5=-764/1706,5-6=-741/1708,6-7=-724/1723,7-8=596/1322, 8-9=468/198,9-10=592/175,10-11=-992/270,11-12=-716/207,12-13=-716/207 BOT CHORD 2-30=-778/604,26-27=-1510/985,25-26=1227/556,7-25=-383/1408,20-22=-92/306, 19-20=-216/831,15-16=-272/999 WEBS 3-30=-277/328,27-30=708/527,3-27=-769/411,7-26=-1967/754,8-25=-2032/633, 8-20=248/786,10-20=724/260,16-19=-209/847,10-16=130/378,12-15=-370/194, 13-15=-297/1033,11-15=-485/111 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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,with BCDL=10.Opsf. 6)Bearing at Joint(s)35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(Jt=lb) 26=996,35=297. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.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 p q� building design. Bracing Indicated is to prevent buckting;of individual truss web and/or chord members only.Additional temporary and permanent bracing ii�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,see ANSI/TI ll 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 36610 i Jpb Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218232 J32975 A11 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:03 2017 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-RDZ sRQMQGHIVNEV51Wy8l931PCt5xBZHmaisDzvgkc -2-0-0 5-11-75 10-&0 1 -2-1 16-3-5 `2bd-0 240.0 28-0.0 2-1- 34-9-8 39-1-8 42-0-4 4-1-0 2A-0 5.11-15 4-8-1 -6-1 4-0.11 4-0.11 3-&0 4-0.0 -i- 5-&0 4-4-0 2-10.12 -0-12 Scale=1:100.7 5x8 M1BSHS= 6.00 12 8 5x5= 2x4 I I 9 x8 = 5x5 = 2x4 I I 5x8 = 4x6\ 11 4x6 ,.- 4x6 % 12 2x4 II 3x6 i 6 7 1 0 14 15 � 5 3x4 i 4 I r, .ab 6 3 1 16 N ; I 5 � q 2 d 1 '32 42 2414 20 19 3x4 C5 II w 36 35� 3029 28 41 27 2I� ,�� 23 5x8 = 3x4 = 18 3x6 __ 4x4= 2x4 I 3x4= 5x6 = 4x8 = 2x4 11 2x4 I I 6x8 = 6x8 = 22 l 6x8 = 2x4 II 13-M 12-2-10 44-1-0 11-6-0 304-0 44-0-10 5-11-15 10.8-0 11.t`6 20-0-0 24-0-0 28-0-0 Q98-0 349-6 331-e i 42-0-4 4�0-11 r 4�0.9�0.9-1i 7-0-0 3-e-0 4-0-0 1-&-0 419 4-0-0 2-10-12 1 0-0-10 14)-0 1-0-6 0-8-10 Plate Offsets(X,Y)— [9:0-5-4,0-2-8],[10:0-2-8,0-2-4],[13:0-6-0,0-2-8],[15:0-1-12,0-2-0],[17:0-2-8,0-2-0],[21:0-4-0,0-3-0],[25:0-2-8,0-2-8],[28:0-2-8,0-3-0],[29:0-0-0,0-1-8], 131:0-6-4,0-4-01 i33:0-5-8.0-4-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.17 23 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.41 23 >932 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.03 16 n/a n/a BCDL 10.0 Code FRC2014/TPI2007 Matrix-AS Weight:392 lb FT=0%j LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: v 5-35,14-19:2x4 SP No.3 10-0-0 oc bracing:33-35,29-31,17-19 WEBS 2x4 SP No.3*Except. WEBS 1 Row at midpt 7-32,8-27,9-27,11-21 8-31:2x4 SP No.1,15-16:2x8 SP No.2 2 Rows at 1/3 pts 8-31 REACTIONS. (lb/size) 16=1216/0-10-9,32=2951/0-8-0 Max Horz 32=481(LC 7) Max Uplift 16=359(LC 9),32=-1080(LC 9) Max Grav 16=1294(LC 14),32=2951(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=506/970,3-5=-764/1709,5-6=-742/1708,6-7=732/1765,7-8=-588/1310, 8-9=1098/457,9-1 0=-1 2851450,10-11=-14501494,1 1-1 2=-1 24 3147 2,12-13=-1243/472, 15-16=-1235/357,13-14=-789/345,14-15=-755/270 BOT CHORD 2-36=-782/604,32-33=1514/986,31-32=1207/727,7-31=-390/1465,27-28=-150/596, 22-25=-324/1434,21-22=-324/1434,20-21=-193/767 WEBS 3-36=-277/327,33-36=-715/528,3-33=768/411,7-32=-2176/867,28-31=149/402, 8-31=-2188/728,8-27=-491/1297,9-27=1373/488,10-25=123/461,13-20=-400/124, 17-20=-218/855,13-17=-320/88,15-17=-248/1036,25-27=-222/962,9-25=-209/769, 12-21=-398/209,13-21=-218/899,11-21=291/23,11-25=681/338 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 16=359,32=1080. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'%"gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall No building design. Bracing indicated is to prevent buckling;of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW 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,see ANSVTPII 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 36610 i I Jpb : Truss i Truss Type Qty Ply J32975 GHO Lot 269 Turrnelle Residence J32975 Al2 ROOF SPECIAL 1 1 T�0218233 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 I 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:06 2017 Page 1 I D:ACzXF5ZNyEa_pNQgdnkZfEyGOD2-soF7VTTEjBfKMgz4mQ4fmOnZKdFzlHkOzkoMTYzvgkZ 44-7-0 -2-0-0 5-11-15 10-8-0 1-2-1 163-5 20-0-0 2-0-0 26-0-0 298-0 1-1 t'21 41-1-8 2-11-0 2-0-0 5-11-15 4-8-1 $10 4-0-11 4-0.11 4-1-8 5-10-8 1-9-8 1-8-0 5x8 M18SHS Scale=1:101.4 = I = 6.00 1 5x5 2 8 9 5x5 = 10 2x4 II 2x4 II 5x5= 3x4 = 5x5= ! 4x6 i 4x6 11 12 3x6 i 6 7 13 4x6 5 14 15 3x4% 4 i� •� 3 1 0 0 <n 0 7 16� lob 2 d or 1 0 31 22 21 19 9x4 I I N 35 34 33 29 28 27 39 40 26 25 24 5x8— 1 0.8 3x6 4x4= 2x4 II 3x4 = 5x8= 3x8= 2x4 II. 6x8= 6x8 6x8 = 2x4 II = j 6x8 = 13-M 12-2-10 11-6-0 31-1-8 43-11-0 5-11-16 10-B-0 1 1G3-5 20-0-0 2-0-0 260-0 29-e-0 3 35-34 41-1-0 2-11l 70 j 5-11-15 W-1 0- 0. 335 4-0-11 -8-0 4-0-0 3-8-0 41-8 510-0 1-9-8041-0 0-0-10 0S8 1-0-0 0-8-10 Plate Offsets(X.Y)— f10:0-2-8,0-2-41,f14:0-2-8.0-2-41,f20:0-2-8,0-2-81,f22:0-4-0,0-3-01.f23:0-2-0,0-2-121,f27:0-4-0,0-3-01.f28:0-0-0,0-1-81.f30:0-6-4.0-4-01 f32:0-5-8,0-4-01 'I i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.12 24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.26 22-23 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.03 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:385 lb FT=OW 1 LUMBER- EIRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals.; BOT CHORD 2x4 SP No.2"Except' BOT CHORD Rigid ceiling directly applied. Except: 5-34,11-25,17-19:2x4 SP No.3 10-0-0 oc bracing:32-34,28-30,23-25,16-17 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 7-31,10-26,9-27 8-30:2x4 SP No.1 2 Rows at 1/3 pts 8-30 REACTIONS. (lb/size) 16=1251/0-7-0,31=2976/0-8-0 Max Horz 31=473(LC 7) Max Uplift 16=370(1_C 9),31=-1088(LC 9) Max Grav 16=1325(LC 18).31=2976(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=506/971,3-5=-763/1709,5-6=-741/1708,6-7=-731/1759,7-8=-589/1311, 8-9=565/271,9-10=927/419,10-1 1=-1644/622,11-12=-1613/532,12-13=-1449/521, 13-14=-928/366,15-16=-1240/371,14-15=-1085/369 BOT CHORD 2-35=-782/604,31-32=1514/986,30-31=-1206/721,7-30=-402/1495,26-27=-147/721, 22-23=-333/1605 j WEBS 3-35=-277/327,32-35=-715/528,3-32=-768/412,7-31=-2194/872,27-30=130/402, 8-30=-2216/738,9-26=-266/722,10-26=-783/289,23-26=156/947,10-23=-442/1262, 12-23=-643/293,15-20=-264/1131,12-22=-290/24,8-27=-349/1153,9-27=-1003/388, 20-22=-318/1420,13-20=-639/189 NOTES- 1)Unbalanced roof live loads have been considered for this design. j 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=370,31=1088. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. �I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp�� �" building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing fy�f lT�i 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,see ANSIITPI1 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 36610 ' I 4 Job , Truss Truss Type Qty Ply J32975 GH0 Lot 269 Tunnelle Residence T10218234 J32975 A13 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:08 2017 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-oBMtv9UVFovl c87Str67rpsvnQsAmBOIR2HTXQzvgkX 44-7-0 -240-0 5-11-15 10.8-0 1-2-1 16-3-5 20.4-0 2 249-8 29-8-0 33�1-8 3&9-1 43.1-8 4 11 0 2�0 5-11-15 4-8-16-10 4-0-11 4-0-11 0. 4-0-0 410-8 3-58 5-8-0 440 0194 0-8-0 Scale=1:101.4 5x8 M18SHS = _ 5x8 = 6.00 12 5x6 2x4 8 9 11 2x4 II 2x4 II 4x6 4x6 i 4x6 12 5x5= 3x4 = 5x5 = 3x6% 6 7 13 14 5 16 n 3x4 4 1 n 3 I� m I M 2 17�I I �I or 1 d 2x4 II `� 34 32 40 36 35 30 29 28 27 26 25 24 22_ 3x10 =21 20 _ 3x8__ 4x4= 2x4 II 3x4 = 4x8=3 2x4 II 4x6 2x4 II 6x8 = 4x4= 7x8 = 6x8= 6x8 = 13-M 12-2-10 11-" 33-1-0 44-7-0 5-11-15 10-M 1 201d-0 249-8 29-8-0 3 38-9-8 431A 4 110 � '11-1: 4-8-1 0. 0. 7-" 458 410-8 2S8 SA-0 44-0 0. 0-0.10 043-0 0-8-10 Plate Offsets(X.Y)— 111:0-5-4.0-1-81.115:0-2-8.0-2-41.118:0-2-8.0-2-81,f23:0-2-12,Edce1.129:0-0-0,0-1-81,f31:0-6-4.0-4-01.133:0-5-8.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP I TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.20 21-23 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.58 21-23 >671 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.04 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:370 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-11:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2*Except* 10-0-0 oc bracing:33-35,29-31,23-25 5-35,12-25:2x4 SP No.3 WEBS 1 Row at midpt 7-32,11-26,11-28 WEBS 2x4 SP No.3'Except* 2 Rows at 1/3 pts 8-31 8-31:2x4 SP No.1,11-28:2x4 SP No.2 REACTIONS. (lb/size) 17=1244/0-7-0,32=2976/0-8-0 Max Horz 32=474(LC 7) Max Uplift 17=372(LC 9),32=1088(1_C 9) Max Grav 17=1318(LC 18),32=2976(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=506/971,3-5=763/1710,5-6=-741/1708,6-7=-732/1760,7-8=-588/1310, 8-9=441/232,9-11=483/261,11-12=-16921653,12-13=-1677/518,13-14=-1293/453, 14-15=-544/228,16-17=-1284/382,15-16=6231242 BOT CHORD 2-36=-783/604,32-33=-15141986,31-32=1206/721,7-31=-403/1496,26-28=-125/849, 12-23=-359/217,21-23=-450/1858 WEBS 3-36=277/327,33-36=-7161528,3-33=-768/412,7-32=-2191/869,28-31=1 181374, 8-3 1=-221 61741,23-26=100/878,11-23=480/1348,13-23=-676/320,16-18=-285/1111, 14-21=0/258,18-21=327/1375,14-18=-943/279,13-21=-742/190,8-28=259/967, 10-28=-9131314,10-11=9051314 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 17=372,32=1088. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. 9)Graphical puriin representation does not depict the size orthe orientation of the purlin along the top and/or bottom chord. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.101031201S 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 p+�A� iTek" building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iNl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIt 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 36610 i II I J ) I Jpb r Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218235 J32975 A14 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:10 2017 Page 1 I D:ACzXF5ZNyEa_pNQgdnkZfEyGOD2-kZUeKq WInP9lrSHf1G8bxEyHREYtE51 buMmZcJzvgkV 1-2-0-0 5-47 i7-1-11 i 10.2-7 13-8-13 V 3i 20-4-0 22-8-0 258-0 29-8-0 350.0 42-11-0 d47.0 2-0.0 54.7 1-9-3 3-0-12 3-6-7 1-6-6 SO-13 2-47 4-0-0 3-0.0 S40 7-11-0 1-8-0 Scale=1:86.0 5x5= 5x5= 6.00 12 7 8 5x5= 3x4 i 2x4 II 6 10 2x4 I I 3x4 = 3x6 5x8= 4x5 = �n 5 11 12 13 <db 4 3x4 i I 3 rn N O 8x1 1q o rb 2 d 34 ¢I1 � 18 17 26 25 30 24 31 23 32 33 22 21 20 Sx12= 16 _ 3x4 = 3x6 —_ 2x4 II 7x12 = Sx6 5x8= 5x8= 2x4 11 8x10 = 44-7-0 S47 9R12 1 2 7 15-3J 20A-0 22-8-0 26-8-0 29-&0 350-0 42-11-0 4 11 5-0-7 4-05 0. 1 5-0.13 50.13 24-0 4-0-0 3-0.0 -0-0 4-0-0 7-11-0 -60 0$-0 Plate Offsets(X,Y)— r9:0-2-8,0-2-41,r11:0-5-4,0-2-81,f15:0-3-11,0-3-51,f17:0-0-8,0-1-81.(18:0-4-0,0-3-01,f19:0-3-13.0-3-71,f23:0-4-0.0-3-01,f24:0-3-0,0-0-41 125:0-4-3 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.32 23-25 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.69 23-25 >596 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.06 14 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-AS Weight:322 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals:, BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. Except: 10-21,12-17:2x4 SP No.3 10-0-0 oc bracing:19-21,15-17 = WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-22,11-15,8-23 2 Rows at 1/3 pts 6-25 REACTIONS. (lb/size) 14=1391/0-7-0,25=279910-11-5 Max Horz 25=466(LC 7) Max Uplift 14=428(LC 9),25=-1042(LC 9) Max Grav 14=1418(LC 18),25=2799(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=490/939,3-5=-612/1389,5-6=-545/1391,6-7=-1027/417,7-8=973/434, 8-9=1276/541,9-10=-2011/767,10-11=-2014/655,13-14=-1297/408,11-12=-1122/424, 12-13=-1054/383 BOT CHORD 2-26=-764/584,25-26=-764/584,23-25=-163/485,22-23=-162/1120,10-19=-359/215, 18-19=-698/2423,12-15=-482/270 WEBS 8-22=-176/490,9-22=-729/246,19-22=-191/1256,9-19=-494/1442,11-19=-956/373, 11-18=-365/197,15-18=-700/2331,11-15=-1414/380,13-15=-549/1710,5-25=414/246, 3-25=-480/299,7-23=-223/610,6-23=-204/921,8-23=1081/460,6-25=2445/867 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jf=lb) 14=428,25=1042. