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WIG RE: M11392 MiTek USA, Inc: THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch Address: unknown Subdivision: City: St. Lucie County State: FL 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: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my sea( affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 epy 4/3/2019 11 T16686500 j1a 4/3/2019 ���FOR 13 T16686502 j5 4/3/2019 GOIDE C®MPLIA14CE 14 T16686503 j7 4/3/2019 �.�, Lucie C®UNTY 15 T16686504 kj7 4/3/2019 socc The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 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 MTek 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ;'�cENs�. No 22839 9. STATE OF •41/� Oss,IONA' Wetter P. Finn PE No22339 MTek USA, Ina. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss - Oty Ply M11392 A �Truss`rype HIP 1 1ob [HEWINDSORT76686490 Reference (optional) Chambers Tress, Inc., Fort Fierce, FL 8.24USUec 62018MIleklndustnes,lnc. Wed Apr 310:18A32019 4-00 FIT 4xS = 236 II 3x6 = 4x4 = 2X3 O 4 26 5 6 7 27 4x8 8 g Scale =1:60.5 3x4 = 3x4 = 316 = 6X8 = 3,4 = 3x6 = 3x4 = 3x5 = &0-0 1411-0 212.13 28-0-0 35-0-0 obvs 1 tIN cola 1 e.o.a 1 an-n Plate Offsets (X.Y)— f20-0-14 Edgel 14:0-5-4 0-2-01, f8:0-5-4,0-2-01 r10:0-0-fi Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 161 Ito FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=433/02-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2= 235(LC 12), 15=-1439(LC 12). 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4---396/0, 4-5=-967f776, 5-7=-9671T76, 7-8=-054/938, 8-9=-1009/1894, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-15861938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14= 766/399, 8-14=-580/997,8-12= 958/447,9-12_ 358/600,7-15=-1329/2190 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126mph; TCOL=4.2pst BCDL=3.Opst Ic15h; B=70ft; L=35ft; eave=Sri; Cat. II; Exte C; Encl., GCpi=O.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Intedor(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-", Extedor(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-" zone; porch right exposed;CC for members and tortes 8 MWFRS 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 fora 10.0 pet bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2351b uplift at joint 2, 1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNING-Vedfydes19npbremef6M and READ NOTES ON THIS AND /NCLUDEDIO EKBEFEBANCEPA0EMX7403ree 10,V3O015 BEFORE USE Design�ariOforuseonlyv MBek®ccnnecfom.fitsdeslgn Is based only upon paameterssnown. and8 for an IndMdualbulding component not a truss system. Before use, the burding designer must verily the appllcoblliN of deslgn parameters and property incorporate the design Into the overall burdingdesgn. tracing[ntllcatedIstoprevent buckAngofIndividual truss web and/or chard members any. Adoinonaltemporary and permanent bracing MOW 4 always requved for stability and to prevent collapse with posrele personal injury and properly damage. For general guldance fogarding the fobrlcallon, storage, calvary, erection and brocing of trusses and truss systems. seeANSVMII Cua®y ClBeda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Nlamlalbnavaeada from Truss Plate Inintufe. 218 N. We Sheet. Sulfe 312. AFexandrkl VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1 1 Job Reference (optional) l namoens Irusu, Inc., ron tierce, rL a.L4u s uec b Lulu ml I eK Inc. Wen per 3 W:18:44 ZUla Face SX — 2x1 11 3x4 = 5XS MT18HS = 4.00 12 4 21 5 6 22 7 Scale =1:61.3 N A 7 0t2 d 13 12 3x6 = 3x5 = Sx8 M1-18H5 — 3x12 = 2.00 12 1P0.0 I 149-0 I 24b8 I 35-0-0 Plate Offsets (X,Y)— 12:0-0-2,Edge1. P:0-4-0,0-2-3L f9:0-1-15,Edge1 LOADING (psq SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT). -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 155Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12). 9=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-0643/2994, 7-8=-5324/3364,8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13= 354/571,4-12=-362/617, 5-12=-269/279, 6-12=-10341712, 6-11=-373/892,7-11=-897/1523,8-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h--15ft B=70ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi--0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -7) Bearing at Joint(s) 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 II USA Inc, FL Cart 6634- 6984 Parke East Blvd. Tampa FL 33618 Date: April 3,2019 Job Truss Truss Type City Ply rEWINDSORT16686492 M11392 A2 SPECIAL 1 1b Reference (optional) Chambers Truss, Inc., Fort. Pierce, FL 