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HomeMy WebLinkAboutTRUSSLumber design 4a(Oi4 A e in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek" RE: 75011 - STEINBERG Site, Information: Customer Info: GRANDE CONSTRUCTION Lot/Block: Su Address: UNKNOWN City: PORT ST-LUCIE Stc, Name Address and License # of Structural Name: Address: City: FLORIDA Project Name: MiTek USA, Inc. 6904 ParkeEastBlvd. STEIN JgR6F LM %0-1 lII FL ineer of Record, If there is one, for the building. License #: 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: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 80 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify, that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date No. 118 I Seal# I Truss Name I Date 1 T13544177 1 A 3/20/18 1 T13,544194 1 G3 3/20/18 2 T13544178 1 Al 1 3/20/18 119 1 T13544195 1 G4 1 3/20/18 3 I T13544179 I A2 1 3/20/18 120 1 T13544196 1 GR5 1 3/20/18 4 1 T13544180 ( A3 1 3/20/18 121 1 T13544197 1 G R7 1 3/20/18 5 T13544181 1 ATA 1 3/20/18 122 1 T135441981 G RA 1 3/20/18 6 T13544182 1 ATB 3/20/18 123 1 T13544199 1 GRA1 7 T13544183 1 B 3/20/18 124 1 T135,44200 1 GRB 55155 8 T13544184 1131 3/20/18 125 1 T1 35442011 GRC @698+ 9 1 T13544185 D 3/20/18 126 1 T13544202 1 GRD 10 1 T13544186 D1 3/20/18 127 1 T13544203 1 GRE 11 1 T13544187 D2 3/20/18 128 1 T13544204 1 GRG AMA 8 12 1 T13544188 1 D3 3/20/18 129 1 T1 354,42051 GRK MIWA 13 1 T13544189 D4 3/20/18 130 1 T13544206 1 G R L 14 T13544190 D5 3/20/18 131 1 T13544207 GRM 15 T13544191 1 G 1 3/20/18 132 1 T135442081 HV12 M3/20 16 T13544192 G1 3/20/18 33 T13544209 HV16 17 1 T135441931 G2 1 3/20/18 134 I T13544210 1 J1 The truss drawing(s) referenced above have been prepared, by MiTek USA, Inc. under my direct supervision based on the paratr;eters provided by Chambers Truss. I Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the -state of Florida is February 28, 2019. I 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. 1 I I I ❑ APPROVED AS NOTED IBMIT ❑ REJECTED EVIEWED FOR DESIGN CONFORMITYAND )RMANCE TO CONTRACT DOCUMENTS NTRACTOR IS RESPONSIBLE FOR CORRELATING DIMENSIONS AT JOBSITE CLEARANCE, QUANTITIES, FABRICATION D TECHNIQUES OF CONSTRUCTION, IF HIS WORK WITH OTHER TRADES AND IrTH CONTRACT,DgC N 0 Date: �1/J1 Architectonid Inc. Fort Pierce, FL 34950 I N • •E Ng� �.`� 68,182 �.�p �• : O .•• TAT E OF : ��, i ��'�� GR\QP'N •, •� �C- N A E �.`` � Joaquin elez PE No.68182 MITek US , Inc FL Cert 6634 6904 Pa Ea Blvd. Tampa FL 33610 Date: March 20,2018 Velez, Joaquin 1 of 2 RE: 75011 -STEINBERG Site Information: Customer Info: GRANDE CONSTRUCTION OF FLORIDA Project Name: STEINBERG Model: Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL No. I Seal# Truss Name Date I f o. I Seal# I Truss Name I Date 35 IT13544211IJ3 3/20/18 178 1 T13544254 PBA 3/20/18 136 I T13544212 I J5 1 3/20/18 79 1 T 13544255 1 V4 1 3/20/18 1 37 IT13544213IJ7 3/20/18 80 1 T13544256 1 V8 3/20/18 138 I T13544214 I J7C 1 3/20/18 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 I 1 1 I 1 I 1 139 I T13544215 1 JA 1 3/20/18 140 I T13544216 1 JA3 1 3/20/18 141 I T13544217 1 JA7 1 3/20/18 142 I T13544218 I JB 1 3/20/18 143 I T13544219 1 JC 1 3/20/18 144 I T13544220 1 JC3 1 3/20/18 145 I T13544221 1 JC5 1 3/20/18 146 1 T13544222 1 JC7 1 3/20/18 147 I T13544223 1 J D 1 3/20/18 48 IT135442241JE 3/20/18 149 IT135442251JU 1 3/20/18 150 I T135442261 JU3 1 3/20/18 151 I T135442271 JU5 1 3/20/18 152 1 T13544228 1 K 1 3/20/18 153 1 T13544229 1 K1 1 3/20/18 154 1 T13544230 1 K2 1 3/20/18 155 1 T13544231 1 K3 1 3/20/18 156 1 T13544232 1 K4 1 3/20/18 157 1 T1 3544233 1 K5 1 3/20/18 158 1 T1 3544234 1 K6 1 3/20/18 159 1 T1 3544235 1 K7 1 3/20/18 160 1 T13544236 1 K8 1 3/20/18 161 1 T135442371 K9 1 3/20/18 162 I T13544238 1 KJ5 1 3/20/18 163 I T13544239 1 KJ7 1 3/20/18 164 1 T13544240 1 KJA 1 3/20/18 165 1 T13544241 1 KJA7 1 3/20/18 I 166 1 T13544242 1 KJB 1 3/20/18 1 167 1 T13544243 I-KJC7 1 3/20/18 I 168 I T13544244 1 L 1 3/20/18 1 169 1 T1 3544245 1 Li 1 3/20/18 1 170 1 T135442461 M 1 3/20/18 1 171 1 T135442471 MV2 1 3/20/18 1 172 1 T135442481 MV4 1 3/20/18 1 173 1 T13544249 1 MV6 1 3/20/18 1 174 1 T13544250 1 MV8 1 3/20/18 175 1 T13544251 1 MV10 1 3/20/18 176 1 T13544252 1 MV12 1 3/20/18 177 1 T13544253 1 MV14 1 3/20/18 2of2 Job Truss Truss Type Qty Ply STEINBERG T13544177 75011 A Roof Special 1 1 Job Reference (optional) I;namoers I russ, Inc., 1-01"I deice, t-L 4-2-12 6.00 12 23 3x5 22 3 1 0 18 3x4 = 3x6 11 2-0-0 2,4,0 9-0-0 46 = 4 5-1 14-10-0 0.1 aU s Oep t o zU I I Iv0 I eK ❑wusures, IHU. I ue Ivrar eu UU:oo:a I eu I o r-age I ID:CY9Qn1 W 7spp8ruOZWy8S_IzZLUT-hMeov69EoKJbxEL3fi 1 ugTk5LYsOYwlbkAgRxkzZ4GQ 20-8-0 .22-0-0 . 25-0-0 32-5.0 4x8 = 46 = 3x8 = 44 = 7 27 8 5 25 2G 6 15 14 13 12 11 2x3 11 3x4 = 3x5 = 5x8 = 3x6 = 20-8-0 22-0-0. 25-0-0 28 29 Scale=1:56.0 5x6 m m 9 Id) 10 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.22 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix IMS Wind(LL) 0.14 14-15 >999 240 Weight: 193lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-4 oc bracing. REACTIONS. (lb/size) 10=1339/Mechanical, 18=1568/0-8.0 Max Horz 18_ 197(LC 10) Max Uplift 10= 709(LC 12), 18=-936(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except w en shown. TOP CHORD 3-4=-1838/1198, 4-5=-1561/1195, 5-6= 2101/1555, 6-7=-1920/1468, 7-8=-1479/1189, 8-9=-1754/1181, 9-1 0=-1 266/952 BOT CHORD 17-18= 184/359, 15-17= 1387/2183, 14-15=-1387/2183, 13114=-1338/2096, 11-13=-1075/1722 WEBS 3-17= 953/1457, 4-17=-156/437, 5-17— 804/579, 6-14=-30/?59, 6-13= 1322/934, 7-13=-912/1225, 7-11=-596/382, 8-11 =-1 30/425, 9-11=-785/11331, 3-18=-1454/1231 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft L=32ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-2-0, Interior(1) 3-2-0 to 9-0-0, Exteffor(2) 9-0-0 to 12-2-14, Interior(1) 20-8-0 to 22-0-0, Exterior(2) 25-0-0 to 28-2-14 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1 i60 3) Provide adequate drainage to prevent water ponding. 11 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 Qf withstanding 100 lb uplift at joint(s) except Qt=lb) 10=709, 18=936. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 101032015 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 bucking of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 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 avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrl}. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG I T13544178 75011 Al Hip 1 1 Job Reference (optional) L,namoers I russ, mc., rorr Fierce, rL 2-4-0 5-9-4 11-0-0 0- -2 2-4-0 3-5-4 5-2-12 2x3 11 21 3 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 m i 3u s oep i o zvi / tint i eK Inausules, Inc. i ue mar zv ua:bb:sz zui a rage i ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-9YCA6S9sYeRSZOwGDPZ7NhGHMy4BHNdkzgQ_UAzZ4GP 17-8-0 24.4-0 28.2.12 32-5-0 6-8-0 6-8-0 3-' 0-12 4-2-4 Scale = 1:55.1 4x8 = L-23 2x3 II 4x85 24 25 6 26 277 6.00 12 3x4 3x4 8 22 28 4 3x4 If 9 N �d> 16 i5 14 13 12 11 10 2x3 11 3x6 = 3x9 = 3x6 3x4 = 6x8 = 3x4 = 5-9-4 11-0.0 17-8-0 24-4-0 32-5-0 3-5-4 5-2-12 1 6-8-0 6-8-0 8-1-0 !:Edqe,0-0-41,f5:0-5-4,0-2-01,f7:0-5-4,0-2-01 I SPACING- 2-0-0 CSI. DEFL. In (loc) Udefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.20 14-16 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.46 14-16 >781 240 Rep Stress Incr YES W B 6.89 Horz(CT) 0.05 10 n/a n/a Code FBC2017/TPl2014 Matrlx-IAS Wind(LL) 0.32 14-16 >999 240 Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 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 7-4-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1339/Mechanical, 17=156810-8-0 Max Horz 17=-211(LC 10) Max Uplift 10= 709(LC 12), 17=-936(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1136/668, 3-4=-1420/933, 4-5=-1741/1252, 5-6=-1853/i458, 6-7=-1853/1458, 7-8=-1675/1230 BOT CHORD 2-17=-639/1117, 16-17=-754/1232, 14-16=-754/1232, 13-14-941/1520, 11-13=-854/1442, 10-11— 893/1291 WEBS 4-14= 279/479, 5-13= 342/523, 6-13=-529/490, 7-13=-394/6C3, 8-11= 81/290, 8-1 0=-1 635/1172, 3-17= 749/643, 4-16=-388/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45fh L=32ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-1� to 3-2-0, Interior(1) 3-2-0 to 11-0-0, Exterior(2) 11-0-0 to 28-11-0, Interior(1) 28-11-0 to 32-3-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable o i withstanding 100 lb uplift at joint(s) except Qt=lb) 10=709, 17=936. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: I March 20,2018 ® WARNING - Verify desrga parameter. and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 rev. 10/03/Y015 BEFORE USE Design valld for use oNy with MITek® connectors. lids 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 STEINBERG T13544179 75011 A2 Hip 1 1 Job Reference o tional unamDers truss, Inc., t-on r OM% rL 2-4-0 6-913-0-0 0- -2 2-4-0 4-5-4 1-4-0 4-10-1: 3x6 11 3x4 = 3x4 = 23 24 6 6.00 12 2x3 11 422 16 15 114 27 4x4 = 46 = 3.14 = 8-1-4 13-0-0 O. IJV J JCIJ I V LU I / IVII I CA IIIUUOII ICJ, II ayo p8ruOZWy8S_IzZLuT-dlmYKoAUJxZJBYVSn74NvupVOMVIOvrtBU9xO zZ4G0 ? 4-0 27-2-12 32-5-0 -8-0 4-10-12 5-2-4 4x6 = 7 25 2x3 11 8 28 13 12 11 3x4 = 3x5 = 4x6 = 26 Scale=1:54.7 10 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.39 16-17 >910 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.58 Vert(CT) -0.44 16-17 >817 180 BCLL 0.0 Rep Stress Incr YES WB C�.57 Horz(CT) 0.04 10 n/a IVA BCDL 10.0 Code FBC2017/TPI2014 MatrixIS Weight: 173lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. REACTIONS. (lb/size) 10=1339/Mechanical, 17=1568/0-8-0 Max Harz 17=-256(LC 10) Max Uplift 10=-709(LC 12), 17=-936(LC 12) Max Grav 10=1489(LC 18), 17=1655(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4_ 1902/1069, 4-5= 1880/1249, 5-6=-1681/1244, 6-7= 1597/1200, 7-8=-1812/1214, 6-9=-1777/1040, 9-10= 1399/892 Ilf BOT CHORD 16-17= 272/487, 14-16=-876/1753, 13-14=-938/1742, 11-13- 815/1518 WEBS 4-16=-316/354, 5-14=-177/512, 6-14=-290/204, 6-13=-375/230, 7-13=-186/528, 8-11= 379/376, 9-11= 746/1559, 3-17=-1459/1114, 3-16=-827/1580 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=4511; L=32ft eave=oft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-2-0, Interior(1) 3-2-0 to 13-0-0, Exterior(2) 13-0-0 to 26-11-0, Interior(1) 26-11-0 to 32-3-4 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 i� 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.Ops�. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable oflwithstanding 100 lb uplift at joint(s) except at=lb) 10=709, 17=936. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verify d.19. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A111-7473 rev. 10/0312015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parametersshown, 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 chorb members only. Additional temporary and permanent brcrlW MOW always required for stability and to prevent collapse wah possible personal Injury and prop,.* damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I ,Quality Criteria, DSO-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria,VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type j Qty Ply TEINBERGT13544180 75011 A3 Hip t 1Jcb Reference (optional) 40 o Chambers Truss, Inc., rod Pierce, FL o—v o pep I , u_ ,ar : : eau ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-dlmYKoAUJuZJBYVSn74NvupUMMWgOphtBU9XOczZ4GO 2-4-0 B-9-12 15-0-0 20.4.0 26-6-4 33-0-0 0- 2 2-4-0 6-5-12 6-2-4 5-4-0 6-2-4 6-5-12 Scale=1:56.7 4.6 = 4x6 = 6.00 12 6 23 24 25 7 3x4 26 3x6 i 22 3x4 5 8 4 r? 0 27 3x5 i 4x4 21 9 3 m1 1 I 0 17 16 15 U 13 12 11 10 3x6 11 5x6 = 3x6 — 3x4 = 3x4 = 4x6 = Sx6 = 3x6 I I 3x4 = 2-0-0 2i4,0 8-9-12 15-0.0 20-4-0 26-6-4 33-0-0 2-0-0 0-4-0 6-5-12 6-2-4I 5-4-0 6-2-4 6-5-12 Plate Offsets (X,Y)-- f9:0-1-4,0-1-81 1 LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC Q.65 Vert(LL) -0.40 14-16 >924 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC q.49 Vert(CT) -0.48 14-16 >765 180 BCLL 0.0 Rep Stress incr YES WB 0.90 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-i�IS Weight:181 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. REACTIONS. (lb/size) 10=1365/0-4-0, 17=1594/0-8-0 Max Horz 17=-308(LC 10) Max Uplift 10= 722(LC 12), 17=-950(LC 12) Max Grav 10=1391(LC 18), 17=1594(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 3-5= 1932/1235, 5-6=-1613/1210, 6-7=-1365/1186, 7-8=-161 /1235, 8-9=-1918/1247, 9-10=-1338/943 BOT CHORD 16-17=-243/378, 14-16=-1021/1839, 13-14— 738/1452, 11-13rr--1020/1627 WEBS 5-16= 207/267, 5-14=-482/349, 6-14=-164/362, 7-13=-192/3i, 8-13= 481/391, 9-11=-963/1526, 3-17=-1496/1193, 3-16=-1095/1584 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=33ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-1� to 3-2-11, Interior(1) 3-2-11 to 15-0-0, Exterior(2) 15-0-0 to 25-0-0, Interior(1) 25-0-0 to 32-10-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcur ent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord it 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 100 lb uplift at joint(s) except Qt=lb) 10=722, 17=950. Joaquin Velez PE No.68182 I MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameterslshown, and is for an Individual balding component, not a truss system. Before use. the building designer must verify the appltcobillty of design porarr{eters 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 fabricalion, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I 'Auality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544181 75011 ATA Attic 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 rva i erc muusu ies, inc. i ue rwar 20 aa:So:aa cu 18 rage i ID:cY9Qnl W7spp8ruOZWyBS_IzZLUT-a7uJIUCIrZp1 QsfruY6r?Jus?95CUnHAfoee4VzZ4GM 14-8-8 2-0-0 7-2-6 B•0.1 13-10-4 13- -11 17-8-0 20.7-8 21-1-12 26-11-2 33-0-0 0- -2 2-4-0 4-10-6 -16- 5-9-6 0- -7 2-11-6 2-11-8 -6 5 6-0-14 0-8-13 4x4 Scale=1:59.3 = 6.0 12 8 2x3 I I 2x3 I I 7 9 6 10 3x6 i I 22 3x6 5 11 12 4 4x4 5x6 ZZil27 26 13 3 IT ce O 12, 21 20 19 18 17 16 15 14 3x6 11 5x6 = 46 = 5x8 MT18HS = 5x6 = 2-0-0 2 4,0 8-0.14 13-10-4 21-1-12 26-11-2 33-0-0 2-0-0 0 4-0 5-8-14 5-9-6 I 7-3-8 5-9 6 6-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 57 Vert(LL) 0.35 15-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 9.67 Vert(CT) -0.43 18-20 >850 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr , YES WB 9.70 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix- S Attic -0.20 17-18 431 360 Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 16-19: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 22 REACTIONS. ()b/size) 14=1438/0-4-0, 21=1667/0-8-0 Max Harz 21— 366(LC 10) Max Uplift 14= 679(LC 12), 21— 906(LC 12) Max Grav 14=1595(LC 19), 21=1763(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 2226/1002, 4-6= 2130/1047, 6-7=-1738/1010, 9-10=-1722/1012, 10-12=-2119/1073, 12-13=-2207/1085,13-14=-1533/847 BOT CHORD 20-21= 309/401, 18-20= 802/2163, 17-18=-611/1903, 15-17=_ 844/1892 WEBS 4-20=-422/261, 4-18=-425/279, 6-18=-91/525, 10-17=-139/539, 12-17= 420/287, 12-15=-416/222, 7-22= 1700/973, 9-22= 1700/973, 13-15=-765/1802, 3-21=-1676/1088, 3-20= 924/1887 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 sf; BCDL=3.Opsf; h=17ft; B=45ft L=33ft eave=oft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-2-11, Interior(1) 3-2-11 to 17-8-0, Exterior(2) 17-8-0 to 21-1-12 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 I 3) All plates are MT20 plates unless otherwise indicated. 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 I i all areas where a rectangle 3-6-0 tail 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). 6-7, 9-10, 7-22, 9-22 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-18 9) Provide mechanical connection (by others) of truss to bearing plate capable of (withstanding 100 lb uplift at joint(s) except Qt=lb) 14=679, 21=906. 10) Attic room checked for U360 deflection. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 © WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEKREFERANCE PAGE Mf1-7473 rev. 10/032015 BEFORE USE Design valid for use only with MRek® connectors. TNs design Is based only upon parameterAhown, 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 chor 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla,IVA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply STEINBERG T13544182 75011 ATB Attic 1 1 Job Reference (optional) unamoers i russ, inc., run rieur:e, rL 2-4-0 4x4 26 3 / m 21 0 22 3x6 If 3x4 = .nor , -, w , . ,.,, , �,. „,..,..,.� �.,.,, ...., .. �..� �.. .............. �., .., ..-y., . ID:cY90n1 W7spp8ruOZWyBS_IzZLuT-2KShypDNcsxu27E1SFd4XXROaZRRDEXKtSOCdxzZ4GL 14.8.8 1 -11 17.0-0 18-4-0 20-7-6 2L-1.12 26-11-2 33-0-0 -7 2-3-8 1.4-0 2-3-8 0.6.4 5-9-6 6-0-14 0-8.13 3x6 = Scale=1:61.6 3x6 = 6.00 12 3x4 = 8 9 2x3 11 2x3 13x4 = 10 6 7 11 3x6 i 27 28 34 / 5 I 21 20 19 18 17 5x6 = 4x6 = 3x4 = 3x4 = 5x8 MTi 8HS = 3x6 12 3x4 13 r7 6 29 m 5x6 Q 14 I 16 15 5x6 = 3x6 11 F 2-0-0 24r0 -0-14 21-1-12 26-91-162 0-0 -0-0040 2 5-8-14 5- 6-0-14 Plate Offsets (X Y)-- 18:0-3-0 0-2-01 19:0-3-0 0-2-01 I LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.34 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.87 Vert(CT) -0.35 19-21 >999 240 MT16HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Attic -0.20 18-19 433 360 Weight: 196lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 17-20: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10 REACTIONS. (lb/size) 15=1438/0-4-0, 22=1667/0-8-0 Max Horz 22=-352(LC 10) Max Uplift 15=-679(LC 12), 22= 906(LC 12) Max Grav 15=1598(LC 19), 22=1766(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wh n shown. TOP CHORD 3-4=-2231/1061, 4-6=-2125/1105, 6-7=-1734/1060, 10-11=-1718/1068, 11-13=-2115/1136, 13-14=-2212/1124, 14-15=-1536/871 1 BOT CHORD 21-22=-296/388, 19-21=-876/2157, 18-19=-669/1899, 16-18=i879/1896 WEBS 4-21=-421/283, 4-19= 422/272, 6-19= 108/525, 7-10=-1752/999, 11-18=-156/539, 13-18=-417/301, 13-16=-415/247, 14-16=-823/1806, 3-22= 16,79/1108, 3-21— 975/1891 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 8=45ft; L=33ft; eave=oft; Cat. II; Exp C; Enci., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -0-0-1 9, to 3-2-11, Interior(1) 3-2-11 to 17-0-0, Exterior(2) 17-0-0 to 18-4-0, Interior(1) 23-0-0 to 32-10-4 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 nonconcur ant 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). 6-7, 10-11, 7-10 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 18-19 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 15=679, 22=906. I 10) Attic room checked for U360 deflection. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 © WARNING - Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 10/032015 BEFORE USE Design valid for use only with Mlfek® 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 parambters 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 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Sulte 312, Alexandria, �A 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG r ` T13544183 75011 B Hip 1 1 Job Reference (optional) L;namDers I russ, Inc., ron Herce, t-L 3x4 = 3x6 11 F� 6.00 12 2x3 'Z�- 23 4 1-0-0 4x6 = 5 14 13 Ix6 = 3x4 = a. I ou , Jep to Lu 1 r IVII 1 en 11IUUJu Ie,, 11IV. I Ue IV141 cv —..—' cv 1 o raye 1 I D:CY9Qnl W 7spp8ruOZWy8S_IzZLuT-W W?399D?NA31f9pDOy8J4k_B?zr7ynfT66819OzZ4GIr 13-4-0 18-6-12 22-0-0 , 24-4-0 24-R-2 4x6 = 6 24 2x3 '-, 7 25 2x3 11 , 8 12 11 3x4 = 3x6 II 22-0-0 22-4rO 24.4-0 Scale=1:42.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL -- Plate Grip DOL 1.25 TO .80 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC .58 Vert(CT) -0.36 12-13 >648 240 BOLL 0.0 Rep Stress Incr YES WB Of26 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.28 12-13 >829 240 Weight: 113lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins. 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) 15=1097/0-8-0, 11=1097/0-8-0 Max Harz 15_ 231(LC 10) Max Uplift 15=-690(LC 12), 11=-578(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 2-3= 662/305, 3-4=-982/658, 4-5=-873/623, 5-6= 758/655, 6-=-873/624, 7-8=-982/655, 8-9— 662/312 BOT CHORD 2-15=-372/725, 13-15=-390/854, 12-13=-261/757, 11-12= 36 9-11= 367/725 I/725, WEBS 3-15=-828/866, 8-11= 828/867 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-1� to 2-11-1, Interior(1) 2-11-1 to 11-0-0, Exterior(2) 11-0-0 to 13-4-0, Interior(1) 17-6-15 to 24-4-15 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) 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 itl 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 oflwithstanding 100 lb uplift at joint(s) except Qt=lb) 15=690, 11=578. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. l V =015 BEFORE USE. Design valid for use only with Mffek® 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 chore' members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wilh 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 aty Ply STEINBERG T13544184 75011 B1 Common 6 1 Job Reference (optional) L,namoers i russ, inc., ion rierce, rL 2-4-0 7-1 6.00 FIT 2x3 4 2x3 1120 3 i I D:CY90nl W 7spperuOZW y8S_IzZLuT-W W?399D? NA31f9pD0yBJ4k_Blzquyo2T66819OzZ4GK 2-2-0 17.2-12 22-0-0 24-4.0 24-p-2 -0-12 5-0-12 4-9-4 2-4-0 0-0-2 Scale=1:42.3 4x5 = 5 21 22 63 i 23 2x3 11 7 8 9 m Ia O n� 12 11 15w� 13 M= 12x3 3x5 = 3x5 = 2x3 I 3x8 = 11 2-0-0 2r4 0 12-2-0 22.0-0 2$-4r0 24-4-0 2-0-0 0-4-0 9-10-0 9-10-0 0-4-0 P-0-0 Plate Offsets (X Y)-- (2:0-2-8,Edge1 f8:0-2-8,Edge1 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 9.78 Vert(LL) -0.22 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC Q.66 Vert(CT) -0.44 11 >537 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix- I S Wind(LL) 0.32 11 >737 240 Weight: 106lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. 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) 13=1097/0-8-0, 10=1097/0-8-0 Max Horz 13=-255(LC 10) Max Uplift 13= 690(LC 12), 10=-578(LC 12) FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except wh n shown. TOP CHORD 2-3=-730/281, 3-4=-1021/608, 4-5=-807/548, 5-6— 807/549, 6-7=-10211609, 7-8— 730/323 BOT CHORD 2-13=-333/776, 11-13= 334/890, 10-11= 334776, 8-10=-334 76 WEBS 5-11=-108/336, 3-13=-763/785, 7-10=-763/786 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ill; 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 12-2-0, Exterior(2) 12-2-0 to 15-2-0 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 13=690, 10=578. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 I 6904 Parke East Blvd. Tampa FL 33610 Date: IMarch 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ma-7473 rev. 10103,2016 BEFORE USE. ' Design valid for use only with Mrfek® connectors. This design Is based oNy upon parameters shown. and Is for an individual bolding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 pusses 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 STEINBERG T13544185i 75011 D Fiat 1 1 Job Reference o floral unamDerS i russ, Inc., I-orr vierce, rL ID:cY9Qnt W7sppBruOZWy8S_IzZLuT-Su7garFFvnJSvTzc7NBn993X9mWoQXemaQdsDGzZ4Gl 13-5-4 16-0-13 20-0-2 23-11-7 26-7-0 33.1-14 40-0.4 6-6-14 2-7-9 I 3.11.5 3-11-5 2-7-9 6-6-14 6.10-6 Scale=1:68.3 Sx6 = 4x6 = 46 = 5x6 = 1 19 20 2 3 4 5 21 22 6 7 8 9 23 24 10 18 17 3x6 11 5x10 = 25 16 4x6 = 16-0-13 14 13 26 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC .63 Vert(LL) -0.25 14-15 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 070 Vert(CT) -0.49 12-14 >969 240 BCLL 0.0 Rep Stress Incr YES WB 0�,93 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-iVjS Wind(LL) 0.50 15-17 >961 240 LUMBER- BRACING - 12 11 Sx10 = 3x6 II PLATES GRIP MT20 244/190 Weight: 233 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row atmidpt 1-18, 10-11, 1-17, 3-17, 8-12, 10-12 REACTIONS. (lb/size) 18=1788/Mechanical, 11=1788/0-4-0 Max Uplift 18= 949(LC 12), 11=-949(LC 12) Max Gram 18=1804(LC 17), 11=1804(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wh n shown. TOP CHORD 1-18=-1755/1185, 1-2= 1929/1193, 2-3=-1929/1193, 3-5=-33 6/1982, 5-6=-3366/1982, 6-8=-3366/1982, 8-9=-1929/1193, 9-10= 1929/1193, 10-11= 755/1185 BOT CHORD 15-17=-1824/3016, 14-15=-1982/3366, 12-14=-1824/3016 WEBS 1-1 7=-1 528/2480, 2-17=-532/499, 3-17=-1423/841, 3-15=-363/783, 5-15=-411/373, 6-14=-411/373, 8-14=-363/783, 8-12=-1423/841, 9-12=-532/499, 10-12=-1528/2480 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 Ito 4-1-12, Interior(1) 4-1-12 to 39-10-8 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 2) Provide adequate drainage to prevent water ponding. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcur�ent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=949, 11=949. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I March 20,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Design valid for use only with MITeW connectors. TNs design is based only upon parameters shown, and is for an Individual building component, not Wit a truss system. Before use, the building designer must verify the appllcablity of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type < City Ply STEINBERG T13544186 75011 D1 Half Hip I 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 Mi I eK Industries, Inc. I ue Mar 2u u8:5b:39 2ui3 Page 1 ID:cY9Qn1 W7spp8ruOZWyBS_IzZLuT-Su7garFFvnJSvTzc7NBn993WMmXvQYrmaQdsDGzZ4Gl 5-4-4 12-2-12 9-1-4 25-11-12 32-10.4 40-0-4 5-4-4 6-10-8 10-8 6-10-8 6-10-8 ' 7-2-0 ' Scale=1:69.5 6.00 FIT 5x6 = 3x4 = 3x4 = 3x6 3x4 = 4x4 = 3x6 = 3x4 11 18 2 19 20 3 21 4 5 22 6 7 23 24 8 9 4x6 i 1 I 17 16 25 26 15 114 27 28 13 1229 30 11 31 32 10 3x6 II 4x8 — 3x4 = 46 = 3x4 = 4x4 = 6x8 = 4x6 = 5-4-4 13-11-6 22-6-8 31-1-10 40-0-4 5 4-4 8-7-2 8-7-2 8-7-2 8-10-10 Plate Offsets (X,Y)-- f2:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. 1,.68 DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) -0.18 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 63 Vert(CT) -0.39 13-15 >999 240 BCLL 0.0 Rep Stress incr YES WB q.85 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wlnd(LL) 0.19 13-15 >999 240 Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 1 Row at midpt 3-16, 4-15, 6-11 2 Rows at 1/3 pts 7-10 REACTIONS. (lb/size) 10=1788/0-4-0, 17=1788/Mechanical Max Horz 17=163(LC 12) Max Uplift 10= 970(LC 12), 17=-927(LC 12) Max Grav 10=1859(LC 17), 17=1870(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 1-2= 1583/1033, 2-3=-1387/1026, 3-4=-2631/1725, 4-6=-2824/1774, 6-7=-2000/1228, 1-17=-1836/1230 BOT CHORD 16-17— 264/103, 15-16=-1685/2471, 13-15=-1887/2879, 11-13= 1687/2624, 10-11=-1094/1709 WEBS 2-16=-38/332, 3-16— 1556/921, 3-15= 176/656, 4-15— 429/284, 6-13— 188/432, 6-11=-10091747, 7-11= 544/1147, 7-10— 2308/1480, 1-16=-961/1624 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45fh L=40ft; eave=5ft; Cat. 11; 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 5-4-4, Exterior(2) 5-4-4 to 11-0-3 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrlent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable oflwithstanding 100 lb uplift at joint(s) except at=lb) 10=970, 17=927. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- VeH/y design parameters and READ NOTES ON THtS AND INCLUDED M?EK REFERANCE PAGE M1F7473 rev. 10/032015 BEFORE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. I Tampa, FL 33610 Job Truss Truss Type } Oty Ply STEINBERG ` T13544187 75011 D2 Half Hip 1 1 Job Reference (optional) L;namoers I russ, inc., t-on VIM% rL 7-4-4 7-4-4 Bx8 = 6.00 12 2 5x6 i 18 1 17 4x6 II 16 4x4 = 0.13v 5 Aep 1 D Zv I I rvri I eK I11UU5Lne5, Irlc. r ue Ividl eu uu;aD;9 r ev ra rdye I ID:cY90nl W7spp8ruOZWy8S_IzZLuT-OHFa1XGWRPZAen6_FoDFEa8oOaApuSA31k6yl9zz4GG —r 20-3-10 26.9.E 33-3-1 40-0-4 6.5-11 6-5-11 6-5-11 6-9-3 Scale=1:69.5 3x4 11 3x4 —_ 3x6 = 3x4 __ 3x4 11 46 = 46 = 20 3 21 4 522 6 7 23 24 8 9 25 15 114 26 27 13 28 12 29 11 4x8 = 4 6 = 3x4 = 3x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 4.92 Vert(LL) -0.23 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.48 13-15 >998 240 BCLL 0.0 Rep Stress Incr YES WB d.80 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-f S Wind(LL) 0.1713-15 >999 240 Weight: 262lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-8 oc bracing. WEBS 1 Row at midpt 9-10, 2-15, 4-15, 4-13, 6-11, 9-11, 1-17, 1-16 REACTIONS. (lb/size) 10=1788/0-4-0, 17=1788/Mechanical Max Harz 17=225(LC 12) Max Uplift 10=-981(LC 12), 17— 916(LC 12) Max Grav 10=1913(LC 17), 17=1908(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 1831/1144, 2-3=-2328/1570, 3-4= 2328/1570, 4-6=-246i/1541, 6-7=-1438/915, 7-9— 1438/915, 9-10=-1800/1243, 1-17= 1839/1213 BOT CHORD 16-17=-361/163, 15-16=-1155/1573, 13-15— 1665/2536, 11-113=-1443/2236 WEBS 2-16=-611/479, 2-15=-669/1234, 3-15=-483/446, 4-15=-368/186, 4-13=-235/317, 6-13=-252/592, 6-11=-1225/825, 7-11=-503/473, 9-11=-1373/2163, 1-16=-917/1657 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pisf; BCDL=3.Opsf; h=17ft; B=45ft; L=40ft eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12Ito 4-1-12, Interior(1) 4-1-12 to 7-4-4, Exterior(2) 7-4-4 to 13-0-3 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 pending. 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.OpsLithstanding 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of 100 lb uplift at joint(s) except Qt=lb) 10=981. 17=916. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 I Date: March 20,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE U11-7473 rev. 101032015 BEFORE USE. Design valid for use only W lh Mnek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding 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 k' MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabilcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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, Alexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG � T13544188 75011 D3 Half Hip 1 1 Job Reference (optional) linarnuers r russ, ,rrc., Farr Fierce, FL 8.130 s Sep 15 2017 MI 1 eK Induslrles, mC. I ue Mar 20 09:55:42 Zui a rage 1 ID:cY9Qn1 W 7spp8ruOZWy8S_IzZLuT-tTpyDtH8Cii 1 mwhBpW kUnoh3s_ZTduZCGOrWgbzZ4GF 4-9-14 9.4.4 17-1-2 24-8-4 32�-6 40-0-4 4-9 14 4-6-6 7-8-14 7-7-2 7-7-2 7-8-14 Scale=1:69.9 3x4 11 5x6 = 3x8 = 3x6 = 3x10 = 46 = 3x4 11 6.00 12 3 2 4 521 6 7 22 23 8 9 JAI 3x4 i �9 18 3x4 I I 1 cc 1 J\ ZW\ I 17 24 25 16 26 15 14 27 13 12 28 11 29 10 6x8 = 3xB = 4x6 = 3x4 11 3x10 = 3x4 11 6x8 = 3x6 9-4-4 17-1-2 24-8-4 32-3-6 40-0.4 9-4-4 ' 7-8-14 ' 7-7-2 7-7-2 7-8-14 Plate Offsets (X,Y)-- (3:0-3-0,0-2-01,j8:0-3-O,Edge 1 LOADING (psf) SPACING- 2-0-0 CSI. 153 DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) -0.22 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.57 Vert(CT) -0.41 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WE, df86 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrlx-NIS Wind(LL) 0.13 13-14 >999 240 Weight: 275lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-11-7 cc bracing. 4-16,4-13,7-13,7-10: 2x4 SP M 30 WEBS 1 Row at midpt 9-10, 4-16, 4-13, 6-13, 7-13, 7-10, 2-17 REACTIONS. (lb/size) 10=1788/0-4-0, 17=1788/Mechanical Max Harz 17=287(LC 12) Max Uplift 10=-994(LC 12), 17— 903(LC 12) Max Grav 10=1968(LC 17), 17=2024(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1998/1262, 3-4=-1757/1224, 4-6— 2223/1405, 6-7— 2223/1405 BOT CHORD 16-17= 1133/1383, 14-16= 1527/2360, 13-14=-1527/2360, 11�13=-927/1510, 10-11=-927/1510 WEBS 2-16=-173/719, 3-16=-177/484, 4-16=-995/499, 4-14=0/385, 6-LL13= 503/446, 7-13=-722/1075, 7-11=0/435, 7-10=-2253/1381, 2-17=-2112/1Y70 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=40fh eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 o 4-1-12, Interior(1) 4-1-12 to 9-4-4, Exterlor(2) 9-4-4 to 15-0-3 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.Opstil 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of lwithstanding 100 lb uplift at joint(s) except (jt=lb) 10=994, 17=903. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mtrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bdlding 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 �A T I V l0 1 ek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 41exandria, YA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply STEINBERG I T73544189 75011 D4 Hip 1 1 Job Reference (optional) ,are ears Liss, ric., OR lerce, rL I 8.130b Sep 152017 Ma r ok industries, inc. I ue Mar zu u9:a5:4a zu1 is rage 1 ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-LgNKQDImzOquN4GNMDFjJ?E8BOXBMK6MV2b3N1zZ4GE 2 3-14 5-9-14 11-4-4 18-0-4 24-8-4 31-4-4 38-0-4 40-0-4 2-3-14 5-9-14 5-6-6 6-8-0 6-8-0 6-8-0 6-8-0 2-0-0 Scale = 1:74.7 3x8 = 5x8 = 3x4 11 3x6 = 3x4 11 5x8 = 4x5 4 2 23 5 24 6 7 8 25 9 10 6.00 12 3x4 3 4x5 21 co 2 7\ ar o 6 m 1 � 20 19 26 18 17 27 16 28 15 14 29 13 30 12 311 3x6 11 4x4 = 3x4 = 3x6 — &B = 3x6 = 5x8 = 46 = 3x6 11 H 3x4 11 I 5-9-14 11-4-4 18-0-4 24-8-4 31-4-4 38-0-4 40-0-4 5-9-14 5-6-6 6-8-0 6-8-0 6-8-0 6-8.0 Plate Offsets (X,Y)-- (2:0-2-0,0-1-81f4:0-6-0,0-2-Plate Offsets (X,Y) 2:0-2-0, 1-81, 6-0,0-2-81,19:0-6-0,0-2-816-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. L88 DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) -0.12 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.25 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.15 15-16 >999 240 Weight: 324lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-12 oc bracing. WEBS 1 Row at midpt 4-18, 5-16, 6-13, 8-13, 9-13, 9-12, 10-11, 10-12 REACTIONS. (lb/size) 20=1971/Mechanical, 11=1782/0-4-0 Max Horz 20=411(LC 12) Max Uplift 20= 1119(LC 12), 11=-997(LC 12) Max Grav 20=2180(LC 17), 11=1925(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1727/1038, 3-4=-2014/1324, 4-5=-2093/1462, 5-6= 2Od3/1462, 6-8=-1408/1000, 8-9= 1408/1000, 9-10— 410/284, 2-20=-2130/1462, 10-11=-1946/1274 BOT CHORD 19-20= 442/184, 18-19— 1183/1569, 16-18=-1204/1766, 15- 6=-1271/2010, 13-15= 1271/2010, 12-13=-243/378 WEBS 3-19=-822/572, 3-18= 95/469, 4-16=-354/726, 5-16— 506/483, 6-13— 1025/623, 8-13= 507/490, 9-13=-1174/1827, 9-12=-1562/1175, 2-19=-935/1739, 10-12= 1131/1788, 6-15=0/362 1 NOTES- 1) Unbalanced roof live loads have been considered for -this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC1DL=4.2 sf; BCDL=3.Opsf; h=17ft; 8=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-4-11 to 1-7-6, Interior(1) 1-7-6 to 11-4-4, Exterior(2) 11-4-4 to 39-10-8 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord �n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss connections. i 7) Provide mechanical connection (by others) of truss to bearing plate capable f withstanding 100 lb uplift at joint(s) except Qt=lb) 20=1119, 11=997. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MR-EKREFERANCE PAGE MI1-7473 rev 1e/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chc rd members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI 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, Atexancirld. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply STEINBERG ' T13544190 75011 D5 Hip 1 1 Job Reference o tional cnamoers I russ, Inc., I-ort Fierce, I-L u. i;ju s sep l b ZUl / MI I eK inaustrles, Ine. i ue Mar zu U9:bb:44 2u1 u Fage 1 ID:cY90nI W7spp8ruOZWy8S_IzZLuT-psxjdYJOkKyi?ErZwxmysDmKmHO5p4VjiKdvUzZ4GD 28-5-0 1 36-0-4 40.0.4 , 5x8 Scale = 1:77.0 6.00 12 3x4 11 3x6 = 3x8 = 5 22 23 6 24 7 8 25 5x6 = 26 9 3x4 i 4x5 10 4x6 21 34 4x5<20 m 0 2 m o o 1 1 '91.1 W\e W 19 18 27 17I 16 28 — 15 29 14 13 30 12 11 4x6 11 4x4 = 3x6 = 3x8 = 3x6 = 3x4 11 5x8 = 3x6 11 C ( 3x4 13.4-4 20-11-8 28-5-0 - 36-0-4 40-0-4 6-9-14 6-6-6 7-7-4 7-5-8 7-7-4 4-0-0 Plate Offsets (X,Y)— f2:0-2-0,0-1-121, (3:0-3-0,Edgel, (5:0-5-8,0-2-41, f9:Or3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.13 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.24 15-17 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.79 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 15 >999 240 Weight: 310lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. 5-15,8-15,8-12: 2x4 SP M 30 WEBS 1 Row at midpt 5-17, 5-15, 6-15, 8-15, 8-12, 9-12, 2-18, 10-11, 10-12 REACTIONS. (lb/size) 19=1971/Mechanical, 11=1782/0-4-0 Max Horz 19=411(LC 12) Max Uplift 19_ 1119(LC 12), 11=-997(LC 12) Max Grav 19=2194(LC 17), 11=1890(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except wren shown. TOP CHORD 2-4= 1875/1113, 4-5=-2040/1351, 5-6=-1935/1415, 6-8=-1935/1415, 8-9=-691/618, 9-10= 793/587, 2-19= 2137/1461, 10-11 =-1 874/1339 BOT CHORD 18-19— 420/240, 17-18=-1212/1724, 15-17= 1158/1798, 115=-1014/1630, 12-13= 1014/1630 WEBS 4-18=-702/527, 4-17=-51/321, 5-15=-194/472, 6-15=-558/5 6, 8-15= 395/583, 8-13=01432, 8-12=-1630/991, 2-18=-946/1786, 10-12= 10451 1630 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.0psf; h=17fh B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2 4 Ii 1 to 1-7-6, Interior(1) 1-7-6 to 13-4-4, Exterior(2) 13-4-4 to 39-10-8 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) 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 chor8 in 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.OIpsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable lof withstanding 100 Ib uplift at joint(s) except Qt=lb) 19=1119, 11=997. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: 1 March 20,2018 A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only Win 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. Addlional temporary and permanent bracing MiTek` Is always required for stabllity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricaliom 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 STEINBERG ' T13544191 75011 G Roof Special I 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s Sep 15 zul i Mi t ex industries, inc. t ue mar 2u u9:55:45 zu1 a Page! ID:CY9Qnl W7spp8ruOZWy8S_IzZLuT-H2U5ruKOVd4cdOQmUeIBPQJSOBYggDVeyM4ARwzZ4GC I 2-4-0 4-8.0 11-0-0 15.10-0 20-8-0 26.0.0 30-3-0 34.6-0 42-4.0 0•-22.4.0 2.4-0 6-4-0 4.10-0 4-10-0 5-4-0 4-3.0 4.3•o 7.10.0 Scale=1:75.2 5x8 = 9 30 29 31 5x6 = 3x4 11 5x8 = 4x5 5 3x4 T 7 10 6.00 12 7 4x10 i 25 4xB i 24 4 co co N O 3 0 ,n ,,21 18 16 io 0 6xl0 = 17 7x8 = r 20 19 4x8 = 15 14 32 13 12 33 11 6x8 = 3x4 II 3x4 I I Sx8 = 4x6 = 4x8 = 3x6 11 3x5 = 'f 2-0-02�4r0 4-6.2 i 11-0-0 20-B-0 26-0-0 34-6-0 42-4-0 2 0 DO-4-0 2.4.0 6.4.0 9.6.0 5.4.0 8-6-0 7-10-0 Plate Offsets X Y -- 5:0-3-0 0-2-0 8:0-5-4 0-3-4 10:0-2-0 0-1-8 14:0-3-8 0-2-8 16:0-2-8 Ed a 18:0-6-0 0-4-12 20:0-3-8 0-3-0 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 0.96 Vert(LL) -0.26 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.68 16-17 >705 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.23 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixlMS Wind(LL) 0.36 7 >999 240 Weight: 260lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins, 8-9: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-4-5 oc bracing. 7-15: 2x4 SP No.3 WEBS 1 Row at midpt 10-11, 10-12 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pis 8-12 14-16,3-18: 2x4 SP M 30 REACTIONS. (lb/size) 11=1787/0-4-0, 20=2012/0-8-0 Max Horz 20=367(LC 12) Max Uplift 11= 973(LC 12), 20= 1145(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/171, 3-4= 3610/2435, 4-5— 3110/2054, 5-6=-2756{1987, 6-7= 3910/2661, 7-8= 3885/2645, 8-9— 1440/992, 9-10— 1424/1029, 10-11=-�722/1288 BOT CHORD 2-20=-119/291, 17-18=-2815/3755, 16-17=-2491/3567, 7-16=-337/292, 12-14— 2140/3220 WEBS 4-17=-924/846, 5-17=-529/966, 6-17=-1047/734, 6-16=-265k10, 14-16=-2042/3180, 8-16= 721/1021, 8-14= 465/452, 8-12=-2403/1656, 9-12=-287/663, 10-12=-916/1504, 3-20=-1851/1336, 18-20=-462/150, 3-18=-2315/3255 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-�5 to 4-1-14, Interior(1) 4-1-14 to 11-0-0, Exterior(2) 11-0-0 to 15-2-13, Interior(1) 26-0-0 to 42-2-4 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 chot� in 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 'I f withstanding 100 lb uplift at joint(s) except Qt=lb) 11=973, 20=1145. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKHE ERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and prpperty damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TQI1 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, Alexandjla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG I T13544192 75011 G1 Roof Special 1 1 Job Reference (optional) unamoers I russ, Inc., tort Fierce, I-L 2-4-0 0- -22-4-0 2-0-0 4-2-0 4-2-0 5x8 = 6 6.00 Fi2 3x4 '� 5 3x4 i 4x8 3 4 \ m21 o E� 6x10 = 20 19 3x5 = 6x8 = 3x4 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ` BCDL 10.0 17 30 3x4 = ts.1.3u s Jep l b Zul / MI 1 eK inaustries, inc. i ue mar zu uy:bb:4b Zu1 is rage 1 ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-IF2T2EKeFxCTEY?y2LpQxdrgNbv2ZgOoBOpjzMzZ4GB 28.0-0 34-6.0 42-4-0 7-4-0 6-6-0 7-10-0 Scale=1:75.2 5x6 = 9 3x4 11 5x12 = 27 28 29 7 5x6 10 25 26 ]! 16 6x8 = 15 14 31 13 12 32 11 3x4 11 Sx6 = 3x6 = 4x8 = 46 11 F m N I m 0 8,0-2-41, (10:Edge,0-1-121, f11:Edge,03-81, 11;4:0-3-0,0-1-121, i16:0-2-4,0-2-121, f18:0-7-0,0-4-41, j20:0-3-8,0-3-01 SPACING- 2-0-0 CSt. I DEFL. in (loc) Udefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.19 17-18 >999 360 MT20 244/190 Lumber DOL 1.25 BC .66 Vert(CT) -0.48 17-18 >999 240 Rep Stress ]nor YES WEI 99 Horz(CT) 0.26 11 n/a n/a Code FBC2017ITPI2014 Matrix -MS Wind(LL) 0.31 17-18 >999 240 Weight: 262 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x4 SP M 30'Except' except end verticals. 4-19,7-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 14-16, 8-12, 10-12 10-11,3-18: 2x4 SP M 30 REACTIONS. (lb/size) 11=1787/0-4-0, 20=2012/0-8-0 Max Harz 20=367(LC 12) Max Uplift 11=-973(LC 12), 20=-1145(LC 12) Max Grav 11=1794(LC 17), 20=2012(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-252/148, 3-4— 3586/2294, 4-5= 3393/2244, 5-6= 3027 2030, 6-7=-3255/2320, 7-8= 3230/2304, 8-9= 1396/1030, 9-10=-1417/1038, 10-11 1716/1302 BOT CHORD 2-20=-85/259, 17-18=-2270/3240, 16-17=-1859/2792, 7-16_i 598/553, 12-14=-1739/2619 WEBS 5-17=-581/524, 6-17=-242/581, 6-16=-567/880, 14-16= 1623/2461, 8-16=-672/932, 8-14=-201/277, 8-12=-2006/1395, 9-12= 381/709, 10-12=-913/1496, 3-20=-2007/1396, 18-20=-399/276, 3-18=-2092/3106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=17ft; B=4511; L=42ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0- 5 to 4-5-7, Intertor(1) 4-5-7 to 13-0-0, Extedor(2) 13-0-0 to 17-2-13, Interior(1) 28-0-0 to 42-2-4 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 nonconc rrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chor in 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 bf withstanding 100 lb uplift at Joint(s) except Qt=lb) 11=973, 20=1145. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual buss 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, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544193 75011 G2 Roof Special 1 1 " Job Reference (optional) Chambers I russ, Inc., Fort Pierce, FL 8.130 s Sep i o 2017 ivii i ek inuustnes, mC. i ue rwar 20 09:55A6 zu IS rage r ID:cY9Qnl W7spp8ru0ZWy8S_IzZLuT-hdADTwMvnYSBUr9L9mru02xOsPXC1 I bm5eKlg2FzZ4G9 2-4-0 4-8-0 9-10.0 15-0-0 20-8-0 25-4-0 30-0-0 34-6-0 42-4-0 0--22-4-0 2.4-0 5-2-0 5.2.0 5-8-0 4-8-0 4-8-0 4.6.0 7-10-0 Scale=1:76.0 5x6 = 11 5x8 = 6x8 = 6.00 F12 31 7 8 9 32 5x6 29 30 1 12 4x6 i 6 <281 5 m 6 4x8 i 4 m 7 c� r 3 tO CO 21 2 19 Io 0 7x14 = 21 20 33 6x8 = 15 34 24 23 18 17 16 14 13 6x8 = 4x4 II 6x8 = 5x6 WB=4x8 = 46 II 3x5 = 2.0-02 0 4-8-0 9-10-0 15-0-0 20-6-0 25.4-0 30-0-0 34-6-0 42-0-0 2-0-00-4.0 2.4-6 5-2-0 5.-N 1 5-8-0 4-6-0 4-6-0 4.6-0 7-10-0 Plate Offsets (X Y)-- 15:0-3-0 Edge1 (7:0-6-0 0-2-81 [12: Edge, 0-1-121 it3`.Edge,0-3-8j f17:0-3-8,0-3-01, j19:0-2-8,0-2-121, f22:0-10-0,0-4-121, f24:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. �.82 DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) -0.49 17-18 >976 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 9.87 Vert(CT) -1.07 17-18 >445 240 BCLL 0.0 Rep Stress incr YES WB Q 94 Horz(CT) 0.26 13 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.7717-18 >624 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 4-23,8-18: 2x4 SP No.3, 15-18: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-14, 12-14 12-13,3-22: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 13=1787/0-4-0, 24=2012/0-8-0 Max Horz 24=367(LC 12) Max Uplift 13=-973(LC 12), 24=-1145(LC 12) Max Grav 13=1865(LC 17), 24=2056(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-255/154, 3-4=-3648/2237, 4-6=-3431/2152, 6-7= 2914%1927, 7-8=-2892/2034, 8-9= 2886/2030, 9-10= 2255/1605, 10-11=-1407/1082, 11-12= 1455/1041, 12-13=-1708/1306 BOT CHORD 2-24= 93/263, 21-22=-2167/3249, 20-21— 2167/3248, 19-20--1714/2658, 8-19=-571/491, 17-18=-187/264, 16-17=-1504/2360, 14-16=-1498/2347 12152, WEBS 6-20= 753/572, 7-20=-288/603, 7-19= 383/666, 17-19=-134 9-19=-733/1088, 9-17=-817/660, 10-16=-318/712, 10-14=-2161/1452, 11-14= 509/898, 12-14=-905/1529, 3-24=-2003/1363, 22-24=-430/162, 3-22=-2050/3186 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 sf; BCDL=3.opsf; h=17ft; B=45ft L=42ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2)-0-0-15 to 4-5-7, Interior(1) 4-5-7 to 15-0-0, Extefior(2) 15-0-0 to 19-2-13, Interior(1) 30-0-0 to 42-2-4 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. I 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu rent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord(n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=1b) 13=973, 24=1145. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REIFERANCE PAGE 11111-7473 rev. 10/032015 BEFORE USE. for MITekb This design Is based is for individual building Design valid use only with connectors. only upon parameters shown, and an 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 prdperty 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 aty Ply STEINBERG T73544194 75011 G3 Roof Special 1 1 Job Reference (optional) unamDers truss, Inc., I -on Flerce, rl- qxa = 6.00 12 7 4x6 � 30 5 4x8 i 4 3 , 21 m 0 4 7x10 MT18HS = 26 25 3x5 = 6x8 23 831 21� 22 6x8 = 20 d.l JU s pep 7b zul 1 MI 10K InauSirleS, Inc. I ue mar zu u9:bb:bu "Lulu rage 7 ID:cY9Qn1 W7spp8ruOZWyBS_IzZLuT-eol_ucN9JAivj9ljHBtM5TOKOCGcVXX06dnx67zZ4G7 IWO = 5x12 = 11 12 32 9 19 35 18 17 16 15 6x8 = 3x6 = 4x8 = 3x5 = 33 34 4x5 13 Scale=1:77.1 M N I9 2-0-0 4 0 2-4-0 6-2-0 1 6-2-0 1 1 3-8-0 1 5-6-0 1 5-6.0 1 1-10-8 130 7-2-8 Plate Offsets (X,Y)-- f5:0-3-0,Edgel,j7:0-6-0,0-2-81,j12:0-10-0,0-2-41,f13':0-2-0,0-1-81,f21:0-2-8,0-2-121,f24:0-7-0,0-4-81,f26:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSi. I DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.42 23-24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.50 23-24 >966 180 MT18HS - 2441190 BCLL 0.0 Rep Stress incr YES WB b.79 Horz(CT) 0.32 14 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 330 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 4-25,8-20: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 3-24: 2x4 SP M 30 4z REACTIONS. (lb/size) 14=1787/0-4-0, 26=2012/0-8-0 Max Horz 26=367(LC 12) Max Uplift 14=-973(LC 12), 26=-1145(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/153, 3-4=-3471/2157, 4-6=-3226/2078, 6-7=-2566(1805, 7-8=-2344/1803, 8-9=-2340/1801, 9-10= 2016/1557, 10-11=-1377/1151, 11-1145/1024, 12-13-1385/1006,13-14=-1732/1298 BOTCHORD 2-26=93/263,23-24=-2048/3041,22-23=2048/3041, -�=-l -1522/2305, 8-21=-319/318, 18-19= 106611619,16-18=-1066/1614,15-16— 794/1229 WEBS 6-23=0/266, 6-22=-915/651, 7-22=-322/602, 7-21= 259/422, 19-21=-1318/1968, 9-21=-401/596, 9-19= 887/721, 10-19=-532/805, 10-18= 22/253, 10-16=-1761/1255, 11 -1 6=-1 057/1283, 11-15=-734/471, 12-15=-78/311, 13-15-1926/1457, 3-26= 1922/1351, 24-26=-421/136, 3-24=-1982/3030 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-7-8 oc bracing. Except: 1 Row at micipt 8-21 1 Row at midpt 6-22, 9-19, 10-19, 10-16, 11-16, 11-15, 12-15, 13-14, 13-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-1I5 to 4-5-7, Interior(1) 4-5-7 to 17-0-0, Exterior(2) 17-0-0 to 21-2-13, Interior(1) 32-0-0 to 33-10-8, Exterior(2) 35-1-8.to 39-4-5 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. I 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 lin 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 = IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=973, 26=1145. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED METE. REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mlfek® connectors. This design is based only upon parameT rs shown, and is for an individual building component, not truss Before the building designer �9 a system. use, 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 c ord members only. Additional temporary and permanent bracing iTe k' Is always required for stability and to prevent collapse with possible personal Injury and prgperfy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPl I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandtl,a, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544195 75011 G4 Hip I 1 1 Job Reference (optional) cnamoers I russ, Inc., tort rlerce, r-L 2-4-0 6-0-5 11-6-3 17-0-0 0- -22-0-0 3-6-5 5-5-13 53-13 ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-6CsM5yOn4TgmLJtvgvObehZZncfLEy7XKHXUfa, 30-4.0 37-0-0 42-4-0 i 6-8•D 6-8-0 5-4-0 Scale=1:73.1 6.00 12 Sx = 3x4 = 3x6 = 3x8 = 5x8 — 7 27 8 28 9 10 29 30 11 31 4x5 3x6 i 3x4 i 12 265 I 5 � m 4x5 i 4 I °° 3x4 11 25 a n 3 m21 0 21 20 32 3319 I18 34 17 36 16 15 36 14 13 6x8 = 3x4 = 4x6 = 3x8 = 3x4 = 3x6 = 3x4 II 4x6 = 3x6 I I 3x5 = 2.0.02 4 0 9-8-0 17-0-0 23-a-0 27-0-0 30-0-0 37-0-0 42-4-0 2.0.00-4-0 7.4.0 7-0-0 6-8-0 3-4-o 3-4-0 6-8-0 5-4-0 Plate Offsets (X Y)-- f7:0-3-0 0-2-01 f11:0-3-0 0-2-0j f21.0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.12 18-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.27 18-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 6.90 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017[TTP12014 Matrix-�S Wind(LL) 0.15 17-18 >999 240 Weight:281 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-4 oc bracing. WEBS 1 Row at midpt 8-18, 8-17, 10-14, 12-13, 12-14, 4-21 REACTIONS. (Ib/size) 13=1787/0-4-0, 21=2012/0-8-0 Max Harz 21=367(LC 12) Max Uplift 13= 973(LC 12), 21=-1145(LC 12) Max Grav 13=1850(LC 18), 21=2130(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 275/89, 4-6=-2784/1679, 6-7=-2503/1683, 7-8=-2200/1616, 8-10= 2324/1682, 10-11_ 1055/897, 11-12=-1219/887, 12-13=-1810/1325 BOT CHORD 2-21=-33/271, 20-21=-1516/2297, 18-20= 1674/2558, 17-18I-1458/2366, 15-17= 123B/2002, 14-15— 123B/2002 WEBS 4-20=-143/422, 6-18=-470/414, 7-18=-343/699, 8-18=-408/1180, 8-17=-305/335, 10-15=0/353, 10-14=-1537/920, 12-14=-989/1567, 3-21=-276/361, 4-21=-2718/1724, 10-17=-368/610 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4. psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0 15 to 4-1-14, Interior(1) 4-1-14 to 17-0-0, Exterior(2) 17-0-0 to 42-2-4 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 nonconc rrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chor; in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable i f withstanding 100 lb uplift at joint(s) except Qt=lb) 13=973, 21=1145. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not �v a truss system. Before use, the building designer must verify the applicability of design par meters 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 SCSI Building Component 6904 Parke East Blvd. 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 STEINBERG ' T13544196' 75011 GR5 Jack -Closed Gir er 1 1 Job Reference (optional) cnamoers Iruns, inc., rort Vlerce, rL 3x4 i 6.00 12 O. f oV b oep I V cV 1 / IVIr I en I W-11—, luu. 1 uu ivial cv vu.00.ou — 10 rays ID:cY9Qnl W7sppBruOZWYBS_IZZLuT-_z5txJRIBiKBgwBh3kTXoXjBiDO39_Q7FvVioLzZ4G2 Scale=1:22.1 Li 5 Eff 6 4 NAILED HUS26 3 3x4 I I 4x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.07 3-4 >817 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.08 3-4 >689 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix MP Weight: 32 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=542/0-8-0, 3=963/Mechanical Max Horz 4=146(LC 8) Max Uplift 4=-291(LC 8), 3=-831(LC 8) Max Grav 4=582(LC 29), 3=1140(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4:2 II; Exp Q Encl., GCpi=0.18; MWFRS (directional); cantilever left and right g: 3) This truss has been designed for a 10.0 psf bottom chord live load r)onconei 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chorl( 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 4=291, 3=831. 7) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equiy back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25) toe -nails per f 10) in the LOAD CASE(S) section, loads applied to the face of the truss are nc LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 70, 3-4= 20 Concentrated Loads (lb) Vert: 5=-106(B) 6_ 973(B) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. shown. sf; BCDL=3.Opsf; h=17fh B=45ft L=24ft; eave=oft; Cat. )osed ; Lumber DOL=1.60 plate grip DOL=1.60 ,rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) except Qt=lb) at 3-8-12 from the left end to connect truss(es) to DS guidlines. ad as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 . Date: March 20,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MITeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design par d meters 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 prdperty 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, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG ' T13544197 75011 GR7 Jack -Closed Gird r 1 1 Job Reference (optional) cnamoers i russ, mc., ron rierce, rL 1 3-0-0 3-0-0 6.00 F12 4x8 i 2 5x8 MT18HS i 1 6 H 3x10 II 7 >SruOZWy8S_IzZLuT-wM DdM?TYgJav3EL3B9V?uypgFl gkdfTQj D_psDzZ4G0 5 8 7x8 = HUS26 HUS26 4 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 6.59 Vert(CT) -0.07 4-5 >999 240 BCLL 0.0 i Rep Stress Incr Horz(CT) 0.01 4 n/a Na BCDL 10.0 Code FBC2017[TP1201140 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=2574/0-8-0, 4=2027/Mechanical Max Harz 6=208(LC 8) Max Uplift 6=-1328(LC 8), 4=-1195(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-6= 1822/929, 1-2= 2294/1159 BOT CHORD 4-5=-1208/2029 WEBS 1-5=-1062/2157, 2-5=-1135/2077, 2-4=-2406/1432 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=� II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncot 5) ' This truss has been designed for a live load of 20.Opsf on the bottom ch 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 capat 6=1328, 4=1195. 8) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or eqi left end to 5-0-12 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6= 20 Concentrated Loads (lb) Vert: 5= 1332(F) 7=-1333(F) 8=-1332(F) shown. Scale=1:30.6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 49 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. BCDL=3.Opsf; h=17ft; B=45ft; L=24fh eave=4ft; Cat. ed ; Lumber DOL=1.60 plate grip DOL=1.60 rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 100 lb uplift at joint(s) except Qt=lb) spaced at 2-0-0 oc max. starting at 1-0-12 from the as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameferrs 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandha, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG T13544198 75011 GRA Roof Special Girder 1 1 Job Reference (optional) unambers I russ, Inc., Fort Pierce, FL I 8.130 8 Sep 15 2017 MI I eK industries, Inc. I ue Mar 20 09:55:59 2018 Page 1 1D:cY90nI W7spp8ruOZWy8S_IzZLuT-tlLOnhUoCxrdIYUSIaYTzNusvgN55YuiAXTvx6zZ4G_ 2-4-0 39-4 7-0.0 10-11-4 12-10-0 18-8-0 20-0-0 236-0 27-0-0 W-,10-12 33-0.0 35-4-035 -2 0- -2 2-4-0 1-5-4 3-2-12 3-11-4 1-10-12 I 5-10-0 1--0 3-6-0 3.6.0 3.10-12 2-1-0 2-4-0 0- -2 Scale =1:60.3 5x8 MT18HS = 5x12 MT18HS = NAILED 5x8 = NAILED NAILED 3x4 — 6x8 = 7 8 6.00 12 4 I 25 2627 5 28 6 4x6 i 4x5 m 3 ro 9 v r~'s 1 10 yI Iq 0 29 30 18 14 0 20 19 1713 16 15 13 12 4x5 = 3x10 II 7x8 = NAILED 5x8 = HUS 6 4x4 = 5x8 = 4x8 = 6x8 = 3x10 11 4x5 = NAILED 6x8 = eNAILED -2,4.0 0 0 12-10120 188.0 020 60 2140 270-0 3000 330- 00 3500 2-0 8 11144 3- 1 6 3-0-0 30-0340 2-0 Plate Offsets (X,Y)-- f4:0-9-8,0-2-41,f7:0-5-0,0-2-01,f8:0-5-8,0-2-41,f13:0;3-8,0-3-01,f17:0-2-4,0-4-81,f18:0-2-8,0-2-81,f19:0-3-8,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.22 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.45 16-17 >815 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix MS Wind(LL) 0.3916-17 >937 240 Weight: 216lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP N0.2 `Except` BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. 14-18: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 8-15 WEBS 2x4 SP No.3 *Except* 4-17,5-16: 2x4 SP M 30 REACTIONS. (lb/size) 20=2343/0-8-0, 12=1992/0-8-0 Max HorZ 20=-188(LC 6) Max Uplift 20=-1896(LC 8), 12=-1267(LC 8) Max Grav 20=2577(LC 36), 12=1992(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/154, 3-4=-3374/2358, 4-5_ 5378/3901, 5-6=-4854{3429, 6-7=-4205/2950, 7-8= 3848/2731, 8-9= 2599/1690 BOT CHORD 19-20=-261/377, 17-19=-1929/3035, 16-17= 3680/5459, 15�16=-3192/4907, 13-15=-1315/2207 WEBS 3-19=-1999/2863, 4-19=-699/469, 4-17=-2038/2882, 5-17= 619/615, 5-16= 1219/1055, 6-16=-696/848, 6-15=-2675/1937, 7-15=-1019/1539, 8-15= 1347/1992, 8-13=-275/280, 9-13=-1253/2107, 3-20_ 2364/1737, 9-12=-187111287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17fh B=45ft; L=35ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right eI posed; 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 fora 10.0 pal bottom chord live load no, concurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chA in 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 lof withstanding 100 lb uplift at Joint(s) except Qt=lb) 20=1896, 12=1267. 8) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 13-7-4 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per DS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291 lb down and 344 lb up at 7-0-0 on top chord, and 252 lb down and 233 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 Atwri1 ,IIftMlllr�a MaPy &slgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10f032015 BEFORE USE. ' Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not truss Before a system. 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 MITeiC 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, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG I T13544198 75011 GRA Roof Special Girder 1 1 Job Reference (optional) Chambers I russ, Inc., Fort Fierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase: Uniform Loads (plf) Vert: 1-2=-30, 2-4=-70, 4-6=-70, 6-7= 70, 7-8=-70, 8-10= 70, Concentrated Loads (lb) Vert: 4=-152(B) 19=135(B) 25=-53(B) 26=-53(B) 27=-53(B) E 6.1 JU 5 sep 10 ZU1 I Wit t eK 1naUstnes, mc. i ue Mar zu uw:oomu zu i o rage Z ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-tlLOnhUoCxrdIYUSIaYTzNusvgN55YuiAXTvx6zZ4G_ .25 10-1 1=-30, 2-10=-20 0(B) 30=-10(B) 31=-10(B) 32— 943(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M1F7473 rev. 10/032015 BEFOAE USE. Design valid for use only with MiTeW connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parbmeters 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/T I1 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 STEINBERG T13544199 75011 GRA1 Hip Girder I 1 1 Job Reference (optional) Chambers I Fuss, Inc., Fort Pierce, FL 8.130 s Sep 15 zu i r iwr r eK inuusmes, Inc. i ue Mar za aaao:a i za i a rage i ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-p7SBCMW2jY5LYregQ?ax2ozC2ezUZa5?dry0_?zZ4Fy 2-4-0 3-9-4 7.0-0 11-10-0 16-8-0 21.8-0 0- -2 2-4-0 1-5-4 3-2-12 4-10-0 4-10-0 5-0-0 Scale = 1:36.6 NAILED 4x8 = AILED NAILED 2x3 11 NAILED _ 4x8 — 4 17 18 19 5 20 21 22 6 6.00 FIT 2x3 11 I 4x5 m 0 7 3 m m �1 inn no on� 12 11 23 24 10 25 26 9 13 5x6 WB= NAILED NAILED 3x8 = 4x4 = 8 3x5 = 2x3 11 2x3 II NAILED 6 11 NAILED 0 2-0-0 4- 7-0-0 11-10-0 16-8-0 21-8-0 2-0-0 -4- 4-8-0 14-10-0 4-10-0 5-0-0 Plate Offsets (X,Y)-- 14:0-5-8,0-2-41,f6:0-5-4,0-2-01 1 LOADING (psf) SPACING- 2-0-0 CSI. �.92 DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) 0.37 10-12 >618 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 � BC P.85 Vert(CT) -0.45 10-12 >509 180 BCLL 0.0 Rep Stress Incr NO WB 9.48 Horz(CT) 0.02 8 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix- S Weight: 109 lb FT = 20 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except` 2-11: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 8=993/Mechanical, 13=1234/0-8-0 Max Horz 13=125(LC 31) Max Uplift 8=-876(LC 8), 13=-1121(LC 8) Max Grav 8=1281(LC 37), 13=1475(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-1283/833, 3-4=-1561/1094, 4-5=-1999/1533, 5-6=-1 7-8=-1224/880 BOT CHORD 2-13=-800/1259, 12-13=-884/1317, 10-12= 877/1312, 9-1 WEBS 4-12=-336/193, 4-10= 697/976, 5-10=-624/565, 6-10=-50 7-9=-978/1416, 3-13=-788/646 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.', II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right e; 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconc. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chon 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 8=876, 13=1121. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per I 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppi 7-0-0, and 291 lb down and 340 lb up at 16-8-0 on top chord, and 252 lb do up at 16-7-4 on bottom chord. The design/selection of such connection del 10) In the LOAD CASE(S) section, loads applied to the face of the truss are n( LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-30, 2-4= 70, 4-6=-70, 6-7=-70, 8-14=-20 BRACING - TOP CHORD BOT CHORD shown. 533, 6-7=-1723/1222, 001 /1474 i, 6-9= 291/161, Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-11-13 oc bracing. BCDL=3.Opsf; h=17ft B=45ft L=24ft; eave=4ft Cat. ed ; Lumber DOL=1.60 plate grip DOL=1.60 'rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 100 lb uplift at joint(s) except Qt=lb) S guidlines. concentrated load(s) 291 lb down and 340 lb up at I and 233 lb up at 7-0-0, and 252 lb down and 233 lb :(s) is the responsibility of others. J as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 101OZ2015 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 Oty Ply STEINBERG ` T13544199 75011 GRA1 Hip Girder I 1 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-152(F) 6= 152(F) 12=135(F) 9=135(F) 18=-53(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Mar 20 09:56:01 2018 Page 2 ID:cY90n1 W7spp8ruOZWy8S_IzZLuT-p7S8CMW2jY5LYregO?ax2ozC2ezUZa5?dry0_?zZ4Fy 20=-53(F) 22=-53(F) 23= 10(F) 24= 10(F) 25=-10(F) 26=-10(F) A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev. 1010MO15 BEFORE USE Design valid for use only with M1Tek8 connectors. This design Is based only upon parameti rs shown, and Is for an Individual building component not W1i 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 STEINBERG T13544200 75011 GRB Hip Girder I 1 1 Job Reference (optional) chambers I russ, Inc., i-ort Fierce, t-L 2-4-0 4-9-4 6.1 su s bep 1 b Zu1 / MI I eK mausmes, mc. i ue mar zu ua:bb:u;J Zu1 a rage t ID:cY9Qn1 W7spp8ruOZWyBS_IzZLUT-IWaud2XJF9L3n9oDXQcP7D3gwSjY1S9159R73tzZ4Fw Scale = 1:42.1 NAILED NAILED 5x6 = NAILED 2x3 it 5x6 = 4 22 5 23 6 6.00 FIT 3x5 G c? o_ 3x5 v 3 7 8 9 oI1 a id 15 14 13 24 12 25 11 10 3x6 I I 5x6 = 46 — 2x3 11 5x6 = 3x6 11 3x4ED = 3x4 = NAILED NAILED (� J 2-0-0 2 4 5-8-0 9-0-0 12-2-0 15-4-0 18-8-0 22-0.0 4 0 24-4-0 2-0 3-4-0 3-2-0 3-2-0 3-4-0 3-4-0 0-4-0 2-0-0 Plate Offsets (X,Y)-- f4:0-3-8,0-2-41,f6:0-3-8,0-2-41 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO .45 Vert(LL) 0.42 10-11 >568 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.62 Vert(CT) -0.41 14-15 >579 180 BCLL 0.0 Rep Stress incr NO WB 0.64 Harz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-k4S Weight: 117 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 15=1528/0-8-0, 10=156310-8-0 Max Harz 15=-189(LC 6) Max Uplift 15=-1262(LC 8), 10— 1189(LC 8) Max Grav 15=1785(LC 32), 10=1818(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 7-11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-281/133, 3-4=-2338/1549, 4-5=-2020/1478, 5-6=-2020TI478, 6-7=-2366/1560 BOT CHORD 2-15— 125/277, 14-15=-271/466, 12-14=-1199/2092, 11-12=i1199/2092 WEBS 3-14=-1354/2147, 4-14= 190/417, 6-11=-65/346, 7-11=-1282/2100, 3-15— 1760/1352, 7-10=-1736/1252 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4., II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right e: 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncom 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chore will fit between the bottom chord and any other members, with BCDL = 10.0 6) Provide mechanical connection (by others) of truss to bearing plate capable 15=1262, 10=1189. 7) "NAILED" indicates 3-1 Od (0.148"xX) or 3-12d (0. 1 48"x3.25") toe -nails per I 8) Hanger(s) or other connection device(s) shall be provided sufficient to supp( 15-4-0 on top chord, and 379 lb down and 239 lb up at 9-0-0, and 379 lb do 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 not sf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat Iosed ; Lumber DOL=1.60 plate grip DOL=1.60 rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sf. 4 withstanding 100 lb uplift at joint(s) except Qt=lb) DS guidlines. t concentrated load(s) 450 lb down and 487lb up at rn and 239 lb up at 15-3-4 on bottom chord. The y 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= 30, 2-4= 70, 4-6=-70, 6-8=-70, 8-9= 30, 16-19=-20 Concentrated Loads (lb) Vert: 4=-126(F) 6=-236(F) 14=-98(F) 11= 98(F) 22— 126(F) 23— 126(F) 24= 43(F) 25=-43(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design pare meters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MRek® 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 Cdferia, 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 STEINBERG I T73544201 75011 GRC Common Girder 1 n G Job Reference (optional) cnamners I russ, Inc., I-ort Fierce, t-L 0 2x3 11 3 15 410 = 3x6 II 6.1 ;Ju s sep It, Za1 / Ivu I eK inaustnes, Inc. rue Nlar zu ua:bb:u,+ Zu1 a rage i ):cY9On1 W7spp8ruOZWy8S_IzZLuT-DiBHgOYxOTTvPJNP577egObntr_3mtMRKpAgbJzZ4Fv 17-1.4 22-4-0 4-11-4 5-2-12 4x6 I I Scale =1:44.0 6 6.00 F12 4x5 I 44 7 4 Z6xl 0 MT18HS 8 14 13 12 18 11 19 20 10 21 22 9 3x12 II 8x10 = HUS26 10x10 = HUS26 10x10 — HUS26 HUS26 6x8 — = 8x 0 = HUS26 HUS26 H� S28 Plate Offsets (X,Y)-- f2:0-3-8,0-0-151, j9:0-4-8,0-3-01, (10:0-5-0,0-5-121, j11:0-5-0,0-"1, (12:0-3-8,0-6-41, (13:0-4-8,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. L69 DEFL. in ((oc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC Vert(LL) 0.21 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.93 Vert(CT) -0.28 10-11 >854 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 9.71 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix- S Weight: 318lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SP No.3 `Except` 6-11,8-9,8-10: 2x4 SP M 30 REACTIONS. (lb/size) 9=9696/0-8-0, 15=6667/0-8-0 Max Horz 15=231(LC 7) Max Uplift 9=5532(LC 8), 15— 4162(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7274/4367, 3-4=-7509/4587, 4-5=-10358/6411, 5-6=-9 69/5444, 6-7=-9089/5425, 7-8= 12062/6861, 8-9— 7334/4201 BOT CHORD 2-15=-3901/6566, 14-15=-3973/6566, 12-14=-3973/6566, 11 12= 5584/9265, 10-11= 6044/10702, 9-10= 767/1296 WEBS 4-14— 3783/2346, 6-11= 4622/7749, 7-11= 3322/1759, 7-10— 1573/3064, 8-10=-5369/9570, 5-12= 1637/2018, 5-11=-2100/1695, 3-15 ,-609/461, 4-12=-2211/3705 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-12 2 2) All loads are considered equally applied to all plies, except If noted as front (f ply connections have been provided to distribute only loads noted as (F) or (E 3) Unbalanced roof live loads have been considered for this design. 1 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2I 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exl 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcu 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord will fit between the bottom chord and any other members. 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable c 9=5532, 15=4162. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equi, the left end to 21-0-12 to connect truss(es) to front face of bottom chord. 11) Use USP HUS28 (With 16d nails into Girder & 16d nails into Truss) or equi, back face of bottom chord. 12) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equi, - 1 row at 0-5-0 oc. or back (B) face in the LOAD CASE(S) section. Ply to unless otherwise indicated. f; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. >sed ; Lumber DOL=1.60 plate grip DOL=1.60 ent with any other live loads. 1 all areas where a rectangle 3-6-0 tall by 2-0-0 wide grain formula. Building designer should verify withstanding 100 lb uplift at joint(s) except Qt=lb) ilent spaced at 2-0-0 oc max. starting at 19-0-12 from dent at 9-0-12 from the left end to connect truss(es) to (lent spaced at 2-0-0 oc max. starting at 11-0-12 from Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 �aPA17k18GJPfli1'VdW &slgn parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing �p IV I iTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrk:atiom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.Safety information available from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544201 75011 GRC Common Girder 1 A L Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL NOTES- 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increa Uniform Loads (plf) Vert: 1-2=-30, 2-6— 70, 6-8=-70, 2-9=-20 Concentrated Loads (lb) Vert: 10=-1768(B) 12=3391(B)16 1768(13) 19=-1768(B) 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Mar 20 09:56:05 2018 Page 2 ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-hvif2kZZnmbmOTycfretCeeydFKIVKcbYTwE7mzZ4Fu .25 768(B) 21=-1951(F) 22=-1951(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MfTek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or ch¢rd 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/rPll 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, Alexandrfb. VA 22314. Tempe, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544202 75011 GRD Flat Girder I 1 1 Job Reference o tional cnamoers i russ, ma, MR rierce, rL 13-4-11 1 20-0-2 6-9-3 o, r uu a oep � o cu i � IVII I CA II NUJO ItlJ, II IG. C ,Vi¢I c r ¢yo ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-agx9t6cAl'?5CV4FNuhjpNUlaNsjTR7oBT5uRGXzZ4Fq Scale =1:72.6 NAILED I NAILED NAILED NAILED NAILED NAILED 5x8 = NAILED NAILED NAILED 5x8 MTi8HS WB= NAILED NAILED NAILED 4x5 II NAILED 6x8 = NAILED NAILED 5x8 MTI18HS WB= 36 II NAILED 5x8 = NAILED NAILED 6x8 = NAILED NAILED 45 II 1 I 20 21 2 22 23 24 325 2627 5 28 29 6 30 7 31 32 33 8 34 35 36 37 9 38 18 39 40 41 17 42 43 44 1615 45 46 14 47 48 1312 49 50 51 11 52 53 54 1U 55 6x10 MTi8HS= NAILED 4x6 = NAILED 5x12 MTi8HS NAILED 3x8 NAILED 3x4 II NAILED 4x6 = NAILED 6x10 MT18HS= NAILED NAILED NAILED NAILED 3x4 II NAILED NAILED NAILED 5x12 MT18HS= NAILED NAILED NAILED NAILED NAILED NAILED INAILED F_ 13-4-11 20-0-2 26-7.9 33-3-1 40-0-4 _ J 6-9-3 6-7-7 6-7-7 6-7-7 6-7-7 6-9-3 Plate Offsets (X Y)-- f2:0-3-8 0-3-01 (4:0-4-0 Edgelf6:0-4-0,Edgel,f8:0-3',8,0-3-01,f9:Edge,0-3-81,f13:0-5-14,0-0-01,f15:0-5-14,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.80 14 >595 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.90 14-16 >533 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.29 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix- S Weight: 234 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 `Except' 2-18,3-17,3-14,7-14,7-11,8-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 18=341 1 /Mechanical, 10=3581/0-4-0 Max Uplift 18=-2556(LC 8), 10— 271 O(LC 8) Max Grav 18=3600(LC 25), 10=3799(LC 25) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. WEBS 1 Row at midpt 3-17, 7-11 2 Rows at 1/3 pts 2-18, 8-10 FORCES. (lb) -Max. Comp./Max..Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-340/320, 2-3=-4607/3279, 3-5=-8146/5798, 5-7=-8146/5798, 7-8=-4623/3291, 9-10=-479/458 BOT CHORD 17-18=-3279/4607, 16-17=-5150/7236, 14-16— 5150/7236, 12-14=-5167/7257, 11-12=5167/7257, 10-11=-3291/4623 WEBS 2-18=-5528/3934, 2-17— 1280/2142, 3-17= 3192/2272, 3-16 1-6/492, 3-14= 799/1104, 5-14=-919/878, 7-14=-774/1079, 7-12=-7/495, 7-11=-3197/2277, 8-11= 1284/2148, 8-10= 5544/3947 1 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4., II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right e'. 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconc 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chore 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 bekng plate capable 18=2556, 10=2710. 8) "NAILED" Indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per 9) In the LOAD CASE(S) section, loads applied to the face of the truss are not LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-70, 10-18=-20 BCDL=3.Opsf; h=17ft; B=45ft L=40ft; eave=5ft; Cat. ed ; Lumber DOL=1.60 plate grip DOL=1.60 -rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide withstanding 100 lb uplift at Joint(s) except at=lb) S guidlines. as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev 101032016 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 par4meters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addtional temporary and permanent bracing MiTek Is always required for stability and to 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 STEINBERG T13544202 75011 GRID Flat Girder I 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.130 s Sep 15 2017 MiTek Industries, Inc. Tue Mar 20 09:56:09 2018 Page 2 ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-agx9t6c41?5CV4FNuhjpNUlaNsjTR7oBT5uRGXzZ4Fq LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:4=-126(B) 15=-43(B)14=-43(B) 5= 126(B)6=-126(B) 13= 43(B)19= 126(B)20=-126(B) 21=-126(B) 22=-126(B) 23=-126(B)24=-126(B) 25=-126(B) 27=-126(B) 28=-126(B) 30=-126(B) 31=-126(B) 32— 126(B) �3=-126(B) 34=-126(B) 36=-126(B) 37=-126(B) 38=-150(B) 39— 43(B) 40= 43(B) 41=-43(B) 42=-43(B) 43=-43(B)44=-43(B) 45=-43(B) 46=-43(B) 47=-43(B)48— 43i(B) 49=-43(B) 50=-43(B) 51=-43(B) 52=-43(B) 53=-43(B) 54=-43(B) 55=-50(B) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFFRANCE 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 appllcablllty of design parameters and properly Incorporate this design Into the overall binding deslgn. 