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTek®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 p �• building design. Bracing Indicated is to prevent buckling'of individual truss web and/or chord members only.Additional temporary and permanent bracing V I iT�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,see ANSUTPII 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 36610 I Jpb . Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218236 J32975 A15 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:12 2017'Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-gyc01WX?J 1 PT51QD6gB30fl ck1 HFiORuMgFgggzvgkT Xzl' 2-0-0 5-5-14 -6-1 3-SS 3-2-11 -8-11 411-6 4-2-0 4-0-0 -2-0 4-9-0 2-5-0 4-2-8 V -2- j 5x5= Scale:1/8"=1' 6.00 12 6 5x8 M18SHS= 5x8= 4x5 II 3x4 i 7 9 5 8 3x6 5- 4x6 5x8= 2x4 II 5x8 = M 4 10 11 12 U� 3 u- 2!0 i 1 d 13� 1 2 _21 19 I�11 d 35 36 26 25 24 23 22 5x8= 2x4 II 1 3x6 11 3x6 = 3x6 I I 6x6 = 5x8= 5x5 = 2x4 11 2x4-- 2x4 11 5x8 = 2x4 Z�, 2x4 11 2x4 2x4 2x4 6-11-15 304-0 43-11-0 393 6E4 13-7-15 20-0-0 246-0 2a-6-0 34-5-0 36-10-0 41-0-a !L 7 0 3-9-3 2-9-10. 1 69-1 69-1 42-0 4-0.0 -2-0 3-9-0 2b0 412-8 1-0.0 0-8-0 Plate Offsets(X.Y)— r7:0-5-4,0-2-81.r10:0-5-4.0-2-81.117:0-4-O.Edgel.r19:0-2-12.0-3-01,r2O:0-2-12,0-2-81,f24:0-4-0,0-3-01,f25:0-1-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.31 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.66 19-20 >683 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.83 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix-MS Weight:316 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP 2850F 1.8E TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, BOT CHORD 2.4 SP 285OF 1.8E`Except except end verticals. 9-22,13-17:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 13 0-0 oc bracing:2-26,25-26 12-13,11-18,12-17:2x6 SP No.2 7-2-11 cc bracing:19-20. 14-16,27-28,27-29,29-30,7-20:2x4 SP No.2,17-19:2x4 SP No.1 10-0-0 oc bracing:20-22,13-14 WEBS 1 Row at midpt 7-24,10-20,7-23 JOINTS 1 Brace at Jt(s):29,31 REACTIONS. (lb/size) 13=1947/0-7-0,26=2582/0-11-5 Max Horz 26=444(LC 7) Max Uplift 13=765(LC 9),26=972(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=554/1106,3-5=1341/424,5-6=1561/663,6-7=-1461/672,7-8=-2191/900, 8-9=2215/911,9-10=-2561/917,12-13=-1863/762,10-11=-3687/1443,11-12=3967/1539 j BOT CHORD 2-26=892/658,25-26=-892/492,24-25=-238/1271,23-24=-476/1778,9-20=41/388, 19-20=-1206/3494,18-19=111/283 WEBS 5-24=-157/404,6-24=-373/940,7-24=-1197/481,10-20=-1420/612,10-19=-1213/502, 1 1-1 7=-404/319,3-26=-2420/999,5-25=-877/391,3-25=-733/2135,19-29=116713434, 17-29=-1323/3863,10-30=-452/349,17-30=-853/425,12-17=-1566/4143,29-30=-238/662, 7-23=-253/111,20-23=-386/1636,8-31=-126/292,7-31=-221/645,20-31=322/869 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 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,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)except at--lb) 13=765,26=972. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)218 lb down and 201 lb up at 41-1-4,and 218 lb down and 201 lb up at 42-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MTeIrS 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 ('�'�k" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fahrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPII 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 36610 I ,Job r Truss I Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218236 J32975 A15 ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:12 2017 Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-gyc01WX?J1 PT51QD6gB30fl ck1 HFiORuMgFggCzvgkT I ! LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) I ! Vert:1-6=70,6-7=70,7-8=70,8-10=70,22-32=-20,21-22=-20,15-20=20,13-14=-20,10-12=70 Concentrated Loads(lb) Vert:11=178(F)37=-178(F) s I I it II WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 buckting'of Individual truss web and/or chord members only.Additional temporary and permanent bracing iY0 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the +AAiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrM1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. I Safety Information available from Truss Plate Institute,)218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 j I I i Jpb : Truss Truss Type city Ply J32975 GHO Lot 269 Tunnelle Residence T10218237 J32975 A16 ROOF SPECIAL 1 1 Job Reference o ticnal East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:13 2017'IPage 1 I D:ACzXFSZNyEa,pNQgdnkZfEyGOD2-9BAmzsYd4KYKiv?QgOilYsaoDRaARS02aK?ECezvgkS 46-8-0 -2-0-0 7-1-11 12-0-15 20-4-0 26-8-0 30.8-0 36-8-12 44-8-0 44-1-0 2-0.0 7-1-11 5-5-5 7-9-1 6-4-0 4-0-0 6-0-12 7-11-4 0. 1-9-0 Scale=1:87.1 I 5x5 = 6.00 12 6 5x8= 5x5 = 3x6 7 3x6 5 3x6 2 3x6 ` 4 9 10 M 3X6 c� 3 2x4 11 n 2x4 I I 2 2x4 = m +1 11 d 18 17 29 16 30 15 14 13 Z � 12 0 d 4x6 = 3x6 II 5x10 = 5x8 = 2x4 11 5x8= 2x4 II 4x6 = 4 4-0 4--5 11-7-15 1 5 20 4-0 26 8-0 30 8-0 36-8-12 44-M 4-0 4 0-- 1 6-10-0 0-11-0 7-9-1 6 4-0 4-0-0 6-0-12 7-11-4 Plate Offsets(X,Y)— f7:0-5-4,0-2-81,f8:0-2-8,0-2-41,f14:0-2-12.0-3-01,f16:0-4-0.0-3-01.f17:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.32 15-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.48 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.14 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:265 lb FT=0%i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16,6-16,7-16,3-17 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=2405/0-11-5,11=1904/0-8-0 Max Horz 18=493(LC 7) Max Uplift 18=1107(LC 4),11=1004(LC 4) Max Grav 18=2405(LC 1),11=1981(LC 14) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=431/759,3-5=-1905/966,5-6=-1915/1058,6-7=1838/1026,7-8=2270/1289, 8-10=-2605/1405,10-11=3235/1696 BOT CHORD 2-18=-595/513,17-18=711/513,16-17=-571/1593,1 5-1 6=-1 04712365,14-15=1050/2367, 13-14=-137612750,11-13=-1376/2750 WEBS 6-16=-821/1149,7-16=13531780,7-14=-417/162,8-14=-540/805,10-14=-747/474, 10-13=-230/271,3-18=-2253/939,5-17=-540/289,3-17=-1058/2291 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=4491t;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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,with BCDL=I O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 18=1107,11=1004. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall FEE building design.Bracing indicated is to prevent buckling'of Individual truss web and/or chord members only.Additional temporary and permanent bracing �i'�'�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,see ANSlfTPI1 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 36610I •Job t Truss Truss Type City Ply rbJob 975 GHO Lot 269 Tunnelle Residence T10218238 J32975 A17 ROOF SPECIAL 1 1 Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:15 2017 Page 1 ID:AC7XF5ZNyEa_pNQ9dnkZfEyGOD2-5XHXNYaucyo2yD9oopkmeHf4MFH?vLuK2dUKH WzvgkQ 46-8-0 -z2--00-o0 6s-8a-s5 11s-8a-61 4 z 1-8a-0 3-11.I2 0 32-8-0 7B12 48-0 44 0 o 1a oz ao7-3 2- 4 12 1-9-0 Scale=1:86.9 I 5x5 = 5x5 = 6.00 12 6 7 a 3x6 5x5 = Sx8 = 3x6 5- 5 8 3x6 4 30 31 10 3x6 0 3x6 11 m 3 2x4 I I 2x4 I I 2 2x4'_ 12 n .}i 1 d 20 19 32 18 33 34 17 16 15 14 kL _ 13 -6 4x6 — 3x6 II 5x10 = 3x8= 5x5 = 3x6= 5x5 = 2x4 II 4x6 4-0-0 4-/1r0 11-8-14 19-0-0 21-8-0 �3-11-12 28-8-0 3211 37.8-12 4411 4-0-0 0-4-0 7�-14 7-0-2 2" 2_' 4-8-4 4-0-0 5-0-12 6-11-4 Plate Offsets(X.Y)— r6:0-2-8.0-2-41,r7:0-2-8,0-2-41,r9:0-6-0,0-2-81.f15:0-2-8,0-3.O1.f17:0-2-8.0-3-01.rl9:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.23 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.50 16-17 >965 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.15 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Weight:280 lb FT=0% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18,7-18,8-17 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 20=2376/0-8-0,12=1933/0-8-0 .Max Harz 20=464(LC 7) Max Uplift 20=895(LC 9),12=730(LC 9) Max Grav 20=2376(LC 1),12=1987(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=411/696,3-5=-2055/682,5-6=-1999/817,6-7=1681/798,7-8=-2392/969, 8-9=2790/1068,9-11=2809/1015,11-12=3312/1079 BOT CHORD 2-20=544/490,19-20=654/517,18-19=-283/2018,17-18=-237/1869,16A7=-660/2772, 15-16=-537/2413,14-15=-752/2833,12-14=-752/2833 WEBS 3-19=807/2341,5-19=-523/282,5-18=-269/156,6-18=-198/665,8-16=-515/215, 9-16=221/695,9-15-131/445,11-15=-602/262,3-20=-2234/926,7-18=-534/178, 7-17=-408/1170,8-17=-1273/536 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 20=895,12=730. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 property incorporate this design into the overall pp//�T �- building design. Bracing Indicated is to prevent buckling;of individual truss web and/or chord members only.Additional temporary and permanent bracing ty1 Oek" 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,see ANSIITPI1 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 36610 i i Job r Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218239 J32975 A18 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:16 2017 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ZjrvbuaWNFwvZNk?LWF?AVCG7fcDeouUHHDupzzvgkP -2-0.0 6-0-5 �10.8-14 17-0.0 23-8-0 30-8-0 30. 0 34-8-0 39-6-4 4-8-0 2-0.0 6-0.5 4-8-9 '12 6-8-0 7-0-0 0.-0 3-11-0 4-10-4 5-1-12 I 5x8 = 5x8 M18SHS= Scale=1:89.9 6.00 12 6 7 3x6 3x4 i 5x5= 5x10 M18SHS= 5 8 4 d 4x6 3x4 o 10 d 0 3 0 4x6 11 <n 2 dr1 24 23 22 21 28 20 cs 7 16 8x10 IN IN 3x W 6 3x6 II 5x6 B= 3x4 = 5x8 = 2x4 4x8= 19 15 14 13 12 2x4 II 3x4 II 6x8= 3x6 II 3x4= 3� 7-8 31-M 4-0-0 4 0 10-8-14 17-0-0 308-0 3 34-8-0 39164 44-8-0 4-0-0 M14 632 6-8-0 7-0-0 0._o 2-11-0 410-0 5-1-12 1-M Plate Offsets(X,Y)- f6:0-5-8,0-2-41,I7:0-5-0.0-2-01.f16:0-6-4,0-3-81.f20:0-4-0.0-3-01.f22:0-3-0.0-0-41,f23:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.41 18-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.54 18-20 >893 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.20 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:295 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 9-14:2x4 SP No.3 4-5-0 cc bracing:17-18 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-21.8-20 OTHERS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):16 REACTIONS. (lb/size) 12=1784/Mechanical,24=2390/0-8-0 Max Horz 24=515(LC 8) Max Uplift 12=999(LC 4),24=-1086(LC 4) Max Grav 12=1822(LC 14),24=2390(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=426/733,3-5=-1905/936,5-6=-2058/1081,6-7=-2092/1186,7-8=2412/1268, 8-9=3200/1659,9-10=3031/1679,10-11=-2021/1117,11-12=-1770/925 BOT CHORD 2-24=-584/508,23-24=754/512,21-2 3=1 08311615,20-21=-1 152/1747, 18-20=1979/3216,17-18=1673/2649,16-17=1673/2650,9-16=-302/358 WEBS 3-23=-1073/2326,5-23=-637/307,5-21=11101284,6-20=-343/641,7-20=411/604, 8-20=-1470/766,10-16=-426/986,10-13=1294/555,3-24=-2257/919,11-13=-948/1787, 13-16=934/1805,8-18=602/283,9-18=493/905 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left 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 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,with BCDL=10.Opsf. 