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HomeMy WebLinkAboutTRUSS® Lumber design values, are-in;accordance with ANSI/TPI 1 section 6.3 These truss designs --rely on lumber values established by others. MiTek® ' RE: 74761 - v11 g, USA, Inc. `'Site Information: 6904 Ple East Blvd. Customer Info: doyle properties Project Name: ryan,doyle Mod . DE(. 15 ?Wjnp L33610-4115 Lot/Block: Subdivision: Address: UNKNOWN BY: ................ City: ST LUCIE COUNTY State:, FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 55 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. Seal# Truss Name I Date 1 1 T12608151 1 A 11/29/17 18 1 T12608168 1 D 11/29/17 12 1 T12608152 1 Al 1 11/29/17 1 19 1 T12608169 1 D1 1 11/29/17 13 1 T12608153 1 A2 1 11/29/17120 1 T12608170 1 D2 1 11/29/17 14 1 T126081541 ATA 1 11 /29/17 121 1 T1 2608171 1 D3 1 11 /29/17 15 1 T12608155 1 ATB 1 11/29/17122 1 T12608172 1 D4 1 11/29/17 16 1 T1 2608156 1 ATC 1 11/29/17123 1T12608173 1 D5 1.11/29/17, 17 1 T12608157 1 ATD 1 11/29/17 124 1 T12608174 1 D6 1 11 /29/17.� 18 1 T12608158 1 ATE 1 11/29/17 125 1 T12608175 1 D7 1 11/29/17 19 1 T12608159 1 ATF 1 11/29/17 126 I T12608176 1 E 1 11 /29/17 1 110 1 T12608160 1 B 1 11 /29/17 1 27 I T12608177 I G 1 11 /29/17 Ill I T12608161 1 B1 1 11 /29/17 128 1 T12608178 1 G1 1 11 /29/17 1 12 I T12608162 1132 1 11/29/17 129 1 T12608179 1 G2 1 11 /29/17 I13 IT12608163 1 B3 1 11/29/17 130 1T12608180 1 GRA 1 1'1/29/17 114 1 T1 2608164 164 1 11/29/17131 1 T12608181 1 GRB 1 11/29/17 115 1T12608165 1135 1 11/29/17 132 1T12608182 1 GRID 1 11/29/171 116 1 T12608166 1 B6 1 11/29/17 133 1 T12608183 1 GRE 1 11/29/17 117 1 T12608167 1137 1 11/29/17 134 1 T12608184 1 GRG 1 11/29/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my diibct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers 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 should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. i a %NS 39380 S TAT E OF : �VJ` OR 1 8/0N A1,1��� �. 1111111 Thomas A. Albani PE No.39380. FirlP e YM','P'a' U�AyIn4C. FL 33610 Date: November 29,2017 Albani, Thomas 1 of 2 RE: 74761 - Site Information: Customer Info: doyle properties Project Name: ryan doyle Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. I Seal# I Truss Name Date 135 IT12608185IJ1 11 /29/17 136 I T12608186 I J3 1 11 /29/17 1 137 I T12608187 I J5 1 11/29/17 1 138 1 T12608188 1 JC5 1 11/29/171 139 IT126081891JEl 111/29/17� 140 I T12608190 1 J E3 1 11 /29/17 141 I T12608191 1 JE5 1 11/29/17 142 I T12608192 1 JU 1 11/29/17 143 1 T12608193 1 JU E 1 11 /29/17 144 1 T12608194 1 KJ5 1 11 /29/17 145 1 T12608195 1 KJE5 1 11/29/17 146 T12608196 1 MV2 1 11/29/17 147 T12608197 1 MV4 1 11 /29/17 148 1 T12608198 1 MV6 1 11 /29/17 149 1 T12608199 1 MV7 1 11 /29/17 150 1 T12608200 1 PBA 11 /29/17 151 T12608201 1 PBB 11/29/17 152 T12608202 1 PBC 1 11/29/17 153 1 T12608203 1 P B D 1 11/29/17 154 1 T12608204 1 V4 1 11 /29/17 155 1 T12608205 1 V8 1 11 /29/17 2of2 Job Truss Truss Type Qty Ply T12608151 74761 A Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.130 s bep 15 2ul / Nii t ex Industries, Inc. wed Nov za 1z:az:ol zu1 I rage i ID:OiDLEA_V49aE?QPooALzdeyEPW5-kvOsYtFoC_zg5LbzMMRU36N3z_H?V1plWH5?U6yEJhq 2-4-0 6-3-8 9-0-0 15-0-0 21-0-0 23-8-7 27-8-0 30-0-0 30• -2 0- -2 22 4-0 3-11-9 2-8-8 6-0-0 6-0-0 2-8-8 3-11-9 2-4-0 0- -2 4x8 = 2x3 11 48 = 5 26 27 6 28 29 7 Scale=1:50.6 C? 0 4 10 is 0 3x4 = 3x5 II 3x4 = 3x6 = 3x4 = 3x5 11 3x4 = 3x8 = 15-0.0 6-8.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.80 BC 0.73 WB 0.40 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.26 13-14 >999 360 -0.47 13-14 >653 240 0.03 12 n/a n/a 0.36 14-16 >846 240 PLATES GRIP MT20 244/190 Weight: 147lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=1111/0-8-0, 12=1111/0-8-0 Max Harz 17=-176(LC 10) Max Uplift 17=-738(LC 12), 12=-637(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-749/435, 3-4=-1073/803, 4-5=-1048/827, 5-6=-1327/1103, 6-7=-1327/1103, 7-8=-1048/825, 8-9=-1073/800, 9-10=-749/431 FSOT CHORD 2-17=-489/806, 16-17=-507/870, 14-16=-534/971, 13-14=-513/963, 12-13=-484/806, 10-12= 484/806 WEBS 4-16=-133/282, 5-14=-391/497, 6-14=-354/394, 7-14= 392/497, 8-13=-133/282, 3-17= 810/820, 9-12= 810/820 v 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 9-0-0, Exterior(2) 9-0-0 to 25-2-15, Interior(1) 25-2-15 to 30-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 17 and 637 lb uplift at joint 12. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1111I-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mfrek® 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 3361 o Job Truss Truss Type Qty Ply T12608152 74761 Al Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.l30 s aep r a za i / rvri i en nruustneb, urc. vveu rvuv ce jcac.ao cv! r rage i ID:OiDLEA_V49aE?QPooALzdeyEPW5-C6aEmDGQzH5hjVA9w3zjcJvDlOejEW IukxgZOZyEJhp 2-4-0 7-5-11 11-0-0 19-0-0 22-6-4 27-8.0 30-0-0 30- -2 0- -2 2-4.0 5-1-12 3-6-5 8-0-0 3-6-5 5-1-12 2-4-0 0- -2 0 4x8 = 2425 4x6 = Scale=1:50.7 3x5 = 3x6 11 3x4 = 3x6 = 3x8 = 3x6 11 3x5 19-0.0 1 27-8-0 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CSI. TC 0.87 BC 0.70 WB 0.26 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/dell Ud -0.41 12-14 >746 360 -0.71 12-14 >427 240 0.03 11 Wa n/a 0.54 12-14 >558 240 PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-4-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-12 REACTIONS. (lb/size) 15=1111/0-8-0, 1 1=1 111/0-8-0 Max Horz 15= 214(LC 10) Max Uplift 15=-738(LC 12), 11= 637(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-828/471, 3-4=-1148/857, 4-5=-1057/850, 5-6=-957/869, 6-7=-1057/848, 7-8=-1148/854, 8-9=-828/468 BOT CHORD 2-15=-541/887, 14-15= 557/1019, 12-14=-510/1041, 11-12= 537/887, 9-11= 537/887 WEBS 3-15= 802/867, 8-11=-802/866 NOTES- 1 j Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=30ft; eave=4ft;.Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 30-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 15 and 637 lb uplift at joint 11. 10 Jq 0 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE mil-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608153 74761 A2 Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:52:59 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-gl7dzZH2kbDYLfkMU nUy8XSRlnwyz_R2zba6Y?yEJho 2-4-0 6.9-4 13-0-0 17-0-0 23-2-12 27-8-0 30-0-0 30- -2 0- -2 2-4-0 4-5-4 6-2-12 4-0-0 6-2-12 4-5-4 2.4-0 0- -2 Scale =1:50.9 46 = 4x6 = 17 16 1b 13 lie 11 3x4 = 2x3 II 2x3 11 3x6 = 3x4 = 2x3 II 2x3 11 3x4 = 3x4 = 17-0-0 22-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.66 BC 0.96 WB 0.20 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.33 12-13 >929 360 -0.59 12-13 >516 240 0.03 11 n/a n/a 0.39 12-13 >783 240 PLATES GRIP MT20 244/190 Weight: 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=1111/0-8-0, 11=1111/0-8-0 Max Horz 17=-253(LC 10) Max Uplift 17=-738(LC 12), 11= 637(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 881/505, 3-4=-1105/748, 4-5=-1038/847, 5-6=-889/848, 6-7=-1038/848, 7-8=-1105/745, 8-9=-881/501 BST CHORD 2-17=-493/864, 16-17=-509/1053, 15-16=-509/1053, 13-15=-428/968, 12-13=-488/863, 11-12= 488/863, 9-11= 488/863 WEBS 4-16=-145/252, 7-12=-145/252, 3-17=-576/568, 8-11= 576/568 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 30-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 17 and 637 lb uplift at joint 11. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608154 74761 ATA Attic 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2011 MI I ex industries, Inc. W ea Nov 29 12:53:uu 2u11 I I D:OiDLEA_V49aE?QPooALzdeyEP W 5-8Uh?AvHhVvLOypJY2U?Bhk?igBNeiQ8BCFJf4F 2-4-0 5-11-6 11-4-4 12-3- 15-0-0 17-8-8 8-7-1 24-0-10 27.8-0 30-0.0 30 3-7-6 5-4-14 -it-4 2-8-8 2-8-8 11- 5-4-14 3-7-6 2-4-0 0 4x4 = 6.00 (12 Scale = 1:49.6 14 Iv 0 4x4 = 4x6 = 4x4 = 2-0-0 2r4i0 5-11.6 11-4-4 18-7-12 24-0-10 27-8-0 2Q-Q-0 30-0-0 2.0-0 0-4-0 3-7-6 5.4-14 7-3-8 5-4-14 3-7-6 0-4-0 2-0-0 Plate Offsets (X Y)-- (2:0-3-0 Edge) i14:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.15 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.24 17-18 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.24 Horz(CT) 0.02 16 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Wind(LL) 0.1520-21 >999 240 Weight: 174lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 23 REACTIONS. (lb/size) 22=1184/0-8-0, 16=1184/0-8-0 Max Harz 22=-289(LC 10) Max Uplift 22=-694(LC 12), 16=-594(LC 12) Max Grav 22=1274(LC 21), 16=1274(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1170/394, 3-4=-1261/510, 4-6=-1580/711, 6-7=-1300/721, 9-10= 1300/722, 10-12— 1580/712, 12-13= 1262/525, 13-14=-11711427 BOT CHORD 2-22= 324/1057, 21-22=-325/1274, 20-21=-325/1274, 18-20=-334/1438, 17-18— 349/1057, 16-17=-349/1057, 14-16=-349/1057 WEBS 10-18=-1/427, 12-18=-128/559, 6-20=-1/427, 4-20=-127/559, 7-23=-1367/706, 9-23=-1367/706, 3-22= 261/273, 4-21=-568/349, 13-16=-261/273, 12-17=-568/350 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=30ft eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 15-0-0, Exterior(2) 15-0-0 to 18-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed fora 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) Ceiling dead load (5.0 psf) on member(s). 6-7, 9-10, 7-23, 9-23 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-20 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 lb uplift at joint 22 and 594 lb uplift at joint 16. 9) Attic room checked for U360 deflection. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12608155 74761 ATB Attic 3 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 8.13a s Sep 15 2017 Mi I eK industries, Inc. Wed Nov 29 12:53:Oi 20117 rage t ID:OiDLEA_V49aE?QPooALzdeyEPW 5-cgFNOFIJGCTFazukbBWQEyXrebimRiW LRv3DdtyEJhm 2-4-0 5-11-6 11-4-4 12-3- 15-0-0 17-8-8 8-7-1 23-2-2 28-0-0 0- -2 2-4-0 3-7-6 5-4-14 11-4 2-8-8 2-8-8 11-4 4-6-6 4-9-14 0 0 4x4 = 6.00 F12 Scale=1:49.3 4x4 = 3x4 11 3x4 11 3x4 = 4x6 = 3x4 = 6x8 = 2-0-0 2,4,0 5-11-6 11-4-4 , 18-7-12 LOADING (psf) SPACING- 2-0'0 CS1. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.17 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.24 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 13-14 >999 240 Weight: 170lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 19 REACTIONS. (lb/size) 13=1009/0-8-0, 18=1199/0-8-0 Max Horz 18=265(LC 11) Max Uplift 13=-492(LC 12), 18— 701(LC 12) Max Grav 13=1154(LC 19), 18=1286(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1185/416, 3-4=-1275/533, 4-6=-1599/740, 6-7=-1321/748, 9-10=-1316/755, • 10-11=-1599/782 BOT CHORD 2-18=-344/1070, 17-18=-412/1267, 16-17-412/1267, 14-16=-441/1432, 13-14=-650/1357 WEBS 4-16=-123/564, 6-16=0/426, 10-14=74/463, 11-14=-140/258, 7-19— 1368/727, 9-19=-1368/727, 11-13=-1539/702, 3-18=-258/275, 4-17=-572/361 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=4.2psf; BCDL=3.Opsf; h=20fh B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 15-0-0, Exterior(2) 15-0-0 to 18-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.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) Ceiling dead load (5.0 psf) on member(s). 6-7, 9-10, 7-19, 9-19 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 13 and 701 lb uplift at joint 18. 8) Attic room checked for U360 deflection. Ia 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608156 74761 ATC Attic 1 1 Job Reference (optional) cnamoers Truss, urc., rUrr rierce, r� r, I D:Oi DLEA_V49aP6PooALzdeyEP W 5-Y3N7pxKZogjzpH27jcYuJ Nd4tPGRvelduDYKhmyEJhk 2-4-0 7-3.4 14-0-0 17-0-0 22.10-11 44- 26-9-5 34-6-0 39.4-0 44.4.0 4&10-0 534-0 0- 2 4-11.4 S&12 3-0-0 51411 1-55 4-SS 510-11 4•&0 SO-0 4-6-0 4.60 2-4-0 Scale = 1:94.2 5x12 MT18HS = 6.00 12 3x5 i 21 dt c 0 26 25 24 4x5 = 3x6 11 5x6 = 5x8 = 7 7x8 MT18HS 3x4 \\ 5x8 = 4x6 = 6x8 = 3x5 = 34 8 35 9 10 36 11 37 12 38 13 >8x14 39403x6 14 3x` 4x5 = 2 U3x4 n281 MT18HS = 21 23 54 3x5 i 6.00 FIT 20 42 t9 1817 43 44 16 6x8 = 6x8 = 5x8 MTiBHS = 7x8 = 6x8 = 24-0 2-0.0 7-3-4 14-0-0 17-0-0 24-4-0 2-0-0 4-0 44-0 54-0 N 4-11-4 0-0 7255 & o SO-0 9-0-0 04-0 Plate Offsets (X,Y)-- [5:0-3-0,Edge], [7:0-10-0,0-2-8], [9:0-3-8,0-2-8], [10:0-3-0,Edge], [13:0-5-4,0-2-8], 116:Edge,0-4-12], [17:0-3-8,0-4-8], [19:0-3-8,0-3-0], [20:0-4-0,0-2-0], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.81 21-22 >754 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Verl(CT) -1.48 21-22 >413 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.54 16 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.16 21-22 >525 240 Weight:371 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD 7-10: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 18-20,16-18: 2x6 SP 240OF 2.0E WEBS WEBS 2x4 SP No.3 *Except* 7-22,9-22,11-20,12-19,13-17: 2x4 SP M 30 JOINTS REACTIONS. (lb/size) 16=2012/0-8-0, 26=2075/0-8-0 Max Horz 26=-290(LC 10) Max Uplift 16— 1165(LC 12). 26=-1281(LC 12) ' Max Grav 16=2131(LC 19), 26=2075(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 3-4= 2662/1919, 4-6=-2804/2189, 6-7=-3253/2657, 7-8=-7152/5548, 8-9=-7013/5394, 9-11=4352/3470, 11-12=2117/1804, 12-13=-1825/1531, 13-14=-2253/1818 LTCHORD 25-26=-257/327, 24-25=-1846/2519, 23-24=-2092/2864, 22-23=-2321/3289, 21-22=-3519/4910, 20-21=-2146/3036, 19-20=-1927/2707, 17-19= 1420/2040, 16-17=-1081/1417 WEBS 4-25— 457/490, 4-24=-74/253, 6-24=-1226/981, 6-23=-473/875, 7-23=-821/545, 7-22=-3470/4762, 8-22=352/443, 9-22— 2416/3388, 9-21=-2326/1791, 11-21 =-1 668/2315, 11-20— 840/688, 11-19= 1357/965, 19-27=-74/271, 12-27=-74/271, 17-28=-190/350, 13-28=-367/548, 27-28=-236/309, 3-26=-1952/1598, 3-25= 1790/2394, 14-17=-469/996, 14-16=-2464/1892.12-28=-639/490 Structural wood sheathing directly applied or 2-4-15 oc purlins, except end verticals. Rigid ceiling directly applied or 3-10-11 oc bracing. 