8.240 s Dec 6 2018 Inc. Wed Apr 3 10:18:45 2019 4.00 12 5x6 = 3x4 = 4 21 5 5.8 = 22 6 Scale=1:61.3 - 12 3x4 = 5x8 = 3x12 = 3x6 = 2.00 12 10.0-0 49.0 - I 24-688 I 910.5-0.5-80 -9-0 &473-0 - — Plate Offsets (X Y)- r2:0-" Edael r6:"-0,0-2,31 tB:D-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (Igo) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(CT) 0.34 8 We n/a BCDL 10.0 Code FBG20171TP12014 Matrix -MS Weight: 1601b 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 2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max ComplMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800; 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13= 1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11— 1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12— 337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277,6-10=-1318/226B,7-1D=-503/530 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70f; L--35f : eave=5h; Cat. II; Eaga C; Encl., GCpi=0.16; MW FRS (directional) and C-C Extedor(2) -1-M to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are LIT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ib uplift at joint 2 and 825 lb uplift at joint B. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke Ent Blvd. Tampa FL 33610 Date: April 3,2019 AWARWNG-Vedryded9.WameWm;.dREAONOTESONTNLSANOPICLUDEDUMaKREFERANCEPAGEMIP7MMIA..1aRQ201SBUOREVSE Deagnvolid far use ordywim MiTek® connectors. Orb deign is based only upon parameters shown and b for an Individual bullding component, not ' atnussystem. Before use. the building desgnermustverdy the opplicobhity of designporomoters and prepedy Incorporate thlsdesign Into Me overall buJdingdeign.&ocinglndlcotedlslopreventbuctlingoflntlividuoltrusswebond/orctwrdmembemcdy. Atltlltlonal temporary and permanentbroGng MjTek' b always required for stability and to prevent collapse w possible personal Injury and property damage. For general guidance regarding Me fabrloatlon storage. delivery, erection and bracing of tosses antl buss systems seeANSWII ®ue1By, CrBedo, OSB-89 and SCSI Building Component 6904 Parke East BNd. Safety lnfemlatbrnvaaoble from Truss Plate lnstiMe, 218 N. lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Tress Truss Type Oty Ply THEWINDSOR T16fi86493 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 10:18:46 2019 4.00 12 Scale=1:62.3 Di' In 14 13 ax5 0 2x3 II 5,,6 = 3x12 = 200 12 1 I 635-0-0B-B-0 -02688 I8.6.0 10.5.8 Plate Offsets (X Y)- r2:0-1-6 Edae7 13:0-3-0Edael rB:0-3-00-3d1 19:0-1-15.Edael LOADING (pi SPACING- 2-0-0 CSI. DEFL in (too) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n(a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 1601b 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 2-6-15 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (IhJsize) 2=1349/03-0, 9=1349/0-e-0 Max Horz 2=-155(LC 10) Max Uplift 2=325(LC 12), 9=325(LC 12) FORCES. (lb) - Max. CompJMax Ten. -Aft tomes 250 (Ib) orless except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14--0/329, 4-13=-897/636, 5-12=-316/661, 6-12= 317/616, 7-12=-2727/1643, 7-11=1072/1939. 8-11= 390/391 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave-Sff; Cat. II; E)p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-", Inledar(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOI^7.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 Ill uplift at . joint 9. Walter P. Finn PE No.22839 tATak USA, Inc. FL Cad 6634 69114 Pale East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING-Vsd deslSnpar ftn;end READ NOTES ON THIS ANDWCLUDWMREKREFERANCEPAGEMIG74TJrev. 10aL20A5 BEFORE USE. Design valid for ordywen MiakItconnectors. This design is based only upon parameters shown. and B for an individual busding component, act ' aMuss system. Before use, the bustling designer mtstverlfy Me applicability of design parameters and property Incorporate firs, design into the overall bustllogdeslgn. Bracing Indicated B to prevent buckling of individual Muss web and/or chard members only. Additional temporary and penoonentbrocing M!Tek* a always required far stataflity oric! to prevent collapse Wth possible parsond VjW and property damage. For general guidance regarding the replication. storage, delivery, erection and brotlng of Cusses and Muss systems seeANSV1P11 Cual4y Criteria, Di and SCSI flusding Componont 69U Parise East Blvd. salary Nformatbrgvosoble from Truss Rate ImmMs, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Jab Truss Tess Type Oty Ply T76686494 M11392 A4 SPECIAL 1 1 �THEWINDSOR Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Inc. Wed