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 proberty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP'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 STEINBERG T13544203 75011 GRE HIP GIRDER 1 1 Job Reference (optional) chambers truss, Inc., t-0171 Fierce, I-L ID:cY90n1 W7spp8ruOZWy8S_IzZLuT-2sVY5RdicJD37EgZSOE2vhrrTGCvAePKld?pzzZ4Fp 13-0-0 18-0-0 4-0-0 5-0-0 Scale = 1:31.7 NAILED NAILED 48 = 2x3 II 4x8 NAIYED NAILED 6.00 F12 2 12 13 3 14 15 4 7 4x6 o 4x6 / I 5 m 1 e2� m v 10 16 9 8 17 7 11 4x4 = NAILE 3x6 = 3x6 = NAILED 4x4 = 6 3x6 Il 3x6 II NAILED _ 5-0-0 9-0-0 13.0-0 18-0-0 5-0-0 4-0-0 I 4-0-0 5-0-0 Plate Offsets (X Y)-- f2:0-5-4 0-2-01 f4:0-5-4 0-2-01 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .55 Vert(LL) 0.07 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.05 8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-iNS Weight:101 lb 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 REACTIONS. (lb/size) 11=837/0-8-0, 6=882/0-8-0 Max Horz 11=-101(LC 6) Max Uplift 11=-1071(LC 8), 6=-1093(LC 8) Max Grav 11=973(LC 36), 6=995(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 1361/1382, 2-3= 1466/1617, 3-4= 1466/1617, 4-5=-139J 6/1416, 1-11= 999/977, 5-6= 1021/999 BOT CHORD 8-10=-1149/1211, 7-8=-1179/1185 WEBS 2-8=-460/471, 3-8=-437/430, 4-8=-407/420, 4-7= 254/48, =-1054/1117, 5-7=-1094/1164 Structural wood sheathing directly applied or 5-11-7 oc puffins, except end verticals. Rigid ceiling directly applied or 6-9-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2 sf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft; eave=4ft Cat. li; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right a posed ; 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 nonconcyrrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord 'in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=1071, 6=1093. j 7) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 291 lb down and 340 lb up at 13-0-0 on top chord, and 360 Ito down and 233 lb up at 5-0-0, and 360 lb dov In and 233 lb up at 12-11-4 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 note i as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 70, 2-4=-70, 4-5= 70, 6-11=-20 Concentrated Loads (Ib) Vert: 2=-53(B) 4=-1 52(B) 10=135(B) 8=-1O(B) 3=-53(B) 7=135(B) 12=153(B)15=-53(B) 16=-10(B) 17= 10(B) Joaquin Velez PE No.69182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF6ANCE PAGE MII--7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parametels 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 buckling Individual truss members only. Additional temporary and permanent bracing MiTek building design. Bracing Indicated Is to prevent of web and/or chord Is always regdred for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TP(I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG ' T13544204 75011 GRG Roof Special Gir er 1 2 Job Reference o tional cnamDers I fuss, Inc., MR deice, rL 2-4.0 4.8-0 9-0 z 2-4-0 44- 2.4.0 6.00 F12 3x4 11 48 3 4 m 21 1 0 23 22 3x5 = 6x8 — _ 3x4 11 7x10 = 2-4-0 0. rote a aup I—" - I en a iuuau lea, a— i ue mm c rayc ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-xdl2wpgCfXkVbr8KhEJ_4XOVFtOX6LQwdMbCykzZ4Fl 5x6 = 10 4x8 i NAILNAILED 9 45 5x6 = 11 . NAILED3x10 NAILED 3x4 II 6x8 = 5 NAILED 6 NAILED 7 27 2 29 30 20 NAILED 19 NAILED 3x5 = 31 32 3x4 II 33 34 1736 16 15 3614 13 37 112 12 NAILED 8x14 MT18HS = 4x8 = NAILED 5x6 = 4x8 = 3x6 11 NAILED 5x10 II 6x8 = NAILED NAILED � HUS26 LOADING (psf) I SPACING- 2-0-0 CSL I DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.73 18-19 >659 240 TCDL 15.0 Lumber DOL 1.25 BC 6.92 Vert(CT) -0.87 18-19 >551 240 BCLL 0.0 Rep Stress Incr NO WB 9.99 Horz(CT) 0.30 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-YS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 4-22: 2x4 SP No.3, 18-21: 2x4 SP M 31, 14-17: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except` WEBS 16-18,3-21: 2x4 SP M 30 REACTIONS. (lb/size) 12=3235/0-4-0, 23=4106/0-8-0 Max Harz 23=367(LC 8) Max Uplift 12=-2031(LC 8), 23= 2900(LC 8) Max Grav 12=3235(LC 1), 23=4156(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh n shown. TOP CHORD 3-4— 7949/5423, 4-5=-7875/5434, 5-6=-7176/5027, 6-7=-13246/8803, 7-8=-13096/8696, 8-9— 5461/3502, 9-10=-2649/1771, 10-11= 2686/1731, 11-121--3162/2047 BOT CHORD 22-23=-276/392, 20-21=-5045/7231, 19-20=-7740/11195, 18- 9=-7740/11195, 17-18=-973/1637, 7-18=-442/396, 16-17=-669/1028, 15-16=- 503/9868, 13-15=-3143/4856 WEBS 5-20= 1689/2663, 6-20=-4898/3077, 6-19=-282/612, 6-18=-1 45/2559, 8-16=-2142/1511, 8-15= 6602/4413, 9-15=-2818/4339, 9-13— 4322/2915, 10-13— 1198/1903, 11-13— 1763/2876, 16-18=-6042/9162, 8-18=-3489/4937, 3-26= 4023/2813, 21-23=-531/249, 3-21=-4770/6932 Scale=1:85.9 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 645 lb FT = 20% Structural wood sheathing directly applied or 3-10-0 oc puffins, except end verticals. Rigid ceiling directly applied or 5-10-15 oc bracing. 1 Row at midpt 8-15, 9-13 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. I 2) All loads are considered equally applied to all plies, except if noted as front (Fj or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B , unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5fh Cat. II; Exp C; Encl., GCpl=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 1.j 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.Opsfl 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=2031,23=2900. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 21-7-4 from the left end to connect truss(es) to Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 C ti 1454�/AB }�Ry�esign parameters and READ NOTES ON THIS AND fNCLUDED MITEKREFERANCE PAGE MIf-7473 rev. i0/03/2015 BEFORE USE Design valid for use only with Mlrek® connectors. This design Is based only upon paramete shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design refers and Incorporate this design Into the overall �' parar�i properly building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chofd 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, scaANSI/TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandit VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544204 75011 GRG Roof Special Girdr 1 2 Job Reference (optional) Chambers I russ, Inc., tort Fierce, FL a. 7 ou 5 aep 10 eu r r rvu i ere muusu res, mc. i ue Mar cu vu.uu. i 4 cv i o rave c ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-xdl2wpgCfXkVbr8KhEJ_4XOVFtOX6LQwdMbCykzZ4Fl NOTES- 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe-na Is per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 486 lb down and 487 lb up at 9-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase Uniform Loads (plf) Vert: 1-2=-30, 2-5=-70, 5-8=-70, 8-10=-70, 10-11=-70, 22-2 Concentrated Loads (lb) Vert: 5=-222(F) 18=-98(F) 7= 118(F) 20— 113(F= 51) 6= 61 34=-155(F) 35=-2007(F) .25 18-21=-20, 12-17=-20 9= 155(F) 27= 118(F) 28— 118(F) 29= 61(F) 30=-61(F) 31=-51(F) 32=-51(F) 33=-155(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND iNCLUDED mTEKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MIIek® 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 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 Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandric, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG I T13544205 75011 GRK HALF HIP GIRDER 1 2 Job Reference (optional) r;namoers i russ, Inc., r-orr rierce, r-L m21 0 0 4-2-12 12-10-0 0=6-D 2-4-0 5x8 = NAILED NAILED NAILED NAI 6.00 12 4 28 5 2g 6 30 o. — o —P i oyo ID:CY9Qn1 W7spp8ruOZWy8S_IzZLuT-HbYx_WkLU4Mnic01Tnv9nbjl5u8rndEfineJzdyzz4Fg 20-8.0 22-8-0 26-8-0 31-9-15 36.10-1 42.0.0 6-0-0 2A-0 4-0-0 5-1-15 5.0.3 5-1-15 Scale=1:72.4 NAILED 3x5 = NAILED NAILED NAILED NAILED NAILED 3x6 =NAILED NAILED 4x5 = 5x8 WB= NAILED NAILED 3x5 =NAILED NAILED 32 78 33 34 9 35 10 36 11 37 38 39 12 40 41 13 3 I 0 I 18 _ 19 3x5 = ® YY 24 23 42 22 43 21618 = 6x8 = NAILED N NAILED NAILED NAILED NAILED NAILED 6x8 = 17 50 51 16 52 53 15 54 55 14 NAILED 4x4 II NAILED 4x4 = NAILED NAILED NAILED 6x8 = NAILED NAILED NAILED NAILED L�7 I9 LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 1.15 16-17 >309 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC �.78 Vert(CT) -1.14 16-17 >310 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code FB02017fTP12014 Matrix-yS Weight: 498lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except` 6-21,9-17: 2x4 SP No.3, 14-17: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=2259/Mechanical, 22=516810-8-0 Max Horz 22=483(LC 25) Max Uplift 14=-2133(LC 8), 22= 5041(LC 8) Max Grav 14=2576(LC 30), 22=5310(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except wh TOP CHORD 2-3=-376/455, 3-4=-835/961, 4-5=-2097/2163, 5-6=-1224110 7-9=-3119/2383, 9-11=-4997/3976, 11-12= 2985/2415 BOT CHORD 2-24=-333/394, 23-24=-333/394, 22-23=-775/970, 6-20=-63i 18-19=-4091/5004, 17-18=-362/418, 9-18=-270/281, 16-17= 14-15=-2415/2985 WEBS 3-23=-542/650, 4-23=-1155/1030, 4-22= 2352/2458, 5-22= 5-20=-1976/2394, 7-20= 4265/3768, 7-19=-1163/1344, 9-1 c 16-18=-2170/2632, 11-18= 1937/2427, 11-16= 1175/1022, 1 12-14=-4110/3317 BRACING - TOP CHORD BOT CHORD shown. 6-7=-1258/1030, t, 19-20=-2495/3119, /422, 15-16=-2415/2985, 57/2003, 20-22=-2294/2062, 2231/2012, 15= 876/1208, Structural wood sheathing directly applied or 4-11-2 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 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. I 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; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=o.18; MW FRS (directional); cantilever left and right 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 nonconcurrbnt with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsi 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 I CAJ11WAMOM PVQPy? esign parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M&7473 rev. 10/032016 BEFORE USE. Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �v 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 chc�rd members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatlon• storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply STEINBERG T13544205 75011 GRK HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.i 3u s bep 1 b 2u1 / ml I eK inausines, Inc. I ue mar zu ua:bb:1 a zu1 a rage z ID:cY90nl W7spp8ruOZWy8S_IzZLuT-HbYx_WkLU4Mnic01Tnv9nbjl5u8rndEfineJzdyzZ4Fg NOTES- 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-na Is per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient t� support concentrated load(s) 339 lb down and 446 lb up at 9-0-0 on top chord, and 852 lb down and 880 lb up at 9-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-70, 4-13=-70, 21-25=-20, 18-20= 20, 14-17=-20 Concentrated Loads (lb) Vert: 4= 197(F)8=-118(F) 9= 126(F) 23=-744(F) 18=-43(F)12i-126(F) 15=-43(F) 28=-126(F) 29_ 126(F) 30=-1 18(F) 31=-1 18(F) 32=-118(F) 33=-118(F) 34=-118(F) 35= 126(F) 36= 126(F) 37=-126(F) 39— 126(F) 40-126(F) 41=-133(F) 42= 43(F) 43=-43(F) 44= 51(F) 45=-51(F) 46_ 51(F) 47=-51(F) 48= 51(F) 49=-51(F) 50=-43(F) 51=-43(F) 52= 43(F) 53— 43(F) 54=-43(F),55=-45(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03)2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design pararrtelels 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 Ill Quality Criteria, D68-89 and BC51 Building Component Blvd. Tampa, Safelty information avallable from Ttruss Platenstlh�e. 2 6 N. Lee Street. Suite 312 AleNand FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544206 75011 GRL Common Girder 1 n G Job Reference (optional) Chambers truss, Inc., fort Fierce, FL t" ou s Sep 1,') I ZUI I IVII I eK industries, inc. ue Mar Zd 09:56:21 2018 rage I ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-D_giOClbOhcVxwAgbCxdsOocBipEFWYyEyo4hgzZ4Fe -5-7-4 I 10-8-0 14-412 1$-55 -2- 4-3-3-4 5-0-12 82 03-80- 2 20 3 4x4 = Scale=1:37.4 5 6.00 12 3x4 3x4 � I 6 4 ci 4x5 2x3 7 3 1 o� 12 11 16 10 17 18 9 19 20 4x5 = 13 3x4 II 7x8 WB= 7x8 _ HUS26 6x8 _ 3x411 — — HUS26 8 5x1011 THD26-2 HUS26 HUS26 i 2-0.0 4- 5-7-4 7-7-3 10-8-0 12-10-5 14-4-12 18-5-0 1-6 2-0-0 4- 3-3-4 1-11-15 3-0-13 2-2-5 -7 4-0-4 Plate Offsets (X,Y)— f2:0-7-8,Edgel,fB:Edge,0-3-81,f9:0-3-8,0-3-121,f10:0-',4-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.25 10-12 >773 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 079 Vert(CT) -0.24 10-12 >796 240 BCLL 0.0 Rep Stress incr NO WB 0190 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix-i�S Weight: 229lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=5318/Mechanical, 13=3538/0-8-0 Max Horz 13=191(LC 7) Max Uplift 8— 4873(LC 8), 13= 3068(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3516/3003, 3-4=-3799/3306, 4-5=-4823/4367, 5-6=-4822/4396, 6-7— 5270/4786, 7-8= 4232/3835 BOT CHORD 2-13=-2735/3245, 12-13=-2832/3245, 10-12=-2832/3245, 9-10=-4208/4651, 8-9=-246/262 WEBS 4-12= 1043/976, 5-10=-3602/3871, 6-10=-543/590, 3-13=-725/651, 4-1 0=-1 256/1226, 6-9=-731/378, 7-9= 4265/4724 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: 2x6 - 2 rows staggered at 0-5-0 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 doted as (F) or (B,), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord ih all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=4873, 13=3068. 9) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equiv lent at 9-1-8 from the left end to connect truss(es) to back face of bottom chord. 10) Use USP HUS26 (With 16d nails Into Girder & 16d nails into Truss) or equiv ent spaced at 2-0-0 oc max. starting at 11-0-12 from Joaquin Velez PE No.68182 the left end to 17-0-12 to connect truss(es) to back face of bottom chord. MiTek USA, Inc. FL Cert 6634 11) Fill all nail holes where hanger is in contact with lumber. 6604 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03)2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parametet� shown, and is for an Individual bu➢ding component, not a truss system. Before use, the bullding 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 tracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and proderfy damage. For general guidance regarding the fabricattom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I" Quality Crlterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety informatlon avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply TEINBERG T13544206 75011 GRL Common Girder 1 nL ob Reference (optional) �J` Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increa Uniform Loads (plf) Vert: 1-2=-30, 2-5=-70, 5-7=-70, 2-8=-20 Concentrated Loads (lb) Vert: 16=-2329(B) 17= 1177(B) 18=-1178(B) 19=-1174(B) .25 350(B) 8.130 s Sep 152017 MI I eK Industries, Inc. I ue Mar 20 09:5621 2018 Hage 2 ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-D_giOClbOhcVxwAgbCxdsOocBipEFWYyEyo4hgzZ4Fe © WARNING - Varlly deslgn parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mf1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRelc®connectors. this design Is based only upon parametgrs shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design par meters 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 Is always required for stability and to prevent collapse with possible personal Injury and pr�perty damage. For general guidance regarding the MiTek° 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 avallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply STEINBERG T13544207 75011 GRM Hip Girder 1 1 Job Reference (optional) cnamDers I russ, inc., t-Orl VlerCe, r-L a. IdV S OUP Ia eV I / IVII I eK IIIVUbUJUe , IIIG. I Ve Ivldl GV vu.DO.-- Io raye 1 ID:cY9Cin1 W7spp8ruOZWy8S_IzZLuT-iAD4cYmDn?kMZ4lt9vSsODLwK6EY_4z5ScXdEHzZ4Fd 2-4-0 3-9 3 6-11.13 9-10-15 11-5-1 14-4-3 18-5.0 0- -2 2.4.0 1-5-3 3-2-11 1 2-11-2 1-6-2 2-11-2 4-0-13 Scale=1:40.4 4.13 12 NAILED 5x6 = 5x6 = NAILED x5 i 19 5 6 20 NAILED AILED L 5x6 ZZ 4 7 6.00 12 I 3x6 m 3x4 -5�- 8 v 3 11 o _ 14 13 21 12 11 22 23 10 15 3x6 11 4x4 = 3x6 = 2x3 11 2x3 11 3x4 = 9 3x6 I I 3x4 = NAILED NAILED NAILED NAILED NAILED NAILED I4 4 6-11-13 5 1414-3 1800-0- 41 12 4-7-13LOADING 16222-00 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.19 12-14 >986 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.16 14 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matri -MS Weight: 97lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1032/Mechanical, 15=1246/0-8-0 Max Horz 15=143(LC 7) Max Uplift 9=-919(LC 8), 15— 1108(LC 8) Max Grav 9=1264(LC 37), 15=1413(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 3-4=-1592/1179, 4-5= 1477/1231, 5-6— 1356/1172, 6-7=- 8-9=-1286/986 BOT CHORD 12-14=-993/1388, 11-12=-994/1391, 10-11=-992/1386 WEBS 3-14=-1094/1498, 8-1 0=-1 102/1514, 3-15=-1329/1103 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and righ 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonco 5) ` This truss has been designed for a live load of 20.Opsf on the bottom & will fit between the bottom chord and any other members, with BCDL = V 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capal 9=919, 15=1108. 8) "NAILED" indicates 2-12d (0. 1 48"x3.25") toe -nails per NDS guidiines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to Sul 9-10-15, and 256 lb down and 279 lb up at 11-5-1 on top chord. The de,, responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-4= 70, 4-5=-70, 5-6=-70, 6-7=-70, 7-8=-70, 9-16= Concentrated Loads (lb) Vert: 5=-151(F) 6=-151(F) 14=4(F) 12=-47(F) 11= 47(F) 10=4(F) 1 BRACING - TOP CHORD BOT CHORD shown. 232, 7-8=-1562/1172, Structural wood sheathing directly applied or 5-8-10 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. .2psf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft; eave=4ft; Cat. exposed; Lumber DOL=1.60 plate grip DOL=1.60 Tent with any other live loads. In all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 100 lb uplift at joint(s) except (jt=lb) concentrated load(s) 256 lb down and 279 lb up at election of such connection device(s) is the as front (F) or back (B). 20=-90(F) 21=-32(F) 22=-32(F) Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6834 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--7473 rev. 1010=01S 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/ot 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 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 Qty Ply STEINBERG T13544208 75011 HV12 Valley 1 1 Job Reference (optional) Chambers I russ, Inc., f-ort Fierce, I-L 0.7JV 5 aep r a Zu I r IVII I eK rnUU5111eb, mu. I ue IVr2U eu u`;oo:eq Gu 1 o raye r I D:cY9Qn 1 W 7spp8ruOZWy8S_IzZLuT-eZLg 1 EoUJc_40OVFGKU KUeQA1 vv7S4GOW WOkl9zZ4Fb 6-9-8 12.0-0 _ 1-71-7 0 5-2-8 Scale=1:19.2 3x6 = 2x3 11 3x6 = 2 3 4 6.00 F12 9 8 10 v r 7 N 5 1 6 3x4 i 2x3 I I 3x4 12-0-0 12-0-0 Plate Offsets (X Y)-- (2:0-3-0,0-2-01,i4:0-3-0,0-2-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matti Ix-S Weight: 39lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=291/12-0-0, 5=291/12-0-0, 6=387/12-0-0 Max Horz 1=96(LC11) Max Uplift 1=-192(LC 12), 5=-192(LC 12), 6=-131(LC 12) Max Grav 1=291(LC 1), 5=292(LC 16), 6=387(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 1-2=-305/362, 2-3=-259/414, 3-4=-259/414, 4-5= 305/35 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL1 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0 6-9-8, Interior(1) 11-0-7 to 11-4-9 zone; cantilever left and right exposed i 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 noncoi 6) ` This truss has been designed for a live load of 20.Opsf on the bottom cfi will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capat 1=192, 5=192, 6=131. 1 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. shown. .2psf; BCDL=3.0psf; h=1711; B=45111; L=24ft; eave=4ft; Cat. 7 to 3-7-7, Interior(1) 3-7-7 to 5-2-8, Exterior(2) 5-2-8 to :-C for members and forces & MW FRS for reactions currenI with any other live loads. rd In all areas where a rectangle 3-6-0 tall by 2-0-0 wide e of withstanding 100 lb uplift at joint(s) except (jt=lb) 6� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 202018 I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekb connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of designlparameters 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 STEINBERG T13544209 75011 HV16 Valley i 1 Job Reference (optional) chambers I russ, Inc., ron Fierce, 1-L 17 3x4 6.00 12 8 4x5 = 2 6 2x3 11 O. IOU J oup I U LU If 1- 1 CA II IUUJl11CJ, 111- —U. ID:cY9Qn1 W7spp8ru0ZWyBS_IzZLuT-6lvDEap64w6xQXUSg2?ZOszMBJMjBXnX9amHrbzz4Fe 10-9-8 1 16-0-0 , 4x5 = 9 10 11 12 3 5 2x3 II 5-2-8 I 10-9-8 5-2-8 I 5-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vett(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matri -S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1= 96(LC 10) Max Uplift All uplift 100 lb or less at joints) except 1=-111 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4 excel FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except WEBS 2-6=-360/387, 3-5=-360/384 5-2-8 Scale=1:25.7 13 14 Y I- N 4 3x4 16-0-0 5-2-8 PLATES GRIP MT20 244/190 Weight: 53 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .0 12), 4=-111(LC 12), 6_ 241(LC 12), 5=-241(LC 6=484(LC 17), 5=482(LC 22) shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=17ft B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7L7 to 3-7-7, Interior(1) 3-7-7 to 5-2-8, Exterior(2) 5-2-8 to 15-0-7, Interior(1) 15-0-7 to 15-4-9 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 nonco9current 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 111 lb uplift at joint 1, 111 lb uplift at joint 4, 241 lb uplift at joint 6 and 241 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 1 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED NIEK 7... 1— 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 applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/orlchord members only. Addifional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 STEINBERG T13544210 75011 J1 Jack -Open 18 1 Job Reference (optional) Chambers I russ, Inc., Fort Pierce, FL 21 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2b14 CSI. TC 0.58 BC 0.74 WB 0.19 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-175/Mechanical, 5= 212/Mechanical, 6=654) Max Horz 6=91(LC 12) Max Uplift 4=-175(LC 1), 5=-212(LC 1), 6=-527(LC 12) Max Grav 4=121(LC 12), 5=162(LC 12), 6=654(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except WEBS 3-6= 336/649 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) . This truss has been designed for a live load of 20.Opsf on the bottom 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 ca joint 5 and 527lb uplift at joint 6. u.i 3U 6 Sep 1 b ZUl t MI I eK InausureS, Inc. I ue mar ZU U9:bb2b ZUl t$ Page i ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-axTbSwpkrDEo2h3eOIXoZ3WZOjX4wyphNEVrN2zZ4FZ 3-0-0 a-n-n 4 3x5 11 6.00 F12 3 w 0 5 3x6 11 6 2.8.0 1 3.0-0 shown. DEFL. in (loc) Vdefl Ud Vert(LL) . 0.00 6 >999 360 Vert(CT) 0.00 6 >999 240 Horz(CT) 0.04 4 n/a n/a Wind(LL) -0.00 5-6 >999 240 BRACING- Scale: 1 "=1' PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ,psf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft eave=4ft; Cat. cantilever left and right exposed ;C-C for members and .60 irrent with any other live loads. i in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 175 lb uplift at joint 4, 212 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20.9018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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'ichord 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 system% 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 STEINBERG T13544211 75011 J3 Jack -Open 14 1 Job Reference (optional) unamners I russ, Inc., Farr Fierce, r-L 2 1 3x4 = 6.00 12 6 2x3 II 0.1 aU s oep r o eU i r rva I en uruwu ies, IF r ue rwdr cU Ma:oo:4o eu r o r-dye r ID:cY9Qnl W7spp8ru0ZWyeS_IzZLuT-axTbSwpkrDEo2h3e0IXoZ3WatjaBwzWhNEVrN2zZ4FZ 5-0-0 5-0-0 Scale=1:17.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.01 5-6 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.15 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=39/Mechanical, 5=-18/Mechanical, 6=426/0-8 Max Horz 6=153(LC 12) Max Uplift 4=-62(LC 12), 5=-18(LC 1), 6=-298(LC 12) Max Grav 4=69(LC 17), 5=26(LC 10), 6=426(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-296/119 BOT CHORD 2-6=-110/291 WEBS 3-6=-275/500 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) left and right exposed ;C-C for members and forces & MW FRS for real 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) ' This truss has been designed for a live load of 20.Opsf on the bottom 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 cal and 298 Ib uplift at joint 6. BRACING - TOP CHORD BOT CHORD shown. , Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. psf; BCDL=3.Opsf; h=17fh B=45ft; L=24ft; eave=4ft; Cat. 5 to 2-11-1, Interior(1) 2-11-1 to 4-11-4 zone; cantilever shown; Lumber DOL=1.60 plate grip DOL=1.60 irrent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 62 lb uplift at joint 4, 18 lb uplift at joint 5 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. Ibis design Is based only upon p0rom4fers 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 hord members only. Additional temporary and permanent bracing property MBTek° is always required for stability and to prevent collapse with possible personal Injury and damage. For general guidance regarding the fabrbcalion, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/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. Alexan.Wa, VA 22,114. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG T13544212 75011 J5 Jack -Open 20 1 Job Reference o tional unamoers I russ, Inc., r-ort tierce, rL 6.00 F12 2T II 10 a 2 1 3x4 = 6 2.3 11 a. i Ju s aep ID zu If rvu r erc muusules, Inc. rue molar zv va:oo:z r zu 10 rage I ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-271zfFgMcXMffrdgxT215H2fW7yofQUgcuFOvUzZ4FY 4 5 Scale=1:22.9 2-0-0 -a- 4-8-0 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 0.92 Vert(LL) -0.03 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matti -MP Weight: 24 ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=123/Mechanical, 5=30/Mechanical, 6=474/0-£ Max Horz 6=216(LC 12) Max Uplift 4=-139(LC 12), 5— 8(LC 9), 6=-296(LC 12) Max Grav 4=154(LC 17), 5=68(LC 3), 6=474(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 2-3=-397/173 BOT CHORD 2-6=-145/336 WEBS 3-6=-364/561 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) left and right exposed ;C-C for members and forces & MWFRS for rea 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) . This truss has been designed for a live load of 20.Opsf on the bottom 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 cal and 296 lb uplift at joint 6. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. shown. 3sf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=oft Cat. 5 to 2-11-1, Interior(1) 2-11-1 to 6-11-4 zone; cantilever shown; Lumber IDOL=1.60 plate grip DOL=1.60 irrent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 139 lb uplift at joint 4, 8 lb uplift at joint 5 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON TN/S 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 rameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/orlchord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexa(udrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG ' T13544213 75011 J7 Jack -Open 35 1 Job Reference (optional) cnamners truss, inc., roFT Flerce, rL o. r ou s aep 10 eu i r rvrr i ere muusu ies, un:. r ue rviai ev Ua.00:eo eu 10 raye i I D:CY9Qnl W 7spp8ruOZW yeS_IzZLuT-W KbLsbr_MrU W H?C1 VAZGeU bvgXCVOsF_rY_yRwzZ4FX 9-0-0 0-0-2 4-7-8 T 6.00 12 11 I 2x3 II i0 3 21 3x4 = 6 2x3 11 2-0-0 2-4-0 4 5 Scale = 1:27.1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.16 5-6 >490 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) -0.14 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matri�-MS Wind(LL) 0.11 5-6 >707 240 Weight: 30lb 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=196/Mechanical, 5=63/Mechanical, 6=547/0- -0 Max Horz 6=278(LC 12) Max Uplift 4= 208(LC 12), 5— 7(LC 12), 6=-315(LC 12) Max Grav 4=234(LC 17), 5=113(LC 3), 6=547(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except, hen shown. TOP CHORD 2-3=-491/222 BOT CHORD 2-6=-175/392 WEBS 3-6=-473/662 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) left and right exposed ;C-C for members and forces & MW FRS for rea 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) . This truss has been designed for a live load of 20.Opsf on the bottom 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 caj and 315 lb uplift at joint &. Dsf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft; eave=oft; Cat. 5 to 2-11-1, Interior(1) 2-11-1 to 8-11-4 zone; cantilever shown; Lumber DOL=1.60 plate grip DOL=1.60 (rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 208 lb uplift at joint 4, 7 lb uplift at joint 5 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEl 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 vedfy, 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/qr chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cfiteria, DSB-89 and BCSt Building Component 6904 Parke East Blvd. Safety information avallable from Truss Plate institute, 218 N. Lee Street Suite 312, Atexgndda, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type aty Ply STEINBERG T13544214 75011 J7C Jack -Open 3 i Job Reference (optional) L;riamners I russ, Inc., rort rlerce, I-L 0.10U 5 OUP 17 ZU I / IVII I eK InUUSmeS, InU. I Lie IVIdl Zu ve:oo:Go Gu I o raye I ID:cY9an1W7spp8ruOZWyBS_IzZLUT-WKbLsbr MrUWH?C1VAZGeUbueXBGOsT_rY_yRwzZ4FX 2-8-0 4-4-0 Scale=1:28.3 3 6.00 F12 4x10 i 9 0 2 m m 3x4 I I y 1 3x6 = 5 0 3x4 = 7 8 3x4 II 3x4 II 2-8-0 7-0-0 J 2-8-0 I 4-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 10.89 Vert(CT) -0.07 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B P.25 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix MS Wind(LL) 0.05 5-6 >999 240 Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or-5-8-6 oc bracing. REACTIONS. (lb/size) 8=30610-8-0, 3=1 31 /Mechanical, 4=175/Mechanical Max Harz 8=211(LC 12) Max Uplift 8= 75(LC 12), 3=-124(LC 12), 4= 125(LC 12) Max Grav 8=306(LC 1), 3=146(LC 17), 4=197(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except ien shown. TOP CHORD 1-2=-268/153 BOT CHORD 7-8= 397/275, 5-6= 795/595 WEBS 2-5=-623/832 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4'2�psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-I 2 to 3-1-12, Interior(1) 3-1-12 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 20.0psf on the bottom cho din 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 capabl of withstanding 75 lb uplift at joint 8, 124 lb uplift at joint 3 and 125 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ©WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--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 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 Is always required for stability and to prevent collapse with possible personal injury and p(operty damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and Inks systems, seeANSi/ jPl 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, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544215 75011 JA Jack -Open 2 1 Job Reference (optional) cnamoers I russ, inc., rori t-ierce, rL 2x3 11 1l0 3 2 1 3x4 = 6 2x3 11 6.00 12 11 ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-_W9j4xsc78dMv9nD3t4VBi75wwar7Kd73CkV_NzZ4FW 8-6-0 4-1-8 4 5 Scale =1:26.8 2-0-0 -4- 6-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.05 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.11 5-6 >661 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.11 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix,IMP Wind(LL) 0.08 5-6 >914 240 Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=178/Mechanical, 5=56/Mechanical, 6=528/04 Max Horz 6=262(LC 12) Max Uplift 4=-192(LC 12), 5=-6(LC 9), 6=-310(LC 12) Max Grav 4=214(LC 17), 5=102(LC 3), 6=528(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 2-3=-467/209 BOT CHORD 2-6=-168/379 WEBS 3-6=-444/634 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -( left and right exposed ;C-C for members and forces & MW FRS for react 2) This truss has been designed for a 10.0 psf bottom chord live load nonc 3) . This truss has been designed for a live load of 20.Opsf on the bottom c 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 cap+ and 310 lb uplift at joint 6. shown. 2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=4ft Cat. 15 to 2-11-1, Interior(1) 2-11-1 to 8-5-4 zone; cantilever s shown; Lumber DOL=1.60 plate grip DOL=1.60 :urrent with any other live loads. "d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide >f withstanding 192 lb uplift at joint 4, 6 lb uplift at joint 5 Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use orgy 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 fabricatiom 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, AlexaMda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544216 75011 JA3 Jack -Open 1 1 Job Reference (optional) L:nambers I russ, Inc., rort Fierce, rL 4 3x4 = 6.00 F12 0.1 au s aep 10 Zu1 1 rr0 r eK muusuies, inc. i ue rvrar eu ua:oo:ou ev r o raye r ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-Tii6HHsFuSIDWJMPdbbkjvgHRK_fsppGlsT2WpzZ4FV 2 7 Scale=1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,45 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix MR Wind(LL) 0.01 3-4 >999 240 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=126/Mechanical, 2=92/Mechanical, 3=34/Mec anical Max Harz 4=87(LC 12) Max Uplift 4— 10(LC 12), 2=-105(LC 12), 3=-18(LC 12) Max Grav 4=126(LC 1), 2=107(LC 17), 3=55(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DI 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) ' This truss has been designed for a live load of 20.Opsf on the bottom 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 cal 2 and 18 lb uplift at joint 3. !psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. cantilever left and right exposed ;C-C for members and .60 urrent with any other live loads. J in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 10 lb uplift at joint 4, 105 lb uplift at joint Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 O WARNING -Verify design parameters end READ NOTES ON TH/SANDlNCLUOED M/TEKREFERANCE PAGE MlI-7473 rev. f0103/2015 BEFORE USE. Design valid for use only with MITM) connectors. This design is based only upon parameters shown, and is for an Individual building component. not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety information ova labile from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexanitria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG T13544217 75011 JA7 Jack -Open 1 1 Job Reference (optional) L:hambers I russ, inc., rort rlerce, I-L 3x4 = a.i au s aep 10 zut I Wil I eK Inausmes, mc. I ue rviar zu ua:oo:au zu i a rage i ID:cY90nl W7spp8ruOZWy8S_IzZLuT-Tii6HHsFuSIDWJMPdbbkjvgGaKy_soUGIsT2WpzZ4FV 6.00 12 2x3 11 2 7 cn v 5 2x3 11 4 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC �0.54 Vert(LL) -0.11 4-5 >746 360 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.25 4-5 >329 240 BCLL 0.0 Rep Stress Incr YES WB 0,09 Horz(CT) -0.20 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatrixlMP Wind(LL) 0.32 4-5 >255 240 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) 6=306/0-8-0, 3=188/Mechanical, 4=118/Mechani al Max Horz 6=211(LC 12) Max Uplift 6=-75(LC 12), 3=-180(LC 12), 4=-69(LC 12) Max Grav 6=306(LC 1), 3=213(LC 17), 4=130(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except w en shown. TOP CHORD 1-2=-307/111 WEBS 2-5=-146/286 Scale=1:28.3 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4 2psf; BCDL=3.Opsf; h=17fh 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 3-0-0, Interior(1) 3-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncon urrent 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 capal of withstanding 75 lb uplift at joint 6, 180 lb uplift at joint 3 and 69 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 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 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, seeANsl/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, AleZa rta, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG T13544218 75011 JB Jack -Open 2 1 Job Reference (optional) Chambers I russ, Inc., tort tierce, I-L 5.84 12 10 3x5 II 3 2 1 3x4 = 6 3x6 11 2-0-0 2-4-0 t7.i:iu s sep 1b ZUl I IVII I eK maustries, Inc. I ue Mar zu uu:bb:J7 zui a rage 1 ID:CY9Qnl W7spperu0ZWy8S_IzZLuT-xvGUVdttfmt48SxbA16zG7DPOkErbBIOXWDc2FzZ4FU 4 5 Scale=1:26.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.14 5-6 >552 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) -0.12 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti -MP Wind(LL) 0.09 5-6 >810 240 Weight: 29lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=189/Mechanical, 5=60/Mechanical, 6=539/0-8 0 Max Harz 6=264(LC 12) Max Uplift 4=-198(LC 12), 5= 6(LC 9), 6=-318(LC 12) Max Grav 4=223(LC 17), 5=109(LC 3), 6=539(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except hen shown. TOP CHORD 2-3=-665/211 BOT CHORD 2-6=-167/583 WEBS 3-6=-461/1084 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -0-i and right exposed ;C-C for members and forces & MWFRS for reactions 2) This truss has been designed for a 10.0 psf bottom chord live load nonc( 3) ' This truss has been designed for a live load of 20.Opsf on the bottom cl 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 capa and 318 lb uplift at joint 6. sf; BCDL=3.Opsf;, h=17ft; B=45ft; L=24ft; eave=4ft Cat. to 4-2-0, Exterior(2) 4-2-0 to 8-8-13 zone; cantilever left Nn; Lumber DOL=1.60 plate grip DOL=1.60 rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide tf withstanding 198 lb uplift at joint 4, 6 lb uplift at joint 5 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a 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 In d members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal ",Juryand roperty 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 Insalute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544219 76011 JC Jack -Open 2 1 Job Reference (optional) chambers i russ, Inc., ron Fllerce, f-I_ u.rsu s oep t o zui i ivii I eK inausmes, Inc. I ue nnar zu ua:00:a r zu ra rage r ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-xvGUVdttfmt48SxbAi6zG7DK6kKubCxQXW Dc2FzZ4FU 14 d Scale=1:20.3 4 5.84 F12 10 2x3 I I 3 2 1 a i 3x4 = R:� 5 3x6 11 2-0-0 I -4- 6-1-14 2-0-0 -4- 3-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matri -MP Weight:21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT 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=90/Mechanical, 5=12/Mechanical, 6=448/0-8- Max Harz 6=184(LC 12) Max Uplift 4=-106(LC 12), 5= 5(LC 9), 6= 297(LC 12) Max Grav 4=118(LC 17), 5=47(LC 3), 6=448(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except hen shown. TOP CHORD 2-3=-498/146 BOT CHORD 2-6=-129/476 WEBS 3-6=-322/888 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft L=24ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3)-0-0114 to 4-2-0, Exterior(2) 4-2-0 to 6-1-2 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s�lown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconpurrent 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 106 lb uplift at joint 4, 5 lb uplift at joint 5 and 297 lb uplift at joint 6. Joaquin Velez PE No.68182 I MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd, Tampa FL 33610 Date: l March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 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. Me 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/)PI1 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, Alexanoda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544220 75011 JC3 Jack -Open 2 1 Job Reference (optional) L,namoers i russ, mc., run rierce, rL 2 1 3x4 = ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-P5gsizuVQ3?xmcWokOdCoKlcl8c?Kh6ZmAy9aizZ4FT 4-8-0 .5-0-0, 6.00 12 2x3 11 13 3 3x4 11 5 4 m 0 3x4 7 6 0 6 8 3x4 11 Scale=1:17.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.01 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.01 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix MP Weight: 20lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=17/Mechanical, 6=4/Mechanical, 9=426/0-8-0 Max Harz 9=153(LC 12) Max Uplift 5= 65(LC 9), 9=-298(LC 12) Max Grav 5=82(LC 10), 6=8(LC 3), 9=426(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except N TOP CHORD 2-3=-290/118 BOT CHORD 2-9= 111/289 WEBS 3-9=-266/477 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) left and right exposed ;C-C for members and forces & MW FRS for rea 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) " This truss has been designed for a live load of 20.Opsf on the bottom 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 ca joint 9. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. shown. ?psf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft eave=4ft Cat. 15 to 2-11-1, Interior(1) 2-11-1 to 4-11-4 zone; cantilever s shown; Lumber DOL=1.60 plate grip DOL=1.60 ;urrent with any other live loads. d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 65 lb uplift at joint 5 and 298 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED M?EK R FERANCE PAGE MIf-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon paramejers 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 TFU55 Plate Institute, 218 N. Lee Street, Suite 312, Alexanoda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG T13544221 75011 JC5 Jack -Open I 2 1 Job Reference (optional) unambers I russ, Inc., hoR I'lerce, FL 13 t3. i 3u s aep l b zui / MI I ex mausineS, mc. we Mar ev u9:bb:aJ zui b rage 1 ID:cY90n1 W7spp8ruOZWy8S_IzZLuT-tHOEwJv7BN7oNm5_lj9RLYlhcY?w38Nj_gij78zZ4FS 6.00 F12 3x4 II 4 1 2// I l r— 3x4 = 8 3x4 = 9 3x4 11 2x3 I I 5 cm 6 N Scale=1:22.9 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) 0.13 8 >420 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.12 8 >448 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.09 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 27lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=129/Mechanical, 6=24/Mechanical, 9=474/0-f Max Harz 9=216(LC 12) Max Uplift 5=-146(LC 12), 9— 296(LC 12) Max Grav 5=177(LC 17), 6=48(LC 3), 9=474(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 2-3=-367/168 BOT CHORD 2-9=-147/336 WEBS 3-9=-367/473 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -( left and right exposed ;C-C for members and forces & MWFRS for react 2) This truss has been designed for a 10.0 psf bottom chord live load nonc 3) . This truss has been designed for a live load of 20.Opsf on the bottom c 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 cape joint 9. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. shown. 2psf; BCDL=3.Opsf; h=17ft; B=45fh L=24ft; eave=4ft; Cat. 15 to 2-11-1, Interior(1) 2-11-1 to 6-11-4 zone; cantilever s shown; Lumber DOL=1.60 plate grip DOL=1.60 ;urrent with any other live loads. d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 146 lb uplift at joint 5 and 296 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 l Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK RFIFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 in1Ss 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 STEINBERG T13544222 75011 JC7 Jack -Open 9 1 Job Reference (optional) L;namoers truss, Inc., ron deice, t-L ts.isu s bep i5 zui / IVII I eic inausmes, mc. ; ue Mar zu ua:ou:a4 zu1 a rages I D:CY9Qnl W7spp8ruOZWy8S_IzZLuT-LUyc7fwlyhFf?wgAsRggulryrxDXobmsDURGfazZ4FR 5 6.00 12 3x4 11 4 2x3 11 13 3 5x8 MT18HS = 21 8 3x4 9 3x4 11 2x3 11 2-0-4--0 2-0-00 3-4-0 8 4- 1 2-4-0 m 0 0 m ur It 0 0 Scale=1:27.8 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.08 6-7 >993 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.18 6-7 >443 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.13 Horz(CT) -0.10 5 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Wind(LL) 0.22 6-7 >360 240 Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=188/Mechanical, 6=71/Mechanical, 9=547/0-I Max Harz 9=278(LC 12) Max Uplift 5— 188(LC 12), 6=-27(LC 12), 9= 315(LC 12) Max Grav 5=224(LC 17), 6=101(LC 3), 9=547(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 2-3=-318/63 BOT CHORD 2-9= 45/317 WEBS 3-9=-383/441 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -( left and right exposed ;C-C for members and forces & MW FRS for reacl 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonc 4) ' This truss has been designed for a live load of 20.Opsf on the bottom c 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 cap; 6 and 315 lb uplift at joint 9. shown. psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat 5 to 2-11-1, Interior(1) 2-11-1 to 8-11-4 zone; cantilever shown; Lumber DOL=1.60 plate grip DOL=1.60 ;rrent with any other live loads. I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 188 lb uplift at joint 5, 27 lb uplift at joint Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE 11411-7473 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 buflding component, not a truss system. Before use, the building designer must verify the applicability of design pa ameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ghord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and pfoperty damage. For general guidance regarding the fabricatlom 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 Oty Ply STEINBERG T13544223 75011 JD Jack -Open 2 1 Job Reference (optional) L;namoers I russ, Inc., ron Fierce, 1--l- 21 3x4 = a.l:1u s bep it) zul / m1 I eK inausmes, Inc. I ue mar zu ua:bb:a4 zults rage 1 ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-LUyc7fwlyhFf?wgAsRggulrxExHWobYsDURGfazZ4FR 4 6.00 F12 10 / 2x3 11 3 2x3 11 5 O O N Scale =1:14.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.05 4 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix MP Wind(LL) -0.01 5-6 >999 240 Weight: 15 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins. 