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(jt=lb) 12=999,24=1086. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 i is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the '•�/�'iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII 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 36610 4b s Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218240 J32975 A19 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:18 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-V6zfOZrmutAdpguNTxHTFwHh SJY6jlnkbi_urzvgkN 7•s-a s-a-ia f:0— zo-a-o z6-6-o az-s-o 3s-e-o ao-s-a aaa-o z•o•o 7-sa 1-1r-1o' 112 540 5•a-a 7-o-o a-o-o 31oa 4-1-1z i i Scale=1:83A 6.00 12 5x8 2x4 II 5x8 = 6 7 8 x6 5 4 9 3x4 I 3 5x8= 5x5 = M 4I 3x4 3 1 11 d 4x6 m 2 12 "1 o - 16 Ica 26 25 24 23 3022 31 21 N 17 8 3x6 — 3x6 I I 4x8=5x6 NVB 3x4= 3x8 18 15 14 13 20 2x4 I I 2x4 11 4x8 = 3x6 11 1 2x4 11 32-8-0 4-0-0 4A-0 9-8-14 15-0-0 20-0-0 25-8-0 30.9-0 a1-9-0 36-e-0 40-6-0 44E-0 ' 4-0-0 0'-4'0 5-0-14 532 5-0-0 r 5-0-0 5-1-0 -0-0 4-0-0 3-10-0 4-1-12 a11-0 Plate Offsets(X.Y)— r6:0-6-0,0-2-81,18:0-6-0,0-2-B1.r9:0-6-0.0-2-41.r10:0-2-8.0-2-41 r16:0-3-3,0-3-131.r21:0-2-8.0-3-01.124:0-3-0,0-0-41 r25:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.41 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.59 19-21 >819 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.23 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:302 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, 8-9:2x4 SP 285OF 1.8E except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5-0-6 oc bracing. 9-17:2x4 SP No.3,16-21:2x4 SP 285OF 1.8E WEBS 1 Row at midpt 8-22,9-21 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):16 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 13=1783/Mechanical,26=2391/0-8-0 Max Horz 26=464(LC 7) Max Uplift 13=982(1_C 4).26=-1100(LC 4) Max Grav 13=1837(LC 14).26=2391(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=442/774,3-5=1746/878,5-6=-2050/1087,6-7=-2240/1242,7-8=2240/1242, 8-9=2751/1425,9-10=-2911/1609,10-11=-3195/1711,11-12=-1900/1019, 12-13=-1795/919 BOT CHORD 2-26=-628/527,25-26=711/531,23-25=824/1491,22-23=959/1753,21-22=-1310/2348, 19-21=-2013/3707,17-19=2013/3707,16-17=1836/3688,9-17=-148/254 WEBS 5-25=-769/342,5-23=-180/432,6-22=-453/895,7-22=413/197,8-22=323/157, 8-21=-626/1014,9-21=-1 645/822,10-16=734/1181,3-25=-1063/2283,3-26=-2268/932, 12-14=-922/1764,11-14=1496/685,9-16=-1239/630,14-16=-882/1731,11-16=-601/1320 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)9. 5)Plate(s)at joint(s)9 checked for a plus or minus 3 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)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(jt=lb) 13=982,26=1100. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iNl 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,see ANSVTPII 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 36610 I a , Job c Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218241 J32975 A20 HIP TRUSS 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:19 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-zlX1 DVdOfAIUQgTalfpio7gkWshfrCAwzFSYQlzvgkM 2-0-0 6-9 4 13-2-0 20 4-0 27-0 0 34-0-0 36-33 38F 0 44 8-0 2-0-0 6-9 4 6 4.12 7-2-0 7-2-0 7-0-0 1-9, 2 3 0 6-2-0 j I Scale=1:82.9 6.00 12 5x5= 3x8= 5x5= 5 23 6 7 3x6 O 3x4 4 5x5 = 5x8 = m 3 8 4x8 � ao 2 10 1 � m 24 17 25 16 15 8x TT 19 18 1 0— ¢ N I 3x6—_ 2x4 II 5x8= 2x4 II 6x8= 4x4= N 13 12 11 - 31x4 I 5x5= i 6.94 13-2-0 20-4-0 27-0-0 34-6-0 36-3-0 38-6-0 44-8-0 6-9- 6�-12 7-2-0 7-2-0 7-0-0 1-9-0 Plate Offsets(X,Y)— r5:0-2-8,0-2-41.r7:0-2-8,0-2-41.19:0-5-8.0-2-41.f11:0-2-4.0-3-01.f14:0-6-5.0-3-51.f16:0-4-O.Edael.f18:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.58 15-16 >924 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.86 15-16 >621 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.40 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:265 lb FT=0%' LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural woad sheathing directly applied, except end verticals.' 7-8,8-9:2x4 SP 285OF 1.8E,1-4:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. Except: BOT CHORD 2x4 SP 285OF 1.8E'Except' 10-0-0 oc bracing:12-14 11-13:2x4 SP No.2,9-12:2x4 SP No.3 WEBS 1 Row at midpt 6-18,6-16,8-16,10-14 WEBS 2x4 SP No.3*Except* JOINTS 1 Brace at Jt(s):14 10-14:2x4 SP No.2 REACTIONS. (lb/size) 2=2166/0-8-0,11=2028/Mechanical Max Horz 2=423(LC 7) Max Uplift 2=-1042(LC 4),11=-1078(LC 4) Max Grav 2=2166(LC 1),11=2054(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3801/1869,3-5=3225/1700,5-6=-2810/1545,6-7=-3248/1854,7-8=3672/1998, 8-9=4981/2725,9-10=-3903/2012,10-11=-2000/989 BOT CHORD 2-19=1601/3309,18-19=1601/3309,17-18=1740/3375,16-17=1740/3375, 15-16=-2742/5032,14-15=-1847/3419 WEBS 3-18=-597/307,5-18=-672/998,6-18=-956/468,6-17=-225/342,6-16=441/97, 7-16=-742/1123,8-16=-2055/1151,10-14=-163613321,8-15=-1161/505,9-15=1124/2008 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);Cantilever left and right exposed;end vertical left and right exposed;parch left exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)16. 5)Plate(s)at joint(s)16 checked for a plus or minus 2 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)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(jt=lb) 2=1042,11=1078. II I ®WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overallT building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �/d I'I'e l.' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the �M k fabrication,storage,delivery,erection and bracing of trusses and truss systems,see . ANSVTP11 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 36610 r ,Ipb r Truss Truss Type Qty Ply J32975 GHO Lot 269 Turrnelle Residence T10218242 J32975 A21 HIP TRUSS 1 1 Jab Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:21 2017 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGO D2-whfoebefBoYBg 6cy83rAtYvD WgMUJ6RD QZxf VAzvgkK 2-0-0_, S9- 11-ao 17-3-4 23-4-12 i 29-8-0 33-z-o 36-a-0 4a6-o 44-8-0 S-9-0 ' S-2-12 i 6-3-0 ' 6-1-8 63-4 3S0 3-6-0 4-0.0 4-0-0 Scale=1:81.4 6.o0 12 5x8= 2x4 II 3x6= 3x4 = 5x8= 5 37 38 6 7 8 39 9 3x6 3x4 3x4 10 4 7Z / 3 5x5= 5x8= - I 11 M 4x8 d 2 13 n' �I 1 _ 0-'\_- 17 m 25 3 24 N 23 22 21 20 Sx = 8x d 3x6 __ 2x4 5X8 = 5x8 = 3x4= Sx8 = 3x4 = N - 3x6 11 2x4 I I 3x6 11 19 16 15 14 2x4 I I 3x6 I 2x4 11 2x4 11 5x5= I OI8l 9-11-8 I 37-3-0 1-8-8 5-94 9A-0 11-0-0 17J-4 23-0-12 29-8-0 33-2-0 36-3-0 3 40-6-0 44-8-0 1-8-8 4-0.12 310.12 1-0--0 6-3-4 6-1-8 634 3, 3-1-0 3S0 0-7-0 Plate Offsets(X,Y)— r5:0-6-0,0-2-81,19:0-6-0.0-2-81 rl2:0-6-0.0-2-81,1`14:0-2-8,0-2-121,f17:0-7-2.0-3-121 f18:0-2-4,0-3-01,f21:0-3-0.0-3-01,f23:0-4-0,0-3-01,f24:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.43 21-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.96 21-22 >558 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.48 14 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-MS Weight:297 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, BOT CHORD 2x4 SP 285OF 1.8E*Except* except end verticals. 12-15:2x4 SP No.3,26-31:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-15 oc bracing. Except: WEBS 2x4 SP No.3'Except' 8-1-0 oc bracing:2-25 13-17:2x4 SP 2850F 1.8E,12-18:2x4 SP No.2 8-2-0 oc bracing:24-25 WEBS 1 Row at micipt 8-23 JOINTS 1 Brace at Jt(s):25 REACTIONS. (lb/size) 2=2161/0-8-0,14=200 1/Mechanical Max Horz 2=375(LC 7) Max Uplift 2=-813(LC 9),14=670(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3802/1272,3-5=3383/1209,5-6=-3811/1420,6-8=-3811/1420,8-9=4021/1489, 9-10=-4026/1444,10-11=5025/1723,11-12=6148/2066,12-13=-3982/1297, 13-14=1923/653 BOT CHORD 2-25=939/3315,24-25=939/3315,23-24=742/2959,22-23=1099/4021, 21-22=-944/3577,20-21=-1290/4473,18-20=1903/6246,17-18=-1018/3558 WEBS 3-24=-516/227,5-24=-84/405,9-21=-341/1077,1 0-2 1=-1 34 5151 2,13-17=1028/3463, 9-22=207/746,5-23=-384/1224,8-22=-369/175,6-23=-456/232,8-23=358/94, 10-20=-346/1128,11-18-1382/513,12-18=-964/2907,11-20=-2056/710 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)21,23. 5)Plate(s)at joint(s)21 and 23 checked for a plus or minus 3 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 Ib uplift at joint(s)except Qt=lb) 2=813,14=670. I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 eTek' 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,see ANSVTPII Quality Criteria,DSB-09 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 36610 � I Job t Truss Truss Type Qry Ply J32975 GHO Lot 269 Turmelle Residence J32975 A22 I ' HIP TRUSS 1 1 T10218243 Job Reference c tional East Coast Truss, Ft.Pierce,FL 34946 i 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:23 2017 Page 1 IDACzXF5ZNyEa_pNQ9dnkZfEyGOD2-s3mY3Hgv PovvRmLGUteyz—WIT31nyyWutQIZ3zvgkl -2-0-0 4-9-4 9-0-0 14-0-0 20 8-14 26 4 0 31 8 0 345 8 3M 44 8-0 2-0-0 4-9 4 4-2-12 5-0-0 6 8-14 5-7-2 5 4-0 2-9 8 4-11 8 5 3-0 Scale=1:81.6 I 3x8 = 5x8 = 2x4 II 3x6= 2x4 II 5x8 = 6.00 12 4 35 5 6 7 8 36 37 9 5x5 = 2x4 I I 5x5 = 3x4 10 11 12 3 m � o m 2 m �I 1 ui 0 0 18 -0- 23 II 21 d 20 8x1 d = 5x8= N 2x4 146 lc 3x6 2x4 11 2x4 I I 2x4 11 18 17 16 15 14 13 2x4 II 2x4 II 2x4 II 4x8= 4x6 — 4x8 = 3x6 II 0t6-8 9-11-8 -8-8 -9 9-M 9 4-0-0 17-8-0 0-8-4 6-4-0 31-8-0 5-8 395-0 -8-0 1 8 8 3-0-12 4-2-12 0 8 4-4-0 3 8-0 3-0-14 5-7-2 1 4-4-0 2-9 8 4-11 8 5-3-0 Plate Offsets(X,Y)— 14:0-6-0.0-2-81.19:0-6-0.0-2-81.114:0-1-8.0-1-81,116:0-2-12.0-1-81.119:0-4-8.Edge1.f21:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.42 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.95 19-20 >562 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(TL) 0.32 13 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix-MS Weight:300 lb FT=0%a LUMBER- BRACING- TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, BOT CHORD 2x4 SP 285OF 1.8E*Except* except end verticals. 8-17:2x4 SP No.3,24-29:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-10 oc bracing. Except: WEBS 2x4 SP No.3'Except' 10-0-0 oc bracing:17-19 16-19,9-19:2x4 SP 285OF 1.8E WEBS 1 Row at midpt 12-13,7-21,10-14 JOINTS 1 Brace at Jt(s):23 REACTIONS. (lb/size) 13=2005/Mechanical,2=2169/0-8-0 Max Horz 2=406(LC 7) Max Uplift 13=669(LC 9),2=-81O(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3802/1254,3-4=-3526/1234,4-5=-4222/1512,5-7=-4222/1512,7-8=4682/1648, 8-9=4657/1641,9-10=3181/1180,10-1 1=1806/712,11-12=1806/712,12-13=-1963/687 BOT CHORD 2-23=-966/3320,22-23=966/3320,21-22=-840/3114,20-21=-1433/4927, 19-20=-1433/4927,8-19=-403/208,14-16=-901/3023 WEBS 3-22=330/147,4-22=-61/297,7-19=427/109,16-19=835/3065,9-19=831/2763, 9-16=-877/206,10-16=-462/250,11-14=-410/225,12-14=842/2550,5-21=-432/221, 7-20=0/297,4-21=496/1556,7-21=-910/273,10-14=1755/604 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)21. 5)Plate(s)at joint(s)21 checked for a plus or minus 3 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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(jt=lb) 13=669,2=810. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 i'i�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,see ANSIITPII 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 36610 i i I .ob R Truss THALF ype Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218244 J32975 A23 HIP TRUSS 1 1 Job Reference c floral East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:25 2017 Page 1 I D:ACzXF5ZNyEa_p N Q9d nkZfEyGO D2-oSuJUzh9 FO2d8WNvv6204lh HhXFtOpLBvsexzvgkG i-2-0-0 r 2-B-0 7-0.0 i 148.7 22-8-4 311&0 37-0.9 44-II 2-0-0 ' 2-8-0 7-a-7 7-11-13 7-11-13 6-4-9 7-7-7 Scale=1:80.2 _ 2x4 II 5x6 3x4 = US = 3x8 = 3x6= 4x4 = 4x6= 6.00 12 3 25 264 5 6 27 2878 9 10 � d � M c� 2 ddI t 6 0 17 0 18 8x10 = R. US= 2x4// N 21 19 16 15 29 14 30 13 12 31 11 US II US II 7xl0 = 5x6 = 5x8= 4x6 = 4x6 II 3x6 II < � 6-3-8 141-8 3-9-4 7-0-0 14A-7 22-8-4 30-6-0 L12 448-0 0.11 3-2-12 7-8-7 7-11-13 7-11-13 7-7-7 1-0-0 1-14 Plate Offsets(X,Y)— f2:0-2-8.0-1-81.13:0-3-0.0-2-01,f11:Edge,0-3-81,f13:0-4-0.0-3-01,f14:0-3-0,0-3-01,f17:0-3-9.0-3-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.38 14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.86 13-14 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MS Weight:279 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals; 1-3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-2 oc bracing. Except: BOT CHORD 2x4 SP No.1'Except' 6-9-0 oc bracing:2-20 15-21,11-13:2x4 SP No.2,3-16:2x4 SP No.3 WEBS 1 Row at midpt 10-11.10-12,6-15,15-17,4-17,6-13 WEBS 2x4 SP ND.3'Except' JOINTS 1 Brace at Jt(s):17,18 10-12,15-17:2x4 SP No.2 REACTIONS. (lb/size) 11=1989/Mechanical,2=2185/0-8-0 Max Horz 2=372(LC 7) Max Uplift 11=672(LC 9).2=-808(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3646/1187,3-4=3273/1162,4-6=-3560/1329,6-7=-3468/1295,7-9=3468/1295, 9-10=-2296/899,10-11=-1918/696 BOT CHORD 2-20=-875/3169,18-20=-875/3169,17-18=-922/3287,14-1 5=-1 242/4042, 13-14=-1242/4042,12-13=651/2296,16-17=0/266,3-17=-333/1264 WEBS 10-12=-953/2823,9-12=-1540/607,9-13=525/1555,6-15=-673/196,15-17=-1090/3576, 4-17=475/184,7-13=-484/253,6-13=770/237,6-14=0/350,4-15=-443/220 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)13,14. 5)Plate(s)at joint(s)13 and 14 checked for a plus or minus 3 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)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(jt=lb) 11=672,2=808. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek0 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 rn�I�T �• building design.Bracing indicated is to prevent buckling;of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI lek" 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,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instftute,'218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 � I I ,jab r, Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence J32975 A24 HALF HIP TRUSS 1 1 T10218245 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:26 2017 Page 1 I D:ACzXF5ZNyEa-pNQ9dnkZfEyGO D2-GeSh hli nOKAUmvVwxd RLabc2_h_Y_K WyareQAOzvgkF -2-0.0 2-a- 5-0-0 13-0-4 1s-4-is zs-11-9 28-9-4 38-7-2 44-4-8 44 -o 2-0-0 2-8-0 2-4-0 8-0-4 1 6-0-11 6-6-11 2-9-11 9-9-14 5-9-6 0•-8 �I Scale=1:80.2 6.00 1 2 5x5 = 3x4= 5x12 = 3x8 = 3x6=2x4 II 4x4= 4x6 = 3 4 26 5 6 27 287 8 9 10 d N 2 1 •-o- 1 18 z z 19 IN 3x8 = 8x10 = 1 22 20 17 16 15 14 13 12 11 2x4 1/ 3x4 II 8x8 = 3x4 = 5x6 = 5x8 = 4x6= 3x6 II 3x6 I I 3x6 II 1-8-8 2-94 28-11-0 l 5-0-0 13-0-4 194-16 2511-9 2&94 38-7-2 44b-0 0.11 2-2-12 8-0-4 6-411 68-11 2-4110.1-2 9A-2 6-0-14 1-0-0 0-14 Plate Offsets(X,Y)— f2:0-4-12.0-1-81.f3:0-2-8,0-2-41,f5:0-5-0.0-3-01.f13:0-4-0.0-3-41.f14:0-3-0.0-3-41.f18:0-6-5,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.45 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.97 14-15 >549 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(TL) 0.17 11 n/a, n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Weight:273 lb FT=0% l LUMBER- BRACING- TOP CHORD 2x4 SP 2850F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, 1-3:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP 285OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 6-5-9 oc bracing. Except: 3-17:2x4 SP No.3 8-6-0 oc bracing:2-21 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 10-11,5-16,6-13 10-12,9-13:2x4 SP No.2,16-18:2x4 SP 285OF 1.8E JOINTS 1 Brace at Jt(s):18,19 REACTIONS. (lb/size) 11=1988/Mechanical,2=2186/0-8-0 Max Horz 2=303(LC 7) Max Uplift 11=671(LC 9),2=-808(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3490/1116,3-4=3369/1170,4-5=-3976/1447,5-6=-4769/1710,6-8=3842/1398, 8-9=3842/1398,9-10=-2300/878,10-11=1931/690 BOT CHORD 2-21=-839/3064,19-21=-839/3064,18-19=-961/3368,15-16=-1510/4757, 14-15=-1512/4771,13-14=-151214771,12-13=675/2300,3-18=406/1432 WEBS 10-12=-970/2871,16-18=-1259/3986,4-18=-721/293,3-19=-440/173,4-16=-325/203, 5-16=-979/328,B-13=-428/224,9-1 2=-1 62 916 24,9-13=-656/1945,6-14=01270, 6-13=-1124/383 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)The solid section of the plate is required to be placed over the splice line at joint(s)16,13,14. 5)Plate(s)at joint(s)16 checked for a plus or minus 2 degree rotation about its center. 6)Plate(s)at joint(s)13 and 14 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chard 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. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 11=671,2=808. I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a 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 i'I'�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,see ANSUTPII Quality Criteria,DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,i 218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i i 4ob f Truss Truss Type City Ply J32975 GHO Lot 269 Tunnelle Residence J32975 A25 HALF HIP TRUSS 1 1 T10218246 Job Reference o 6onal East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:27 2017 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-krO3vejPndIL0346UKya7p9C24NIjmC5oVOzigzvgkE -2-0-0 2-8-0 3 0 10.0-8 16-51 23-10-0 30.8-12 37-7-8 44-4-8 44 2-0-0 2-8-0 0 7-0.8 6-10.12 6-ID-12 6-10-12 6-10-12 6-9-0 0- 8 Scale=1:80.2 6.00 12 8x8 6x8= 5x5 = 6x8 =4x8= 3x6 11 _ 4x6= 4x6 = 6x8 = 3 4 26 27 5 6 7 828 9 29 10 11 o � 2 1 N N 3x6= 22 19 18 17 16 15 14 13 12 4.6 I I 12x12 = 3x6 II 8x8 = 8x8= 4x8= 3x8 I I' 10x14= II 3x8 II 1-88 3-0-0 10-0-8 16-11-4 23-10-0 30-8-12 37-7-8 37 44-80 0.11 7-0-8 6-10.12 6-10.12 6-10.12 6-10.12 0.1-2 6-10.12 1-0-0 04-0 _P_late Offsets(X,Y)- (2:0-0-8,0-0-21,(3:0-3-2,Edgel,f4:O-2-8,0-2-01,fl3:0-3-8,0-2-01.f14:0-3-12,0-6-01,f15:0-4-0,0-6-OL f17:0-5-12,0-6-01,(20:0-5-11,0-4-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.42 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.89 15-16 >603 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:391 lb FT=0% LUMBER- BRACING- TOP CHORD 2x8 SP DSS'Except* TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, 1-3:2x4 SP 2850F 1.8E except end verticals. BOT CHORD 2x8 SP DSS'Except' BOT CHORD Rigid ceiling directly applied or 6-10-9 oc bracing. Except: 2-20:2x4 SP 285OF 1.8E,3-18:2x4 SP No.3 8-3-0 oc bracing:2-21 WEBS 2x4 SP No.3*Except* 11-13,10-14,6-17,9-15,6-15:2x4 SP 2850F 1.8E 17-20,4-20:2x6 SP DSS REACTIONS. (lb/size) 12=1990/Mechanical,2=2185/0-8-0 Max Horz 2=218(LC 7) Max Uplift 12=671(LC 9),2=-808(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3587/1128,3-4=3353/1091,4-6=-4778/1684,6-7=-6761/2351,7-9=6761/2351, 9-10=-5836/2042,10-11=-3623/1294,11-12=1907/683 BOT CHORD 2-21=880/3168,20-21=880/3173,18-20=-429/20B,3-20=-376/1367,16-17=-2077/6361, 15-16=-2077/6361,14-15=1897/5836,13-14=1150/3623 WEBS 11-13=-1337/3963,10-13=1557/619,4-17=320/222,10-14=-826/2445,6-17=1756/594, 9-14=-906/391,9-15=-341/1022,6-15=223/448,7-15=482/249,17-20=-1544/4785, 4-20=1488/606,19-21=4 52/474 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu@=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf,,BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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 100 lb uplift at joint(s)except(jt=lb) 12=671,2=808. I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/0312015 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 pp��� building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 1ys 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,see ANSUTPI7 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 36610 i Job A, Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218247 J32975 A26G HALF HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:30 2017 Page 1 I D:ACzXF5ZNyEa_iNQgdnkZfEyGOD2-9QhBXgll4YhwFWohASVHIRnc71UTw7FYV rcdJ9zvgkB 2-0-12 6-2-7 11-75 17-1-4 17 -7 22-7-11 28-1-2 33-6-10 39 0 1 44-7-4 2-0-12 6-2-7 5�-15 55-15 0--3 5-5-4 55-7 55-7 5-5 7 5-7-3 Scale=1:78.7 = - 6.00 12 5x5= 3x6 3x4 11 3x4 = 4x6= 2x4 11 48 = 3x6 = 3x6 = 3x4 = 3x6=3x4 = 4x6 - 2 3 26 27 4 28 29 530 631 32 33 7 34 35 836 9 37 10 38 39 40 11 41 42 12 13 43 44 14 � �1 r N 25 45 46 47 24 48 49 23 §2 51 52 21 53 54 20 19 55 56 57 18 58 59 17 60 61 62 16 63 64 15 5x6= 3x4 = 3x6 = 5x12 3x6= 3x4 = 5x6 = 3x8= 3x6 II 3x4 = 4x6= i i i 6-2-7 11-75 17-1-4 22-7-11 28-1-2 33-0-10 39-0-1 44-7-4 6-2-7 5-0-15 SS-15 5-6-7 5-5-7 5-5-7 55-7 5-7-3 Plate Offsets(X.Y)— f3:0-2-8.0-2-41,f6:0-3-0.Edgel.f8:0-3-8.0-2-01.116:0-3-8,0-1-81.117:0-2-8,0-3-41.f21:0-6-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.27 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.59 17-18 >557 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.10 15 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-MS Weight:243 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, 1-3,12-14:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 5-21,10-20 14-15,2-25:2x6 SP No.2,7-21:2x8 SP No.2,14-16:2x4 SP No.2 2 Rows at 1/3 pts 8-21 REACTIONS. (lb/size) 15=1604/Mechanical,25=890/0-7-4,21=3889/0-3-8 Max Horz 25=167(LC 5) Max Uplift 15=555(LC 9),25=396(1_C 9),21=1364(LC 9) Max Grav 15=1665(LC 27),25=921(LC 25).21=4052(LC 25) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=819/342,4-5=211/382,5-7=1017/3136,7-8=-1017/3136,8-10=943/339, 10-11=-3302/1133,11-13=-3941/1352,13-14=-2894/1005,14-15=1563/575, 2-25=325/374 BOT CHORD 23-24=-291/826,21-23=440/193,20-21=312/937,18-20=-1066/3291,17-1 8=1 305/3926, 16-17=-970/2874 WEBS 7-21=-631/345,5-21=-3050/1034,3-24=-290/703,5-23=1221747,4-23=-1299/440, 3-25=-677/302,14-16=-1016/3058,8-21=4441/1493,13-16=1096/503,8-20=30311296, 13-17=-383/1162,10-20=-2605/876,11-17=-278/221,10-18=-54/585,11-18=-706/264 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 Ito uplift at joint(s)except Qt=lb) 15=555,25=396,21=1364. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE 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 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 �'Q'�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,see ANSIITPII 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 36610 � I 1 r ,job r Truss I Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218247 J32975 A26G HALF HIP TRUSS 1 1 ' Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:30 2017 Page 2 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-9QhBXg114YhwFWohASVHIRnc7l UTw7FYVTcdJ9zvgkB NOTES- 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 Ib down and 124 Ib up at 0-11-4,162 Ib down and 115 Ib up at 3-0-12,162 Ib down and 115 Ib up at 5-0-12,162 Ib down and 115 Ib up at 7-0-12,162 Ib down and 115 Ib up at 9-0-12,162 Ib down and 115 Ib up at 11-0-12,162 Ib down and 115 Ib up at 13-0-12,162 Ib down and 115 Ib up at 15-0-12,162 Ib down and 115 Ib up at 16-10-12,162 Ib down and 115 Ib up at 19-0-12,162 Ib down and 115 Ib up at 21-0-12,162 Ib down and 115 lb Up at 23-0-12,162 Ib down and 115 Ib up at 25-0-12,162 lb down and 115 Ib up at 27-0-12,162 Ib down and 115 Ib up at 29-0-12,162 Ib down and 115 Ib up at 31-0-12,162 Ib down and 115 Ib up at 33-0-12,162 Ib down and 115 Ib up at 35-0-12,162 Ib down and 115 Ib up at 37-0-12,162 Ib down and 115 Ib up at 39-0-12,and 162 Ib down and 115 Ib up at 41-0-12,and 162 Ib down and 115 Ib up at 43-0-12 on top chord,and 54 Ib down at 1-0-12,54 Ib down at 3-0-12,54 Ib down at 5-0-12,54 Ib down at 7-0-12,54 Ib down at 9-0-12,54 Ib down at 11-0-12,54 Ib down at 13-0-12,54 Ib down at 15-0-12,54 Ib down at 16-10-12,54 Ib down at 19-0-12,54 Ib down at 21-0-12,54 Ib down at 23-0-12,54 Ib down at 25-0-12,54 Ib down at 27-0-12,54 lb down at 29-0-12,54 Ib down at 31-0-12,54 lb down at 33-0-12,54 Ib down at 35-0-12,54 lb down at 37-0-12,54 Ib down at 39-0-12,and 54 Ib down at 41-0-12,and 54 lb down at 43-0-12 on bottom chord. The designiselection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=70,2-3=-70,3-14=70,15-25=20 Concentrated Loads(lb) Vert:3=68(F)6=68(F)7=-68(F)16=34(F)13=-68(F)12=68(F)9=68(F)21=34(F)26=68(F)27=-68(F)28=-68(F)29=68(F)30=-68(F)33=-68(F)34=68(F) 35=68(F)36=-68(F)37=68(F)38=68(F)40=68(F)41=68(F)42=68(F)43=68(F)44=-68(F)45=-35(F)46=-34(F)47=34(F)48=-34(F)49=34(F)50=34(F) 51=34(F)52=-34(F)53=-34(F)54=34(F)55=34(F)56=34(F)57=34(F)58=34(F)59=-34(F)60=-34(F)61=34(F)62=34(F)63=34(F)64=-34(F) �I I � t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 �- 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,see ANSVTPN 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 36610 i I II I I fob Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10218248 J32975 B01G COMMON GIRDER 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:32 2017 Page 1 ID:ACzXF5ZNyEa_rNQ9dnkZfEyGOD2-5opyyMnYbAxdUgy3H00gsszs5OXO1Zryn5kN1zvqk9 23-7-0 -2-0-0 -0 0 4-3-0 0-12 8-4-6 11-8-0 14-11-14 16-3-12 s•1-0 z2-2-0 23-4-o z5-4-o 1-9-0 0- 0 4-3-0 -s-12 3-3-10 33-10 33-14 3M!4 -9-4 3-1-0 1-2-0 0-3-0 Scale:l/4"=1' 5x8 M18SHS= 6.00 12 5 6x8 6x8 4 6 4x4 i 3x8 m 7 3 6x12 M18SHS 1x4 II 1 2 g 1x4 x4 II II 1x4 II d 9 'd 0 1 % 25 26 14 13 12 11 10 1 27 28 29 30 31 0 II 7x1^ BSHS i 8x8=HUS26 7x6 10x10 M18SHS = 7x6= 7x6= r 4x 4x8 = HTU210 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 5-0-12 8-4 6 9-5 5, 113-0 13-10-11 1p-11-14 18 3-12 23-4-0 5-0-12 33-10 1-0-15 2-2-11 2-2011 1-13 33-14 5-0-4 Plate Offsets(X,Y)— [1:0-2-4,0-0-8],[2:0-6-5,Edge],[3:0-0-12,0-2-0],[4:0-2-12,0-3-0],[6:0-3-0,Edge],[8:0-6-5,Edge],[8:0-5-0,0-3-0],(9:0-2-4,0-0-8],[10:0-3-0.0-4-12], f11:0-2-8,0-5-81.[12:0-5-0,0-6-01,[13:0-2-8.0-5-41.[14:0-4-0.0-6-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.35 13 >790 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 12-13 >409 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:387 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. 1-4,6-9:2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 7-3-8 oc bracing. BOT CHORD 2x8 SP DSS WEBS 2x4 SP No.3*Except* 5-12,3-14,7-10:2x6 SP No.2,4-13,6-11:2x4 SP No.2 OTHERS 2x4 SP No.3*Except* 2-14,8-10:2x4 SP No.2 REACTIONS. (lb/size) 2=10728/0-8-0,8=8655/0-8-0 Max Horz 2=302(LC 7) Max Uplift 2=-4725(LC 9),8=-3274(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=21400/8980,3-4=-17133/6772,4-5=13482/5207,5-6=-13482/5207, 6-7=16596/6219,7-8=-18873/6919 BOT CHORD 2-14=-7863/19122,13-14=7863/19122,12-13=5910115582,11-12=-5363/15037, 10-11=-6006/16835,8-1 0=60 0 6/1 6 8 35 WEBS 5-1 2=-44 9 9/1 1 71 4,3-14=2384/4413,4-13=2413/5436,3-13=-4745/2578, 4-12=-5351/2435,7-10=737/2242,6-11—1 542/4566,6-12=-4531/1610,7-11=2487/884 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: j Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,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=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=4725,8=3274. 9)Use Simpson Strong-Tie HTU210(20-10d Girder,32-10dx1 1/2 Truss,Single Ply Girder)or equivalent at 2-3-4 from the left end to connect truss(es)to front face of bottom chord[ --tnue on ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rov.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This,design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing i�iTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the j fabrication,storage,delivery,erection and bracing of misses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component t Blvd. e East Safety Information available from Truss Plate Instftute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,6904 Parke East0 I Job Truss Truss Type Qty, Ply J32975 GHO Lot 269 Turmelle Residence �T10218248 J32975 B01G COMMON GIRDER 1 n L Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:32 2017 Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-5opyyMnYbAxdUgy3H00gsszs50X01Zryn5kN1zvgk9 NOTES- 10) Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-2-0 oc max.starting at 4-3-4 from the left end to 16-3-4 to connect truss(es)to front face of bottom chord. 11) Use Simpson Strong-Tie HUS26(14-10d Girder,4-1 Old Truss,Single Ply Girder)or equivalent at 18-3-4 from the left end to connect truss(es)to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=70,5-9=-70,2-8=20 Concentrated Loads(lb) Vert:13=1981(F)10=-1584(F)25=1764(F)26=1763(F)27=-2008(F)28=1985(F)29=-1969(F)30=-1968(F)31=1970(F) • I I I I ' II ®WARNING-Verity,design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 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 propedy Incorporate this design into the overall ITS 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 tnisses and truss systems,see ANSVTPN 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,Alexandda,VA 22314. Tampa,FL 36610 i Job t Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence B02 COMMON 5 1 T10218249 J32975 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:33 2017 Page 1 I D:ACzX F5ZNyEa_pNQ9d n kZfEyGOD2-Z7NK9ioAMT3U6—XGrb3—M4PHu V iF7fM—BR rHwUzvgk8 -2-M 3 6-1-4 11-8-0 17-2-12 23-4-0 23 7 25-0-0. 1-9-0 0 -0 6-1-4 1 5F-12 55-12 6-14 0-3-0 1-9-0 Scale=1:47.0 4x4= 6.00 12 5 3x4 3x4 1x4 \\ 4 6 1x4 // m 3 7 A 1x4 II 1x4 II 1x4 I 2 8 1x4 II tx4 II '2 cy 9 :d d 1 12 25 11 26 10 L.J 1 0 3x4 = 3x4= 3x4= 3x4= 3x4 = i 7-11-8 154-8 234-0 7-11-8 75-0 7-11-8 Plate Offsets(X,Y)— F1:0-2-4,0-0-81.F2:0-1-12.0-1-81.F8:0-1-12,0-1-81.F9:0-2-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.12 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber COL 1.25 BC 0.57 Vert(TL) -0.29 10-12 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:118 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1195/0-8-0,8=1195/0-8-0 Max Horz 2=-302(LC 6) Max Uplift 2=-489(LC 9),8=-489(LC 9) Max Grav 2=1219(LC 13),8=1219(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1734/600,3-5=-1542/620,5-7=1 5441620,7-8=-1 7351600 BOT CHORD 2-12=-342/1672,10-12=-99/1083,8-10=-342/1474 WEBS 5-1 0=1 99/686,7-10=-438/254,5-12=-1991665,3-12=438/254 NOTES- 1)Unbalanced roof live toads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 100 lb uplift at joint(s)except(jt=lb) 2=489,8=489. 6)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''/z gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid for use onty 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 p ` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I VI OTe k' is ahvays 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,see ANSIRPII 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 36610 I, I . fob , Truss Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence T10218250 J32975 B03 HIP 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:35 2017 Page 1 I DACzXF5ZNyEa_pNQ9dnkZfEyGOD2-VNV4aNpRu5JCLHhey05SRVUebJBAbWBHeIKO_Mzvgk6 -2-0-0 0 5-9-0 ( 11-0-0 121-0 17-0-12 23-4-0 23 7 025-4-D 1-9-0 0. 5-9-4 l 5-2-12 1-4-0 5.2-12 5-9-4 0.- 1-9-0 Scale=1:48.7 4x4= 4x4 = 6.00 12 5 6 3x4 3x4 3x4 ! 4 7 3x4 3 8 m 0 txa II 1x4 II 1x4 II 2 g tx4 II 1x4 II 10 d 1 15 14 13 12 11 3x4-_ 1x4 II 3x4 = 1x4 II 3x4 = 3x4= 3x4 = 5-9-0 11-0-0 12-4-0 , 17-6-12 23-4-0 5-9-4 5-2-12 1-4-0 5-2-12 5-9-4 Plate Offsets(X Y)- 11:0-2-4.0-0-81,I10:0-2-4.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.18 14-15 >999 180 BCLL 0.0 ' Rep Stress[nor YES WB 0.44 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:128 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1195/0-8-0,9=1195/0-8-0 Max Horz 2=-288(LC 6) Max Uplift 2=-489(LC 9).9=-489(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 2-3=17741589,3-5=1273/504,5-6=1067/501,6-8=-1273/504,8-9=-1774/589 BOT CHORD 2-15=-337/1629,14-15=-337/1629,12-14=-115/1083,11-12=-337/1513,9-11=-337/1513 WEBS 3-14=-629/256,5-14=-106/335,6-12=-106/334,8-12=632/256 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=489,9=489. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p p� building design.Bracing indicated is to prevent bucklin j of Individual truss web and/or chord members only.Additional temporary and permanent bracing f V1iT�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,see ANSUTPN Quality Criteria,DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i A ' Job c Truss Truss Type Qty Ply J32975 GHO Lot 269 Tuanelle Residence T10218251 J32975 B04 HIP 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:36 2017 Page 1 IDACzXF5ZNyEa—pNQ9dnkZfEyGOD2-za3Tnjg3fOR3zRGmjjch_i 1 ntiSCK1 NQlP3xXpzvgk5 -12V 0 4-9-4 9-0-0 14-4-0 18-6-12 2340 2 7 0 25-4-0 1-9-0 0- 49-4 4-2-12 54-0 4-2-12 4-9-4 0- 1-9-0 Scale:1/4"=1' 4x4= 4x8 = 4 24 255 6.00 12 1x4 z�' 1x4 i i m 3 6 m d o � v 1x4 II 1x4 II 1x4 II 2 7 1x4 II 1x41 II _� 6 1 10 :1 8 d 11 9 4x4 = 3x8= 3x4 3x4= 4x4= 9-M 14-0-0 234-0 9-M 5-0-0 9-M Plate Offsets(x.Y)— 11:0-2-4.0-0-81,r2:0-1-12,0-0-21,r5:0-5-4,0-2-01,r7:0-1-12,0-0-21,r8:0-24,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.12 9-23 >999 240 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.74 Vert(TL) -0.34 9-23 >826 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix-AS Weight:123 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood-sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1195/0-8-0,7=1195/0-8-0 Max Horz 2=244(1_C 6) Max Uplift 2=-489(LC 9),7=-489(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1760/642,3-4=1448/548,4-5=1244/536,5-6=1447/548,6-7=-1759/643 BOT CHORD 2-11=400/1603,9-11=-205/1243,7-9=400/1513 WEBS 3-11=-3B9/221,4-11=-60/333,5-9=-60/332,6-9=391/221 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 2=489,7=489. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and%"gypsum sheetrock be applied directly to the bottom chord. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 mustiverify 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 iVliTek' 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,see ANSIITP11 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 36610 I glob t Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence J32975 B05G ROOF SPECIAL GIRDER 1 1 T 0218252 Job Reference o fional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:38 2017!Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-wyADCPrJBOhnCIQDe8e9376OKW42opWjjKY2bF zvgk3 -2-a0- 0 3-9-4 7-0-0 10-2-0 11-1-0 13-2-0 16-4-0 19-6-12 23-0-0 23 7 0 25-4-0 1-9-0 a 0 3-9-4 3-2-12 3-2-0 1-6-0 1-6-0 8.2-0 1 12 3-9d a 1-9-0 j Scale=1:50.9 4x4 II 4x8= 4x6 36 6 37 4x6 = 4x8= 4 7 6.00 12 1x4 34 311 39 1x4 i m 3 9 m 1x4 II 19a 150 d �5 0 17 o A 1 x4 I I 20 1 45 46 4r 1 14 1x4 11 N 10 N 1x4 II 2 3x6= 4x8 = US = 1x4 0 1 2140 41 18 42 16 13 43 4412 '1 � 4x8 —_ 5x5= 3x4= 3x8 M18SHS = 5x5 = 4x8 = 3x4 = I it �l 3-9-4 7-0-0 10-2-0 11-80 13-2-0 16A 19-0-12_ 23-0-0 3-91 3-2-12 3-2-0 1-0-0 16-0 3-2-0 3-2% 3-9� Plate Offsets(X Y)— f1 0-2-4 0-0-81 f2:0 7-11 Edgel f4:0-5-8 0-2-41 18:0-5-8 0-2 41 f10:0-7-11 Edgel.f11:0 2 4,0-0 81 f12:0 2-8 0 3-01 f21:0 2-8.0-3 O1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP j TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.25 17 >999 240 MT20 244/190 ,! TCDL 15.0 Lumber DOL _. 1.25 BC 0.91 Vert(TL) -0.51 17 >550 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.18 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except` TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc purlins. 