Apr 3 10:18:47 2019 d 4.00 12 5x6 = 4x6 = Scale =1:62.3 16 15 6x10 0 3a5 = 2rL1 I Sx8 = 3x12 = z.00 1z 8-6-0 14&0 18.0.0 24G8 35-0-0 8-fi-0 I 6-3-0 3-3-0 I 6.68 10-5.8 Plate Offsets KY)-- 12:0-1-6 Edgel 19.0-3-0Edgel 11 t0-1-15 Edgel LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT16HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 r✓a rda BCDL 10.0 Code FSC2017/TPI2014 Matrix -MS Weight 172lb 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 2-6-14 oc purfins. BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=134910-8-0 Max Hors 2=-175(LC 10) Max Uplift 2— 825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989,3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501,7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1 776/3045,15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334,3-15=-882/614,5-15=-238/254,7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,B-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=5111; Cat. 11; Exa C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 nonconcument 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) Beating at joint(s) 11 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.23839 INTO USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNPJG-Ved&deelSnperemerersand READNOrES ON MSANDNCLUDEDMIEKREFERANCEPAGEM674TJrev. laN3I[e1SBEFOREUSE Design valid for use onlyurt h Mrek®connectors.hils design is based only upon parameters sxro anal Is for on htlNidual bulic hg component, rot ��• a nus system. Before use. the building designer mtstveMy Me applicability of design parameters and properly incorporate this design into Me overall building design. &acing indicated 8 to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required far stability and to prevent collapse with possible personal Injury and property damage. Far general guidance regarding me recreation. storage. delivery. erection and bracing of busses and M s systems seeANSVWI I Query CAoM, DSld9 and SCSI Bulding Component 6904 Parke East Blw. Safety Nformatismv Amale from Truss pate Imtltute. 218 N. Lee Street Suite 312 Nexandrim VA22314. Tampa, FL 33610 Job Tnss Cry Ply THE WINDSOR T16686495 M11392 AS �Trusa;Type SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce; FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:48 2019 Page 1 ID_k6GCA6bx7i2Syl HDXFW7ye3KX-435?rpyWJIYOCpdZKYOoD?3uL1oGOh_Vl3HH7?ZUScb 14.9-0 77-6-0 24-6.8 27-4-7 35-0-0 6-0. 8-6-0 6-3-0 2-9-0 7-0-8 2-&15 7-7-9 W MT18HS 11 4.00 12 Scale =1:60.3 14 13 3x5 = ass 11 5x10 = 3x12 = 200 12 B-6-0 14-9-0 24fi-8 m 1 � icy b 8-6.0 6.3-0 9.9.8 10-5.8 Plate Offsets (X Y)- f2:0-1-6 Edael, f8:0-3-0Ednel f10:0.1-15 Edger LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(L-) 0.60 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 - WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=134910-8-0 Max Ho¢ 2>779(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max ComplMax. Ten. -All forces250(Ib) or less except when shown. TOP CHORD 2-3---3247/2112, 3.5= 2449/1679, 5.6=-2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13= 216/264, 6-13=-000/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsk h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Exterfor(2) 17.6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. -4) This truss has been designed for a 10.0 psf bottom chord live load noncancunent 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, with BCDL = 10.Opsf. 6) Beading at joints) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251b uplift at joint 10. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; April 3,2019 0WARNING-VedlydeSlgnparametersendREADNOTES ONWISANDWCLDDFDMOEKRENF CEPAGEM674MWV.1,,a,,,5BEFOREDSE Design valid for use aNy w,m MBeklaconnectors. Thh design Is based only upon parametersshown and is for on Individual building component. not - o truss system: Before use, ire buadmg designer must verity Me opplicablity of tledgn pwameters antl properly Incomorote this design Into the overc0 buadag deegn. Bracing Ndicated Is to prevent budding of Individual cuss web and/or chord members oNy. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal In;ury and Wooedy damage. For general guidance regarding me fabrication. storage, delivery, erection and bracing of cusses and truss systemz S90ANSVTPIT Cualih CModa, DSB-89 and SCSI Building Component Safety Infoar atbrnvoloble from T%as Rate Institute, 218 N. Lee Street Suite 312, Alexandra VA 22314. - 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Dty Ply T16686496 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference o 8onal ChambersTruin, Inc., Fad Pierce, FL b24U5 Uec b zuiu Ml leKmaustnes, Inc. Wee Apr J 1 U:1a:4e1U1a 4.00 FIT 45 = 6 Scale = 1:59.5 17 .