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=-15/Mechanical, 5=-57/Mechanical, 6=437/0-1 Max Horz 6=125(LC 12) Max Uplift 4=-35(LC 9), 5= 57(LC 1), 6=-326(LC 12) Max Grav 4=30(LC 10), 5=44(LC 12), 6=437(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except WEBS 3-6=-258/490 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -( left and right exposed ;C-C for members and forces & MW FRS for react 2) This truss has been designed for a 10.0 psf bottom chord live load nonc 3) ' This truss has been designed for a live load of 20.Opsf on the bottom c 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 caps and 326 lb uplift at joint 6. shown. ?psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft Cat. 15 to 2-11-1, Interior(i) 2-11-1 to 4-0-4 zone; cantilever s shown; Lumber DOL=1.60 plate grip DOL=1.60 :urrent with any other live loads. d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide >f withstanding 35 lb uplift at joint 4, 57 lb uplift at joint 5 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MRek® connectors. This design Is based only upon paramejers 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 braying We W Is always required for stability and to prevent collapse with possible personal Injury and ptoperty damage. For general guidance regarding the fabrication, storage, deilvery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexancirla, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply STEINBERG I T13544224 75011 JE Jack -Open 2 1 Job Reference (optional) unamoers i russ, mc., rorr Tierce, rL 21 3x4 = ts.iou s oep i o zui i mi i eK Inausmes, Inc. i ue iviar zu ua:ab:jo zui a rage 1 1D:cY90nl W7spp8ruOZWyeS_IzZLuT-pgW?L?wNj_NWd4FNP8BvOzNOmLYHXOTOS8BpBOzZ4FO 4-1-1 d-1-7 5.84 12 2X3 II 3 rN7i 2-4-0 4 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.00 5-6 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matti -MP Wind(LL) -0.01 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-15/Mechanical, 5=-56/Mechanical, 6 Max Horz 6=122(LC 12) Max Uplift 4= 33(LC 9), 5=-56(LC 1), 6=-330(LC 12) Max Grav 4=30(LC 10), 5=46(LC 12), 6=436(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-346/91 BOT CHORD 2-6= 88/359 WEBS 3-6=-258/772 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zo forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO 2) This truss has been designed for a 10.0 psf bottom chord live load nonc 3) ` This truss has been designed for a live load of 20.Opsf on the bottom c 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 caps and 330 lb uplift at joint 6. shown. Scale=1:14.5 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. ?psf; BCDL=3.Opsf; h=17fh B=45ft; L=24ft eave=4ft; Cat. cantilever left and right exposed ;C-C for members and .60 urrent with any other live loads. d in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 33 lb uplift at joint 4, 56 lb uplift at joint 5 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI1--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeIrID 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 phord 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI TPI I Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexaridila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG ` T13544225 75011 JU Jack -Open 18 1 Job Reference (optional) unamners I russ, Inc., ton tierce, t-L o. i ou s aep 10 zu I r Ivu I erc inuusuieb, mc. I ue rvinr eu va:ao:ao eu 10 r-aye r ID:cY90nl W7spp8ruOZWy8S_IzZLuT-pgW?L?wNj_NWd4FNPBBvOzNCILjFX320SBBpBozZ4FQ 0- -2 1-0-0 0..2 1-0-0 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 7 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.29 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 FBC2017fTP12014 Matti -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 4=91/Mechanical Max Horz 3=87(LC 1), 4=98(LC 12) Max Uplift 4=-91(LC 12) Max Grav 4=91(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DI 2) This truss has been designed for a 10.0 psf bottom chord live load nor 3) • This truss has been designed for a live load of 20.Opsf on the bottom 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 cal shown. Scale =1:7.0 PLATES GRIP MT20 244/190 Weight: 3lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. !psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft Cat. cantilever left and right exposed ;C-C for members and .60 urrent with any other live loads. I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 91 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK11FERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or crhord 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Atexan(irlm VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , city Ply STEINBERG T13544226 75011 JU3 Jack -Open I 1 1 Job Reference (optional) Chambers I rUsS, Inc., tort rlerce, rL misu s zjep 1 o zu1 / MI i eK maustnes, Inc. sue imar zu ua:oo:ao zu I o rage I ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-HS4NYW. UIVNEEpZzsi8zAwKCIOzGTj9hnwNjTzZ4FP 5-0-0 5-0-0 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 2 1 3x4 = 6.00 52 10 5-0-0 3x5 11 4 3 -- 6 5 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 5 >124 240 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.01 5 >300 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matti -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=0/Mechanical, 6=448/Mechanical Max Harz 4=401(LC 1), 6=483(LC 12) Max Uplift 6=-445(LC 12) Max Grav 6=448(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except TOP CHORD 2-3=-1070/519, 3-4=-743/358 BOT CHORD 2-6=-401/1082 WEBS 3-6=-375/771 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) left and right exposed ;C-C for members and forces & MW FRS for rea 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nor 4) ' This truss has been designed for a live load of 20.Opsf on the bottom 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 cal shown. Scale=1:17.9 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. psf; BCDL=3.Opsf; h=17ft B=45ft; L=24ft eave=4ft; Cat. 5 to 2-11-1, Interior(1) 2-11-1 to 4-11-4 zone; cantilever shown; Lumber DOL=1.60 plate grip DOL=1.60 'rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 445 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MffekO connectors. this design is based only upon paramgters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design pgrameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or 9hord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse wilh posslNe personal injury and Oroperty 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, Aiexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty I Ply STEINBERG T13544227 75011 JU5 Jack -Open 1 1 Job Reference (optional) unamoers I russ, Inc., ron coerce, rL PROVIDE ANCHO AT BEARINGS TO AND MAX HORZ. I SPECIFIED BELOI 2 1 3x5 = a.l"JU s sep 10 ZUI I Iva I eK In uslrleS, mc. I ue iviar ZU uu:bb:J/ ZU1a rage 1 ID:CY9Qnl W7spp8ruOZWy8S_IzZLuT-13dllgyeFcdEsNOIXZDNVOTQy9K9?v8lvRgwGvzZ4FO J-0 7_n DESIGNED BY OTHERS, F MAX. UPLIFT 6.00 12 10 7-0-0 3x6 11 3 4 6 3x6 11 5 Scale = 1:23.1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.05 5 >52 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.02 5 >113 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrl>-MP Weight: 27Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=0/Mechanical, 6=628/Mechanical Max Horz 4=581(LC 1), 6=698(LC 12) Max Uplift 6=-630(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 2-3=-1435/748, 3-4=-1011/519 BOT CHORD 2-6=-581/1440 WEBS 3-6=-526/949 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) left and right exposed ;C-C for members and forces & MWFRS for rea 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nor 4) " This truss has been designed for a live load of 20.Opsf on the bottom 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 cal BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. shown. 2psf; BCDL=3.Opsf; h=17ft B=45ft L=24ft eave=oft Cat. 15 to 2-11-1, Interior(1) 2-11-1 to 6-11-4 zone; cantilever s shown; Lumber DOL=1.60 plate grip DOL=1.60 rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 630 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with 101709 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and �roperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf(TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply STEINBERG T13544228 75011 K HIP 1 1 Job Reference (optional) T..I I...J��..1.1,.,. I.... T��.. AA..•,]!1 Ilfl•CC•�]O 7r110 Donn 1 Chambers r russ, inc., Fort Pierce, rr. �. �� S �GP �� o� . wwu US,� U. � ID:CY90nl W7spp8ruOZWy8S_IzZLuT-EFB7zOzGOv15UXzy5Gkc2b?c_ZdFkDgS85PToLzZ4FN 5-9-4 17-0-0 12.4- 14-8-0 20-8.0 26-8-0 32-8.0 38-8-0 42-0-0 0• -2 5-9-4 5-2-12 1-4-0 2-4-0 6-0-0 6-0-0 6-0-0 6-0-o Scale = 1:72.7 5x8 = 3x4 = 4x5 = 3x4 11 3x6 = 4x5 = 3x8 = 5x6 — 6.00 12 4 5 6 P9 7 8 9 10 30 11 4x5 12 3x4 i 28 3 0 27 ro 21 19 17 v Io 0 6x8 = i8 6x8 = 23 22 21 20 4x10 = 16 15 14 13 3x4 11 3x4 = 3x4 11 3x4 11 4x4 = 3x8 = 3x6 11 3x5 = 6x8 = 12-4-0 5-9-4 11-0.0 2- 14-8-0 20-&0 2&&0 32-8-0 38-8-0 42-0-0 5-9-0 5-2-V -02-0-0 6-0-0 6-0.0 &o-0 6-0-0 3-4-0 Od-0 Plate Offsets X Y -- 4:0-6-0 0-2-8 11:0-3-0 0-2-0 , 17:0-5-8 0-4-0 119:0-6-0 0-4-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.23 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.18 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix MS Weight: 276 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 6-20,9-16: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. WEBS 1 Row at midpt 6-18, 9-18, 15-17, 10-14 REACTIONS. (lb/size) 13=1096/Mechanical, 21=2674/0-8-0 Max Harz 21=454(LC 12) Max Uplift 13_ 1148(LC 12), 21=-2722(LC 12) Max Grav 13=1197(LC 22), 21=2674(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except hen shown. TOP CHORD 2-3=-733/550, 3-4=-1560/1171, 4-5=-1650/1213, 5-6=-98 /816, 6-7=-1200/1345, 7-9=-1200/1345, 9-10= 1814/2385, 10-11=-647/1045, 11 12— 764/1081, 12-13_ 1172/1643 BOT CHORD 2-23= 401/762, 22-23=-401/762, 21-22=-978/1713, 6-19--1463/1955, 18-19=-802/884, 17-18=-2495/1832, 9-17=-435/253, 14-15=-179211349 WEBS 3-23=-482/269, 3-22=-665/1146, 4-22_ 621/310, 19-21=-1346/1581, 5-19=-1490/1120, 6-18=-2723/1894, 7-18=-443/399, 9-18=-940/1328, 15-17-1821/1298, 10-17=-558/582, 10-14— 96811231, 12-14=-1370/991, 5-21=-1049/1409, 4-21=-1007/1574 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0 ,0-15 to 4-1-8, Interior(1) 4-1-8 to 11-0-0, Exterior(2) 11-0-0 to 41-10-4 zone; cantilever left and right 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 noncor,current 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 1148 lb uplift at joint 13 and 2722 lb uplift at joint 21. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design�parameters building design. Bracing Indicated Is to prevent buckling of individual truss web and/ and properly incorporate this design Into the overall r chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal InJury an fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeA property damage. For general guidance regarding the SI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alerlandda, VA 22314, Tampa, FL 33610 Job Truss Truss Type aty Ply STEINBERG T73544229 75011 K1 HIP 1 1 Job Reference (optional) Cha 8 Pagel KozZ4FM -ale = 1:72.7 Plate Offsets (X,Y)-- f5:0-3-0,0-2-01, f11:0-6-0,0-2-81, f17:0-5-8,0-4-01, f19:0-5-12,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.20 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.16 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matr,x-MS Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc pudins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 6-20,9-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 6-19 WEBS 1 Row at midpt 4-19, 6-18, 9-18, 12-14, 4-21 REACTIONS. (lb/size) 13=1096/Mechanical, 21=2674/0-8-0 Max Horz 21=445(LC 12) Max Uplift 13=-1147(LC 12), 21=-2723(LC 12) Max Grav 13=1198(LC 22), 21=2674(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exceptl when shown. TOP CHORD 2-3=-878/661, 3-4=-1687/1279, 4-5=-670/601, 5-6=-706/641, 6-7=-990/1219, 7-9= 990/1219, 9-10= 148212060, 10-11=-i163/1755, 11-12=-971/1346, 12-13=-1148/1574 BOT CHORD 2-22= 488/908, 21-22=-488/908, 6-19— 1486/2045, 18-1=-629/690, 17-18=-2084/1494, 9-17=-437/254, 14-15=-1069/787 WEBS 3-22=-513/288, 3-21= 690/1163, 19-21=-1159/1356I 4-19= 1800/1200, 6-18=-2404/1644. 7-18=-449/416, 9-18=-821/1169, 15-17=-1615/1144, 10-17=-435/455, 10-15=-681/671, 11-14=-467/414, 12-14=-1290/963, 4-21=-1734/2507, 11 15= 785/640 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft eave=5ft Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-Oi-0-15 to 4-1-8, Interior(1) 4-1-8 to 13-0-0, Exterior(2) 13-0-0 to 41-10-4 zone; cantilever left and right 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Cape le of withstanding 1147 lb uplift at joint 13 and 2723 lb uplift at joint 21. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 0034 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED-1. X REFERANCE PAGE MII-7473 rev. 1010=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 verity the applicability of design building design. Bracing Indicated Is 10 prevent buckling of individual truss web and%or parameters and properly Incorporate this design Into the overall 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 buss 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. Ale andrlm VA 22314. Tampa, FL 33610 Job Truss Truss Type , • Oty Ply STEINBERG T13544230 75011 K2 HIP 1 1 Job Reference (optional) cnamoers truss, Inc., rorr coerce, rL o.—a'ev ,o cu,i ry uUo , ID:cY90nl W7spp8ruOZWy8S_IzZLuT-AeJuOi_WYX?pjr7KChn4705y_MIeC6VIbPuasEzZ4FL Scale=1:74.0 5x10 6x10 MT18HS = 6.00 12 3x4 13x6 = 4x5 = 6 7 27 8 9 i0 28 2911 5x6 i 5 30 3x6 i 5x6 26 31 12 3x4 i 4 m 3 6 25 r; , N M21 18 a 17 33 16 Io 0 — 6x8 32 6x8 = 34 35 21 20 19 4x10 = 15 14 13 3x5 = 3x4 II 6x8 = 3x4 II 3x4 = 4x8 = 46 I I V_/ t 6-5-4 12-0-0 1 -0 14-8-0 20-10-0 M-8-0 34-a-0 42-0.0 6-5-4 5-6-12 4 0 2-0-0 6-2-0 5-10-0 a-0-o 7-4-0 Plate Offsets (X Y)-- f7:0-0-13 0-1-91 17:0-2-12 0-2-81 f11:0-7-0 0-2-o1!f12:Edge 0-1-121 113:Edge 0-3-81f16:0-5-8,0-4-01,f18:0-6-0,0-4-01 LOADING (psf) SPACINGi 2-0-0 CSI DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.27 14-15 >999 240 MT20 2441190 TCDL 15.0 Lumber/bOL 1.25 BC 0.79 Vert(CT)-0.2014-15 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.04 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, BOT CHORD 2x4 SP M 30 `Except* except end verticals. 6-19,10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 6-18 12-13: 2x4 SP M 30 WEBS 1 Row at midpt 5-20, 5-18, 6-17, 10-17, 14-16, 11-16, 12-14 REACTIONS. (lb/size) 13=1096/Mechanical, 20=2674/0-8-0 Max Harz 20=453(LC 12) Max Uplift 13=-1148(LC 12), 20=-2722(LC 12) Max Grav 13=1194(LC 22), 20=2674(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excepl when shown. TOP CHORD 2-3=-829/623, 3-5=-1690/1283, 5-6=-704/691, 6-7=-833 1108, 7-8=-836/1164, 8-10— 836/1164, 10-11=-1269/1868, 11-12=-1083/1489, 12-13=-1132/1534 BOT CHORD 2-21=-457/858, 20-21=-457/858, 6-18= 1640/2173, 17-1 =-605/692, 16-17=-1807/1266, 10-16=-338/196 WEBS 3-21=-502/282, 5-20=-1640/2452, 18-20= 1200/1403, 5-I 8=-1787/1176, 6-17= 2328/1573, 8-17=-417/412, 10-17= 758/1062, 14-16=-1152/822, 11 533/513, 11-14=-410/254, 12-14= — 7 1241/940, 3-2004/1158 i16= NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD� 4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=42fh eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-1-8, Interior(1) 4-1-8 to 15-0-0, Exterior(2) 15-0-0 to 40-7-4, Interior(1) 40-7-4 to 41-10-4 zone; cantilever left and right 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, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1148 lb uplift at joint 13 and 2722 lb uplift at joint 20. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT K REFERANCE PAGE Mll--7473 rev. 10MM015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon pd ameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of desiggn parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web antl/or chord members only. Addilional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury rrind property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see SI/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, At�xandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544231 75011 K3 HIP 1 1 Job Reference (optional) L,namuers i russ, mu., rorL rrerce, rL 6-0-5 1' 23 m2G� 0 3x5 = 6-0-5 3x4 i 3 ID:cY9Qnl W7spp8ruOZWyBS_lzzLuT-60RepOom38FWygHjK6pYCRAE 24-10-0 32-8-0 37.2.4 42-C 7-10-0 7-10-0 4-6-4 4-9- 6.00 12 5x8 = 3x4 11 5x8 = 6 25 7 2627 8 4x10 i 3x4 3x6 i 5 9 24 28 4 19 18 17 1 16 3x4 11 6x8 = 3x6 = 4x5 = 30 15 14 31 13 32 4x8 = 3x6 = 3x4 = 33 42-0-0 0-e-n 2-4-1 ' Scale=1:74.4 29 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.46 12-13 >768 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.37 12-13 >962 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matril -MS Weight: 265 lb FT = 20% LUNiBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=2666/0-8-0, 12=1282/Mechanical Max Horz 18=-357(LC 10) Max Uplift 18= 2731(LC 12), 12=-1360(LC 12) Max Gram 18=2666(LC 1), 12=1505(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except TOP CHORD 2-3=-762/575, 3-5=-1695/1286, 5-6=-325/336, 6-7=-923/ 8-9= 1125/1548, 9-10=-136/379, 10-12=-411/752 BOT CHORD 2-19=-418/791, 18-19= 418/791, 16-18=-1067/1705, 13- W EBS 3-19= 499/282, 3-18=-721/1194, 5-18=-2250/3080, 5-16 6-15=-1664/1138, 7-15— 637/598, 8-13=-431/200, 9-13 BRACING - TOP CHORD BOT CHORD WEBS when shown. 412, 7-8=-923/1412, 5=-1029/909, 12-13=-873/734 -2461/1699, 6-16=-1217/1519, 359/320.9-12_ 1201/1390 Structural wood sheathing directly applied or 5-4-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-18, 5-16, 6-16, 7-15, 8-15, 8-13, 9-12 2 Rows at 113 pis 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42fh eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2) -0i 0-15 to 4-1-8, Interior(1) 4-1-8 to 17-0-0, Extedor(2) 17-0-0 to 38-7-4, Interior(1) 38-7-4 to 44-4-14 zone; cantilever left and right 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 = 1 O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2731 lb uplift at joint 18 and 1360 lb uplift at joint 12. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: nn— h on oni Q ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEKREFERANCE PAGE MI1­7473 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/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, Alekandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type , city Ply STEINBERG T13544232 75011 K4 HIP 1 1 Job Reference o tional Gnambers Truss, Inc., Fort Fierce, FL 8.i30 s Sep 115 2017 me 1 etc industries, inc. We mar 20 09:56:43 2018 rays i ID:cY9Onl W7spp8ruOZWyBS_IzZLuT-aC?OOkOOgSNNalsvtgKnlfjOpaO2PSOBIN7ETZzZ4Fl 6-6-14 12-7-4 19-0-0 24-10-0 30-8-0 36-4-4 42-4-0 0- -2 6-6-14 6-0-6 6-4-12 5-10-0 5-10-0 5-8-4 5-11-12 Scale = 1:75.9 5x8 6.00 12 3x4 11 5x8 = 6 725 8 5x8 4x6 i 3x4 5 24 9 q 26 4x5 m M% 10 O 3 o 23 Ij Ip 17 6x12 = 16 27 15 14 P813 12 11 m 21 4x8 = 3x8 = 3x6 —_ 3x4 = 4x4 = 4x6 11 N qI 0 1 18 t -G 3x5 — 3x44 = 5x8 MT18HS 11 f3 6-6-14 12-0-0 1�-7r4 19-0.0 24-10-0 M18-0 36-4-4 42-4-0 6 6-14 5-5-2 0-7-4 6-4-12 5-10% 5-10-0 5-8-4 5-11-12 Plate Offsets (X Y)-- f4:0-3-0 Edgej f6:0-6-0 0-2-81,,f8:0-6-0,0-2-81,f10:b-2-0,0-1-81,f11:Edge,0-3-81,f16:0-3-8,0-2-01.f18:0-3-8,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL); 0.15 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.12 13-15 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 254 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-2 oc bracing. WEBS 1 Row at midpt 6-15, 8-15, 10-12 2 Rows at 1/3 pts 5-16 REACTIONS. (lb/size) 18=2697/0-7-4, 11=1102/0-8-0 Max Horz 18=-371(LC 10) Max Uplift 18=-2753(LC 12), 11=-1148(LC 12) Max Grav 18=2697(LC 1), 11=1205(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excep� when shown. TOP CHORD 2-3=-844/639, 3-5=-3217/2254, 5-6=-594/794, 6-7= 1041/1653, 7-8=-1041/1653, 8-9= 1353/1948, 9-10=-1646/2263, 10-11=-1144/1540 BOT CHORD 2-19=-472/877, 18-19=-371/338, 17-18=-2661/3817, 5-17=-2716/3756, 16-17=-1915/2982, 15-16=-378/474, 13-15= 1399/1126, 12-13=-1892/1392 WEBS 3-19=-845/471, 17-19=-617/702, 3-17= 1468/2367, 5-16--3578/2451, 6-16=-997/1201, 6-15=-1446/990, 7-15=-463/436, 8-15=-281/406, 8-13=-767/423, 9-13=-425/668, 10-12= 1723/1280 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-1-14, Interior(1) 4-1-14 to 19-0-0, Exterior(2) 19-0-0 to 36-4-4, Interior(1) 36-4-4 to 42-2-4 zone; cantilever left and right 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, with BCDL = �O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2753 lb uplift at joint 18 and 1148 lb uplift at joint 11. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE M11-7473 rev. 10102&015 BEFORE USE. Design valid for use only with Mllekb 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 building design. Bracing indicated Is to prevent buckling of individual truss web and/or parameters and property Incorporate this design Into the overall chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see NSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslihrte, 218 N. Lee Street, Suite 312, AJAxandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544233 75011 K5 HIP 1 1 Job Reference (optional) Chambers Truss, inc., Fort Pierce, FL 8.130 s Sep 15 2ul / Mi I ek industries, Inc. I ue mar 20 09:56:44 2018 Page 1 1D:cY9Qnl W7spp8ruOZWy8S_IzZLuT-2PZOD31IblVECSR5RXr01sFeLzk78v6KW1soO?zZ4FH 6-6-14 12-7-4 14-8-0 21-0-0 28-8-0 34-2-0 39-8-0 42-4-0 0• -2 6-6-14 6-0.6 2-0-12 6-4-0 7-6-0 5-6.0 5-6.0 Scale=1:80.9 6.00 r 2 5x8 MT18HS = 5x6 = 7 29 30 31 8 Sx8 3x6 i 3x4 6 28 9 32 4x6 � 5 4 33 5x6 ��� 10 4x8 m 0 3x5 11 0 3 m 27 619 1 IV Io 1 18 34 17 16 15 _ 9 20 6x8 — 4x5 = 4x4 = 13 12 � 21 r 3x4 11 3x6 = 3x4 11 6x8 = 6x8 = 3x8 = 6x10 = 23 3x5 — 3x4 = 5x8 MTI T18HS I I — 15 14-8-0 6-6-14 12-40 1 -7 4 21-0-0 28-8-0 34-2.0 39-8-0 4240 6-6-14 5-5-2 7- 2.0-12 6-4-0 7.8-05-6 Plate Offsets X V -- 7:0-5-4 0-2-0 , 8:0-3-8 0-2-4 14:0-6-8 0-3-8 19:0-6-4 0-4-4 21:0-2-12,Ed a 22:0-3-8 Ed e LOADING (psf) SPACING- 2-0-0 CSf DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.24 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.18 16-18 >999 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.97 Horz(CT) -0.07 12 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MS Weight: 257 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc puffins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 10-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-7-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 7-16 REACTIONS. (lb/size) 22=2697/0-7-4, 12=1102/0-8-0 Max Harz 22=399(LC 11) Max Uplift 22= 2735(LC 12), 12=-1166(LC 12) Max Grav 22=2697(LC 1), 12=1176(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-840/634, 3-4=-2816/2189, 4-6=-1386/1363, 6-7= 792/1388, 7-8=-1106/1940, 8-9= 1324/2073, 9-10= 1881/2768, 10-11=-2429/3638, ii-12=-1116/1669 BOT CHORD 2-23=-466/872, 22-23= 273/641, 21-22=-2661/3769, 4-?l =- 1537/2261, 6-19=-2005/2564, 18-19= 1155/1321, 16-18=-1018/665, 15-16=-2406/1610, 14-15=-3607/2318, 10-14=-412/216 WEBS 3-23= 662/464, 21-23=-642/299, 3-21=-1427/2026, 19-2 =-2151/2698, 4-19— 1912/1202, 6-18=-2404/1815, 7-18= 688/610, 7-16=-1006/729, 8-16r 497/196, 9-16=-730/1094, 9-15=-562/300, 10-15= 785/1237, 11-14=-3097/2080 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-1-14, Interior(1) 4-1-14 to 21-0-0, Exterior(2) 21-0-0 to 34-7-13, Interior(1) 34-7-13 to 42-2-4 zone; cantilever left and Iright 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2735 lb uplift at joint 22 and 1166 lb uplift at joint 12. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, f0/03/20r5 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon pa ameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web any/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 fabricaflort storage, delivery, erection and bracing of misses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 BCSI Building Component 6904 Parke East Blvd. and Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. AJ�xondrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply STEINBERG T13644234 75011 K6 HIP 1 1 I Job Reference (optional) Chambers Truss, inc., Pon Pierce, FL 8.1 au s Sep 15 zui / Mi i ex industries, inc. I ue Mar 20 09:56:46 2018 rage 1 ID:cY9Qn1 W7spp8ruOZWyBS_IzZLuT-?ng9el3H7NmyRmaUZyuUNHL_xnOgcpdd_LLv4uzZ4FF 6-6-14 12-7-4 14-8.0 16-10.0 23.0.0 26-8-0 33-2-0 39-8-0 42-4-0 6-0-6 2-0-12 4-2-0 4-2.0 3.6-0 6-6-0 6-6-0 2-6-0 5x8 = Scale = 1:82.2 6.00 12 5x6 = 8 31 9 32 5x6 i 3x4 3x4 II 7 5x6 WB-- 3x6 i 30 10 11 Sx6 i S6 4 33 5x6 m 12 4x8 � O 3x5 i 13 3 � 29 20 1915 17 o 1 � Io 3 m 22 7x8 _ 34 35 3x4 = 4x4 = 15 14 21 `v 3x6 = co 3x4 11 3x8 = 3x4 11 6x8 = d15 6x8 = 6x10 = 25 24 36 — 3x4 = 5x8 MTiBHS II 14-9-0 6.6-14 12-40 1 -7 4 23-0-0 26-B-0 33-2.0 39-8-0 42-4.0 6-6-14 5-5-2 7 2-0-12 6-0-D 3-6-0 6-6-0 6-6-o 2-&0 Plate Offsets (X,Y)-- f5:0-3-0,Edgel,f8:0-6-0,0-2-81,f9:0-3-0,0-2-01,f11:0-3-0,Edpel,[16:0-6-8,0-3-81,f21:0-2-8,Edgel,[23:0-2-12,Edge],[24:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.36 20-21 >997 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.26 20-21 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) -0.09 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 273 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 6-22,12-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 24=269710-7-4, 14=1102/0-8-0 Max Horz 24=446(LC 11) Max Uplift 24=-2736(LC 12), 14=-1165(LC 12) Max Grav 24=2697(LC 1), 14=1153(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excep when shown. TOP CHORD 2-3=-840/635, 3-4=-2836/2188, 4.6=-1312/1298, 6-7=-1 182/1335 7-8= 786/1542, 8-9=-861/1662, 9-10=-1078/1760, 10-12=-1774/2645, 12 13= 2393/3622, 13-14= 1089/1653 BOT CHORD 2-25= 466/872, 24-25=-328/615, 23-24=-2661/3750, 4-23=-1762/2488, 20-21=-647/377, 19-20=-1049/671, 17-19=-2280/1504, 16-17=-3634/2323� 12-16= 418/223 WEBS' 3-25=-673/464, 23-25=-678/326, 3-23=-1426/2044, 21-23= 1998/2456, 4-21=-2008/1356, 7-21=-2092/2666, 7-20=-919/713, 8-20=-389/250, 8-19=t 24/553, 9-19=-482/168, 10-19_ 912/1329, 10-17=-686/376, 12-17=-898/1385, 13r16= 3092/2059 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDI II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) - 23-0-0 to 26-8-0, Interior(1) 32-7-13 to 42-2-4 zone; cantilever.left and I forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D( 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 non 6) ' This truss has been designed for a live load of 20.Opsf on the bottom will fit between the bottom chord and any other members, with BCDL = 7) Provide mechanical connection (by others) of truss to bearing plate car uplift at joint 14. Structural wood sheathing directly applied or 4-1-1 oc purlins, except end verticals. Rigid ceiling directly applied or 3-6-8 oc bracing. 1 Row at micipt 7-21, 8-19, 10-19 ?psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft Cat. 15 to 4-1-14, Interior(1) 4-1-14 to 23-0-0, Exterior(2) exposed ; porch left exposed;C-C for members and .60 lrrent with any other live loads. I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide psf. of withstanding 2736 lb uplift at joint 24 and 1165 lb Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see/rrNSi/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 W Qty Ply STEINBERG T73544235 75011 K7 PIGGYBACK BA E 1 1 Job Reference o tional unamners I russ, Inc., t-on: vierce, 1-1- 6-6.1 B.130 s Sep 15 2017 MITek Industries, Inc. I ue Mar 20 09:56:47 2018 Pagel ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-T_EXs54vugup3w9g6fPjvVt7MBjwLGNnC?5ScKzZ4FE ?3-0-0 25-4-0 6-8- 34-4.4 42-4.0 4.2-0 2-4-0 •4• 7-8-4 7-11.12 6x8 I .00 12 Sx8 MT18HS i 5x6 = 8 9 10 5x6 3x4 17 3x6 Sx4 � 5 6 30�\ 3x5 i 3 29 1 33 34 20 21 N 22 3 4 II 3x4 = 16 17 ° 3x4 11 6x8 = 68= 5xto= 25 24 3X8 = 3x5 = 3x4 = 5x6 MT18HS 11 1`/��J/i4j-8-0 3x4 5x6 W B 31 11 12 32 16 15 35 36 3x6 = 4x4 = Scale=1:90.1 M 6x8 13 I- 1q 14 6 4X6 I a LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.31 15-17 >999 240 MT1 BHS 244/190 BCLL 0.0 ' Rep'Stress Incr YES WE 1.00 Horz(CT) -0.19 14 n/a n/a BCDL 10.0 Code FBC2017TrP12014 Matr'x-MS Wind(LL) 0.52 25-28 >290 120 Weight: 272 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 6-22: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-21, 10-17, 12-17, 13-15 13-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 24=2697/0-7-4, 14=1102/0-8-0 Max Horz 24=446(LC 11) Max Uplift 24=-2730(LC 12), 14=-1170(LC 12) Max Grav 24=2697(LC 1), 14=1181(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less excep when shown. TOP CHORD 2-3=-840/634, 3-4=-2769/2188, 4-6=-1246/1308, 6-7=-1 06/1341, 7-8= 869/1607, 8-9=-742/1538„9-10=-801/1563, 10-12=-996/1643, 12-1=-1628/2316, 13-14=-1112/1519 BOT CHORD 2-25=-466/872, 24-25=-277/697, 23-24=-2661/3741, 4-2�= 1737/2495, 6-21= 229/253, 20-21= 782/410, 19-20=-11831723, 9-19=-559/436, 15-17= 1903/1342, 14-15=-394/236 WEBS 3-25=-635/463, 23-25=-678/236, 3-23=-1426/1984, 21-23=-2062/2397, 4-21=-202311344, 7-21=-2126/2658, 7-20=-1014/828, 17-19=-1303/843, 1 17= 264/53, 12-17=-815/1153, 12-15=-370/233, 13-15=-1587/1123 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLr4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-1-14, Interior(1) 4-1-14 to 23-0-0, Exterior(2) 23-0-0 to 26-8-0, Interior(1) 32-7-13 to 42-2-4 zone; cantilever left and ri�ght exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOIL=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 = O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2730 lb uplift at joint 24 and 1170 lb uplift at joint 14. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon pa shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of desl�n building design. Bracing Indicated Is to prevent buckling of individual truss web anti/or Tr parameters and properly Incorporate this design Into the overall chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury fabrication- storage, delivery- erection and bracing of trusses and truss systems, seeANSI/lPl and property damage. For general guidance regarding the 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, Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type V Qty Ply STEINBERG T13544236 75011 KB PIGGYBACK BA E 1 1 Job Reference o tional cnamoers I russ, Inc., t-on coerce, t-L u.isu s oep 1n zui 1 Iva I etc mausules, mc. I ue Iviar zu ua:no:4a zuio rage i ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-xAov3R4Xf_Ogh4ktgNwySiQ15b394jcwRfq?9mzZ4FD Scale=1:90.1 6x8 11 600 FIT 5xB MT118HS i 5x6 = 8 9 10 5x6 i 3x4 3x4 II 7 5x6 WB� 3x6 i 30 31 6 11 Sx6 5 12 4 I 32 m 6x8 6 3x5 18 3 n, 0 29 1 v I� 33 34 20 2 1 ,S 22 3x4 = 16 17 16 15 35 36 14 fb a a 3x4 11 3x4 11 3x6 = 46 11 1 O 6x8 = B _ 5x10 = 25 3x4 = 24 5x8 MTj,BHS I I 3x8 = 44 = 3x5 = Y��"//1�4-e 0 6-6-14 , 12-0-0 12-7r4 23-0-0 254-0 26-B-Q 34-4-4 42-4-0 r &6-14 55-2 0-7-'4 B-4-0 2-4-0 i•4.0 7-e-4 7.11.12 2-0-12 Plate Offsets (X,Y)-- (5:0-3-O,Edgel, f8:0-4-0,0-1-151, f10:0-4-0,0-2-81, f111:0-3-0,Edgel, i13:Edge,0-1-121, f14:Edge,0-3-8L f21:0-2-8,0-2-81, f23:0-2-12,Edgel, f24:0-3-8,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.31 15-17 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.19 14 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrii -MS Wind(LL) 0.52 25-28 >290 120 Weight: 272 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins, BOT CHORD 2x4 SP M 30 "Except` except end verticals. 6-22: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-21, 10-17, 12-17, 13-15 13-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 24=2697/0-7-4, 14=1102/0-8-0 Max Horz 24=446(LC 11) Max Uplift 24=-2730(LC 12), 14= 1170(LC 12) Max Grav 24=2697(LC 1), 14=1181(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-840/63413-4=-2769/2188, 4-6=-1246/1308, 6-7=-1106/1341, 7-8=-869/1607, 8-9=-742/1538, 9-10=-801/1563, 10-12=-996/1643, 12-13=-1628/2316, 13-14=-1112/1519 BOT CHORD 2-25=-466/872, 24-25=-277/697, 23-24=-2661/3741, 4-23= 1737/2495, 6-21=-229/253, 20-21=-782/410, 19-20=-11831723, 9-19= 559/436, 15-17=-1903/1342, 14-15=-394/236 WEBS 3-25=-635/463, 23-25=-678/236, 3-23=-1426/1984, 21-23=-2062/2397, 4-21=-2023/1344, 7-21= 2126/2658, 7-20=-1014/828, 17-19=-1303/843, 10117=-264/53, 12-17=-815/1153, 12-15=-370/233, 13-15_ 1587/1123 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0 23-0-0 to 26-8-0, Interior(1) 32-7-13 to 42-2-4 zone; cantilever left and ri< forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO[ 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 nonc( 6) * This truss has been designed for a live load of 20.Opsf on the bottom cl will fit between the bottom chord and any other members, with BCDL =1 7) Provide mechanical connection (by others) of truss to bearing plate capa uplift at joint 14. 2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. 15 to 4-1-14, Interior(1) 4-1-14 to 23-0-0, Exterior(2) exposed; porch left exposed;C-C for members and .60 irrent with any other live loads. I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide psf. of withstanding 2730 lb uplift at joint 24 and 1170 lb Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 114II-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 desigh 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 MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication- storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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, Ale'Xandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544237 75011 K9 PIGGYBACK B SE 1 1 Job Reference (optional) Gnambers Truss, Inc., Fort Pierce, FL 6.130 s Sep 15 2017 Mi Tek industries, Inc. I ue Mar 20 09:56:50 2018 Page 1 ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-tZMU76oBbGOwNuFooyQX7VbrOkbYeSDvzJ6DfzZ4FB 6.6-14 12-7-4 17-9-10 23-0-0 26-8-0 , 30-0-0 1 34-10-0 39-8-0 , 42-4-0 Scale=1:78.0 5x8 = 5x6 = 6. 0 F12 6 31 7 3x4 11 3x5 i 8 3x4 3x6 i 0 5 32 4x6 9 5x8 4 10 3 33 4x5 m 0 11 6x8 3x5 i 12 2 �� 0 1� Io 29 16 1 m5x12 = 22 20 19 18 6x8 = 3x4 II 7x10 = 14 13 1 2i m qI N 4x6 = 3x6 _ 3x4 = 3x8 = 3x4 II 3x4 II 6x8 = N 0 25 3x5 = 3x4 = II 5x8 MTi 1 6-6-14 12-0-0 v 12-7r4 17-9-10 23-0-0 26-8-0 30-0-0 34-10-0 39-8-0 42-4-0 6-6-14 5-5-2 0-7-4 5-2-6 5 2-6 3-8-0 3-4-0 4-10-0 4- 0-0 2-8-0 Plate Offsets (X,Y)-- f6:0-6-0,0-2-81,f7:0-3-0,0-2-01.19:0-3-0,Edgel,115:0-7-8,04-41,f17:0-2-4,0-2-121,124:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.40 15-16 >884 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.30 15-16 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) -0.19 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 285 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 "Except` 8-18,11-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 24=2694/0-7-4, 13=1103/0-8-0 Max Horz 24=446(LC 11) Max Uplift 24— 2738(LC 12), 13=-1164(LC 12) Max Grav 24=2694(LC 1), 13=1137(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-845/632, 2-3=-2941/2254, 3-5=-308/578, 5-6=-704/ 347, 6-7=-759/1497, 7-8=-1320/2269, 8-10= 1376/2169, 10-11=-1905/2900, 1 -12— 2169/3272, 12-13=-1065/1625 BOT CHORD 1-25— 464/877, 24-25=-326/611, 23-24=-2657/3755, 3-2 2728/3607, 22-23=-1943/2427, 20-22= 628/241, 19-20= 1085/591, 8-17=-302/363, 16-17— 261211696, 15-16=-2602/1696 WEBS 2-25=-686/469, 23-25=-685/340, 2-23— 1481/2126, 3-22=i 3304/2407, 5-22=-1191/1409, 5-20= 935/761, 6-20=-486/416, 7-19= 633l779, 17-19=-1147l722, 7-17=-1634/1038, 10-17=-789/1149, 12-15=-2671/1796, 6-19= 738/579, 10-16=-488/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) to 26-8-0, Interior(1) 32-7-13 to 42-2-4 zone; cantilever left and right er 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 nor 6) " This truss has been designed for a live load of 20.Opsf on the bottom will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate cal uplift at joint 13. Structural wood sheathing directly applied or 4-0-2 oc purlins, except end verticals. Rigid ceiling directly applied or 3-7-2 oc bracing. 1 Row at midpt 2-23, 3-22, 5-20, 6-20, 7-19, 7-17, 6-19 psf; BCDL=3.Opsf; h=17ft; B=45ft; L=42fh eave=5ft; Cat. to 4-2-13, Interior(1) 4-2-13 to 23-0-0, Exterior(2) 23-0-0 1 ; porch left exposed;C-C for members and forces & irrent with any other live loads. I in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 2738 lb uplift at joint 24 and 1164 Ib Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 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 deslgr 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAgS17TP11 and property damage. For general guidance regarding the Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insatute, 218 N. Lee Street, Suite 312, AleXandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply STEINBERG T13544238 75011 KJ5 Diagonal Hip Gir er 5 1 Job Reference (optional)i unamuers I russ, mc., MR rlerce, r-L 3-3-4 2x3 11 3 2 1 14 3x4 = NAILED 8 NAILED 2x3 II 0.1 JV 5 Oep ID eV I IVII I eK InUU5lrle5, Inc. I ue Mar GV V V:aa:a I LV l a rage I ID:cY9Qn1 W7spp8ruOZWyBS_IzZLuT-LIU2hT7QyvOFYXTRLVTf4L2paoBfHH_M7d3gl5zZ4FA -9 6-4.14 9-10.1 4.24 V2 NAILED NAILED 12 15 NAILED NAILED NAILED NAILED 2x3 O 13 4 16 NAILED NAILED 7 6 3x4 = Scale=1:22.7 Io a d, LOADING (psf) SPACING- 2-0-0 CS . DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 7-8 >472 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.20 7-8 >386 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) -0.12 5 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Mat ix -MS Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=191/Mechanical, 8=31610-11-5, 7=- 1 38/Mechanical Max Horz 8=215(LC 8) Max Uplift 5= 123(LC 8), 8= 840(LC 8), 7= 217(LC 17) Max Grav 5=198(LC 17), 8=949(LC 31), 7=203(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less exce t when shown. TOP CHORD 2-3=-427/363, 3-4=-419/306 BOT CHORD 2-8=-254/431, 7-8=-254/216 WEBS 3-8=-569/438, 4-7=-257/303 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD =4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and ri ht exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load non oncurrent 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 123 lb uplift at joint 5, 840 lb uplift at joint 8 and 217 lb uplift at joint 7. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 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= 30, 2-5= 70, 6-9= 20 Concentrated Loads (lb) Vert: 12=283(F=141, B=141)14=-126(F= 63, B= 63) 15=296(FF148, B=148) 16=59(F=30, B=30) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WW 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 applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual ttussweb avid/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury nd property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544239 75011 KJ7 Diagonal Hip Girder 2 1 Job Reference (optional) chambers I russ, Inc., tort Hierce, I-L 2 �1 3-3-4 2x3 11 3 8.13g S Sep lb 2U1 / MI I eK maustrieS, Inc. I ue Mar 2u Uy:bb:b2 2U1 t3 Page 1 ID:CY9Qnl W7spp8ruOZWy8S_IzZLuT-pxlQvp72jDW69h2evD_ucYa_pCOROiLWMHoDIXzZ4F9 1-4-0 - ' 2-10-12 ' 5-2-0 NAILED NAILED 15 4.24F12 NAILED NAILED 3x4 14 4 13 16 tom_ 17 18 8 19 7 3x4 = NAILED 9 NA LED 2x3 11 NAILED 6 NAILED 2x3 11 NA LED NAILED NAILED 3x4 = NAILED 12.8-0 Scale =1:27.4 LOADING (psf) SPACING- 2-0-0 CS. DEFL. in (lac) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.16 7-8 >685 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.21 7-8 >542 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) -0.14 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Ma B rix-MS Weight: 52 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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, Except: 10-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 5=209/Mechanical, 6=82/Mechanical, 9=385/6-11-5 Max Harz 9=277(LC 8) Max Uplift 5=-198(LC 8), 6=-186(LC 8), 9=-935(LC 8) Max Grav 5=209(LC 1), 6=316(LC 22), 9=1097(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less TOP CHORD 2-3— 668/254, 3-4=-729/320 BOT CHORD 2-9=-249/688, 8-9=-311/443, 7-8=-311/443 WEBS 4-8=-250/137, 4-7=-503/354, 3-9=-546/419 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and 2) This truss has been designed for a 10.0 psf bottom chord live load ni 3) ' This truss has been designed for a live load of 20.Opsf on the botto will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate c joint 6 and 935 lb uplift at joint 9. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe-na 7) In the LOAD CASE(S) section, loads applied to the face of the truss when shown. _=4.2psf; BCDL=3.Opsf; h=17ft; B=45fh L=24ft; eave=4ft; Cat. 1ht exposed ; Lumber DOL=1.60 plate grip DOL=1.60 :oncurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 198 lb uplift at joint 5, 186 lb uplift at per NDS guidlines. r noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 25 Uniform Loads (plf) Vert: 1-2=-30, 2-5— 70, 6-10=-20 Concentrated Loads (lb) Vert: 13=283(F=141, B=141) 15=-48(F— 24, B=-24) 16=-126(F=-63, B=-63) 17=296(F=148, B=148) 18=59(F=30, B=30) 19=-4(F=-2, B=-2) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED ITEX REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Deslgn valid for use only with MITek® connectors. This design Is based only upon larameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of d sign 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 orgy. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal Infu and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sireet, Sulte 312, A exandfa, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply STEINBERG T13544240 75011 KJA Diagonal Hip Gird gr 2 1 I Job Reference (optional) cnamoers i russ, inc., MR Nerce, rL 2-6-6 d 1 3x4 = 2-2-0 a. 1 OV D —P I O cv 1 I IVII I — II IUUJa ICJ, II— 1 Otl rv1CI G V. ID:cY9On1 W7sppBruOZWy8S_IzZLuT-HBbo6B8gUWeznrdgTwW79m7FccuEIBCfbxYmq_7z4F8 RKIZEl 2-6-7 4-9-6 NAILED 14 5 5.47 12 NAILED 3x4 15- NAILED 4 13 2x3 11 3 15 8 7 9 2x3 11 3x4 =6 2x3 11 NAILED NAILED NAILED i-6 5-0-14 6-0-9 9-10-3 0 0 v Scale=1:31.3 LOADING (psf) SPACING- 2-0-0 CS. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.06 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.05 7-8 >999 240 Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 5=228/Mechanical, 6=69/Mechanical, 9=35110-8-1 3 Max Harz 9=277(LC 8) Max Uplift 5=-248(LC 8), 6=-136(LC 8), 9=-464(LC 8) Max Grav 5=252(LC 28), 6=163(LC 22), 9=351(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-330/228, 3-4=-326/287 BOT CHORD 2-9=-189/348, 8-9=-250/148, 7-8=-250/148 WEBS 4-7=-167/283 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCE L=4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 5, 136 lb uplift at joint 6 and 464 lb uplift at joint 9. 6) "NAILED" indicates 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-5_ 70, 6-10=-20 Concentrated Loads (lb) Vert: 7= 28(F) 13=188(F=88, B=100) 14=-83(F) 15=158(F=75, B=83) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANOE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is based only upon a truss system. Before use, the building designer must verify the applicability of d rameTers shown. and is for an Individual building component, not sign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web /or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Inju and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, s�eANSI/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, Su lTe 31 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . ally Ply STEINBERG T13544241 75011 KJA7 Diagonal Hip Girder 1 1 Job Reference (optional) unamuers r russ, mc., MR rrerce, rL 3-2-4 2 1 O. IOU S Dell I O eU I / rVll I eR Inull5ule5, mu. rue rv1Ar zu uu:ou:D4 eu r o ruye I I D:CY9Qn 1 W 7spp8ruOZWy8S_IzZLuT-mK9AKU91 FgmpP?CO1 d i MhzgOT?40U U6opbHKMQzZ4F7 6-6-9 1 7-6-0 I 12-8-0 4.24 FIT 3x4 NAILED 14 4--- NAILED NAILED 3x5 i 13� 3 i_—/t NAILED 15 16 t� 17 I 18 8 19 7 3x4 = NAILED 9 NAILED 6x8 = NAILED 6 NAILED 3x6 11 NAILED NAILED 6x8 = SNP3 2-8-9 3-2-4 7-6-0 12-8-0 Scale = 1:27.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.42 Vert(LL) 0.30 7-8 >382 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.27 7-8 >421 240 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=170/Mechanical, 6=729/Mechanical, 9=bu,) -11-5 Max Horz 9=277(LC 24) Max Uplift 5=-156(LC 8), 6=-828(LC 8), 9= 1336(LC 8) Max Grav 5=170(LC 1), 6=795(LC 28), 9=1397(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-368/718, 3-4=-1188/1072 BOT CHORD 2-9=-658/396, 8-9_ 658/121, 7-8=-1149/1075 WEBS 4-8=-760/582, 4-7=-1229/1314, 3-9=-1176/1084, 3-8= 1275/1538 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TC II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and 2) This truss has been designed for a 10.0 psf bottom chord live load n 3) ' This truss has been designed for a live load of 20.0psf on the botto 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 < joint 6 and 1336 lb uplift at joint 9. 6) Use USP SNP3 (With 8d x 1-1/2" nails into Girder & 8d x 1-1/2" nail: truss(es) to back face of bottom chord, skewed 45,0 deg.to the right, 7) Fill all nail holes where hanger is in contact with lumber. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"4.25") toe-na 9) SNP3: A minimum of (6) 8d x 1-1/2" nails are required into each mer sloped applications, flanges may protrude above or below truss chor 10) In the LOAD CASE(S) section, loads applied to the face of the trust LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incr( Uniform Loads (plf) Vert: 1-2=-30, 2-5=-70, 6-10= 20 Concentrated Loads (lb) Vert: 13=283(F=141, B=141) 15= 24(F) 16=-126(F=-63, 19=-602(F=-2, B=-600) -=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft Cat. 3ht exposed; Lumber DOL=1.60 plate grip DOL=1.60 concurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 156 lb uplift at joint 5, 828 lb uplift at Truss) or equivalent at 7-1-15 from the left end to connect ng 0.0 deg. down. per NDS guidlines. er. All nailing is required in face of supported chords. For Bending of extended flanges is permitted. re noted as front (F) or back (B). .25 17=296(F=148, B=148) 18=-390(F=30, B=-420) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1Tek8 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 webiand/or chord members only. Additional temporary and permanent bracing p� � l I Vla eis° Is always required for stability and to prevent collapse with possible personal InJury fabrication, storage, delivery, erection and bracing of trusses and truss systems, and property damage. For general guidance regarding the , eeANSI/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 STEINBERG TT3544242 75011 KJB Diagonal Hip Girder 2 1 Job Reference o tional unambers truss, Inc., i-on tierce, t-L 2 i A 3x4 = u.l JU s bep 1 b 2U1 r NII r eK mausmes, me. rue Mar zu Ue:b = zu i a rage 1 1D:cY9Qn1 W7spp8ruOZWyOS_IzZLuT-EWjYXgAwO8ugOBmDaLYbEBCbQPaDD5dy2F1tuszZ4F6 7-7-12 3-8-2 NAILED 12 - 5.47 F12 2x3 4 i 5 13 7 NAILED 8 6 II 3x4 = Scale=1:22.7 LOADING (psf) SPACING- 2-0-0 CS 1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.03 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO W 0.09 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wind(LL) -0.01 7-8 >999 240 Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=135/Mechanical, 6=29/Mechanical, 8=515/0-8-13 Max Horz 8=215(LC 21) Max Uplift 5=-122(LC 8), 6=-47(LC 5), 8= 340(LC 8) Max Grav 5=152(LC 25), 6=106(LC 19), 8=515(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exce t when shown. WEBS 3-8=-398/298 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCL=4.2psf; BCDL=3.Opsf; h=17fh B=45ft; L=24ft eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load no concurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottorn 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 122 lb uplift at joint 5, 47 lb uplift at joint 6 and 340 lb uplift at joint 8. 6) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-2= 30, 2-5=-70, 6-9= 20 Concentrated Loads (lb) Vert: 13=6(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 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 cl sign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web nd/or chord members only. Additlonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Inju and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, eANSI/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Piate Institute, 218 N. Lee Street, Suite 312, Alexandrlm VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply STEINBERG T13544243 75011 KJC7 Diagonal Hip Girdgr 1 1 I Job Reference o [tonal unamberS truss, Inc., Fort Nlerce, rL 3-3-4 2 1 17 3x4 = NAILED NAILED NAILED NAILED 3x4 14 3 3x4 = 18 0.13U 5 aep 10 ZU r r rvu i UK muusures, mc, i ue Ivan cU U.Y:oo:oo cu 10 'N i ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-ijHxIABYmROXeILP823gnOljxpkRyUd5HvmQRIzZ4F5 9-5-7 12-8-0 2-11-0 3-2-8 4.24 12 NAILED NAILED 5x8 % 15 4 19 4x12 = NAILED 9 NAILED 3x4 11 NAILED NAILED 16 20 NAILED NAILED 7 3x4 = Scale=1:27.4 a_ d� m a 0 0 2-9-9 -5-1 1 3-3-4 2-11-0 . 3-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 B 0.91 Vert(CT) -0.11 7-8 >997 240 BCLL 0.0 ' Rep Stress Incr NO W% 0.36 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 M trix-MS Wind(LL) -0.06 7-8 >999 240 Weight:61 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Except' 4-9: 2x4 SP No.3 WEBS 2x4 SP No.3 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. WEBS 1 Row at midpt 4-7 REACTIONS. (lb/size) 5=203/Mechanical, 6=118/Mechanical, 10=421/0-11-5 Max Horz 10=277(LC 8) Max Uplift 5=-216(LC 8), 6= 145(LC 8), 10= 915(LC 8) Max Grav 5=238(LC 28), 6=306(LC 22), 10=1144(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less e TOP CHORD 2-3— 374/633, 3-4=-1227/547, 4-5=-255/89 BOT CHORD 2-10= 563/382, 4-8=-257/154, 7-8=-859/1338 WEBS 8-10=-568/211, 3-8=-758/1211, 4-7= 1367/878, 3-1 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left an 2) This truss has been designed for a 10.0 psf bottom chord live load I 3) ' This truss has been designed for a live load of 20.Opsf on the bott 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 joint 6 and 915 lb uplift at joint 10. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe-n 7) In the LOAD CASE(S) section, loads applied to the face of the trust when shown. DL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. right exposed; Lumber DOL=1.60 plate grip DOL=1.60 inconcurrent with any other live loads. In chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 216 lb uplift at joint 5, 145 lb uplift at per NDS guidlines. 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=-30, 2-5=-70, 9-11=-20, 6-8=-20 Concentrated Loads Qb) Vert: 14=283(F=141, B=141) 16= 59(F=-30, B=-30) 17=-126(F= 63, B=-63) 18=296(F=148, B=148) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Design valid for use only with MiTek® connectors. fits design is based only uJ.-design M?EK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability building design. Bracing Indicated Is to prevent buckling of Individual truss parameters and properly Incorporate this design Into the overall b and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal IpJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss syste s, 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, Sultee 112, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544244 75011 L Roof Special 2 1 Job Reference (optional) unamoers i russ, Inc., For Fierce, M 19 46 1 18 3x6 II a. r au s aeP 10 zv r r rva i en uruubu,eb, 111U. 1 ue ma, cv �a.ao.a r c� w Faye , I D:CY9Qn1 W 7spp8ruOZWyBS_IzZLuT-AvrJyW BBXI80GSwbima3JclsoD8GhpOFW ZW_zlzZ4F4 2-10-0 1B•0-0 22-10-0 , 27-8-0 , 30-4-0 , 6-3-4 5-2.0 4-10-0 4-10-0 5x8 — Scale: 3/16°=l' 3 6.00 F,2 20 3x4 i 2 3x4 b3x4 6 22 3x4 11 7 3x8 8 m 11 Y o 6x8 = 12 7.14 = 17 16 23 15 14 2x3 11 10 9 3x4 = 3x6 = 48 = 3x4 11 3x4 11 6x8 = 22-10-0 27-8-0 Plate Offsets (X Y)-- 111:0-10-0 0-4-41 (13:0-2-0 0-2-121 1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) -0.15 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.33 11-12 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MFtrix-MS Wind(LL) 0.2611-12 >999 240 Weight: 204lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc puffins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 4-14,7-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-8-10 oc bracing: 12-13 6-4-11 oc bracing: 11-12. WEBS 1 Row at midpt 2-15, 3-15, 3-13 REACTIONS. (lb/size) 18=1352/Mechanical, 9=1352/0-8-0 Max Harz 18=329(LO 11) Max Uplift 18=-728(LC 12), 9=-706(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less ex TOP CHORD 1-2=-1284/837, 2-3=-1266/977, 3-4=-1836/1387, 4-6: 7-8=-2642/1590, 1-18= 1294/899, 8-9=-1274/824 BOT CHORD 17-18= 319/354, 15-17=-471/1250, 4-13=-378/382, 1 WEBS 13-15=-314/1020, 3-13=-777/1165, 6-13=-750/527, 8 1-17= 682/1189, 6-12=-27/260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T, II; Exp C; Encl., GCpi=D.18; MWFRS (directional) and C-C Exterior 12-10-0 to 15-10-6 zone; cantilever left and right exposed ;C-C for r DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load I 4) ' This truss has been designed for a live load of 20.Opsf on the bott will fit between the bottom chord and any other members, with BCD 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint 9. !pt when shown. 