1 Row at micipt 6-24, 7-22, 9-21, 11-21, 11-20, 11-19, 14-16 1 Brace at Jt(s): 27, 28 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=53ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-2, Interior(1) 5-3-2 to 17-0-0, Exterior(2) 17-0-0 to 51-10-8, Interior(1) 51-10-8 to 53-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 13 = 12% 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 = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1165 lb uplift at joint 16 and 1281 lb uplift at joint 26. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T12608156 74761 ATC Attic 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL b.i3u s jep 1b zui / mi i ek industries, Inc. Vied Nuv za 1z:03:us zul r rage z I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-Y3N7pxKZogjzpH27jcYuJ Nd4tPGRvcl duDYKhmyEJhk NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 70 lb up at 47-0-0, and 83 lb down and 70 lb up at 49-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) Attic room checked for U360 deflection. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LrbAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-14, 2-7= 54, 7-13=-54, 13-15=-54, 24-29=-20, 22-24= 20, 20-22=-20, 16-20=-20 Concentrated Loads (lb) Vert: 14=-75(F) 39= 75(F) 0 WARNING - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIl-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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608157 74761 ATD Attic 1 1 Job Reference (optional) cnamoers i russ, mc., rort rierce, r-L m2 0 I D:OiDLEA_V49aE?QPooALzdeyEP W 5-OFxW OGLBZ7rgRQdJHK47ra9H mofre3an7sHtDCyEJhj 2-4-0 7-3-4 14-0-0 19-0-0 24.4-0 26-10-0 34-6-0 39-0-0 42.4-0 44-4-0 48-10-0 53-0-8 53 -0 2 4-17-0 6-8-72 1 14-0 2-6-0 7-10-0 4-B-0 3-0-0 2-0.0 4-6-0 4-2-8 0. B 2-0-0 Scale = 1:94.6 5x12 MT18HS = 5x8 MT18HS = 6.00 F,2 3x4 11 5x6 = 5x6 W B = 5x8 = 3x4 11 3x4 11 7 37 8 9 10 38 11 12 39 13 14 28 27 26 6.00 F12 4x5 =3x6 II 5x6 = 5x8 = 22 4.i 21 zu 19 6x8 = 4x4 = 5x8 MTIBHS= 6x8 = 6 18 17 4x5 = 3x10 11 2.4-0 2-0-0 7-3d 14-0-0 19-0.0 24-4-0 29-6-0 34-B-0 39.4-0 44-4-0 T. 48-70-0 53-4-0 2-0-0 4-11-0 6-8-72 5-0.0 5-0.0 5-2-0 5-2-0 4-t30 ' 4-6-0 4.60 0.4-0 Plate Offsets (XY)-- f5:0-3-0 Edge] f7:0-9-8 0-2-41 f10:0-3-0 Edge] f13:0-5-4 0-2-0] f19:0-3-8 0-4-4] f22:0-4-0,0-2-0], f24:0-5-0,0-3-151, f26:0-6-0,0-2-8], f27:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.50 24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.94 23-24 >650 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor NO WB 0.91 Horz(CT) 0.41 17 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix -MS Wind(LL) 0.71 23-24 >854 240 Weight: 389lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 20-22,17-20: 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 `Except* WEBS 7-24,11-22,12-21,14-19: 2x4 SP M 30 OTHERS 2x4 SP No.3 JOINTS REACTIONS. (lb/size) 17=2012/0-8-0, 28=2075/0-8-0 Max Horz 28=-334(LC 10) Max Uplift 17=-1165(LC 12), 28=-1281(LC 12) Max Grav 17=2061(LC 19), 28=2075(LC 1) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 2667/1886, 4-6=-2807/2176, 6-7— 3507/2805, 7-8= 5457/4278, 8-9=-5457/4278, 9-11— 3455/2837, 11-12— 1985/1756, 12-13= 2066/1825, 13-14— 1907/1673, s 14-15=-2147/1760, 15-16= 1519/1183, 16-17=-1970/1545 BOT CHORD 27-28=-300/373, 26-27=-1811/2555, 25-26=-2100/2915, 24-25=-2459/3553, 23-24=-3485/4916, 22-23=-1906/2721, 21-22=-1714/2427, 19-21=-1337/1916, 18-19=-988/1313 WEBS 4-27=-457/476, 6-26= 1213/1012, 6-25=-466/845, 7-25= 731/496, 7-24=-2195/3098, 9-24=-157212324, 9-23— 2464/1844, 11-23=-1230/1790, 11-22=-923/758, 11-21=-1149/803, 21-29= 348/567, 30-31= 255/192, 15-19= 527/1054, 3-28=-1957/1597, 3-27=-1742/2389, 13-29=408/560, 16-18=-1330/1766, 15-18=-1390/1133 Structural wood sheathing directly applied or 2-8-3 oc pudins, except end verticals. Rigid ceiling directly applied or 3-11-4 oc bracing. 1 Row at midpt 6-26, 7-24, 9-23, 11-23, 11-22, 11-21, 15-18 1 Brace at Jt(s): 29, 30, 31 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-0-0-15 to 5-3-2, Interior(1) 5-3-2 to 19-0-0, Exterior(2) 19-0-0 to 49-10-8, Interior(1) 49-10-8 to 53-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1165 lb uplift at joint 17 and 1281 lb uplift at joint 28. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 70 lb up at 47-0-0, and 83 lb down and 70 lb up at 49-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. d f0r U360 deflection. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11-7473 rev. 10/03,2015 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608157 74761 ATD Attic 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 1 b 2ul / MI I eK Inausines, Inc. 1Nea Nov Zy 1 z:b3:u4 2u1 / Page x I D:OiD LEA_V49aE?QPooALzdeyEPW 5-OFxW OGLBZ7rgRQdJ HK47ra9Hmofre3an7sHtDCyEJhj NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-7=-54, 7-13=-54, 13-16— 54, 26-32— 20, 24-26=-20, 22-24=-20, 17-22=-20 Concentrated Loads (lb) Vert: 15=-75(F) 40=-75(F) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608158 74761 ATE Attic 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u.1 au s Sep 15 zui 7 Mi I ex industries, inc. Wed Nov za 1 zaa:ao za i r r-age i I D:Oi DLEA_V49aE?QPooALzdeyEP W 5-ze2GRyMR516Ygkni016bx?FcJclu6zO4aAm_15yEJhh 2-4-0 7-3-4 14-0-0 21-0-0 27.10.0 34-a-0 29.4-0 4 -4- 44-4 0 46-l0-0 53-4.0 0- 2 4-11-4 6&12 7-0-0 6-10.0 6-10-0 4-&0 4-60 4-6-0 2.4•0 Scale = 1:94.9 m 2 0 5x12 MT18HS = 3x6 11 6.00 F12 46 = 4x6 = 4x10 = 5x6 — 6 7 35 8 36 937 10 11 38 26 25 24 6.00 12 20 41 19 1017 16 15 4x5 =3x6 11 5x6 = 5x8 = 6x8 = 4x4 = 5x6 = 3x4 11 6x8 = 5x10 II 2.4-0 2.0-0 7-3-4 14-0.0 21-0-0 24-4-0 27-10-0 34-6-0 39-4-0 44-4-0 41160 53-4-0 2.0-0 4-11-4 6-6-12 7-0-0 3-44-SO 5-0-0 4.60 0-4-0 Plate Offsets (X Y)-- r5:0-4-0 0-3-01 r6.0-9-0 0-2-01 r8.0-3-0 Edge1 r11:0-4-0 0-2-B1 r15:Edge 0-3-81 r16:0-3-8 0-4-01 (20:0-4-0 0-2-01 r24:0-6-0 0-2-81 (25:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.66 19-20 >923 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.18 19-20 >515 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.34 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.74 21-22 >821 240 Weight: 376lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except' 18-20,15-18: 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 WEBS JOINTS REACTIONS. (Ib/size) 15=2012/0-8-0, 26=2075/0-8-0 Max Horz 26=-377(LC 10) Max Uplift 15=-1165(LC 12), 26=-1281(LC 12) Max Grav 15=2193(LC 19), 26=2075(LC 1) FbRCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2703/1853, 4-5=-2861/2159, 5-6=-3809/2922, 6-7— 4541/3532, 7-9=-3501/2B62, 9-10= 1875/1665, 10-11=-1887/1671, 11-12=-2093/1767, 12-13=-2151/1671, 13-14=-1966/1396, 14-15=-2541/1812 BOT CHORD 25-26=-343/421, 24-25=-1776/2617, 23-24= 2110/3036, 22-23=-2554/3848, 21-22=-2707/4022, 20-21= 1691/2563, 19-20=-1516/2274, 17-19=-1189/1780, 16-17=-1190/1787 WEBS 4-25=-457/46114-24= 131/253, 5-24=-1256/1041, 5-23=-469/886, 6-23=-619/434, 6-22=-1529/2260, 7-22=-1228/1905, 7-21 =-1 894/1419, 9-21 =-1 298/1900, 9-20=-735/690, 9-19=-1308/822, 19-27— 529/785, 10-27=-353/665, 17-28_ 117/297, 12-28=-155/333, 14-16— 1636/2487, 3-26= 1985/1593, 3-25=-1692/2377, 13-16=-675/676 m 0 0 m m a) v 6 a Structural wood sheathing directly applied or 2-10-12 oc puriins, except end verticals. Rigid ceiling directly applied or 4-5-11 oc bracing. 1 Row at midpt 5-24, 6-22, 7-21, 9-21, 9-20, 9-19, 14-15, 14-16 1 Brace at Jt(s): 27, 28 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-2, Interior(1) 5-3-2 to 21-0-0, Exterior(2) 21-0-0 to 47-10-8, Interior(1) 47-10-8 to 53-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1165 lb uplift at joint 15 and 1281 lb uplift at joint 26. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 70 lb up at 47-0-0, and 83 lb down and 70 lb up at 49-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) Attic room checked for U360 deflection. SE S section loads armlled to the face of the truss are noted as front or back B . Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE Design valid for use only with MlrekO 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608158 74761 ATE Attic 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.t'su s bep ib zui / mt i etc inausmes, inc. vied Nov za tz:bs:ub zui r rage z I D:Oi DLEA_V49aE?QPooALzdeyEP W 5-ze2GRyMR516YgkniOl6bx?FcJclu6zO4aAm_15yEJhh LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-6= 54, 6-11-54, 11-14=-54, 24-30-20, 22-24=-20, 20-22=-20, 15-20=-20 Concentrated Loads (lb) ' Vert: 13=-75(F) 39= 75(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. , Tampa, FL 33610 Job Truss Truss Type City Ply T12608159 74761 ATF Attic 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Sep 15 2017 MI I ek industries, Inc. Wed Nov 29 12:53:07 20i 7 rage 1 ID:OiDLEA_V49aE?QPooALzdeyEPW5-RgceelN4s2EPl uMuySdgTDnmFOdjrPQDpgWXgXyEJhg 2.4-0 7.34 14-0-0 18-6-0 23-0-0 28-10-0 34-6-0 38-2d 3B -0 45.5.12 53-0.0 2 4-11-4 6-8-12 4-6-0 4-EO 5-10-0 5-10-0 38-4 0- 12 7-1-12 7-10.4 2-4-0 Scale=1:100.7 or 2 6 6x8 = 6.00 FIT 4x5 = 4x10 = 5x6 = 8 9 33 34 i0 11 25 24 23 6.00 12 18 17 10 15 5x6 = 5x8 = 6x8 = 4x4 = 5x6 = 4x6 = 4x5 = 3x6 I I 14 5x12 MT18HS I I 2-4-0 2-0-0 7-3-4 14-0-0 16-6.0 23-0-0 4-0 24- 0 34•&0 38-2-4 45 512 53-4-0 2-0-0 4-11-4 &8-12 4-6.0 4-60 -4- 4-60 5140 3-6-4 7-3-8 7-10-4 0.4.0 Plate Offsets (X,Y)-- [6:0-0-0,0-1-12], [6:0-2-12,0-3-0], [8:0-6-4,0-2-8], [11:0-4-0,0-2-8], [12:0-6-0,0-3-0], [13:Edge,0-1-12], [14:0-5-8,Edge], [18:0-4-0,0-2-0], [23:0-6-0,0-2-8], [24.0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.36 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.66 19-20 >924 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.33 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.42 20 >999 240 Weight: 407lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 12-13: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-7-14 oc bracing. BOT CHORD 2x4 SP M 30 *Except* WEBS 1 Row at midpt 5-23, 9-20, 9-19, 10-19, 10-18, 10-17, 16-18,14-16: 2x6 SP No.2 13-15 WEBS 2x4 SP No.3 "Except' JOINTS 1 Brace at Jt(s): 26 13-14: 2x4 SP M 30 REACTIONS. (lb/size) 14=2126/0-8-0, 25=2107/0-8-0 Max Horz 25=-421(LC 10) Max Uplift 14=-1097(LC 12), 25=-1261(LC 12) ' Max Grav 14=2469(LC 19), 25=2137(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 2808/1810, 4-5— 2976/2084, 5-7=-3695/2675, 7-8= 4161/3001, 8-9=-4099/2999, • 9-10— 3085/2398, 10-11=-2145/1662, 11-12=-2412/1725, 12-13=-2432/1451, 13-14=-2371 /1495 BOT CHORD 24-25=-384/459, 23-24=-1743/2747, 22-23=-2007/3146, 21-22= 2423/3859, 20-21= 2499/4198, 19-20=-2120/3577, 18-19— 1431/2536, 17-18=-1283/2258, 15-17=-1139/2083 WEBS 4-24=-478/460, 4-23=-75/265, 5-23=-1333/958, 5-22— 523/893, 7-22— 870/593, 8-21=-491/168, 8-20=-1174/2016, 9-20=-1042/1757, 9-19=-1716/1230, 10-19= 1087/1673, 10-18=-1125/701, 10-17=-872/551, 17-26=-541/892, 11-26=-537/917, 15-27=-732/731, 12-27=-699/755, 13-15=-1239/2294, 3-25— 2048/1564, 3-24= 1674/2475, 7-21=-202/634 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=4.2psf; BCDL=3.Opsf; h=20ft B=45ft; L=53ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-2, Interior(1) 5-3-2 to 23-0-0, Exterior(2) 23-0-0 to 45-10-8, Interior(1) 45-10-8 to 53-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 26-27 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1097 lb uplift at joint 14 and 1261 lb uplift at joint 25. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addittonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608159 74761 ATF Attic 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL mi au s 6ep i o 26i r Mi r ek muusures, mc. vveu rvuv, 29 i2;55;V r cu I / reye c I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-Rgceel N4s2EPl uMuySdgTDnm FOdjrPQDpq W XgXyEJhg NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 70 lb up at 47-0-0, and 144 lb down and 70 lb up at 49-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) Attic room checked for U360 deflection. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 14, 2-8= 54, 8-11=-54, 11-13=-54, 23-28=-20, 20-23— 20, 18-20=-20, 17-16= 20, 15-17=-30, 14-15=-20, 26-27=-10 Concentrated Loads (lb) Vert: 36_ 75(F) 38=-75(F) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mn EKREFERANCE PAGE Mll-7473 rev. 10/03&015 BEFORE USE. ' Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse wrlh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city, Ply T12608160 74761 B Half Hip 1 1 Job Reference (optional) GnamDerS I russ, Ine., Lori Nlerce, t-L a. roa 5 Qep ID zu I I Ivn I en IIIUUSU[US, ulc. vveu rvuv ce 14;00;uo cu I / raye I I D:OiDLEA_V49aE?QPooALzdeyEP W 5-v1 AOseOidMMGw2w4W 983OQKybQ-jasfN2U F5MzyEJhf 2-4.0 4.9.4 9-0-0 16.4.1 23-B-3 31-0-4 38-4-5 45-8-7 53.4.0 0. 