- 15 14 12 3x6 = 2x3 It 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.59 BC 0.68 WB 0.59 Maldx-MS DEFL in (lac) I/de9 L/d Vert(LL) 0.33 14-15 >999 240 Vert(CT) -0.6414-15 >652 180 Horz(CT) 0.13 10 Na n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=--775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. ComplMax. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7= 2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=.966/2053, 12-14— 1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=fi81/524, 6-15=560/968, 3-15=-681/524. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=165mph (3-second gust) Vasd=128mph; TCDL--4.2psf; BCDL=3.Opsf; h=15ft; B=70tt; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) -1-M to 25-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Intedor(1) 21.0-0 to 36-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-M apart. 4) This truss has been designed for a 10.0 pat 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. ,6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 775 lb uplift at Joint 2 and 775 lb uplift at joint 10. 1 1d Walter P. Finn PE No.22839 MTekUSfy Inc. FL Lert 6634 8984 Parke East Blvd. Tampa FL 33818 Date: Apri(3,2019 AWAIWWO-VenfydealgnparemetemanCREADNOTES ONMXMDWCLUOEONmEKREF MCEP4GEafgun®v.faezaal56EFOREUSE Design valid for use only with MBekO connectors. This design Is based only upon parameters shaven. and Is for an MdMdual buedIng component not a aws system. Before use, me bustling designer must verity the applicability of design parameters and properly incorporate this design Into me overall bWOIngdesign. Bracing Indicated btoprevent trucking ofIndividual trussweband/or chord members any. AddMonoltemparorycntlpeimanentblccing MiTek- isalwaysrequired for stability arsd to prevent collapse with possible personal inury and property damage. For general guidance regarding the fobncatron stooge, delivery, erection and bracing of trusses and truss systems, saeANSVTPII Quality Cmerfa, DS349 and SCSI Building Component 69U Parke East Blvd. Safety lnformatbrWoliable from Trim Plate Institute. 218 N. We Street Suite 312 Wexondrio, VA 22314. Tampa, FL W610 Job Truss Tess Type Oty Ply THE WINDSOR T76686497 M11392 B COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 10:18:51 2019 4.00 /2 3x6 = 6 Scale = 1:59.3 3x4 = 2.3 11 3x6 = 3x4 = 3x4 = 3XIS = 2x3 It 3x4 = Y.15 1AN 'l1-M1n 9R.A.11 A5.n.n 8-3-5 15.8-11 7-0-0 5-8-11 8-3-5 Plate Offsets (XYI-- 12:0-2-8 Edgel. 16:0-3-0 Edgel 110:0-2-6 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Udeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 0.38 Vert(CT) -0.24 17-20 >716 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matdx-MS Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0.8-0. (Ib) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Gmv All reactions 250 In or less at joint(s) except 2=602(LC 1). 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6---181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/876, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35fb eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 wne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 4531b uplift at joint 14 and 371 lb uplift at joint 10. Water P. Finn PE No22839 tdTek USA, Inc. FL Cart 8834 8904 Parke Ent Blvd. Tampa FL 33010 Date: April 3,2019 QWARNRNG- Vedfy deafgAperameren end READ NOTES ON MIS AND INCLUDED MrrEKREFERANCE PAGE WP74TJ rev. 10N1Q0fr BEFORE USE. Design valid for use only with MOekS, connectors. This design Is based only upon parameters shown and Is for an IndMdual bullding component, not ��- ' a tnm system. Before use, me bulldh?designer must verify the appllccbil'ry of design parameters and properly Incorporate indesIgn Into me overall buildingdesign. Bracing Indicated ao prevent buckling of lndMdual Mwsweb and/or chord members only. Additional temporary and permanent bracing MiTek' fs always requIred for stabllity cr l to prevent collcpse with possible personal inlury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of musses and fuss systems seeANSIM11 Cua'I1TtyC1Beda, OS349 and SCSI Building Component 69U Parke East Blvd. Safety Inlormationavallo5le from Truss Rate antifufe. 