1860/1224, 6-7=-2380/1461, -13=-114612122,11-12=-1145/2122 1=-1280/2203, 2-17=-441/375, )L=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=30ft; eave=4ft; Cat 1 0-1-12 to 3-2-2, Interior(1) 3-2-2 to 12-10-0, Exterior(2) ambers and forces & MWFRS for reactions shown; Lumber nconcurrent with any other live loads. 1 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = 10.Opsf. apable of withstanding 728 lb uplift at joint 18 and 706 lb uplift Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10=12015 BEFORE USE. ' Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vedty the applicability of building design. Bracing Indicated is to prevent buckling of individual truss web design parameters and properly Incorporate this design Into the overall and/or chord members only. Addtfonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal I Jury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 3112, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544245 75011 L1 Common 1 1 Job Reference o tional chambers I russ, Inc., I-Ort Nlerce, t-L 6-6-12 1 6.00 12 3x4 i 2 - 15 a.lsu 5 aep In zu1 I "111 eK muusures, III(;. r ue rv,ar eu aa:oo:oo eu, o rdye , ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-e5PhgSCpi3GFtcVoGT51spg18dVdQFQOkDFXVBzZ4F3 18-6-13 241 11 30-4-0 5-8-13 5-8-13 6-0-5 4x5 = Scale = 1:62.5 3 16 3x4 4 3x6 5 4x4 4x6 i 6 1 17 3x4 11 7 Ia 13 12 18 11 10 19 20 9 8 3x6 I I 3x4 _— 3x8 = 3x6 = 3x4 = 6x8 = 6-6-12 12.10,) 22-7.4 30-4-0 6-6-12 6-3-4 9-9-4 7-8-12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TG 0.63 Vert(LL) -0.26 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.46 9-11 >778 240 BCLL 0.0 Rep Stress Incr YES WIb 0.92 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.09 9-11 >999 240 Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-4 oc bracing. WEBS 1 Row at midpt 2-11, 4-11, 6-8 1 REACTIONS. (lb/size) 13=1352/Mechanical, 8=1352/0-8-0 Max Horz 13=329(LC 11) Max Uplift 13= 728(LC 12), 8=-706(LC 12) Max Grav 13=1352(LC 1), 8=141O(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1290/843, 2-3=-1301/976, 3-4=-1263/971, 4-6=-1971/1257, 6-7=-272/282, 1-13— 1289/901,7-8=-295/327 BOT CHORD 12-13=-317/357, 11-12=-473/1294, 9-11=-696/1408, 8-9=-911/1691 WEBS 2-12=-443/363, 3-11=-497/740, 4-11=-729/539, 4-9= 6-9= 165/286, I227/481, 1-12=-678/1198, 6-8— 1867/963 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; T II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior 12-10-0 to 15-10-6 zone; cantilever left and right exposed ;C-C for 1 DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 4) ' This truss has been designed for a live load of 20.0psf on the bolt will fit between the bottom chord and any other members, with BCC 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint 8. )L=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=30ft; eave=4ft; Cat 0-1-12 to 3-2-2, Interior(1) 3-2-2 to 12-10-0, Exterior(2) ambers and forces & MWFRS for reactions shown; Lumber nconcurrent with any other live loads. 1 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide =10.Opsf. apable of withstanding 728 lb uplift at joint 13 and 706 lb uplift Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE.° Design valid for use only with MlleW 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 df design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss w ab Is always required for stability and To prevent collapse with possible personal Injury and/or chord members only. Additional temporary and permanent bracing and property damage. For general guidance regarding the MiTek° fabrication, storage, delivery, ereeffon and bracing of trusses and truss systerrtis, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . . city Ply STEINBERG T13544246 75011 M Common 2 1 Job Reference (optional) cnamoers truss, Inc., I -on Nlerce, ru 2-4-0 5-7-4 0- -2 2-4-0 3-3-4 6.00 F12 16 2x3 11 4 24 II 15 3 �1 0. 1ID:cY9Qnl W 7spp8ruOZWy8S_IzZLuT-6Hz3NCDR3MO6Vm4_pBcXOl NAmOp09uPYzs751 dzZ4F2 10-8.0 18-5-0 5-0-12 7.9-0 46 = 5 10 19 9 8 11 2x3 11 3x6 = 4x4 = 3x4 = 2x3 11 2-0-0 4- 5-7-4 10-8-0 2-0-0 4- 3-3-4 5-0-12 17 18-5-0 LOADING (psf) SPACING- 2-0-0 dsi. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 Y 0.77 Vert(LL) 0.15 8-10 >999 240 TCDL 15.0 Lumber DOL 1.25 C 0.66 Vert(CT) -0.21 7-8 >891 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 l atrix-MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=701/Mechanical, 11=945/0-8-0- Max Harz 11=191(LC 11) Max Uplift 7= 370(LC 12), 11=-607(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less TOP CHORD 2-3=-613/168, 3-4=-760/384, 4-5=-683/482, 5-6=-j BOT CHORD 2-11=-165/622, 10-11= 264/636, 8-10=-264/636 WEBS 6-8=-120/561, 3-11=-505/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteri 10-8-0 to 13-8-0 zone; cantilever left and right exposed ;C-C for r DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live loa 4) * This truss has been designed for a live load of 20.Opsf on the b, will fit between the bottom chord and any other members, with B( 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing ple joint 11. when shown. !, 6-7=-627/510 18 Scale=1:36.1 5x6 6 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. CDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. '(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 10-8-0, Extedor(2) ambers and forces & MW FRS for reactions shown; Lumber nonconcurrent with any other live loads. tom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide )L=10.0psf. capable of withstanding 370 lb uplift at joint 7 and 607 lb uplift at Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCIIUDED MITEK REFERANCE PAGE M11-7473 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 prevent buckling of Individual trulss web and/or chord members ody. 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, S41Ite 312, Alexandria, VA 22314. 7e 3ast Tampa. Job Truss Truss Type . . City Ply STEINBERG T13544247 75011 MV2 Valley 6 1 Job Reference (optional) chambers truss, Inc., tort coerce, I-L 3x4 D. 10V t$ oep ID ZU 1 / IVII1 en If 1Uubu Wb, Il lu. I uu IW aI G Ve.DI G to rage I ID:cY90n1 W7spp8ruOZWy8S_IzZLuT-XseC?DFJMHnhMDpZVJAEOf?raE?bMHk_fgDleyzZ4F? 2-0-0 9-n-n 6.00 FIT 2 3 Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES � B 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 �jatrix-P Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=62/2-0-0, 2=48/2-0-0. 3=14/2-0-0 Max Horz 1=43(LC 12) Max Uplift 1=-22(LC 12), 2=-48(LC 12) Max Grav 1=63(LC 17), 2=54(LC 17), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mpt II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live Ic 4) * This truss has been designed for a live load of 20.Opsf on the will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANS capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing p joint 2. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. when shown. CDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=oft; Cat (2) zone; cantilever left and right exposed ;C-C for members and DOL=1.60 nonconcurrent with any other live loads. :om chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 111 angle to grain formula. Building designer should verify capable of withstanding 22 lb uplift at joint 1 and 48 lb uplift at I kbL if-/7 Joaquin Velez PE No.66182 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND fNCLUDED M?EK REFERANCE PAGE MI1-7473 rev. 10/03/2075 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 appllcabfllty of design parameters and property Incorporate this design into the overall . building design. Bracing Indicated Is 10 buckling of individual ituss 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 trusses IOI Criteria, DSB-99 and BCSI Building Component Tampa, FL 33610 Blvd. VQuality Safety lot rmation available from Truss Plate Institute, 21Lee Street l uite 312. Aoxa Job Truss Truss Type Qty Ply STEINBERG T73544248 75011 MV4 Valley 3 1 Job Reference o tional cnamoers i russ, inc., r-arc tierce, r-L " — J ..P l a — 1 r -1 1 en II IUUJII IOJ, �� ayo ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-?3CaDZGx7bvY_N0120hTZtYuoel75k_7uUzIAPzZ4F_ )-0 -n 6.00 12 1 2 3x4 11 3x4 i I 3x4 II 3 Scale=1:12.8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 (3C 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: 14 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=146/4-0-0, 3=146/4-0-0 Max Harz 1=101(LC 12) Max Uplift 1=-52(LC 12), 3=-102(LC 12) Max Grav 1=147(LC 17), 3=160(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mp1 II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C ExtE forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live Ic 4) ' This truss has been designed for a live load of 20.0psf on the will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing p joint 3. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. when shown. TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. )r(2) zone; cantilever left and right exposed ;C-C for members and do DOL=1.60 nonconcurrent with any other live loads. tom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 52 lb uplift at joint 1 and 102 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - llerlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for use only with Mflek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use,lhe 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 -.stems, 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 Sireet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply STEINBERG T13544249 75011 MV6 Valley 1 1 Job Reference (optional) c;namoers I russ, Inc., ron vierce, t-L a. IOU b Jell I v LU 1 / IVII I tI& II IUU-I Ieb, I I Iv. I Ue IVlal — vu-1— GU I v vawJ ID:cY9Qnl W7spp8ruOZWyBS_IzZLuT-xRKKdFICfC9GDhX8ARjxeldlbR?yZcOQLoSPEHzZ4Ey 6-0.0 6-0-0 6.00 12 2x3 111 7 2 6 1 3x4 i 5 2x3 11 3x4 11 3 4 3x4 11 Scale=1:18.6 I LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 rC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2017/TPI2014 WB 0.13 Matrix-P Horz(CT) 0.00 n/a n/a Weight: 23lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=74/6-0-0, 4=101/6-0-0, 5=296/6-0-0 I Max Horz 1=163(LC 12) Max Uplift 4=-71(LC 12), 5=-208(LC 12) Max Grav 1=74(LC 1), 4=111(LC 17), 5=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less �xcept when shown. TOP CHORD 1-2= 294/129 WEBS 2-5=-278/452 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mp 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ext( and right exposed ;C-C for members and forces & MW FRS for 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live 11 4) ` This truss has been designed for a live load of 20.Opsf on the will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing F joint S. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24fh eave=4ft Cat. )r(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone; cantilever left actions shown; Lumber DOL=1.60 plate grip DOL=1.60 J nonconcurrent with any other live loads. rttom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ie capable of withstanding 71 lb uplift at joint 4 and 208 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MffEK 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 �v 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 buss 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, WeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street,IlSulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply STEINBERG T13544250 75011 MV8 Valley 1 1 Job Reference (optional) unambers I russ, Inc., t-on Fierce, t-L 6 0 a.I Ja s 5ep 10 Gal I IVII I eK Inausirles, Inc. I ua iviar GV uu:o i:uo Gv is Faye I ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-xRKKdFICfC9GDhX8ARjxeldFPRzJZc7QLoSPEHzZ4Ey B-0-0 R-n-n 6.00 12 2x3 11 2 3x4 11 3 3x4 -:�- 2x3 5 4 3x4 11 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TF 0.50 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES N(B 0.15 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017[TP12014 N�atrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=108/8-0-0, 4=135/8-0-0, 5=408/8-0-0 Max Harz 1=225(LC 12) Max Uplift 4=-95(LC 12), 5=-287(LC 12) Max Grav 1=108(LC 1), 4=148(LC 17), 5=447(LC 1 FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less TOP CHORD 1-2= 346/165 WEBS 2-5=-365/509 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exted and right exposed ;C-C for members and forces & MWFRS for re 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live loa 4) " This truss has been designed for a live load of 20.Opsf on the bi will fit between the bottom chord and any other members. 5) Provide mechanical connection, (by others) of truss to bearing pla joint 5. when shown. Scale=1:24.7 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=4ft; Cat. 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone; cantilever left ns shown; Lumber DOL=1.60 plate grip DOL=1.60 nonconcurrent with any other live loads. tom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 95 lb uplift at joint 4 and 287 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert e634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLIUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MlTekO 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, seeANS1/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, Sulte 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type c • Qty Ply STEINBERG T13544251 75011 MV10 Valley 1 1 Job Reference o tional cnamoers I russ, Inc., r-on coerce, rL E 3x4 6 a. IOU J OUP la eU I / IWI I UN IrlUUbLIIUJ, u— I UH -.1 — VJAI.VV cv'o rate , ID:cY9Qn1 W7spp8ruOZWy8S_IzZLuT-aUW RaYE3ggWz7wfANuBmxEwMyQEFuLohCWkea4zZ4F1 10-0-0 i n-n-n 6.00 Fi2 2x3 11 7 2 / 5 2x3 11 3x4 11 3 4 3x4 II Scale=1:30.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 40 lb 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=151/10-0-0, 4=177/10-0-0, 5=503/10- -0 Max Harz 1=287(LC 12) Max Uplift 4= 125(LC 12), 5=-353(LC 12) Max Grav 1=151(LC 1), 4=194(L( 17), 5=551(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or lesi except when shown. TOP CHORD 1-2= 368/181, 3-4=-153/256 WEBS 2-5— 433/530 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; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ext rior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-10-4 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 I ad nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20-0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing late capable of withstanding 125 lb uplift at joint 4 and 353 lb uplift at joint 5. 1 Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 appll�ablilty 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 Mew 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 Stre�t, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply STEINBERG T13544252 75011 MV12 Valley 1 1 Job Reference (optional) cnambers I russ, Inc., i-ori Fierce, t-L 3x4 ID:cY9Qnl W7spp8ruOZWy8S_IzZLuT-2g4gouEhb_fgk3EMxcf?USScggX5doygQAUB6WZZ4FO 2-0-0 O-n-A 6.00 12 7 5 B 2x3 I I 3x4 11 3 43x4 II Scale=1:36.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 48lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=186/12-0-0, 4=211/12-0-0, 5=614/12r0-0 Max Harz 1=349(LC 12) I Max Uplift 4=-149(LC 12), 5=-432(LC 12) Max Grav 1=186(LC 1), 4=303(LC 17), 5=714(L i 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or leis except when shown. TOP CHORD 1-2=-391/213, 3-4=-182/268 WEBS 2-5=-528/547 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=1321 II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C E and right exposed ;C-C for members and forces & MWFRS 1 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord liv 4) * This truss has been designed for a live load of 20.Opsf on t will fit between the bottom chord and any other members, wi 5) Provide mechanical connection (by others) of truss to bearin joint 5. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. h; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=4ft; Cat. Irior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-10-4 zone; cantilever left reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Iload nonconcurrent with any other live loads. le bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide h BCDL = 10.Opsf. I plate capable of withstanding 149 lb uplift at joint 4 and 432 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6604 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 1 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. f0/03/2015 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 MOW Is always required for stability and to prevent collapse with possibl te(l�personal Injury and property damage. For general guidance regarding the storan acingof systems. se AeNSSI I lal Quality Criteria, DSB-89 and BCSI Building Component trusses andirceet. Lionruss 6904 Parke East Blvd. Platbracing Safety available from e, 2 8 Suite Tampa, FL 33610 Job Truss Truss Type y • Qty Ply STEINBERG T13544253 75011 MV14 Valley 1 1 Job Reference (optional) cnamuers i russ, inc., MR Merce, M ID:CY9Qnl W7spp8ruOZWy8S_IzZLuT-2g4gouEhb_fgk3EMxcf?USSZmgV9doWgQAUB6WzZ4FO 1-6-15 1-a-1 r; 3x4 11 Scale =1:40.5 3 6.00 F12 2x3 I I 8 2 7 3x4 I I I 1 6 I 5 9 4 4x4 11 I 2x3 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 51 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=200/11-6-15, 4=200/11-6-15. 5=61 Max Harz 6=351(LC 12) Max Uplift 4=-130(LC 12), 5=-499(LC 12) Max Grav 6=200(LC 1), 4=294(LC 17), 5=772(t FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or TOP CHORD 1-2=-434/224, 3-4= 171/268 WEBS 2-5=-538/641 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=13; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C left and right exposed ;C-C for members and forces & MWI 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord li 4) ' This truss has been designed for a live load of 20.Opsf on will fit between the bottom chord and any other members, v 5) Provide mechanical connection (by others) of truss to bean joint 5. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6-15 17) r except when shown. h; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft; eave=4ft; Cat. Oor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-5-3 zone; cantilever for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 load nonconcurrent with any other live loads. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide BCDL = 10.0psf. plate capable of withstanding 130 lb uplift at joint 4 and 499 lb uplift at Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always required for stability and to prevent collapse with posslbleipersonal 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 Safety Information available from Truss Plate Institute, 218 N. Lee Strget. Sulte 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type v Qty Ply STEINBERG T13544254 75011 PBA Piggyback 3 1 Job Reference (optional) ft unambers I russ, Inc., ton tierce, rL 2 1 6.00 12 3x4 91 o. i ov a p i v c— -.ion wvv.0 icy, n n,. . ,.—... w — - , -I- ID:cY9Qn1 W7spp8ruOZWy8S_1zZLUT-PeujrblgQW H6rr6Kk9FABVAW brL_15kaaSBymjzZ4Ex 3-8.0 . 3xG = 1-10-0 4 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 4 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=124/1-10-6, 4=124/1-10-6 Max Harz 2=-31(LC 10) Max Uplift 2= 94(LC 12), 4=-94(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or NOTES- 1) Unbalanced roof live loads have been considered for this d 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=13; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C forces & MWFRS for reactions shown; Lumber DOL=1.601 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord li 5) ' This truss has been designed for a live load of 20.Opsf on will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bean joint 4. 7) See Standard Industry Piggyback Truss Connection Detail designer. Scale =1:7.3 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. except when shown. nph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft Cat. erior(2) zone; cantilever left and right exposed ;C-C for members and ate grip DOL=1.60 alload nonconcurrent with any other live loads. ie bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide JIplate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at 1Ir Connection to base truss as applicable, or consult qualified building rn 6 o I Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert6634 6804 Parke East Blvd. Tampa FL 33610 Date: h1lornin Of) 001S2 I © WARNWG - VeHty design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Ulf-7473 rev, 10/0312015 BEFORE USE Design valid for use only with Miiekb connectors. This design is based oNy upon parameters shown, and is for an individual binding 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 tracing M ITe k° 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 SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Tnrss Plate Institute, 218 N. Lee S�reet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ♦ Oty Ply STEINBERG T13544255 75011 V4 Valley 1 1 Job Reference (optional) L;namoers truss, inc., r-ori vierce, M 0 3x4 5- 6.00 F12 o.wusoup I cvrr ""i cn nwuautea, a ice. rayo I D:CY90n1 W 7spp8ruOZWy8S_IzZLUT-tgR52xJSBgPzS_hW Hsm PjjigaFgm 1 Yzjp6xW JAzZ4Ew 4-0-0 3x6 = 2 3x4 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.16 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/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=124/4-0-0, 3=124/4-0-0 Max Horz 1= 29(LC 10) Max Uplift 1= 66(LC 12). 3=-66(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or lei s except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this d 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=13; ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C forces & MWFRS for reactions shown; Lumber DOL=1.60 I 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord li 5) • This truss has been designed for a live load of 20.Opsf on will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bean joint 3. 3 Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. terior(2) zone; cantilever left and right exposed ;C-C for members and e grip DOL=1.60 load nonconcurrent with any other live loads. a bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide plate capable of withstanding 66 lb uplift at joint 1 and 66 lb uplift at Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M71-7473 rev. 10/032015 BEFORE USE ' Design valid for use only with Miiek® 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. 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 I Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 16 ti, Qty Ply STEINBERG T13544256 75011 V8 Valley 1 1 Job Reference (optional) r,narnuers r rubs, rrrc., ron rierce, rL 5 1 4-0-0 6.00 FIT I D:CY9Qn 1 W 7spp8ruOZWy8S_IzZLuT-LO?TGHK4y7Xg48GjraHeGwFkKf? Rm_zs 1 mg3rczZ4Ev 8.0-0- 4x4 = 2 7 6 4 3x4 i 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - Scale=1:14.7 8 3 3x4 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=155/8-0-0, 3=155/8-0-0, 4=299/8-010 Max Horz 1=70(LC 11) Max Uplift 1=-102(LC 12), 3= 102(LC 12), 4— 119(LC 12) Max Grav 1=155(LC 1), 3=160(LC 18), 4=299(t C 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-214/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=4ft; Cat. ll; 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 lie 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. II 6) Provide mechanical connection (by others) of truss to bearjng plate capable of withstanding 102 lb uplift at joint 1, 102 lb uplift at joint 3 and 119 lb uplift at joint 4. 1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 20,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfFEKREFERANCE PAGE M11--7473 rev, 10/032015 BEFORE USE. Design valid for use only with MiTeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify ihe,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 WeW 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-69 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-719, For 4 x 2 orientation, locate plates 0-1r,b" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 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. 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. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 0 rX O U a- O 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of t 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 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 stack 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 atioint 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 190/e 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 camber 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 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. 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.