2 2-6-4 4.2-t% 7.4-1 7-4-t 7-4-1 7-4-1 7-4-1 7-7-9 2.4-0 - Scale=1:90.9 m2 0 5x8 = 3x4 11 Sx6 WB= 4x6 = 45 = 3x4 II 31 6 32 7 8 9 33 1011 34 12 35 13 45 -::- 4 <:30 3 225 24 23 22 21 20 19 18 17 16 15 14 4xS = 3x6 I 14x5 = 3x6 = 3x8 5x8 MT18HS = 3x4 11 5x8 MT18HS = 6x8 = 2.4-0 12-0-0 9-0-0 14-1 -9.1126.7731-0-4 2 45410-7 �I-5-10 7.74--90 40 4-2294 63-14 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.64 17-18 >949 360 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.16 17-18 >526 240 BCLL O.D ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.25 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.97 17-18 >628 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' BOT CHORD 12-14: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=1878/0-8-0, 25=2059/0-8-0 Max Harz 25=257(LC 12) Max Uplift 14= 1090(LC 12), 25— 1270(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1917/1366, 4-5=-2740/1984, 5-6= 4255/3150, 6-7=-5184/3705, 7-9=-5184/3705, 9-1 1=-4416/3118,11-12=-2756/1964 BOT CHORD 23-24=-1459/1747, 21-23=1850/2400, 20-21=-3150/4255, 18-20=-3705/5184, 17-18=-3705/5184, 15-17= 3118/4416, 14-15=-1964/2756 WEBS 4-23— 535/857, 5-23=-249/274, 5-21 =-1 546/2202, 6-21= 1016/851, 6-20=-692/1226, 7-20=-419/405,9-17= 1060/704,11-17=-334/697,11-15=-1953/1382,12-15=-675/1187, 12-14=-3173/2257, 3-25=-1925/1547, 4-24=-913/753, 9-18=-4/294, 3-24= 1467/1972 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 282 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-21, 9-17, 11-15, 12-14 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-1, Interior(1) 5-3-1 to 9-0-0, Exterior(2) 9-0-0 to 16-5-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x5 MT20 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1090 lb uplift at joint 14 and 1270 lb uplift at joint 25. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE ' Deslgn valld for use only with Mliek® connectors. Ihis 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type city Ply T12608161 74761 B1 Half Hip 1 1 Job Reference (optional) cnamoers r russ, inc., rorr rierce, ru ..N . u'� ID:0iDLEA_V49aE?QPooALzdeyEPW5-N P3_0K0gU7XCVH3tfIYet5TpJwJ08WGB?evQyEJhe 2m-0 59A 11-0-0 16.0-1 25.0-3 32.0.4 39-0.5 46-0-7 53-4-0 2 3-54 Sz-12 7-0-1 7-0-1 7-0-1 7-0-1 7-0-1 7-3-9 2-4-0 Scale=1:90.9 m2 0 5x8 = 3x4 11 5x6 = 6.00 FIT 5 29 630 31 7 3x5 = 5x8 = 3x4 11 5x6 = 8 32 9 10 33 11 34 12 23 22 35 21 20 19 36 16 37 17 38 39 16 40 15 41 14 42 13 4x5 =3x6 II 3x10 = 5x6 = 4x10 = 3x5 = 36 = 5x6 WB= 6x8 = 3x6 11 5x8 MT18HS = 2-4-0 2-0-0 59-4 11-o-o 1I30-1 27-9-13 362-11 46-0-7 53-4-0 2-40 3-54 52-12 7-0-1 B-9-it &4-14 B-9-11 7-3-9 a4-0 Plate Offsets (X Y)-- f5:0-6-0 0-2-8j f7:0-3-0 0-3-0) f9:0-2-0 0-3-0j f10:0-0-0 0-1-121 f20:0-0-0 0-1-121 f21:0-1-12 0-0-01 f22:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.52 17-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.01 17-19 >601 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.70 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.63 17 >970 240 Weight: 292lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-19,9-14,12.14,3-22: 2x4 SP M 30 WEBS 1 Row at midpt 12-13, 5-19, 7-19, 9-14, 12-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1878/0-8-0, 23=2059/0-8-0 Max Harz 23=314(LC 12) Max Uplift 13=-1095(LC 12), 23=-1264(LC 12) Max Grav 13=1895(LC 17), 23=2103(LC 17) FbRCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-360/341, 3-4=-2684/1765, 4-5= 2867/2045, 5-6=-3793/2773, 6-7=-3793/2773, 7-8=-4370/3080, 8-9= 3878/2711, 9-11 =-2147/1539,11-12= 2147/1539, 12-13=-1820/1393 BOT CHORD 2-23= 302/370, 22-23=-365/64, 21-22= 1909/2500, 19-21=-1906/2501, 17-19=-3130/4315, 16-17=-3049/4246, 14-16=-2513/3493 WEBS 5-19= 1209/1831, 6-19= 448/499, 7-19=-712/463, 8-16=-628/562, 9-16=-444/856, 9-14= 1725/1258, 11-14=-417/471, 12-14= 1926/2695, 3-23= 2258/1715, 4-22— 554/579, 3-22=-1928/2830 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=4.2psf; BCDL=3.Opsf; h=20fh B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-1, Interior(1) 5-3-1 to 11-0-0, Exterior(2) 11-0-0 to 18-6-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1095 lb uplift at joint 13 and 1264 lb uplift at joint 23. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFOREUSE. 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 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608162 74761 B2 Half Hip 1 1 Job Reference (optional) cnamoers 1 russ, Inc., ron rierce, rr —V vU_ I D:OiDLEA_V49aE?QPooALzdeyEPW 5-Jcs9UgQavHkrnVffBlime3yTEdOZnEepkS UlzlyEJhe 2.4.0 6-9-4 13-0-0 19-6-1 26-4-3 33-0,4 39-8-5 46-0-7 53.4-0 2 4-54 6-2-12 6-&1 68-1 6-8-1 S11.9 2.4.0 Scale=1:90.9 m� 6 5x8 = 5 3x5 = 46 = 3x4 11 4x6 = 3x5 = 3x5 = 3x4 11 5x6 = 6 29 7 8 9 10 11 30 12 81 13 3x5 i 4 4x5 i 28 3 1 24 23 22 21 32 20 33 19 18 17 34 16 35 36 15 37 14 3x6 II 4x10 = 3x6 = 4x8 = 3x4 II 3x4 II 7x8 = 5x10 = 4x6 II 4x5 = 3x5 = 5x8 MT18HS = 2-4-0 2-0-0 59-4 •& 13-0.0 19-&1 26-4-3 29-0.3 33-0.4 37. 5 39-8-5 46-4-7 53-4-0 2.0-0 4-54 4 0. 2 54-0 6-&1 E8-1 2-8-1 4-0-1 4-0-1 2-8-1 6&1 6.11-9 MA. Plate Offsets (X Y)-- f5:0-6-0 0-2-81 f8:0-3-0 Edgel f10:0-1-14 Edgel [14: Edge, 0-3-81 f23:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.55 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.02 18-20 >597 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS W1nd(LL) 0.86 18-20 >708 240 Weight: 315lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=1878/0-8-0, 24=2059/0-8-0 Max Horz 24=371(LC 12) Max Uplift 14=-1102(LC 12), 24= 1257(LC 12) Max Grav 14=2040(LC 17), 24=2184(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. WEBS 1 Row at midpt 13-14, 5-20, 7-20, 9-16, 11-15, 13-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2791/1837, 4-5=-3077/2071, 5-6=-3671/2536, 6-7=-3671/2536, 7-9=-4026/2648, 9-11=-3190/2100, 11-12=-1877/1274, 12-13=-1877/1274, 13-14=-1920/1411 BOT CHORD 23-24— 293/176, 21-23=-1996/2541, 20-21 =-1 961/2719,18-20=-2648/4026, 17-18= 2648/4026, 16-17=-2648/4026, 15-16=-2085/3157 WEBS 4-23=-576/519, 4-21=-117/411, 5-20=-893/1406, 6-20= 426/503, 7-20= 630/256, 7-18=0/309, 9-16=-1205f790, 11-16= 475/1001, 11-15= 1775/1130, 12-15= 417/473, 13-15= 1751/2584, 3-24= 2082/1562, 3-23=-1764/2502, 9-17=-74/436 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-1, Interior(1) 5-3-1 to 13-0-0, Exterior(2) 13-0-0 to 20-6-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1102 lb uplift at joint 14 and 1257 Ito uplift at joint 24. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 114I1-7473 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 building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Job Truss Truss Type Qty Ply T126OB163 74761 B3 Hip 1 1 Job Reference (optional) L,namuers I russ, mc., for[ 1-1erC8, rL 0. IOU J Jep 1. cV I / IVII I CA II IUUMI ICJ, IIIV. VV I- Ly I L,OJ LV I / raye I I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-noQXiORCgbsiOf Erl? D?AGVbKi MEW h Hyy6Dl W IyEJhb 2-4-0 7-9-0 15-0-0 22.10-1a 30.8.0 38-5-2 46-4-0 53-4-0 0- 2 5-s-4 7-2-12 7.10-14 7-9-2 7-9-2 7.10-14 7-a0 2-4-0 Scale=1:92.5 M2 0 6.00 12 Sx8 = 5 3x4 11 3x6 = 29 6 30 7 3x5 = 3x6 = 3x4 II 8 31 9 10 32 33 5x8 = 11 34 23 22 L1 20 60 19 10 17 °tl 16 10 or 14 13 4x5 = 3x6 11 5x6 = 4x6 = 3x5 = 3x5 = 3x4 4x10 = 4x5 = 4x6 II 5x6 WB= 3x6 = 2-4-0 2-0-0 7-9-4 15-0-0 22-1 a14 3a&0 38-5-2 a64-0 5&4-0 2-0-0 5-5-0 7-2-12 7-1044 7.9-2 7-9-2 7-1 a14 7-a0 Plate Offsets (X Y)-- [4.0-4-0 0-3-01 f5:0-5-8 0-2-41 f11:0-5-4 0-2-0) f12:0-2-12 0-2-0) f13:Ecige 0-3-81 122:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) -0.78 16-17 >785 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.15 16-17 >529 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.64 16-17 >948 240 Weight: 308 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD 5-7,9-11: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1878/0-8-0, 23=2059/0-8-0 Max Harz 23=-246(LC 10) Max Uplift 13= 1088(LC 12), 23— 1272(LC 12) Max Grav 13=2028(LC 18), 23=2209(LC 17) PORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 2985/1987, 4-5=-3080/2133, 5-6=-3514/2530, 6-8=-3514/2530, 8-10=-2881/2206, 10-11= 2881/2206, 11-12= 1918/1397, 12-13=-1971/1486 BOT CHORD 22-23=-215/302, 20-22=-1919/2785, 19-20=-1766/2770, 17-19=-2262/3566, 16-17= 2262/3566, 14-16— 1087/1619 WEBS 4-22=-454/456, 5-20=-31/279, 5-19=-753/1338, 6-19=-563/547, 8-17=0/373, 8-16= 896/470, 10-16=-501/529, 11-16— 1176/1804, 11-14= 724/678, 12-14=-1229/1874, 3-23= 2107/1606, 3-22=-1844/2590 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-19, 8-16, 11-16, 12-14, 3-22 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53ft; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-1, Interior(1) 5-3-1 to 15-0-0, Exterior(2) 15-0-0 to 53-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1088 lb uplift at joint 13 and 1272 lb uplift at joint 23. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERAMCE PAGE 114II--7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MifekO 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, storage, delivery, erecllon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply T12608164 74761 B4 PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:53:13 2017 Page 1 ID:Oi DLEA_V49aE?QPooALzdeyEPW 5-G_wLSgRu_YOpp2lj kEjU 1 IsRnW F886Bmzr2ByEJha 2-4-0 7-3-4 14-0-0 18.6-0 23-0-0 28-10-0 34-6-0 38-4.0 45-6.0 53-4-0 0- -2 4.11-4 GB-12 4-60 4-6-0 5-10-0 5-140 3-8-0 7-2-0 7-10-0 2-4-0 Scale=1:94.4 5x8 = 4x5 = 4x10 = 5x6 = 6.00 12 8 9 31 32 10 11 0 m N a N a m 2 6 25 24 23 6.00 12 18 17 ra 15 14 4x5 = 3x6 11 5x6 = 5x8 = 5x6 = 3x8 = 3x6 = 4x5 = 3x6 11 2-4-0 2-0-0 7-34 14-0.0 18-&0 23-60 4-4- 28-10-0 3a-8-o 22:4-0 a5-60 53a-0 2-40 4-11-0 s-8-12 4-60 4-6-0 -4 4-60 510.0 38-0 7-2-0 7-10-0 0-4.0 Plate Offsets (x Y)-- j8:0-6-0 0-2-8) (11:0-3-0 0-2-0) j12:0-4-0 0-3-41 f 13:0-2-12 0-2-01 f 18:0-4-0 0-2-81 f20:0-3-15,0-3-01, j23:0-6-0,0-2-81, (24:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.31 20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.56 19-20 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.32 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.43 20 >999 240 Weight: 3871b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 14=1878/0-8-0, 25=2059/0-8-0 Max Harz 25=-421(LC 10) Max Uplift 14=-1088(LC 12), 25=-1272(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2610/1818, 4-6=-2778/2094, 6-7=-3360/2688, 7-8=-3741/3019, 8-9= 3648/3017, 9-10=-2786/2414, 10-11=-1727/1657, 11-12=-2025/1742, 12-13=-1860/1427, 13-14=-1808/1458 BOT CHORD 24-25= 386/457, 23-24=-1750/2563, 22-23=-2017/2898, 21-22=-2437/3503, 20-21=-2516/3749, 19-20=-2139/3119, 18-19=-1446/2162, 17-18= 1295/1916, 15-17= 1153/1597 WEBS 4-24=-453/462, 6-23= 1196/963, 6-22=-528/792, 7-22=-761/599, 8-21=-436/173, 8-20=-1187/1776, 9-20= 1045/1666, 9-19= 1646/1234, 10-19= 1093/1618, 10-1 8=-879/668,10-17=-780/589, 11-17=-538/635, 12-17= 117/329, 12-15= 667/655, 13-15=-1272/1764,3-25=-1936/1569,3-24=-1681/2370,7-21=-207/572 Structural wood sheathing directly applied or 3-7-4 oc purlins, except end verticals. Rigid ceiling directly applied or 4-7-11 oc bracing. 1 Row at midpt 6-23, 9-20, 9-19, 10-19, 10-18, 10-17, 11-17, 13-15 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=53ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-3-1, Interior(1) 5-3-1 to 23-0-0, Exterior(2) 23-0-0 to 45-10-8, Intertor(1) 45-10-8 to 53-2-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1088 lb uplift at joint 14 and 1272 lb uplift at joint 25. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component , 6904 Parke Easf Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608165 74761 B5 Piggyback Base 1 1 Job Reference (optional) GnamDers I russ, Ine., I -on viefce, I-L a. rJa s OUP 10 LU I r ,m, , en uwusu,ea, mc. vveu rvuv La ,C.OJ: w LV , r —ye , ID:OiDLEA_V49aE?QPooALzdeyEPW5-kBX16hSTCC6PezOEsOFTFha2eg63_a_FQQiPadyEJhZ 4-11-12 9-8-0 15-6-0 21-4-0 25-0-0 32-2-0 38-9-11 38 8i0 46-0-0 4-11-12 4-8-4 5-10-0 5-10-0 3-8-0 7-2-0 6-7-11 0-10-5 6.4-0 Scale=1:81.3 Sx8 = 5x6 = 6.00 12 3 4 22 23 24 5 6 25 4x1 o N N Iv 6.00112 15 14 Lr 13 'L 11 10 20 5x6 3x6 = 6x8 = 3x6 11 3x8 = 9-8-0 LOADING (psi) SPACING- . 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 1-20: 2x8 SP 240OF 2.0E 39-8-0 CS1. DEFL. In (loc) I/dell Ud PLATES GRIP TC 0.49 Vert(LL) -0.31 15-16 >999 360 MT20 244/190 BC 0.60 Vert(CT) -0.51 15-16 >934 240 WB 0.98 Horz(CT) 0.17 10 n/a n/a Matrix -MS Wind(LL) 0.2715-16 >999 240 Weight: 343lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-2 oc bracing. WEBS 1 Row at midpt 2-19, 4-16, 5-15, 7-14 REACTIONS. (Ib/size) 20=1498/0-8-0, 11=1377/0-8-0, 10=496/0-8-0 Max Horz 20=328(LC 11) Max Uplift 20=-890(LC 12), 11=-802(LC 12), 10=-247(LC 12) Max Grav 20=1498(LC 1), 11=1889(LC 18), 10=644(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _"OP CHORD 1-2=-1079/725, 2-3= 1909/1316, 3-4=-1948/1398, 4-5=-1690/1462, 5-6=-1291/1294, 6-7=-1530/1346, 7-8=-1560/1250, 8-9=-948/610, 1-20=-1532/1023, 9-10=-594/522 BOT CHORD 19-20=-382/401, 18-19=-308/1310, 17-18=-631/1988, 16-17= 883/2062, 15-16= 707/1584, 14-15=-621/1385, 13-14=-756/1349, 11-13=-423/834 WEBS 2-19= 1310/932, 2-18= 431/933, 3-18= 796/422, 3-17=-727/1411, 4-17= 201/449, 4-16=-727/335, 5-16=-305/822, 5-15=-724/437, 6-14=-229/333, 7-13=-430/412, 8-13=-701/1342, 8-11= 1722/1112, 9-11=-310/795, 1 -1 9=-834/1307 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=46ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-10 to 4-10-0, Interior(1) 4-10-0 to 9-8-0, Exterior(2) 9-8-0 to 31-6-1, Interior(1) 31-6-1 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 20 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 890 lb uplift at joint 20, 802 lb uplift at joint 11 and 247 lb uplift at joint 10. Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MBekO 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 MIS design into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MBTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 fUexandria. VA 22314. Job Truss Truss Type Qty Ply T12608166 74761 B6 Piggyback Base 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:53:16 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-gZf2XNUjkpM7tGYd_rHxL6fNXegySU7YtkB W fW yEJhX 2-4-0 8-0-5 8 0 15-6-3 23-0-0 26-8-0 32-6-0 38-4-0 43-0-4 48-0-0 2-4-0 5-8-5 0- -11 7-2-3 7.52 3-8-0 5-10-0 5-10-0 4-8-4 4-11-12 5x8 = 5x8 = 6.00 F1T 6 7 27 28 29 8 9 co O Scale=1:84.8 m 0 N N 21 20 19 18 J1 17 16 6.00112 12 3x4 II 3x6 11 4x5 = 3x6 = 5x8 = 4x8 = 2-0-0 2-" , 8-4-0 i 15-6-3 , 23-40 2E&0 32&:0 37-0-0 2&4-q 47 4 0 48-1 0 22" 7'-0 7-2-3 7-5-13 3-&0 5-140 4-fr0 1.4-0 8-0.0 0-& 0-4-0 Plate Offsets (X Y)-- (6:0-5-8 0-2-41 f9:0-6-0 0-2-81 (16:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.18 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.37 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.16 14-15 >999 240 Weight: 3531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-12: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 3-18, 5-17, 6-17, 7-16, 8-15, 10-12 REACTIONS. (lb/size) 12=1440/0-8-0, 20=1771/0-8-0, 21=319/0-8-0 Max Harz 21=388(LC 12) Max Uplift 12=-861(LC 12), 20-978(LC 12), 21=-287(LC 12) Max Grav 12=1440(LC 1), 20=1798(LC 17), 21=324(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. lbP CHORD 1-2=-274/141, 3-5=-1371/1012, 5-6=-1380/1228, 6-7=-1216/1263, 7-8=-1576/1516, 8-9=-1736/1590, 9-10-1748/1500 BOT CHORD 1-21=-81/251, 20-21=-337/346, 18-20=-337/346, 17-18=-981/1333, 16-17=-895/1261, 15-16=-1038/1448, 14-15=-132611767, 13-14-1176/1593, 12-13= 760/991 WEBS 3-20_ 1656/1256, 3-18— 89511340, 5-18=-529/505, 6-16=-238/381, 7-16=-806/673, 7-15=-458/657, 8-15=-591/535, 8-14=-177/296, 9-14=-1018/1222, 9-13=-681/605, 10-13=-543/942, 10-12-1841/1481, 2-21=-291/452 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 4-9-10, Interior(1) 4-9-10 to 23-0-0, Exterior(2) 23-0-0 to 45-1-7, Interior(1) 45-1-7 to 47-8-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 861 lb uplift at joint 12, 978 lb uplift at joint 20 and 287 lb uplift at joint 21. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. 10/032016 BEFORE USE. Design valid for use ody with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informalton available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608167 74761 67 PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:53:17 2017 Page 1 ID:OiDLEA_V49aE?QPooALzdeyEPW5-81DQIjVLV7U_VQ7pXYoAtKCY72B7Bxsh6Ox3ByyEJhW 4-11-12 9-8-0 15-6-0 21-4.0 25-0-0 30-2-0 35-3.15 40-0-0 4-11-12 4-8-4 5-10-0 5-10-0 3-8-0 5-2-0 5-2-0 4-8-1 6.00 12 41 21 5x8 MT1 BHS = 5x8 MT18HS = 3x5 = 5x8 = 23 245 25 6 o.vvl rc 16 15 L° 14 13 5x8 = Or8.0 4-11-12 9-8-0 11-04 15-6-0 21-4-0 25-0-0 30-2-0 35-3-15 3 •0 0 40-0-0 O-8 0 4-3-12 4-8-4 1-4-0 4-6-0 5-10-0 3-8-0 5-2-0 5.2.0 0-8• 40-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. DEFL. in (loc) I/dell L/d TC 0.54 Vert(LL) 0.3516-17 >999 240 BC 0.45 Vert(CT) -0.1517-18 >999 240 WB 0.97 Horz(CT) -0.19 12 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except' 9-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-21: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 21=1267/0-8-0, 12=1659/0-8-0 Max Harz 21=339(LC 11) Max Uplift 21=-1133(LC 9), 12= 1339(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. FOP CHORD 1-2=-871/2083, 2-3=-1473/3450, 3-4= 1469/3552, 4-5=-1271/3232, 5-6=-903/2302, 6-7=-929/2095, 9-10=-266/227, 1-21_ 1243/2906 BOT CHORD 20-21= 357/307, 19-20— 1729/1046, 18-19= 2527/1523, 17-18= 2791/1471, 16-17=-2192/1030, 15-16=-1799/764, 14-15=-1410/562, 9-12=-327/406 WEBS 2-20=-1024/1907, 2-19— 1414/712, 3-19= 596l730, 3-18=-2031/993, 4-18= 610/470, 4-17= 674/863, 5-17= 1681/730, 5-16— 823/1695, 6-16= 1232/518, 6-15=-264/486, 7-15=-837/423, 12-14=-1346/608, 7-12= 1216/2252, 10-12=-183/399, 1-20=-2544/1044 Scale = 1:79.2 M 10 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 353 lb FT = 20% Structural wood sheathing directly applied or 5-10-12 oc puffins, except end verticals. Rigid ceiling directly applied or 3-11-15 oc bracing. 1 Row at midpt 2-19, 3-18, 4-17, 5-17, 5-16, 6-16, 6-15, 7-15, 7-14, 7-12, 1-20 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=40ft; eave=5fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-10 to 4-3-10, Interior(1) 4-3-10 to 9-8-0, Exterior(2) 9-8-0 to 30-7-14, Interior(1) 30-7-14 to 39-10-4 zone; cantilever right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 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, with BCDL = 10.Opsf. 8) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1133 lb uplift at joint 21 and 1339 lb uplift at joint 12. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101032015 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608168 74761 D HALF HIP 1 1 Job Reference (optional) Gnamcers truss, Inc., t-ori vierce, t-L 0.IOV b oeN Ia U I i IWI I CA IIIUUJIIICJ, II— Y r Vt , I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-cynoy3VzGRcr7ah?5GKPQXkkxSUwvPprL2gcjOyEJhV 2-0-0 4-9-0 9-0-0 15-1-0 21-2-0 27.90 33-4-046-0-0 48-0-0 0 -22-0-0 2-5.4 4-2-12 6-1-0 6-1-0 6.1-0 6-10 6-0.0 6-0-0 2-8-0 Scale =1:83.0 5x6 = 3x4 11 5x8 = 3x5 = 4x5 = 4x6 = 3x4 11 4x5 = 4x5 = 6.00 12 3x5 I 4 5 631 32 7 8 33 9 10 11 34 35 12 13 3x4 11 30 3 18 16 7x8 = 17 6x8 = 26 4x5 = 3x4 II 25 24 23 22 21 20 19 4x10 = 15 14 6x8 = 3x6 — 4x10 = 3x4 11 4x6 = 7x8 = 3x4 11 3x4 II 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.27 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.50 17-18 >945 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.15 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.39 19 >999 240 1 Weight:281 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 9-19,12-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 9-17, 12-17, 5-23, 7-23 18-20: 2x4 SP M 30 REACTIONS. (lb/size) 14=1401/0-8-0, 26=122/0-8-0, 25=2019/0-8-0 Max Horz 26=257(LC 12) Max Uplift 14=-829(LC 12), 26=-358(LC 12), 25=-1203(LC 12) Max Grav 14=1405(LC 22), 26=122(LC 1), 25=2019(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/416, 3-4=-1141509, 4-5=0/388, 5-6=-1464/1222, 6-7=-1464/1222, 7-8=-2949/2171, 8-9= 3733/2727, 9-11 =-2679/1938,11-12=-2679/1938, 12-13=-955/714, 13-14=-1367/1035 BOT CHORD 2-26=-355/283, 25-26_ 410/6, 23-25= 327/0, 22-23= 1888/2470, 20-22= 1888/2470, 9-18=-142/369, 17-18=-2752/3771, 16-17=-741/991, 12-16=-1238/1016 WEBS 6-23= 346/411, 7-20=-354/603, 8-20= 778/664, 18-20=-2119/2864, 8-18=-619/879, 9-17=-1260/943, 11-17=-339/362, 12-17=-1384/1952, 13-16=-1227/1640, 3-26=-232/337, 4-25=-633/802, 5-23= 1425/2103, 7-23= 1289/848, 5-25=-1379/738 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=48fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-8-11, Interior(1) 4-8-11 to 9-0-0, Exterior(2) 9-0-0 to 15-9-7 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 829 lb uplift at joint 14, 358 lb uplift at joint 26 and 1203 (b uplift at joint 25. IC) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII--7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12608169 74761 D1 HALF HIP 1 1 Job Reference (optional) unamDers i russ, mc., MR Merce, r-L o. ion —P 1 11a= I D:Oi DLEA_V49aE?OPooALzdeyEPW 5-YKvZNIXDo2sZMurODhMtVyq?MF8YN Hi8oM9joHyEJhT 2-0-0 5-9-0 8-4-0 11-0.0 18-5-5 25-10-11 33-4-0 39-4-0 45:10 48-0-0 0- -2"_0 3-5-0 2-6-12 2-6-0 7-5.5 7-5.5 7.5.5 6-0.0-8-0 6.00 12 3x4 11 4 30 4x5 i 29 3 "21 dI 0 25 24 4x5 = 3x6 11 6x8 = 5x6 = 5 Scale=1:83.0 3x8 = 3x6 = 3x4 11 4x4 11 40 = 3x10 = 3x4 II Sx6 = 316 32 7 8 33 9 10 11 34 35 12 13 44 18 16 17 23 36 37 22 38 21 20 19V� — 3x4 II "V 15 14 5x6 = 3x4 II 4x6 = 6x8 = 3x4 11 3x4 11 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.50 18 >940 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.91 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.29 14 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.86 17-18 >554 240 Weight: 283lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-7 oc bracing. 18-20: 2x4 SP M 30 WEBS 1 Row at midpt 13-14, 6-23, 18-20, 11-16 REACTIONS. (lb/size) 14=1652/0-8-0, 24=209/0-8-0, 25=1681/0-8-0 Max Horz 25=314(LC 12) Max Uplift 14=-946(LC 12), 24=-406(LC 12), 25=-1027(LC 12) Max Grav 14=1652(LC 1), 24=254(LC 17), 25=1681(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. POP CHORD 3-4=-2192/1316, 4-5=-2216/1503, 5-6=-1957/1373, 6-8=-3419/2391, 8-9=-3430/2401, 9-1 1=-3561/2490,11-12=-849/608, 12-13=-823/588, 13-14=-1603/1160 BOT CHORD 24-25=-393/109, 23-24=-1347/1907, 22-23— 2168/3048, 20-22=-2168/3046, 19-20= 572/657, 9-18= 285/327, 17-18=-1779/2565, 16-17=-1779/2565, 12-16= 256/319 WEBS 4-24=-457/531, 5-23=-446/866, 6-23= 1387/1009, 6-22=0/334, 6-20=-352/473, 8-20=-483/485, 18-20=-1978/2802, 11-18=-885/1240, 11-17=0/306, 11-16=-2136/1476, 13-16= 1267/1773, 3-25=-1623/1168, 3-24=-1072/2107 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-8-11, Interior(1) 4-8-11 to 11-0-0, Exterior(2) 11-0-0 to 17-9-7 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 946 lb uplift at joint 14, 406 lb uplift at joint 24 and 1027 lb uplift at joint 25. I9 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10M12015 BEFORE USE Design valid for use only with MITek® connectors. This deslgn 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 parametersand properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608170 74761 D2 HALF HIP 1 1 Job Reference (optional) GnamDerS truss, Inc., f-Orr rlerce, t-L a.IOU s aeP ra ZU r r rvu I UK utuusures, urc. vveu rvuv Za 1 Z:ao:Z r ZU 1 r rage i ID:OiDLEA_V49aE?QPooALzdeyEPW5-IXSxb4YsZM?Q_2Qam01:61AMFwfV_6krH10vHKyEJhS 24.0 6-9-0 8-4-0 13.0.0 19-9-5 26-6-11 33-4-0 39-0-0 45-4-0 46-0.0 0- -22-4-0 4-5-0 1.6-12 4-6-0 6-9-5 6-9-5 Scale = 1:83.0 3x5 = 5x8 = 3x4 11 3x6 = 4x6 = 3x6 = 3x4 11 45 = Sx6 = 5 6 7 8 32 9 10 11 33 34 12 13 I9 26 25 L4 23 J° 22 41 0 0 20 19 4x10 = 15 14 4x5 = 3x6 11 6x8 = 3x6 =3x4 11 3x10 = 4x6 = 5x6 = 3x4 II 3x4 11 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.40 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.71 17-18 >666 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.25 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.68 17-18 >702 240 Weight: 296 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 1 Row at midpt 13-14, 5-22, 8-22, 18-20, 9-17, 12-17 REACTIONS. (lb/size) 14=1666/0-8-0, 25=102/0-8-0, 26=1774/0-8-0 Max Harz 26=371(LC 12) Max Uplift 14=-961(LC 12), 25= 353(LC 12), 26=-1065(LC 12) Max Grav 14=1666(LC 1), 25=163(LC 17), 26=1774(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 2376/1373, 4-5=-2418/1575, 5-6=-2764/1978, 6-8=-2764/1978, 8-9= 2928/2079, 9-11=-2126/1494, 11-12= 2126/1494, 12-13= 707/514, 13-14=-1618/1188 BOT CHORD 25-26=-445/167, 23-25= 1454/2117,22-23=-1452/2122, 20-22=-2079/2928, 19-20= 422/471, 9-18=-263/559, 17-18=-2130/3007, 16-17= 531/731, 12-16= 1510/1186 WEBS 4-25=-431/546, 5-23=0/266, 5-22=-732/1029, 622= 371/447, 8-22=-307/267, • 8-20= 244/323, 18-20— 1803/2644, 9-17=-1222/863, 11-17=-360/375, 12-17=-1315/1883, 13-16=-1257/1731, 3-26=-1770/1185, 3-25=-1089/2237 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -0-0-15 to 4-8-11, Interior(1) 4-8-11 to 13-0-0, Exterior(2) 13-0-0 to 19-9-5 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 lb uplift at joint 14, 353 lb uplift at joint 25 and 1065 lb uplift at joint 26. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608171 74761 D3 Hip 1 1 Job Reference (optional) cnamoers I russ, Inc., t-on Tierce, rL a.uw s aep 10 zu1 I Iva I ex m0usrrles, mc. vvea I'M za 1z:os:za zu I / rage 1 ID:OiDLEA_V49aE?QPooALzdeyEPW 5-zvah?mZ65zFBDLazupva7bSbMTCpae5aUKONOcyEJhQ 2-4-0 4"-0 7-9d 84 15-0-0 21.1.5 27-2-11 33dA i 39-4-0 45-4-0 46-0-0 i -2 5-5-4 4 2 68-0 6-1.5s-o-o •o- 1-e-0 2-4-0 Scale=1:64.4 co 2 0 0 5x8 = 6.00 12 3x4 11 3x5 = 4x6 = 4x5 = 6 31 732 8 33 9 10 4x5 = 4x5 3x4 11 3x6 = 11 34 1213 14 26 25 L4 23 3b 22 21 20 L�' 410 = aI 16 15 3x6 11 5x6 = 4x6 = 3x4 11 Sx8 = Sx6 = 3x4 1 3x4 11 6x8 = 4x5 = 6x8 = 2.4-0 48-0.0 2-0-0 , 8-4-0 15-0-0 21.1.5 , 24-2.0 27.2-11 33-4-0 39-4.0 45-4-0 46d-0 i 2.0.0 60-0 6-8-0 6-Y-5 3-0.11 3-0.11 6-1-5 6.0.0 60-0 -0- m o o I9 Plate Offsets (X,Y)-- f4:0-2-6,Edgel, f6:0-6-0,0-2-81, f9:0-3-O,Edgel, fl3:0-3-0,0-2-01, fl7:0-5-8,0-4-01, fl9:0-6-4,0-4-41, f21:0-3-0,0-1-81, f22:0-3-8,0-3-01, f25:0-3-0,0-2-01 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 0.49 Vert(LL) -0.35 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vett(CT) -0.62 20-21 >771 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.15 15 rVa n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.50 20-21 >950 240 Weight: 309lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 10-20,12-16: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 25=162/0-8-0, 15=1658/0-8-0, 26=1722/0-8-0 Max Horz 26=384(LC 12) Max Uplift 25=-254(LC 12), 15=-959(LC 12), 26=-919(LC 12) Max Grav 25=349(LC 17), 15=1741(LC 18), 26=1828(LC 20) PORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-2493/1322, 5-6=-2573/1574, 6-7= 2725/1845, 7-8=-2722/1841, 8-10=-2783/1940, 10-11=-1892/1375, 11-12=-1892/1375, 12-13=-626/507, 13-14= 671/496, 14-15=-1707/1247 BOT CHORD 25-26=-280/232, 23-25=-1454/2265, 22-23= 1453/2270, 21-22=1776/2734, 10-19=-272/687, 18-19=-1880/2808, 17-18=-459/645, 12-17=-1308/1068 WEBS 5-25=-491/602, 6-23=0/349, 6-22=-553/864, 7-22= 446/434, 8-21= 407/410, 19-21=-1725/2691, 8-19=-255/254, 10-18=-1317/851, 11-18=-351/407, 12-18=-1246/1846, 3-26=-1784/1267, 3-25=-1208/2281, 14-17= 1127/1581 Structural wood sheathing directly applied or 4-3-2 oc purlins, except end verticals. Rigid ceiling directly applied or 5-4-9 oc bracing. Except: 1 Row at midpt 12-17 1 Row at midpt 19-21, 10-18, 12-18, 14-15 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=4.2psf; BCDL=3.Opsf; h=20fh B=45ft; L=48ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-8-11, Interior(1) 4-8-11 to 15-0-0, Exterior(2) 15-0-0 to 47-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 25, 959 lb uplift at joint 15 and 919 lb uplift at joint 26. ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12608172 74761 D4 Hip 1 1 Job Reference (optional) cnamDers truss, Inc., f-OFT rlerce, r-L O. I- J -P I o cv I c ' u , cn a luuou lea, u v ray. ID:OiDLEA_V49aE?QPooALzdeyEPW5-R684D6akrHN?rV99SXQpfo_k3sYzJ8Hjj_7xx2yEJhP 2-0-0 6-0-5 B-4-0 11.6-3 17-0-0 23-10-0 26-1-5 30-8-0 35-2-11 37-6-0 44.4-0 48 3.8.5 2-3-11 3-2-3 5-5-13 6.10-0 2-3-5 4.6-11 4-6-11 23-5 6-10.0 3-8-0 5x8 MT18HS = 6.00 12 36 = 5x6 = 6 27 28 7 29 8 3x5 = 9 30 31 Scale=1:83.2 5x6 = 10 co 0 m _ m co 2 0 21 20 1U 18 16 " 'v 15 v " 13 12 4x5 = 3x4 11 6X8 = 3x6 = 4x8 = 3x6 = 3x5 = 3x5 = 4x8 = 3x6 II 46 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.36 15-16 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.13 15-16 >999 240 Weight: 310 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 7-18, 8-15, 10-13, 11-12, 11-13 2 Rows at 1/3 pis 9-13 REACTIONS. (lb/size) 20=1972/0-8-0, 12=1420/0-8-0, 21=150/0-8-0 Max Horz 21=384(LC 12) Max Uplift 20=-1220(LC 12), 12_ 832(LC 12), 21=-81(LC 12) Max Grav 20=2202(LC 17), 12=1519(LC 18), 21=154(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/146, 3-4=-449/490, 4-6=-1372/930, 6-7=-1180/981, 7-8= 1816/1349, 8-9=-1620/1233, 9-10= 644/579, 10-11= 716/552, 11-12= 1520/1131 BOT CHORD 2-21'=-93/262, 20-21=-250/222, 18-20= 404/117, 16-18= 1201/1843, 15-16=-1168/1767, 13-15= 1085/1647 WEBS 3-20— 361/282, 4-18=1012/1596, 6-18=0/269, 7-18=-987/559, 7-16=0/357, 9-15=-114/599, 9-13= 1430/911, 11-13=-907/1303, 4-20= 1972/1569 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=4.2psf; BCDL=3.Opsf; h=20fh B=45ft; L=4811t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-8-11, Interior(1) 4-8-11 to 17-0-0, Exterlor(2) 17-0-0 to 47-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1220 lb uplift at joint 20, 832 lb uplift at joint 12 and 81 lb uplift at joint 21. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03MOIS 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek° prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608173 74761 D5 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:53:25 2017 Page 1 I D:OiDLEA_V49aE?QPooALzdeyEPW 5-viiSQSbMcaVrSfkL?Ey2COXwAGwg2aetyetUTUyEJhO 1 2-4-0 6-8-5 8-4-0 , 12-10-3 , 1.1 10 , 26-8-0 i 34-6-0 42-4-0 48.0-0 , 4-4-5 1-7-11 4-6-3 6.1.13 7-8-0 7-10-0 7-10-0 5-8-0 Scale = 1:85.0 5x8 = 6.00 12 4x6 = 5x8 = 6 27 287 29 8 9 30 31 10 32 21 20 19 18 d3 17 64 16 6.00112 12 45 —_ 3x4 I I Us 11 3x6 = 5x8 = 3x8 = 2-4-0 2-0-0 8-4-0 , 12-10.3 , 19-0-0 , 26-8-0 31-1D-0 37-0.0 , 42-4-0 47-4-0 r 2-0.0 6-0.0 4-53 6-1-13 7-8-D S2-0 S20 S4-0 SO-0 Od-0 Plate Offsets (X Y)-- j6:0-6-0 0-2-81 j8:0-3-0 Edgel (10:0-6-0 0-2-81 j12:0-4-0,Edge1,fl4:0-3-15,0-2-81,f16:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.16 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.30 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.20 12 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.21 14-15 >999 240 Weight: 315lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. 11-12: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 6-17, 6-16, 7-16, 9-15, 10-14, 10-13 REACTIONS. (lb/size) 12=1440/0-8-0, 20=1767/0-8-0, 21=322/0-8-0 Max Horz 21=388(LC 12) Max Uplift 12= 86B(LC 12), 20=-1047(LC 12), 21=-458(LC 12) Max Grav 12=1440(LC 1), 20=1781(LC 17), 21=324(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-11081882, 5-6=-1471/1222, 6-7— 1508/1407, 7-9= 1941/1723, 9-10=-2530/2169, 10-1 1=-1 178/995, 11-12=1399/1219 BOT CHORD 20-21_ 347/195, 18-20=-347/195, 17-18=-901/1062, 16-17— 986/1324, 15-16=-1322/1739, 14-15=-2022/2565, 13-14= 845/1102 -WEBS 3-20= 1745/1169, 3-18_ 794/1324, 5-18=-786/624, 5-17=-189/551, 6-16=-383/612, 7-16=-1045/895, 7-15=-544/759, 9-15=-949/829, 9-14=-299/502, 10-14= 1552/2011, 10-13=-1115/981, 2-21=-340/431, 11-13= 951/1243 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=48ft; eave=6ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-9-10, Interior(1) 4-9-10 to 19-0-0, Exterior(2) 19-0-0 to 47-8-6 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x5 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 868 Ito uplift at joint 12, 1047lb uplift at joint 20 and 458 lb uplift at joint 21. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I russ Truss Type Qty Ply T12608174 74761 D6 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s ae 15 zui i w i ex urausuies, inc. W ea Nov za 14:35:4e zu1 r Pa e 1 ID:OiDLEA_V49aE?QPooALzdey PW5-CltsZpfjYaOTEai4Vydw0_ud4m5d77DKxR7611y J3e 4-8-1 8-10-1 13-0-0 18-8-0 25.6-0 32-4-0 39-4-12 4Q-0-0 r 4-8-1 4-2-0 4-2-0 5-8-0 6-10-0 6-10-0 7-0-12 0-7-4 5x8 = 5x12 MTiBHS= 3x5 = 5x6 W B = '3x4 = 4 5 22 23 6 r 24 a 16 15 14 vV 10 3x4 = 3x8 = 6xB = 3x4 II 6x8 = 6x8 = 32-4-0 8.3-15 10 19 Scale = 1:74.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TPI2014 CSI. TC 0.73 BC 0.74 WB 1.00 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (Joe) Vdefl Ud 0.58 10-11 >719 240 -0.21 10-11 >999 240 -0.17 19 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 326lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc puriins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 2-16: 2x4 SP No.3, 10-12: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-3-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 15-17, 3-17, 3-15, 4-15, 4-14, 5-14, 5-13, OTHERS 2x4 SP No.3 *Except* 8-12, 9-11 9-10: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 17=1658/0-8-0, 19=1272/0-8-0 Max Horz 17=231(LC 12) Max Uplift 17=-1859(LC 12), 19= 1449(LC 12) -FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/229, 3-4=-849/1914, 4-5=-997/2448, 5-7=-1518/3664, 7-8= 1700/3889, 8-9=-1313/2946 BOT CHORD 2-17= 303/378, 14-15=-1511/720, 13-14=-2173/1135, 12-13=-3045/1698, 11-12= 1933/1195 WEBS 15- 1 7=-1 153/510, 3-17= 1269/2350, 3-15= 988/525, 4-15=-391/697, 4-14=-1434/618, 5-14=-905/1658, 5-13=-1769/763, 7-13=-670/781, 7-12=-432/333, 8-12=-2219/1187, 8-1 1=-829/1002,1-17= 188/412, 9-10= 483/123, 9-11=-2686/1179, 9-19= 1272/3120 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-1-12, Interior(1) 4-1-12 to 13.0-0, Exterior(2) 13-0-0 to 37-11-14, Interior(1) 37-11-14 to 39-9-2 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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) Bearing at joint(s) 19 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 beating plate capable of withstanding 1859 lb uplift at joint 17 and 1449 lb uplift at joint 19. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. laW/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. The building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MBTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608175 74761 D7 HIP 4 1 Job Reference (optional) L,namoers i russ, inc., MR fierce, rL o. wv o ..V I a — I r - I cn n ram, Y 'N I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-rhgCrBcc8CIZiztk7f_W H RcFz4bcW SOAPyMbXNyEJhh 4-4-0 8-8-0 13-8.0 15-0-0 18-8-0 24-6-0 1 30-4-0 1 35-0.4 , 40-0-0 , 4-4-0 ' 4-4.0 ' 5-0-0 '1-4-0' 3-8-0 15-10-0 15-10-0 4-8-4 Sx6 = 5x8 MT18HS = 6.00 12 3x4 11 3x5 = 3x4 = 5 6 7 24 25 26 8 9 16 17 b.VVI IL 3x4 II 5x10 = 8-8-0 13-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.35 16-17 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.16 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) -0.19 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except* 5-18: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 `Except` 11-12: 2x8 SP 240OF 2.0E WEBS REACTIONS. (lb/size) 12=1290/0-8-0, 21=1637/0-8-0 Max Horz 21=247(LC 11) Max Uplift 12=-1470(LC 12), 21=-1835(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-834/1735, 4-5— 1153/2505, 5-6= 1121/2675, 6-7=-946/2373, 7-8=-1311/3230, 8-9=-1486/3445, 9-1 0=-1 506/3362, 10-11=-882/2040, 11-12=-1252/2846 BOT CHORD 20-21= 256/154, 19-20= 1645/693, 5-19=-272/392, 16-17= 2063/1076, 15-16=-2583/1473, 14-15=-2188/1398, 13-14=-1429/858 WEBS 4-20= 709/1241, 4-19=-875/439, 17-19=-2139/984, 6-17= 432/216, 7-17=-816/1583, 7-16=-1538/663, 8-16=-605/711, 8-15=-420/316, 9-15=-1946/1030, 9-14=-618/687, 10-14= 1365/734, 2-21= 1468/2655, 2-20= 2105/1095, 10-13= 1047/1840, 11-13=-2483/1065, 6-19=-838/365 Scale=1:76.7 m 0 m 0 r o IN F 12 5x8 MT18HS = 39-4-0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 344 lb FT = 20 Structural wood sheathing directly applied or 5-9-13 oc puffins, except end verticals. Rigid ceiling directly applied or 4-2-1 oc bracing. Except: 1 Row at midpt 5-19 1 Row at midpt 4-19, 17-19, 6-17, 7-17, 7-16, 8-16, 9-15, 10-14, 2-20, 11-13, 6-19 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-4-0, Interior(1) 4-4-0 to 15-0-0, Extedor(2) 15-0-0 to 35-11-14, Interior(1) 35-11-14 to 39-8-6 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 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 1470 lb uplift at joint 12 and 1835 lb uplift at joint 21. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M1I-7473 rev. 10,W/2015 BEFORE USE Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T1260B176 74761 E COMMON 2 1 Job Reference (optional) unamDers i russ, inc., rorl Merce, rL o. rov a OUP i u cu 1 1 rvu —A a iuuou i.a, nice. vr.0 11— — i c. . i , ray. , 11 6-2-0 4x4 4x6 = N 6 4xB = 4 3x6 11 3x6 11 Scale = 1:29.4 Plate Offsets (X Y)-- f1•Edge 0-1-121 f3•Edge 0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.08 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 66lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=446/1-0-0, 4=446/1-0-0 Max Harz 6=109(LC 11) Max Uplift 6=-503(LC 12), 4= 503(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-453/925, 2-3= 453/926, 1-6=-392/754, 3-4=-392/755 WEBS 2-5=-387/176,1-5=-527/267,3-5=-527/267 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-2-0, Exterior(2) 6-2-0 to 9-2-0 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 6 and 503 lb uplift at joint 4. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE 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 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 wlih possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T12608177 74761 G Half Hip 1 1 Job Reference (optional) cnamoers i russ, inc., ran meice, rL I D:OiDLEA_V49aE?QPooALzdeyEPW 5-o3xzGgetgp?HxG 17E40—Msi Wxt91 _PPStFricGyEJhK 2-4-0 6.3-9 9.0-0 16-1-2 23-4-0 30-3-6 37-8.0 0• -2 2-4-0 3-11-9 2-8-8 7-1-2 7-2-14 6-11-6 7-4-10 m2 d 0 5x6 = 3x4 = a nn 5 22 23 6 24 Scale: 3/16"=1' 5x8 = 3x4 = 3x4 II 25 7 26 8 27 9 3x6 11 3x8 = 4x6 = 3x4 = 3x4 11 4x6 = 3x4 = 6x8 = 4x5 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.35 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.66 14-16 >636 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.10 10 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.50 14-16 >843 240 Weight:201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, 1-5: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-16, 7-14, 7-11, 8-10 REACTIONS. (lb/size) 10=129610-8-0, 17=1481/0-8-0 Max Harz 17=257(LC 12) Max Uplift 10=-759(LC 12), 17= 933(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1112/683, 3-4=-1586/1155, 4-5=-1626/1219, 5-6=-1531/1221, 6-7=-2460/1835, a 7-8= 1736/1256 BOT CHORD 2-17= 759/1204, 16-17=-1091/1204, 14-16=-1835/2460, 13-14=-1782/2453, 11 -1 3=-1 782/2453, 10-11 =-1 256/1736 WEBS 4-16=-275/503, 5-16=-114/329, 6-16=-1136/775, 6-14=-29/321, 7-11= 863/635, 8-11— 304/662, 8-10= 2005/1448, 3-17=-1146/1046, 7-13=0/258 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-5, Interior(1) 3-8-5 to 9-0-0, Extedor(2) 9-0-0 to 14-3-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 759 lb uplift at joint 10 and 933 lb uplift at joint 17. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability, and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608178 74761 G1 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I eK Industries, Inc. Wea NOV 29 12:53:30 201 / Page 1 ID:OiDLEA_V49aE?QPooALzdeyEPW 5-GGVLT9fVR778ZQcJonXDv3EjQHW pjuJc5vaFBiyEJhJ 2-4-0 5-9-4 "1 0-0 17-7-2 24.4-0 30-9-6 37-8-0 0- -2 2-4-0 3-5-4 5-2-12 6-7-2 6-8-14 6-5-6 6-10-10 co 2 di 0 Scale: 3/16°=1' 5x6 = 5x8 = 5 23 6 24 1 25 a 26 a 4x6 = 4x6 = 6x8 = 3x5 = 3x8 = 11-0-0 30-9-6 , 37-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.33 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.60 14-16 >700 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.53 14-16 >798 240 Weight: 204Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-5-15 oc purlins, BOT CHORD 2x4 SP M 31 `Except' except end verticals. 