1-4,8-11:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. BOT CHORD 2x4 SP No.2'Except* JOINTS 1 Brace at Jt(s):17 2-16,10-16:2x4 SP No.1 WEBS 2x4 SP No.3*Except* 6-17:2x4 SP No.2 OTHERS 2x4 SP No.3 I REACTIONS. (lb/size) 2=2693/0-8-0,10=2693/0-8-0 Max Horz 2=232(LC 7) Max Uplift 2=-1094(LC 9),10=-1094(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4966/1910,3-4=-4818/1882,4-5=-4913/1902,5-6=-3794/1478,6-7=-3794/1478, 7-8=4910/1903,8-9=4817/1883,9-10=-4964/1911 BOT CHORD 2-21=-1533/4379,18-21=-1461/4324,13-18=1638/4898,12-13=-1461/4323, 10-12=-1533/4345 WEBS 4-21=-386/987,4-20=274/939,18-20=-290/927,18-19=-538/209,5-19=-483/208, 13-15=-544/207,7-15=-487/207,13-14=-289/928,8-14=-274/937,8-12=-386/988, 6-17=-1121/2925,7-17=-2139/841,5-17=2145/839,3-21=-331/313,9-12=-334/313 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical 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 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 at--lb) 2=1094,10=1094. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)224 lb down and 175 lb up at 7-0-0,335 lb down and 188 lb up at 9-0-12,201 lb down and 156 lb up at 11-0-12,201 lb down and 156 lb up at 12-3-4,and 335 lb down and 188 lb up at 14-3-4,and 224 lb down and 175 lb up at 16-4-0 on top chord,and 590 lb down and 277 lb up at 7-0-0,358 lb down and 184 lb up at 7-6-12,46 lb down at 11-0-12,46 lb down at 12-3-4,and 358 lb down and 184 lb up at 15-9-4,and 590 lb down and 277 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall WOW T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IV C�Te 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,see ANSUTP11 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 36610 i i i } 'I 'glob t Truss i Truss Type City Ply J32975 GHO Lot 269 Turmelle Residence Td0218252 J32975 B05G ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc.Fri Jan 13 07:47:38 2017 Page 2 I D ACzXF5ZNyEa_pNQgd nkZfEyGO D2-wyAD C PrJBOhnCIQDe8 e9376OKW42op WjjKjY2bhzvgk3 LOAD CASE(S) Standard ! 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=70,4-5=70,5-6=70,6-7=-70,7-8=-70,8-11=70,28-31=20,14-20=-20 Concentrated Loads(lb) Vert:4=-140(B)8=-140(B)16=-35(B)21=-576(B)12=576(121)34=152(13)36=169(121)37=169(13)39=-152(B)40=358(B)42=35(131)44=-358(B) I I I i i i I I ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 010 312 0 1 5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 WOW 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,see ANS11TPI1 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 36610 i i ! glob Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence Tj10218253 J32975 CO1G ROOF SPECIAL GIRDER 1 n I L Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:40 2017,Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-sLlzd5tZjdxVS3ZcIZhd8YBKpKsCGh8Oo019gazvgk1 ,5-0-12 8-0-0 12-3-0 16-7-8 1-9-0 0 3-0 15-0-12 35-4 3-9-0 4-4-8 Scale=1:32.9 4x6 II 4 I 20 21 3x4 i _ 6x8 M18SHS 6.00 12 7x6 3 5 6 i • 13 US= 2x4= X2x4 1x4 II 2 NLJ �} 1x4 II 1 s e � 2511 26 10 27 9 28 8 5x8 29 Be II = 0 3x6 II 10x10 = 8x8 WB 7 Sx10 = 5x14 M18SHS i�I I 5-0-12 8-6-0 12-M 16-7-8 5-0-12 35-4 3-9-0 4-4-8 Plate Offsets(X.Y)— rl:0-2-4,0-0-81,12:0-4-0.0-1-121,f10:0-5-0.0-6-41.f11:0-4-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defr Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.15 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.31 8-10 >634 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:268 lb FT=Oe/d LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-11-1 cc purlins, j 5-6:2x6 SP No.2 except end verticals. BOT CHORD 2x8 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2'Except* JOINTS 1 Brace at Jt(s):14 6-7:2x8 SP No.2,3-11,3-10:2x4 SP No.3,5-8:2x6 SP No.2 6-8:2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=7865/0-4-0,2=5367/0-8-0 Max Horz 2=266(LC 24) Max Uplift 7=-2825(LC 9),2=-2109(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=11211/4194,3-4=-8355/3090,4-5=-8364/3086,5-6=9788/3569,6-7=-7232/2629 BOT CHORD 2-11=-3749/9990,10-11=-3749/9990,8-10=-3645/10214,7-8=-359/917 WEBS 3-11=-835/2063,3-13=-2800/1190,10-13=-1795/805,10-14=-2477/6841, 4-14=-2470/6824,10-15=1961/694,5-15=-2686/980,5-8=-4544/1693,6-8=-3671/10173, 13-14=-1206/461,14-15=-1212/463 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 cc,2x6-2 rows staggered at 0-6-0 cc,2x8-2 rows staggered at 0-9-0 cc. Bottom chords connected as follows:2x8-2 rows staggered at 0-6-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. 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=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)The solid section of the plate is required to be placed over the splice line at joint(s)9. 8)Plate(s)at joint(s)9 checked for a plus or minus 2 degree rotation about its center. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)•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. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 7=2825,2=2109. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property 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 WOW 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,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. r Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I I Job Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218253 J32975 C01G ROOF SPECIAL GIRDER 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 Welk Industries,Inc: Fri Jan 13 07:47:40 2017 Page 2 I D:FOzOEfHnMVNaUwbMujnL80yhM15-sLlzd5tZjdxVS3ZcV-hdBYBKpKsCGhB0o019gazvgkl NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)347 lb down and 233 lb up at 6-6-0,173 lb down and 124 lb up at 8-6-0,347 lb down and 233 lb up at 10-6-0,1737 lb down and 630 lb up at 13-0-12,154 lb down and 109 lb up at 14-1-12,and 1737 lb down and 628 lb up at 16-0-12, and 147 lb down and 120 lb up at 16-3-14 on top chord,and 309 lb down and 245 lb up at 4-9-0,301 lb down and 165 lb up at 4-11-4,1306 lb down and 487 lb up at 5-0-12,1743 lb down and 615 lb up at 7-0-12,34 lb down and 24 lb up at 8-6-0,1747 lb down and 616 lb up at 9-0-12,1746 lb down and 615 lb up at 10-11-12,301 lb down and 165 lb up at 12-7-4,and 51 lb down at 14-1-12,and 63 lb down and 22 lb up at 16-3-14 on bottom chord. The design/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 Uniform Loads(plf) Vert:1-4=70,4-5=-70,5-6=70,2-7=-20 Concentrated Loads(lb) Vert:4=-122(B)7=51(B)11=1306(F)10=30(B)8=301(1]1)6=-100(B)20=191(1]1)21=-191(B)22=1697(F)23=59(B)24=-1697(F)25=-609(B)26=-1743(F) 27=1747(F)28=-1746(F)29=30(B) i I i I li I i ®WARNING-VarW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with Mrrek®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 r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of tnisses and truss systems,see ANSUIP11 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 36610 i I ,fob c Truss I Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218254 J32975 D01 � HALF HIP 1 1 I Job Reference o ticnal East Coast Truss, Ft.Pierce,FL 34946 i 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:41 2017 Page 1 /� /� 1 D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-10(sMrRuCUx3M3CBoJGCshmkYPjDN?J W91 gniCOzvgkO -2-0-0 y�{v 4-4-8 8-2-8 9-M , 4-4-8 3-10-0 0-10-0 5x5 = Scale=1:32.8 3x4 I I 4 5 'i i 6.00 12 i 1x4 II 63 1x4 II 2 61 1x4 II It N o 6 7 4x6= i 1 x6 11 0 O 3x4 1x4 II 1x4 11 12 CS I 1-8-0 8-2-8 9-0-8 1-8-0 0--3 6-4-11 0-10-0 Plate Offsets(X Y)— T1:0-2-4,0-0-81,f2:0-1-10.0-0-01 T2:0-1-8.0-0-21.f4:0-2-8.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.10 7-8 >863 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 0.09 7-8 >925 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-AS Weight:53 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 5-12:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=703/0-3-9,12=235/17-5-8 Max Horz 8=354(LC 7) Max Uplift 8=-486(LC 9),12=-268(LC 5) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-12=-235/268 WEBS 3-8=635/331,4-7=-323/69 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=1611t;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and 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)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)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=486,12=268. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. i i i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall {�p� �• building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" I is always required for stability and to prevent collapse with possible,personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 36610 � I � t Job t Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218255 J32975 D02 I HALF HIP 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:41 2017 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-KKsMrRuCUx3M3C8oJGCshmkZBjAx.?J891 gniCO,zvgkO -2-0-0 . 3 1-9-13 7-M 9-M 1-9-0 0-3- 1-9-13 5-2-3 = Scale=1:27.1 4x4 3x6= 4 5 rl ' 6.00 12 c+r 71 0 1x4 II 3 V 1x4 II2 o tx4 II • 0 6 3x6 73x4=� x6 11 o 1 3x4 = 8 0 1x4 12 d II 1-8-0 1--13 7-0-0 9-0-8 1-8-0 0--3 5-2-3 2-0-8 Plate Offsets(X Y)— f1:0-2-4 0-0-81 f2:0-1-4 0-0-21 12:0-1-10 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.04 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-AS Weight:56 lb FT=0%, s LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2. BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3"Except' 5-12:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=703/0-3-9,1 2=2 3510-5-8 Max Horz 8=313(LC 7) Max Uplift 8=-489(LC 9),12=-260(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-12=-235/260,5-6=1 711278 WEBS 5-7=310/146,3-8=-555/311 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and 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)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)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=489,12=260. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. I I 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.1010312015 BEFORE USE. I 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 p� �• building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iU6iTek• 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,see ANSVTPI1 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 36610 I I I 1 1 Job Truss Truss Type Qty Ply J32975 GHO Lot 269 Tutmelle Residence T10218256 J32975 D03 HALF HIP 1 1 Job Reference o tional East_Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:42 2017 Page 1 I D:ACzXFSZNyEa_pNQ9dnkZfEyGOD2-ojQk2nugFEBDhMj_tj5EzHl?7VzkmTJFKWGkSzvgk? -2-M 1-9-13 5-0-0 9-7-6 1-9-0 1-9-13 3-2-3 4-7-6 Scale=1:22.6 4x4= _ 3x6 4 5 ' II 6.00 12 M 1x4 II m 0 0 3 NJ N I A1x4r- 8 Vcy d 1x4 II 7 3x = 6 3x6 I 112 -a II o i I 1 8-0 1--3 5-0-0 9-7-6 1-8-0 0--3 3-2-3 4-7-6 Plate Offsets(X,Y)— f1:0-2-4.0-0-81,12:0-1-4.0-0-21,12:0-1-10.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.09 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.10 6-7 >902 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-AS Weight:55 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 5-12:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=72310-3-9,12=267/0-5-8 Max Harz 8=245(LC 7) Max Uplift 8=509(LC 9),12=-267(LC 5) Max Grav 8=723(LC 1),12=280(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 6-12=-280/267 BOT CHORD 7-8=264/118 WEBS 3-8=424/293 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and 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)This truss has been designed for a 10.0 psf bottom chord live Iliad 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=509,12=267. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'/"gypsum sheetrock be applied directly to the bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall � �e building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent cellapse,with possible personal injury and property damage.For general guidance regarding the aiTek" fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Instftute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I glob . Truss Truss Type City Ply J32975 GHO Lot 269 Tunnelle Residence T10218257 J32975 D04G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:44 2017 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-k6YUTSw4nsRxwgtN—PIZJOM6cxBOCa3cje?NoLzvgjz -2-0-0 -0 3 3-0-0 7-4-9 11-7-7 16-M 19-0-0 19 21-0-0 1-9-0 03-0 3-M 4-4-9 4-2-13 4-0-9 3-01 0 -0 1-9 0 Scale=1:40.4 II • 4x8= 1x4 II 3x4 = 4x8= 6.00 12 3 26 274 28 29 5 30 31 6 1x4 II e d 1x4 I12 7 1x4 II d 1x4 II N 1x4lll d w 1 8 d 1 _ 13 32 3312 34 11 1035 36 9 3x4 1x4 II 3x8= 4x4= 3x4 = 1x4 II 3x4 = 3-0-0 7 4-9 11-7-7 _ 16-M 1 0 0 3-0-0 4-4-9 4-2-13 4-4-9 ' 391 Plate Offsets(X Y)— rl:0-2-4 0-0-81 12:0-1-12 0-1-81 i3:0-5-8.0-2-41 16.0-5-4,0-2-01 18:0-2-4 0-0-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.31 10-12 >732 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.36 10-12 >635 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014(rP12007 Matrix-MS Weight:98 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0-3-0,7=1197/0-3-0 Max Horz 2=-112(LC 6) Max Uplift 2=-982(LC 9),7=-980(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1788/1431,3-4=2695/2300,4-5=-2695/2300,5-6=-2697/2293,6-7=1788/1427 BOT CHORD 2-13=-1160/1541,12-13=1179/1560,10-12=2157/2697,9-1 0=1 166/1560, 7-9=1147/1542 WEBS 3-12=-1065/1217,4-12=-318/179,5-10=-321/178,6-10=-1060/1219 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and 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)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(jt=lb) 2=982,7=980. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)87 lb down and 69 lb up at 3-0-0,87 lb down and 58 lb up at 5-0-12,87 lb down and 58 lb up at 7-0-12,87 lb down and 58 lb up at 7-11-4,87 lb down and 58 lb up at 9-11-4,87 lb down and 58 lb up at 11-11-4,and 87 lb down and 58 lb up at 13-11-4,and 87 lb down and 69 lb up at 16-0-0 on top chord,and 201 lb down and 146 lb up at 3-0-0,15 lb down and 14 lb up at 5-0-12,15 lb down and 14 lb up at 7-0-12, 15 lb down and 14 lb up at 7-11-4,15 lb down and 14 lb up at 9-11-4,15 lb down and 14 lb up at 11-11-4,and 15 lb down and 14 lb up at 13-11-4,and 201 lb down and 146 lb up at 15-114 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-6=-70,6-8=-70,20-23=-20 ®WARNING-Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid far use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing y ��" Is always required for stability and to prevent collapse;with possible personal Injury and property damage.For general guidance regarding the M S 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i glob +/ Truss Truss Type Qty Ply J32975 D04G HIP GIRDER 1 rm J32975 GHO Lot 269 Tuelle Residence I i 1 T10218257 Job Reference o tonal East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:44 2017 Page 2 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-k6YUTSw4nsRxwgtN_PIZJOM6cxBOCa3cje?NoLzvgjz LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:3=0(B)6=-0(B)11=2(B)13=201(B)9=-201(B)26=-0(B)27=-0(B)28=0(B)29=-0(B)30=-0(B)31=-0(B)32=2(B)33=2(B)34=2(B)35=2(B)36=2(B) I I I f ( I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 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,see ANSVTPN 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 36610 i I r Job r Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218258 J32975 FG01 FLAT GIRDER 1 n 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:45 2017 Page 1 I D:FOzOEfHnMVNaUwb Muj nL80yh MI5-Dl5sgoxiX9anYg SZY6GorcvEMLfVxl4lx1IwKnzvgjy 47-3 9-2-6 &9-10i 14-3-1 19-0-0 4.7-3 14-7-3 0-7-4 4-5-7 4-8-15 I Scale=1:34.0 i 1 I I , 5x12 = 6x8 II 1x4 I 6x8 II 3x4= 1x4 II 6x6= 16 15 16 2 17 18 19 3 20 4 215 22 23 6 F _J qo L_�_i 3 1= 10. 4x12= 8 3Y3 = d 6x8 I 5x8 = d 5x8= N ❑ N ❑ ❑ j N 12 6 e 6 e 13 e e 14 a B e B e e I 9-9-10 4-7-3 9-2-6 14-3-1 19-M 4-7-3 4-7-3 1 45-7 48-15 0-3-10 Plate_Offsets_(X.Y)— f1:0-2-4,0-3-01.f6:0-2-4.0-3-01.f11:0-7-4.0-0-91.f11:0-7-4.0-7-41.fl1:0-7-4.0-7-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.08 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(TL) -0.09 10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) -0.06 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Weight:218 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,j BOT CHORD 2x4 SP No.2"Except* except end verticals. 3-13:2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. • WEBS 2x4 SP No.3*Except* 1-12,6-14:2x8 SP No.2 REACTIONS. (lb/size) 12=1898/0-7-4,13=2410/0-7-4,14=1868/0-7-4 Max Horz 12=156(LC 6) Max Uplift 12=1702(LC 4),13=2135(LC 5),14=-1545(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-12=-1898/1702,1-11=-1486/1160,1-2=-1764/1645,2-3=-1764/1645,3-5=-1606/1398, 5-6=1606/1398,7-14=-1868/1545,6-7=-1458/1115 BOT CHORD 10-11=-551/313,9-10=696/675,9-13=-2410/2135,3-9=-2245/1923,8-9=835/801, 7-8=334/228 WEBS 1-1 0=1 557/1619,2-10=880/688,3-10=-2330/2515,3-8=2217/2499,5-8=833/643, 6-8=1311/1434 NOTES- 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc,2x8-2 rows staggered at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc. 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)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)12,13,14 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=1702,13=2135,14=1545. WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1 010 312 0 1E BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �®® a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �i�Y� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iViiTek" I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the j fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSVTPI1 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 36610 i I ,lob < Truss Truss Type Oty Ply 132975 GHO LOt 269 Turmelle Residence T10218256 J32975 FG01 FLAT GIRDER 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:45 2017,Page 2 I D:FOzOEfHnMVNaUwbMujnL80yhM15-Dl5sgobX9anYgSZY6GorcvEMLfVxl4lxllwKnzvgjy NOTES- 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)894 lb down and 699 lb up at 0-3-10,258 lb down and 308 lb up at 3-0-12,258 lb down and 308 lb up at 5-0-12,258 lb down and 308 lb up at 7-0-12,258 lb down and 308 lb up at 7-114,258 lb down and 308 lb up at 9-11-4,258 lb down and 308 lb up at 11-11-4.258 lb down and 308 lb up at 13-11-4,and 258 lb down and 308 lb up at 15-114,and 894 lb down and 699 lb up at 18-8-6 on top chord, and 478 lb down and 454 lb up at 0-3-10,and 380 lb down and 342 lb up at 18-8-6 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(plf) Vert:1-6=70,9-11=-20,7-9=20 Concentrated Loads(lb) Vert:1=894 4=-258 6=894 11=336 7=-336 16=258 17=-258 18=-258 19=258 20=-258 21=258 22=-258 i i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT EK REFERENCE PAGE 11111-7473 rev.101031201S BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not ��®® a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �i�Y� building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek" Is akvays 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,see ANSIITPII 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 36610 I I i • y 1 Job t Truss Truss Type Qty Ply J32975 GHO Lot 269 Tunnelle Residence T10216259 J32975 FG02 FLAT GIRDER 1 2 Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07.47:45 2017 Page 1 I DACzXF5ZNyEa_pNQ9dnkZfEyGOD2-Dl5sgoxiX9anYgSZY6GorcvJGLhwxBdxllwKnzvq'ry 3-9-0 3-9-0 I Scale=1:19.7 1 7 2 71 3x8= 3 3x8 = o 0 0 0 d d N N 6x8 II 6x8 II ❑ II I 5 C 6, 6 6 I 3-9-0 3-9-0 Plate Offsets(X.Y)— f1:0-2-4,0-2-81.f4:0-7-4.0-7-41.f4:0-7-4,0-0-91 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 0.43 Vert(LL) 0.00 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:64 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x8 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. • 1-3:2x4 SP No.3 REACTIONS. (lb/size) 5=1066/0-7-4,6=347/0-7-4 Max Horz 5=156(LC 6) Max Uplift 5=-902(LC 4),6=347(LC 5) Max Grav 5=1246(LC 15),6=409(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=1246/902,1-4=1262/844,3-6=409/347,2-3=-316/189 BOT CHORD 34=565/478 WEBS 1-3=357/314 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-4-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc. 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)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 5)Provide adequate drainage to prevent water ponding. 6)Gable studs spaced at 2-0-0 cc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s)5,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s)except(jt=lb) 5=902,6=347. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1470 lb down and 872 lb up at 0-1 0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ■■�•YY building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1','��" 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,see ANSVTPII 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 36610 I I I ,Job c Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218259 J32975 FG02 FLAT GIRDER 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:45 2017,Page 2 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-Dl5sgobX9anYgSZY6GorcvJGLhwx8dxllwKnzvgjy LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increasle=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=70,34=20 Concentrated Loads(lb) Vert:7=-1130(F) j I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall pp A� building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I V Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the leek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I IJob t Truss Truss Type City Ply J32975 GHO Lot 269 Tunnelle Residence T10218260 J32975 FG03 FLAT GIRDER 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:46 2017,Page 1 ID:ACzXF5ZNyEa_rNQ9dnkZfEyGOD2-hVfFu8yKITieA 1m6po10pRUuklJgZ8uAyUTsDzvgjx 3-9-0 I Scale=1:29.9 i 1 7 2 Li 0 • 3x8 — 3 3x8 = 0 d N it 6x8 II 0 0 d s -d v s 6 N s s , 6x8 I I ❑ 5 e e t s 3-9-0 Plate Offsets(X,Y)— (4:0-7-4 0-0-111,[4:0-7-4,0-7-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.01 3-4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MS Weight:76 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x8 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • 2-4:2x4 SP No.3 REACTIONS. (lb/size) 5=1066/0-7-4,6=347/0-7-4 Max Horz 5=-255(LC 6) Max Uplift 5=-1019(LC 4),6=-459(LC 5) Max Grav 5=1258(LC 15),6=506(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=1258/1019,1-4=-1343/806,1-2=-837/789,3-6=-506/459,2-3=-507/391 BOT CHORD 3-4=280/246 WEBS 2-4=633/722 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x4-1 row 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)Wind:ASCE 7-10:VuIt=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 5)Provide adequate drainage to prevent water ponding. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s)5,6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 5=1019,6=459. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1470 lb down and 872 lb up at 0-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �t q� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek" 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,see ANSUTPII 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 36610 r J Job t Truss Truss Type city Ply J32975 GHO Lot 269 Turmelle Residence I IT10218260 J32975 FG03 FLAT GIRDER 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 i 8.010 s Apr 20 2016 MiTek Industries,Inc. Fd Jan 13 07:47:46 2017 Page 2 ID:ACzXFSZNyEa_pNQ9dnkZfEyGOD2-hVfFuByKITieA 1m6po1OpRUuklJgZBuAyU,TsDzvgjx LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=70,34=-20 Concentrated Loads(lb) Vert:7=-1 130(F) l I II I I it I I I,I i I �I i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall � e AVG[' building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing k' i iViiT is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 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 36610 I I Job r Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence J32975 FG04 FLAT GIRDER 2 1 Job Reference o tional T10218261 East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:47 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-9hDd5Uyy3ngVn7cyfXJGx1_ZE8LNP1k2PcE10gzvgiw 4-8-8 4-8-8 1 3x4 = 5 6 2 2x4 I I Scale=1:13.6 II r I 3 4 2 I I 3x4 x4 = 4-6-8 4-8-8 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 0.78 Vert(LL) -0.02 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.05 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:25 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=392/0-7-8,3=321/Mechanical Max Horz 4=92(LC 5) Max Uplift 4=-229(LC 4),3=-145(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=348/243,2-3=-276/138 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 ncnconcurrent 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(jt=lb) 4=229,3=145. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)248 lb down and 270 lb up at 1-5-8,and 121 lb down and 45 lb up at 3-1-8 on top 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(plf) Vert:1-2=70,3-4=-20 Concentrated Loads(lb) Vert:5=-240 6=-75 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall pp qqr'a YP' building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 'yy 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,see ANSVTPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institutes 218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job 9 Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T70218262 �!L FG05 FLAT GIRDER 2 1 Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:48 2017 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-dtn?Jgzbg4yMPHB8DEgVTEWjhYfJBUTBeGzax6zvqjv 3-5-12 6-11-8 3-5-12 3-5-12 Scale=1:15.1 5x6 = 4x6 II 1 5 6 2 LLI 0 0 3 p• 0 4x6= 4 4x6 II i 2 6-11-8 3-5-12 35-12 Plate Offsets(X,Y)— 11:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.05 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.11 3-4 >684 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MS Weight:37 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,', BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-3:2x4 SP No.3 REACTIONS. (lb/size) 4=773/0-7-8,3=383/Mechanical Max Horz 4=-92(LC 19) Max Uplift 4=-531(LC 4).3=-t82(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=708/550,2-3=-311/181 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.Il;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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 chard 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) 4=531,3=182. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)289 lb down and 277 lb up at 0-2-12,and 264 lb down and 289 lb up at 2-2-4,and 76 lb down and 30 lb up at 4-2-4 on top chord. The design/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 Uniform Loads(plf) Vert:1-2=-70,3-4=-20 Concentrated Loads(lb) Vert:1=-289 5=-264 6=19 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 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 �t q �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'y'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,see ANSVTPII Duality 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 36610 Job 1 Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218263 J32975 MV2 VALLEY 3 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:48 2017 Page 1 I D:ACzXF5ZNyEa_pNQgdnkZfEyGOD2-dtn?Jgzbg4yMPHB8DEqVTEWwMYj58UJBeGzax6zvqjv 2-0-0 2-0-0 Scale=1:7.8 2 6.00 12 d 1 3 2X4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 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 FBC2014/TPI2007 Matrix-S Weight:5 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins.l BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=6212-0-0,2=4812-0-0,3=14/2-0-0 Max Horz 1=38(LC 9) Max Uplift 1=-12(LC 9),2=35(LC 9) Max Grav 1=65(LC 13),2=58(LC 13),3=28(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuK=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing atjoint(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 100 lb uplift at joint(s)1,2. I I l i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 p q � building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I V I i�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,see ANSUTP11 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 36610 Job k Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218264 J32975 MV2A VALLEY TRUSS 1 1 Job Reference(optional) ' East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:49 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-54LNWA DbO4D1RILnyLkOS305yORtxYLsvj7TYzvgiu -2-M 2-0-0 2-M 2-0-D Scale=1:16.4 3 2x4 II 6.00 12 3x4 I I 2 i � N 1 4x6= 2x4 IIL Li 5 4 2x4 11 2x4 11 I 2-0-0 I I Plate Offsets(X.Y)— 11:0-2-4 0-1-01,15:0-2-8.0-1-01,16:0-3-0.0-1-01 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 0.38 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.04 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n1a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-S Weight:18 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins,, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=39/2-0-0,4=23/2=0-0,6=292/2-0-0 Max Horz 5=222(LC 7) Max Uplift 5=-24(LC 8),4=113(LC 7),6=-251(LC 9) Max Grav 5=98(LC 7),4=89(LC 8),6=293(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=293/251 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 4=113,6=251. ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall NEE' building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing A is always required for stability and to prevent collapse,with possible personal injury and properly damage.For general guidance regarding the piTek' fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSUTPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job c Truss Truss Type City, Ply J32975 GHO Lot 269 Turmelle Residence T10218265 J32975 MV2B VALLEY 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:49 2017 Page 1 IDACzXF5ZNyEa_pNQ9dnkZfEyGOD2-54LNWA DbO4D1RILnyLk0S305y__xtxYLswj7TYzvgju 2-0-0 2-0-0 Scale=1:20.3 3 6.0012 2x4 3x4 II I 2 0 1x4 II O 1 1x4= 6 2-D-0 17 5 4 3x4= 3x4 II I Plate Offsets(X,Y)— f1:0-2-4,0-0-81 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.04 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:20 lb FT=0%I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=33/2-0-0,4=23/2-0-0,6=299/2-0-0 Max Horz 5=275(LC 7) Max Uplift 5=-39(LC 8),4=222(LC 7),6=-258(LC 9) Max Grav 5=165(LC 7).4=119(LC 8),6=299(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-6=299/258 I NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 4=222,6=258. I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.1019312015 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 net building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 'V I 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,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,21I8 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 Job L Truss Truss Type Qty Ply J32975 GHO Lot 269 Turmelle Residence T10218266 J32975 MV2C I VALLEY 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:50 2017 Page 1 I D ACzXF5ZNyEa_pN Q9dnkZfEyGOD2-ZGvl kW?rMi C4ebKXLfszYfcCI M P6c0oU5aSh??zvgjt 2-0-0 2-0-0 Scale:V=1' 4 2x4 II 3x4 3 s 6.00 12 0 ob � 2 05 5 4x4 11 2x4 11 i I , Plate Offsets(X,Y)— i2:0-2-1,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.03 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 Na n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight:14 lb FT=0 i% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i SLIDER Left 2x4 SP No.2 1-6-7 REACTIONS. (lb/size) 5=3/2-0-0,2=30912-0-0 Max Horz 2=108(LC 5) Max Uplift 5=-28(LC 5),2=243(LC 9) Max Grav 5=56(LC 8),2=313(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;B=60ft;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)5 except Qt=lb) 2=243. �I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 pal building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 6Te{C" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the li fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 i Job if Truss Truss Type City Ply J32975 GHO Lot 269 Tunnelle Residence T10218267 J32975 MV4 VALLEY TRUSS 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 % 8.010 s Apr 20 2016 MiTek Industries,Inc. Fri Jan 13 07:47:51 2017 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-1 ST8xs?T7?KxGl,4uNNC5t8M_Ih5L2eKECEXRzvgjs l 4-0-0 4-M I , Scale=1:12.8 2 2x4 II 6.00 12 n 1 3 2x4 ! 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S Weight:14 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6 REACTIONS. (lb/size) 1=146/4-0-0,3=146/4-0-0 Max Horz 1=111(LC 7) Max Uplift 1=45(LC 9),3=53(LC 5) Max Grav 1=152(LC 13),3=167(LC 13) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=9.Opsf;BCDL=3.Opsf;h=16ft;13=6011t;L=449ft;eave=46ft; Cat.11;Exp C;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;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)1,3. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pp q� �• building design.Bracing Indicated is to prevent buckling;of individual truss web and/or chord members only.Additional temporary and permanent bracing rye iTek" Is always required for stability and to prevent collapse wtth possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsBlute,l218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 36610 I Symbols Numbering System _ _General Safety Notes - PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y I6 4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 14-1 /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. �'� 11 01-2 C2-3 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves 0 WEBS oa Q may require bracing,or alternative Tor I T of p bracing should be considered. 0 of 3. Never exceed the design loading shown and never CL �°� U stack materials on inadequately braced trusses. 00 ap 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c5, F designer,erection supervisor,property owner and plates 0- 'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7• Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI1TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. B. Unless otherwise noted,moisture content lumber shall not exceed 19/o at time of fabrication.. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise Shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSIITPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood TfUSS Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■Te BCSI: Building Component Safety Information, ' 20.Design assumes manufacture in accordance with / Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev.10/03/2015 y Y,