12-15: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-16, 7-11, 8-10 REACTIONS. (lb/size) 10=1296/0-8-0, 18=1481/0-8-0 Max Horz 18=314(LC 12) Max Uplift 10=-768(LC 12), 18=-925(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1178/707, 3-4=-1460/966, 4-5=-1829/1320, 5-6=-1653/1303, 6-7=-2100/1517, • 7-8=-1335/978 BOT CHORD 2-18_ 676/1143, 17-18=-1067/1228, 16-17=-1067/1228, 14-16= 1517/2100, 13-14= 1517/2100, 11-13=-1516/2091, 10-11=-978/1335 WEBS 4-16=-329/562, 5-16=-162/433, 6-16=-722/343, 7-11=-1022/717, 8-11=-383/763, 8-1 0=-1 689/1234, 3-18=-703/631, 7-13=-54/323, 4-17=-383/400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-5, Interior(1) 3-8-5 to 11-0-0, Exterior(2) 11-0-0 to 16-3-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 768 lb uplift at joint 10 and 925 lb uplift at joint 18. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. INs design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312- Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608179 74761 G2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:53:31 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-kS3jhVf7CQF?AaBVMV3SRHnzuhwGSJ 11 KZKogByEJhI 2-4-0 6-9-4 13-0-0 20-0-0 25.4-0 30-8-0 37-8-0 0- -2 2-4-0 4-5-4 6-2-12 7-0-0 5-4-0 5-4-0 7-0-0 5x6 = Scale: 3A 6°=1' 3x4 = 5x6 = 3x4 = 3x4 11 23 24 6 7 25 8 26 9 3x6 11 4x4 — 3x6 = 3x4 —_ 46 = 3x4 — 6x8 = 3x5 = 3x8 = 2-0-0 2 4r0 6-9-4 7-8-Q 13-0-0 20-0-0 21-1-9 29-3-0 30.8-0, 37-8-0 2-0-0 0-4-0 4.5-4 0-10-12 5-4-0 7-0-0 1-1-8 8-1-8 1-5-0 7.0.0 Plate Offsets (X Y)-- f5:0-3-0 0-2-0j f7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.26 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.51 11-13 >827 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.13 13 >999 240 Weight: 226lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 10=1296/0-8-0, 17=1481/0-8-0 Max Harz 17=371(LC 12) Max Uplift 10=-777(LC 12), 17=-915(LC 12) Max Grav 10=1370(LC 17), 17=1488(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1803/1163, 4-5=-1830/1271, 5-6=-1611/1252, 6-7=-1943/1380, 7-8-1272/866 SOT CHORD 14-16=-1367/1649, 13-14-1380/1943, 11-13-1212/1680, 10-11=-866/1272 WEBS 4-16=-325/361, 5-14=-159/463, 6-14=-578/239, 6-13=-99/268, 7-13=-271/424, 7-11=-658/558, 8-11= 375/858, 8-1 0=-1 726/1168, 3-17-1411/1104, 3-16-1167/1618 Structural wood sheathing directly applied or 5-2-1 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0.0 oc bracing. 1 Row at midpt 6-14, 7-11, B-10 ,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=4.2psf; BCDL=3.Opsf; h=20ft; B=45fh L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-5, Interior(1) 3-8-5 to 13-0-0, Exterior(2) 13-0-0 to 18-3-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 777 lb uplift at joint 10 and 915 lb uplift at joint 17. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a inks system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T12608180 74761 GRA Hip Girder 1 1 Job Reference (optional) unamuer5 r iuss, mu., rurr rierce, rL ... �..... --F I- �.. � , . .. - .. . _ ._. . _ __ .. . _ _ . I D:OiDLEA_V49aE?QPooALzdeyEP W 5-ggBT6BhNk2VjQuLuTw5wXisHVVf?wCC2otpvI1 yEJhG 2-4-0 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 27-8-0 30.0-0 30- -2 0- .2 22 4-0 1-5-4 3-2-12 5-4-9 5-2-73 5-4-9 3-2-12 1-5-4 2-4-0 0- -2 Scale=1:50.7 Special NAILED NAILED NAILED 5x8 = Special NAILED NAILED 2x3 II NAILED 2x3 II NAILED Sx8 = 6.00 F12 4 24 25 26 5 27 28 29 6 30 31 32 7 3x6 i 3x6 8 3 I J� E� 16 33 34 15 35 14 36 37 13 38 17 3x6 I 4x4 = NAILED NAILED 3x4 = 3x6 = 3x4 — 3x4 = Special NAILED NAILEDNAILED NAILED 7-0-0 39 12 x NAILED 44 = 3x6 II Special 3x4 = 30-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.27 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.17 13-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) -0.05 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt ' 4-15, 7-13 REACTIONS. (lb/size) 17=1362/0-8-0, 11=1362/0-8-0 Max Horz 17=-137(LC 6) Max Uplift 17— 1722(LC 8), 11=-1622(LC 8) Max Grav 17=1480(LC 39), 11=1479(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-1791/2134, 4-5=-2363/3097, 5-6=-2363/3097, 6-7=-2363/3097, 7-8=-1791/2155 130T CHORD 15-16= 1808/1621, 13-15=-2915/2407, 12-13= 1772/1542 WEBS 3-16=-1906/1598, 4-16= 284/212, 4-15=-1373/1037, 5-15=-423/513, 6-13=-423/514, 7-13=-1370/1037, 7-12=-284/211, 8-12=-1906/1597, 3-17=-1397/1693, 8-11=-1397/1641 •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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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 1722 Ib uplift at joint 17 and 1622 lb uplift at joint 11. 7) "NAILED" indicates 3-1od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 304 lb up at 7-0-0, and 195 lb down and 304 lb up at 23-0-0 on top chord, and 235 lb down and 246 lb up at 7-0-0, and 235 Ib down and 246 ib up at 22-11-4 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-14, 2-4= 54, 4-7=-54, 7-9= 54, 9-10=-14, 18-21=-20 Concentrated Loads (lb) Vert: 4=-114(F) 7=-114(F) 16=48(F) 12=48(F) 24=-41(F) 26= 41(F) 27=-41(F) 28=-41(F) 29— 41(F) 30=-41(F) 32=-41(F) 33=-12(F) 34=-12(F) 35=-12(F)36= 12(F) 37=-12(F) 38=-12(F) 39=-12(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 1111TEK REFERANCE PAGE MIt-7473 rev. 10/03J2015 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. Me building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicaied 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 6904 Parke East Blvd. fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type city Ply T12608181 74761 GRB Half Hip Girder 1 2 Job Reference (optional) unamDers i russ, Inc., r-ori rlerce, rL m2 0 I D:OiD LEA_V49aE?QPooALzdeyEPW 5-KBvOdigvvk00skGBARJkOEMFU KfPkc6pYljYAKyEJh4 2-4-0 3-9-4 7-0-0 14-9-13 22-5-15 30-2-0 37-10-1 45.63 %4-0 -2 1-54 3-242 7-9-13 7.6-1 7-8-1 7-6-1 7-8-1 7-9.13 2.4-0 Scale = 1:90.9 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x8MT18HS= NAILED NAILED NAILED NAILED 5x8MTIBHSWB= NAILED NAILED NAILED NAILED 6.00 12 Special NAILED 3x4 II 5x8 MT18HS=3x10 = NAILED 3x4 it NAILED 4x10 = 5x6 WB= 3x4 II NAILED 5x6 = 4 PA PA 30 5 31 6 32 33 734 35 36 8 9 37 38 39 4010 4142 11 43 12 44 45 46 47 13 CM 24 23 48 22 49 21 50 51 52 20 53 19 54 55 iB 56 57 58 5917 16 60 61 15 62 63 64 65 14 4x5 = 3x6 I I 5x6 = 3x6 = 4x10 = 3x4 I I 3x8 = NAILED 3x4 11 NAILED 4x12 = NAILED 3x6 11 Special NAILED NAILED NAILED 5X8MT18HS= NAILED NAILED 5x6 WB= NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-4-0 2-0.0 7-0-0 14-9-13 22-515 30-2-0 37-10-1 456-3 534-0 0 4! 0 7-9.13 748-1 7-8-1 7•&7 7-8-1 7-9-13 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 1.71 18-20 >356 240 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -1.10 18-20 >553 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) -0.29 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except' BOT CHORD 4-21,7-21,7-18,10-18,10-15,13-15: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=2582/0-8-0, 24=2648/0-8-0 Max Horz 24=200(LC 8) Max Uplift 14= 3432(LC 8), 24=-3422(LC 8) Max Grav 14=2582(LC 1), 24=2744(LC 36) 1~ORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 3693/4702, 4-5=-6952/9301, 5-7=-6952/9301, 7-9= 9118/12303, 9-10= 9118/12303, 10-12= 4805/6465, 12-13=-4805/6465, 13-14=-2493/3331 BOT CHORD 21-23=-4232/3259, 20-21=-11878/8828, 18-20=-11878/8828, 17-18-10471/7775, 15-17= 10471/7775 WEBS 3-23=-4263/3318, 4-23=-677/718, 4-21=-5569/4189, 5-21=-624/767, 7-21= 2156/2840, 7-20= 319/414, 7-18=-538/373, 9-18=-577/710, 10-18= 2019/1508, 10-17=-322/410, 10-15=-3273/4415, 12-15=-614/755, 13-15=-7036/5227, 3-24=-2667/3391 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 557 lb FT = 20% Structural wood sheathing directly applied or 4-9-3 oc puriins, except end verticals. Rigid ceiling directly applied or 4-2-1 oc bracing. 1 Row at midpt 13-15 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 0-9-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=53ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3432 lb uplift at joint 14 and 3422 lb uplift at joint 24. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25°) toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 309 lb up at 7-0-0 on top chord, and 235 lb down and 246 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is i of others. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 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 M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/ipIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608181 74761 GRB Half Hip Girder 1 2 Job Reference (optional) Chambers I russ, Inc., Fort Fierce, FL a.IOV s aep 10 zv1 r Ivu I etc If1Uu5rrre5, mc. vv eu Nuv za izao:vo LV 1 r raye c 1 D:OiDLEA_V4gaE?QPooALzdeyEPW5-K8vOdlgvvk00skGBARJkOEMFUKfPkc6pYIjYAKyEJh4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4-54, 4-13=-54, 14-25=-20 Concentrated Loads (lb) Vert: 4-114(F) 6=-41(F) 13-64(F) 22=-12(F) 23=48(F) 21=-12(F) 5= 41(F) 11=-41(F) 8=-41(F) 16=-12(F) 19=-12(F) 28=-41(F) 29=-41(F) 30= 41(F) 31=-41(F) 33-41(F) 34=-41(F) 35-41(F) 36=-41(F) 37=-41(F) 38= 41(F) 39=-41(F) 40=-41(F) 41=-41(F) 43=-41(F) 44=-41(F) 45=-41(F) 46=-41(F) 47=-41(F) 48=-12(F) 49-12(F) 50=-12(F) 51=-12(F) 52-12(F) 53=-12(F) 54-12(F) 55=-12(F) 56=-12(F) 57=-12(F) 58=-12(F) 59=-12(F) 60=-12(F) 61=-12(F) 62-12(F) 63=-12(F) 64=-12(F) 65=-12(F) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10AM2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608182 74761 GRD HALF HIP GIRDER 1 2 Job Reference optional) chambers truss, Inc., [-on Fierce, FL ts.1 Cju s bep 1 b zui i MI I eK maU6rrie6, Inc. wea Nov za 1z:*o= zul / rage 1 I D:Oi DLEA_V49aE?QPooALzdeyEP W 5-13W ojjyAYoHb3G06mXU4QLn2DM6k48CHrl84W IyEJgw 2-0-0 4-6-0 7-0-0 8-4-0 14-10-14 21.5-11 M-0-13 33-0- 374.,0 41-4-0 45-0-0 48-0-0 0 -22-0-02-6-D6$•14 6-6-14 6-7.1 5-3-3 4-0.0 4.0.0 4.0-0 m2 0 Scale = 1:83.0 NAILED NAILED NAILED NAILED NAILED NAILED Special 5x6 = NAILED NAILED NAILED NAILED NAILED 4x6 = NAILED NAILED NAILED 6.00 12 3x6 II NAILED 4x10 = NAILED 4x6 NAILED 3x8 = NAILED 4x5 = NAILED . 3x10 = NAILED 4x5 = 1 s i 5 636 37 38 39 7 40 41 42 89 43 44 45 10 46 47 11 12 13 4849 14 50 15 51 16 52 32 31 30 2953 28 54 27 55 56 26 58 59 24 60 61 236x8= 3x8 = NAILED 6x8 _ 18 6617 45 = 3x5 = 3x6 = NAILED 3x10 = 6x8 = NAILEDNAILED NAILED NAILED 6x8 = Special6x8 = NAILED NAILED NAILED 3x6 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.69 23 >687 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.50 23 >943 240 BCLL 0.0 Rep Stress incr NO W B 0.85 Horz(CT) -0.20 17 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 552lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 11-23,15-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-14 oc bracing. WEBS 2x4 SP No.3 `Except` 6-29: 2x6 SP No.2 REACTIONS. (lb/size) 17=1803/0-8-0, 29=3677/0-8-0, 32=-812/0-8-0 Max Horz 32=200(LC 8) Max Uplift 17= 1974(LC 8), 29= 4721(LC 8), 32=-1000(LC 18) Max Grav 17=1877(LC 36), 29=3735(LC 36), 32=1063(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 947/825, 3-4=-1119/1029, 4-5=-2260/1990, 5-6=-2110/1861, 6-7= 2110/1861, 7-9=-3635/4611, 9-10= 3635/4611, 10-11=-6531/7535, 11-13=-5421/5897, 13-14=-5421/5897, 14-15= 1681/1722, 15-16=-1628/1671, 16-17=-1814/1881 •BOT CHORD 2-32= 768/945, 31-32=-801/757, 30-31=-801/757, 29-30= 1861/2110, 27-29_ 1907/1394, 26-27= 1907/1394, 24-26— 5593/4596, 23-24= 426/352, 11-22=-708/468, 21-22=-7655/6644, 20-21=-4098/3923, 19-20= 4098/3923, 15-19=-304/331 WEBS 5-30=-314/240, 7-29— 3643/4567, 7-27=-193/308, 7-26=-3075/2552, 9-26=-506/623, 10-26=-1100/1129, 10-24= 832/947, 22-24=-5300/4353, 10-22=-2143/2134, 11-21— 1460/2058, 13-21— 350/366, 14-21=-2134/1778, 14-19=-2634/2792, 16-19=-2437/2377, 3-32=-467/454, 6-29=-936/1161, 4-31 =-1 035/835, 4-30= 1431/1792 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1974 lb uplift at joint 17, 4721 lb uplift at I9 lb u lilt at joint 32. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12608182 74761 GRID HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., I-ort Fierce, I-L a.13u s aep 10 eu I I ivu i erc muusures, mc. vveu rvuv ca ic.ga:oo cU i r rage c I D:Oi DLEA_V49aE?QPooALzdeyEP W 5-13W ojjyAYoHb3G06mXU4QLn2DM 6k48CHr184W IyEJgw NOTES- 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 308 lb up at 7-0-0 on top chord, and 291 lb down and 197 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard j) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-5=-54, 5-16=-54, 23-33=-20, 19-22— 20, 17-18= 20 Concentrated Loads (Ib) • Vert: 5=-114(F) 8=-41(F) 28— 12(F) 23=-12(F) 11=41(F) 30=48(F) 7=41(F) 27=-12(F) 13=48(F) 21=-4(F) 20= 4(F) 14=-48(F) 12— 48(F) 25= 12(F) 37=-41(F) 38= 41(F) 39=-41 (F) 40=-41 (F) 41=-41 (F) 43=-41 (F) 44=-41(F)45=-41(F)46=-41(F)47=-41(F)48= 48(F) 50= 48(F) 51=-48(F)52=-46(F) 53=-12(F) 54=-12(F) 55=-12(F) 56= 12(F) 57=-12(F) 58=-12(F) 59= 12(F) 60=-12(F) 61=-12(F) 62=-4(F) 63=-4(F) 64= 4(F) 65= 4(F) 66=-14(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Indlvidual 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BC51 Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply T12608183 74761 GRE HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I ex industries, Inc. Wed Nov 29 1z:b3:bb xu1 / rage 1 ID:OiDLEA_V49aE?QPooALzdeyEPW 5-VG4Ax2zpJ6PSgQbJKF?JyYJFfmaJpiYR4ytd2ByEJgv 5.0-0 7-4-0 12-4-0 5-0-0 2-4-0 5-0-0 Special 4x4 = Special 4x4 = 3xf 3x6 11 Special 1-0-0 r 5-0-0 1 7-4-0 1 12-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.06 7-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=385/1-0-0, 5=385/1-0.0 Max Horz 8=89(LC 7) Max Uplift 8= 849(LC 8), 5=-849(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-470/977, 2-3=-369/937, 3-4=-470/977, 1-8=-397/761, 4-5=-397/761 BOT CHORD 6-7= 797/394 WEBS 2-7=-252/15, 3-6=-252/15, 1-7= 763/401, 4-6=-764/401 Scale=1:27.4 co T PLATES GRIP' MT20 244/190 Weight: 68 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. • II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 849 lb uplift at joint 8 and 849 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 334 lb up at 5-0-0, and 198 lb down and 334 lb up at 7-4-0 on top chord, and 153 lb down and 309 lb up at 5-0-0, and 153 lb down and 309 lb up at 7-3-4 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=-54, 2-3=-54, 3-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 2=-113(F) 3= 113(F) 7=174(F) 6=174(F) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. era Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608184 74761 GRG HALF HIP GIRDER 1 1 Job Reference (optional) cnamoers I russ, Inc., rorr Fierce, F-L 0.1JU s eep 10 zU1 I rvu I eK mausuies, rrrc. Heu rvov eu r4;0a:00 zu r r raye r I D:OiDLEA_V49aE?QPooALzdeyEP W 5-ReCwLk_3rjfAwjlhRg2n 1 zOU 1 Z5EHVAkXGMk74yEJgt 2-4-0 4-4.0 7-0-0 14-8-0 22-4-0 30.0-0 32-5-8 37-8-0 0- -2 2-4-0 2-0-0 2-8-0 7-8-0 7-8-0 7-8-0 2-5-8 5-2-8 ro2 Scale: 3/16"=V NAILED NAILED 7x8 MT18HS= 3x4 II NAILED NAILED NAILED NAILED 5x8 MT18HS WB= NAILED NAILED 6.00 12 Special NAILED NAILED NAILED 5x8 MT18HS WB = 3x4 = NAILED NAILED 412 = NAILED NAILED 3x4 = 4 22 23 24 25 526 6 27 28 29 30 7 31 32 338 34 9 35 36 37 38 10 4x6 II Ja 4U I 41 4L 4J 44 4b 40 4t 10 4t7 4e bU 01 0z DJ 3x5 = 6x8 = NAILED 3x6 = 4x12 = NAILED NAILED NAILED 34 = 4x6 = 3x4 II NAILED NAILED 6x10 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-0-0 ' 2-8-0 14-8-0 22-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.84 BC 0.73 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 1.02 14-15 >413 240 -0.56 14-15 >751 240 -0.20 11 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 197 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins, 1-4: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-7-12 oc bracing. WEBS 2x4 SP No.3'Except` WEBS 1 Row at midpt 3-17, 4-15, 7-15, 9.14, 9-11 4-15,9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1785/0-8-0, 18=1865/0-8-0 Max Horz 18=200(LC 8) Max Uplift 11=-2789(LC 8), 18=-2781(LC 8) 'FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2308/3627, 4-5= 4066/6420, 5-7— 4066/6420, 7-9=-4366/6839, 10-11= 263/333 BOT CHORD 15-17=-3287/1996, 14-15= 6839/4366, 12-14=4791/3071, 11-12=-4791/3071 WEBS 3-17=-3249/2112, 4-17=-423/338, 4-15— 3453/2295, 5-15=-621/760, 7-15=-348/531, 7-14— 467/476, 9-14=-2258/1428, 9-12= 519/452, 9-11=-3335/5203, 3-18= 1763/2637 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 4 = 16% 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 2789 lb uplift at joint 11 and 2781 lb uplift at joint 18. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 306 lb up at 7-0-0 on top chord, and 293 lb down and 197lb up at 7-0-0 on bottom chord. The desigri/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 101012016 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 fabrlcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallaNe from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608184 74761 GRG HALF HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., tort Pierce, fL B.13u s tsep t b Zut I MI I eK inausrnes, mc. wea Nov Za 1Z:b:i:ba Zu1 I rage z I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-ReCwLk_3rjfAwjlhRg2nl zOU 1 Z5EHVAkXGMk74yEJgt LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2= 14, 2-4=-54, 4-10=-54, 11-19= 20 Concentrated Loads (lb) Vert: 4=-114(F) 6=-41(F) 17=48(F) 22= 41(F) 24=-41(F) 25=-41(1`) 26=-41(F) 28=-41(F) 30=-41(F) 31— 41(F) 32= 41(F) 33= 41(F) 34= 41(F) 35=-41(F) 36= 41(F) ' 37= 41(F) 38=-51(F)39=-12(F) 40=-12(F)41=-12(F) 42=-12(F) 43— 12(F)44=-12(F)45— 12(F) 46=-12(F) 47=-12(F) 48=-12(F)49= 12(F) 50=-12(F) 51=-12(F) 52=-12(F) 53=-16(F) 0 WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 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 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, socANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608185 74761 it JACK -OPEN 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13u s ciep 15 zu1 t MI I ex industries, inc. Wed rvov ze t2:53:59 zui r rage i I D:Oi DLEA_V49aE?QPooALzdeyEP W 5-vrlIZ4?hcl nl XtKu?NZOaAxkdzSO07htmw6Hf W yEJgs 0- -2 3-0-0 0- -2 3-0-0 Scale:i°=l' 2-8-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 - Vert(CT) 0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5-6 >999 240 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-143/Mechanical, 5=-173/Mechanical, 6=534/0-8-0 Max Horz 6=84(LC 12) Max Uplift 4=-143(LC 1), 5=-173(LC 1), 6=-474(LC 12) Max Grav 4=109(LC 12), 5=145(LC 12), 6=534(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-270/591 Structural wood sheathing directly applied or 3-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. "NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=20ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4, 173 lb uplift at joint 5 and 474 lb uplift at joint 6. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatiom storage, delivery, erection and bracing of trusses and inrss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608186 74761 J3 JACK -OPEN 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 21 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:00 2017 Page 1 ID:OiDLEA_V49aE?QPooALzdeyEPW5-OlJhmQOJNLvu9lv4Z44F7OUwDNgHlbhO?arrBzyEJgr 0- •2 5-0-0 0- -2 5-0.0 Scale=1:17.0 2x3 11 2.0-0 5-0-0 0 2-0-0-4-D 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 4 rl/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.01 5-6 >999 240 Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=29/Mechanical, 5=-11/Mechanical, 6=348/0-8-0 Max Horz 6=141(LC 12) Max Uplift 4=-61(LC 12), 5=-52(LC 9), 6=-321(LC 12) Max Grav 4=51(LC 17), 5=19(LC 3), 6=348(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/100 BOT CHORD 2-6=-101/267 WEBS 3-6=-216/424 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; 8=45ft; L=24ft eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 4-11-4 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 4, 52 lb uplift at joint 5 and 321 lb uplift at joint 6. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMI( REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City, Ply T12608187 74761 J5 JACK -OPEN 64 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. wed Nov 29 12:54:00 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-Ol J hmQOJ NLvu91 v4Z44F7OUnGNmVlb10?arrBzyEJgr 0- -2 7-0-0 0- -2 7-0-0 R 2x3 11 Io Scale = 1:22.9 2-0-0 2-0-0 6-11-2 4-11-2 _i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.98 Vert(LL) 0.10 5-6 >566 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.09 5-6 >583 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.09 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24lb FT=20% 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 or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 5=31/Mechanical, 6=388/0-8-0 Max Horz 6=198(LC 12) Max Uplift 4=-134(LC 12), 5=-92(LC 9), 6=-360(LC 12) Max Grav 4=112(LC 17), 5=70(LC 3), 6=388(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-328/150 BOT CHORD 2-6=-133/308 'WEBS 3.6=-292/411 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 6-11-4 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; 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) Gable studs spaced at 2-0-0 oc. 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 134 lb uplift at joint 4, 92 lb uplift at joint 5 and 360 lb uplift at joint 6. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 sfablliiy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608188 74761 JC5 Jack -Open 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL R 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:01 2017 Page 1 I D:OiDLEA_V49aE?QPooALzdeyEPW 5-sDt3_m 1 x8e11n BUG6obUfbO?vnDcU2wAEEbOj PyEJgq 2-4-0 4-8-0 7-0-0 2-4-0 2-0-0 9 3x4 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 2 i.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.12 7 >458 240 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.11 8 >492 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=102/Mechanical, 6=24/Mechanical, 9=388/0-8-0 Max Horz 9=198(LC 12) Max Uplift 5= 132(LC 12), 9= 265(LC 12) Max Grav 5=140(LC 17), 6=48(LC 3), 9=388(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-336/144 BOT CHORD 2-9= 135/308 'WEBS 3-9=-282/430 Scale=1:22.9 m 0 N e) N co 9 9 PLATES GRIP MT20 244/190 Weight: 27lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; 6=45ft; L=24ft eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 5 and 265 lb uplift at joint 9. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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. scoANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608189 74761 JE1 JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:02 2017 Page 1 ID:OiDLEA_V49aE?QPooALzdeyEPW5-KQRRB61avygbOL3SgV6jCpZAHBYODTQJSuKxGryEJgp 0-2 3-0-0 - 3-2-P 3-8-0 ' 0-4-2 3-0-0 2- 0-6-0 ' Scale = 1:13.8 21 2-8-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.09 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5-6 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-216/Mechanical, 5=-318/Mechanical, 6=802/0-8-0 Max Harz 6=103(LC 12) Max Uplift 4=-216(LC 1), 5=-318(LC 1), 6=-722(LC 12) Max Grav 4=176(LC 12), 5=271(LC 12), 6=802(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-364/805 �NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 3-0-0, Interlor(1) 3-0-0 to 3-7-4 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; 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) Gable studs spaced at 2-0-0 oc. 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 216 lb uplift at joint 4, 318 lb uplift at joint 5 and 722 lb uplift at joint 6. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608190 74761 JE3 JACK -OPEN 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITeK Industries, Inc. Wed Nov 29 12:54:02 2017 Page 1 ID:OiDLEA_V49aE?QPooAL7deyEPW5-KQRRB61avy9bOL3SgV6jCpZ9bBY5DUgJSuKxGryEJgp 0- -2 5-8-0 0- -2 5-8-0 6 2x3 11 5-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.01 5-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.13 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.02 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-3/Mechanical, 5=-61/Mechanical, 6=479/1-0-0 Max Horz 6=160(LC 12) Max Uplift 4=-49(LC 9), 5=-86(LC 20), 6=-443(LC 12) Max Grav 4=35(LC 10), 5=7(LC 12), 6=479(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/106 BOT CHORD 2-6=-113/281 WEBS 3-6=-262/503 Scale = 1:19.5 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 3-2-0, Interior(1) 3-2-0 to 5-7-4 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 4, 86 lb uplift at joint 5 and 443 lb uplift at joint 6. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek@) connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Atexandda. VA 22314. Job Truss Truss Type City Ply T12608191 74761 JE5 JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:03 2011 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-oc?pPS2CgGHSOVefEDdykO6M DavQyx7ThY4VoHyEJgo 0- -2 7.8-0 0- •2 7-8-0 9 m m — 6 5 2x3 11 Scale=1:24.6 2-8-0 2-8-0 3-2-0 0-6-0 7-8-0 4-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.05 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.11 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=76/Mechanical, 5=4/Mechanical, 6=484/1-0-0 Max Harz 6=217(LC 12) Max Uplift 4=-117(LC 12), 5=-93(LC 9), 6=-449(LC 12) Max Grav 4=99(LC 17), 5=49(LC 3), 6=484(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-349/149 BOT CHORD 2-6=-142/332 WEBS 3-6=-308/491 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=2011; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 3-2-0, Interior(1) 3-2-0 to 7-7-4 zone; cantilever left exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 4, 93 lb uplift at joint 5 and 449 lb uplift at joint 6. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111--7473 rev. 10/03&015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BC61 Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12608192 74761 JU Jack -Open 10 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s Sep l5 zOl f Mi i ex mausrries, mc. *ed ivov za i2:54:u3 2ui / rage I ID:OiDLEA_V49aE?QPooALzdeyEPW5-oc?pPS2CgGHSOVefEDdykO6WOawlyzPThY4VoHyEJgo 0- -2 1-0-0 0- -2 1-0-0 m 0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 7 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-0/Mechanical, 4=74/Mechanical Max Harz 3=70(LC 1), 4=88(LC 12) Max Uplift 4= 82(LC 12) Max Grav 4=74(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 4. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE NII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only Win 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 building design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T12608193 74761 JUE Jack -Open 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Sep 162017 MI I ek Industries, Inc. Wed Nov 29 i2:54:04 20i Paget ID:OiDLEA_V49aE?QPooALzdeyEPW5-GoZBco3gRZPJeeCrow8BHEeZT_5phQfcwCp2KkyEJgn 0- -2 1-8-0 0- -2 1-8-0 Scale = 1:8.7 PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. 1-8-0 1-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.00 7 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-0/Mechanical, 4=123/Mechanical Max Horz 3=119(LC 1), 4=153(LC 12) Max Uplift 4= 138(LC 12) Max Grav 4=123(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-4=-119/362 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at Joint 4. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 verity the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' building prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12608194 74761 KJ5 Diagonal Hip Girder 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:05 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-k-7ag74SBtXAFon1 LegQgRBmaOZxQsNmBsZcsAyEJgm 3-3-4 5-1-9 6-4-14 9-10-1 0- -3 3-3-4 1-10-6 1-3-5 3-5-3 i Scale = 1:22.5 - - --- 8 6 NAILED 2x3 II NAILED NAILED 3x4 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.10 7-8 >789 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.13 7-8 >613 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.09 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Wind(LL) -0.12 7-8 >643 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=143/Mechanical, 8=335/0-11-5, 7=-52/Mechanical Max Harz 8=197(LC 8) Max Uplift 5=-109(LC 8), 8= 712(LC 8), 7=-151(LC 16) Max Grav 5=150(LC 17), 8=794(LC 31), 7=199(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-388/264, 3-4=-376/233 BOT CHORD 2-8=-186/390 WEBS 3-8=-438/330 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 109 lb uplift at joint 5, 712 lb uplift at joint 8 and 151 Ito uplift at joint 7. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidiines. 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=-14, 2-5=-54, 6-9— 20 Concentrated Loads (lb) Vert: 12=172(F=86, B=86) 14=-92(F=-46, B=-46) 15=218(F=109, B=109) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608195 74761 KJE5 DIAGONAL HIP GIRDER 2 1 Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I eK Industries, Inc. Wed Nov 29 12:54:06 20i / rage 1 I D:OiDLEA—V49aE?QPooALzdeyEPW 5-CBgy1 T54yBf1 tyM EVLBfMfktvow791H VN W I9PcyEJgl 4-5-6 5-7-4 7-5-10 10-9-6 0- -3 4-5-6 1-1-14 1-10-6 3.3-12 Scale = 1:22.5 8 --- 6 NAILED 2x3 II NAILED 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.72 BC 0.35 WB 0.18 Matrix -MS DEFL. in Vert(LL) 0,09 Vert(CT) 0.13 Horz(CT) -0.16 Wind(LL) 0.04 (loc) I/dell Lid 7-8 >849 360 7-8 >563 240 5 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight:41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=168/Mechanical, 8=665/1-5-12, 7= 237/Mechanical Max Horz 8=216(LC 8) Max Uplift 5=-165(LC 8), 8=-1036(LC 8), 7=-282(LC 17) Max Grav 5=168(LC 1), 8=890(LC 31), 7=88(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/372, 3-4=-380/365 BOT CHORD 2-8=-285/369, 7-8=-285/153 WEBS 3-8=-752/618, 4-7— 196/364 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=201t; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 165 lb uplift at joint 5, 1036 lb uplift at joint 8 and 282 lb uplift at joint 7. 7) "NAILED" Indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guldlines. e) 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= 14, 2-5=-54, 6-9=-20 Concentrated Loads (lb) Vert: 12=233(F=117, B=117) 13=63(F=32, B=32) 14=-190(F=-95, 13 -95) 15=93(F=46, B=46) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Instifule, 218 N. Lee Street, Suite 3M Alexandria VA 22314. Job Truss Truss Type Qty Ply T12608196 74761 MV2 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I ex Industries, Inc. Wed Nov 28 12:b4:06 201 / rage 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-CBgyl T54yBf 1 tyM EvLBfMfkt qo?49K9vNW I9PcyEJgl 2-0-0 -- 2-0-0 Scale = 1:7.8 3x4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Harz 1=39(LC 12) Max Uplift 1=-20(LC 12), 2= 43(LC 12) Max Grav 1=51(LC 1), 2=41(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/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 20 lb uplift at joint 1 and 43 lb uplift at joint 2. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabricatlom storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608197 74761 MV4 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I ek Industries, Inc. Wed Nov 29 12:54:07 2u1 / rage 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-gN EKEp5ijU nuV6xQT3iuvsG5iClcunO2cA2ix3yEJgk 3x4 i 3x4 II Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, 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. REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=92(LC 12) Max Uplift 1=-46(LC 12), 3=-92(LC 12) Max Grav 1=120(LC 1), 3=128(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 46lb uplift at joint 1 and 92 lb uplift at joint 3. ® WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608198 74761 MV6 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 6 Sep 15 2011 MI I eK industries, Inc. Wed Nov 29 12:b4:0 2u1 r Page! ID:OiDLEA_V49aE?QPooALzdeyEPW 5-gNEKEp5ijUnuV6xQT3iuvsG9dCKzumU2cA2ix3yEJgk 3x4 I I 3 5 4 3x4 2x3 II 3x4 11 Scale=1:18.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vett(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Horz 1=149(LC 12) Max Uplift 4=-64(LC 12), 5=-187(LC 12) Max Grav 1=61(LC 1), 4=89(LC 17), 5=261(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 269/108 WEBS 2-5=-211/412 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.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 64 lb uplift at joint 4 and 187 Ib uplift at joint 5. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. fa(=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608199 74761 MV7 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:08 2017 Page 1 I D:OiDLEA_V49aE?QPooALzdeyEP W 5-9ZoiS96KUovl6GW cl mD7R4pJ KbfYdCcCrgnGTVyEJgj 6-10-8 3x4 11 3 5 4 3x4 i 20 II 3x4 II Scale = 1:21.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=73/6-10-8, 4=95/6-10-8, 5=284/6-10-8 Max Horz 1=174(LC 12) Max Uplift 4=-73(LC 12), 5=-218(LC 12) Max Grav 1=73(LC 1), 4=102(LC 17), 5=304(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-292/122 VEBS 2-5— 239/437 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-5-4, Interior(1) 3-5-4 to 6-8-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 73 lb uplift at joint 4 and 218 lb uplift at joint 5. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12608200 74761 PBA Piggyback 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 7-8-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:09 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEPW 5-dmM4fV7zF62ckQ5paTkM_HM Uh?OCMgPL3UXp?xyEJgi 15-4-0 4x4 = 3x4 = 10 9 6 3x4 = 2x3 11 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 6 n/r 90 BCLL 0.0 Rep Stress incr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Scale=1:25.8 PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-6-6. (lb) - Max Horz 2=-133(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9 except 10=-222(LC 12), 8= 222(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=262(LC 1), 10=315(LC 17), 8=315(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-239/322, 5-8=-239/322 .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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24fh eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 7-8-0, Exterior(2) 7-8-0 to 10-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) 2, 6, 9 except Qt=lb) 10=222, 8=222. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12608201 74761 PBB Piggyback 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I ek Industries, Inc. Wed Nov 29 12:54:1 u 20i I rage i I D:OiDLEA_V49aE?QPooALzdeyEPW 5-5ywStr8bOPATMZg?8BFbXVugmPM P57eV I BGNYNyEJgh 6-0-0 9-4-0 15-4-0 6-0-0 3-4-0 6-0-0 4 0 3x6 = 2x3 II 3x6 = 3x4 = 12 11 10 3x4 = 2x3 11 2x3 11 2x3 11 15-4-0 Scale=1:26.2 IT 0 1- 0 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 0.28 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 9 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-6-6. (lb) - Max Harz 2=-104(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-123(LC 12), 8=-123(LC 12), 11=-116(LC 9), 12=-170(LC 12), 10=-170(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 11 except 12=277(LC 17), 10=275(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. -WEBS 3-12=-199/325, 7-10=-197/325 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=4.2psf; BCDL=3.Opsf; h=20fh B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-0-0, Exterior(2) 6-0-0 to 9-4-0, Intedor(1) 13-6-15 to 15-0-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 123 lb uplift at joint 2, 123 lb uplift at joint 8, 116 lb uplift at joint 11, 170 lb uplift at joint 12 and 170 lb uplift at joint 10. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. f0/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not � a truss system. Before use. the building designer must 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 iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criferia, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institufe, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12608202 74761 PBC Piggyback 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL e­ F77 8.130 s Sep 15 2017 MI Fek industries, Inc. Wed Nov 29 12:54:11 20i7 Page 1 ID:OiDLEA_V49aE?OPooALzdeyEPW 5-ZBUr4B8DnjlK—jFBiumg3iRrgpiuqa4eXoOw4qyEJgg 4x4 = 2x3 II 4x4 = 3 12 13 4 14 15 5 3x4 = 10 9 8 3x4 = 2x3 11 2x3 11 2x3 11 15-4-0 15-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 7 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Scale=1:26.2 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-6-6. (lb) - Max Harz 2=67(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2=-121(LC 12), 6= 121(LC 12), 9=-236(LC 9), 10=-126(LC 12), 8=-126(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=293(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -WEBS 4-9= 227/285 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Exterior(2) 4-0-0 to 15-0-1 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 121 lb uplift at joint 2, 121 lb uplift at joint 6, 236 lb uplift at joint 9, 126 lb uplift at joint 10 and 126 lb uplift at joint 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° building prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 k I Job Truss Truss Type Qty Ply T12608203 74761 PBD Piggyback 2 1 Job Reference (optional) cnamoers I russ, Inc., r-on Tierce, r-L 6,00 F12 4x4 = 3 11 12 10 a. IJV L OUfl 10 ­1 / 1- 1 Cn IIIUUJa IGJ, Il ll,. v rayo I D:OiDLEA_V49aE?QPooALzdeyEP W 5-Z8Ur4BBDnjl K_j FBiumg3iRmOphugaTeXoOw4qyEJgg 2x3 II 4 13 14 Scale = 1:26.2 4x4 = 5 3x4 = 10 9 8 3x4 = 2x3 11 2x3 11 2x3 11 15-4.0 15-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 7 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 45lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 13-6-6. (lb) - Max Harz 2=31(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10= 161(LC 8), 8=-161(LC 9), 9=-352(LC 9) Max Grav All reactions 250 lb or less at joints) 2, 6 except 10=278(LC 1), 8=278(LC 1), 9=468(LC 21) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-193/287, 5-8=-193/284, 4-9=-352/415 • 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-3-15 to 6-2-15, Interior(1) 6-2-15 to 13-4-0, Exterior(2) 13-4-0 to 15-0-1 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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) 2, 6 except Qt=lb) 10=161, 8=161, 9=352. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual buTding 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and tniss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply T12608204 74761 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:12 2017 Page 1 I D:Oi DLEA_V49aE?QPooALzdeyEP W 5-1 L2DIX9rY1 QBbtgNGCl3cw_3d DOcZ2enISITcGyEJgf 2-0-0 4-0-0 2-0-0 2-0-0 3x6 = 2 3x4 i 3x4 Scale = 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight:11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-25(LC 10) Max Uplift 1=-59(LC 12), 3=-59(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudfns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=4.2psf; BCDL=3.Opsf; h=20ft; 13=45ft L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 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) 1, 3. © WARNING - V fify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE 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 Info the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, IMI Job Truss Truss Type Qty Ply T12608205 74761 VB Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Nov 29 12:54:13 2017 Page 1 ID:OiDLEA_V49aE?QPooALzdeyEPW5-VXcbVsATJKY2D1 PapJpl87W7ocLBITkx_6V18iyEJge 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:14.6 4x4 = 3x4 i 2x3 II 8-0-0 3x4 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 25Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Harz 1=61(LC 11) Max Uplift 1= 91(LC 12), 3=-91(LC 12), 4=-105(LC 12) Max Grav 1=125(LC 1), 3=126(LC 18), 4=250(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) 1, 3 except Qt=lb) 4=105. Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1h7473 rev. 10/032015 BEFORE USE. ° Design valid for use only with MfTekO 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing OW MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se( ANSI/Vl i Quality Criteria, DSB-89 and BCSI Building Component VA Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' - -I- For 4 x 2 orientation, locate plates 0-1r,a" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR- 1311, ESR- 1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.