218 N. Lee Street Suite 312. Alexantlrla VA 22314. Tampa. FL W510 Job Truss Truss Type City Ply THE WINDSOR T76686498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Tress, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:52 2019 Page 1 ID:JdiGCA6bx7j2Syl HDXFw7ye3KK-ygLWhB?l MW2rgFtx120TkOrEfFPjAdpvL_VIVGmUScX 1ss-B z1s-o 1 ]-0-0 9E-0 11-6-0 13e-014-0-0 17 111 19E-0 21-0-0 23-6-0 25-6-0 1— Scale a6O-0 -0-o ]-0-0 I z-Tw z-0-0 I zo�a - li 2n H 2a I 1 so-3s > I ao-0 I as o 7-0-0 Scale = 1:62A 4.00 F12 4x4 = 57 15 58 17 56 12 59 axe 55 9 548 5x12 =53 4 6 3 52 2 - dut1 42 43 34 44 45 as 33 ass = fills = 3x4 = 20 60 3x6 3x4 2P1 5x12 26 19 1 2 Ear 46 47 48 - 49 31 50 51 30 6xB = axe = n' 2829 t2 N Irh d 3x4 = LOADING (psQ SPACING- 2-M CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.65 Horz(CT) 0.04 26 n/a Iva BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 ad pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11. 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=565(LC 8), 33=-1269(LC 8). 32— 1017(LC 8), 28=-434(LC 8) Maul All reactions 250 It, or less at joint(s) except 2=812(LC 17), 33=1825(LC 1). 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1692/1103, 3-4=-105/259, 27-28=-11291710. 3-5=-441/520, 5-7=-036/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-1B---036/514, 18-19=-436/514, 19-21=-382/412, 21-23=381 23-25=-382/412, 25-27=387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 3233=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 335=-191/649, 2730=0/451, 3-33=-2090/1523, 11-33=-8101782, 19-32=--T72/745, 27-32— 1484/1044,9-10=-463/453,20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsft h=15ft; B=70ft; L=35ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. -5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5651b uplift at joint 2, 1269 lb uplift at . joint 33, 1017 to uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 lb up at 7-", 158 It, down and 2061b up at 9-0-12, 158 lb down and 206 lb up at 11-0-12. 158 lb down and 2061b up at 13-0-12, 158 It, down and 206 lb up at 15-0-12, 1581b down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 it, up at 19-11-0, 158 It, down and 206 It, up at 21-11-4, 158 lb down and 206 lb up at 23-11-0, and 158 Its down and 206 lb up at Walter P. Finn PE No.22839 25-11-4, and 158 lb down and 206 lb up at 27-114 on top chord, and 373 lb down and 2361b up at 7-0-0, 69 It, down at 9-0-12, 69 MiTek USA, Inc. FL Cart 6634 It, down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-114, 69 It, down at 9904 Parke East Blvd. Tampa FL 33810 19-11-4. 69 It, down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. pate: The design/selection of such connection device(s) Is the responsibility of others. -10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 LUAU LA�Mta�) Slanuara 0 WMNWG- Vedy Design parameters and READ NOTES ON MS AND FNCLUDED 419 x REFERANCEPADE a1ZP74Ta rev. lata,2015 BEFORE USE Design valid for use only with Mffek® connectors. This design is based only upon parameters sll and t for an indNiduol building component not a Muss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the Overall building design. Bracing Indicated is to prevent bucking of Individual Muss web and/or chord members only. Addklonal temporary and permanent tracing MiTek' Is always requVed tar stability and to prevent collapse with pomble personal Injury and property domogp. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and Muss systems seeANSVIRI DUON Cram,, DS349 and BC51 Building Component 69M Parke East Blvd. Safety Infonnalbnova'lable from Truss Plate Ins iMe. 218 N. We Street Suite 312, Ajexmddm VA 22314. Tampa, FL 33610 Job Thus Truss Type Ory Ply M11392 BHA BOSTON HIP 1 1b FEWINOSORT1fi686498 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8,240s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Paget ID _k5GCA6bx7i2Syl HDXFw7ye3KX-00wuX7f7gAilaWX65-7.w3mqy3PMG9UD9S2oDzUScW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert; 36-39=-20, 13--54, 3-15=-54, 15-27=54, 27-29=-54 Concentrated Loads (Ib) Vert 35=-373(F) 30=-23(F) 42= 23(F) 43— 23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62= 118(F) 63=-118(F) Q WARNWG- Vadfydesigeparamale dREADNOTESONMZMD0mLUDWA6 KREFERA PAGE6 IIMJ ,.. 1a 015aEFORE USE - D gnvalidfar use onlywith MBoklDconnectors.Misd"Qn1s based OdVupon porometersshown. and 6for an individual building component,rot aMsasyscem. Beforeuse. ire balding designer must verity the applicobtity, of design parameters and propedy incorporate this design into theoveran bwldlrigdesign. Bracing lndlcofedbtopreventbucidigofIndividual bussweb and/or chord members only. AtldlflorolfemporaryoMpeOnanenfbracing MiTek- Is always required for stotarty, and to prevent collapse Win possible personal "and property damage..Fw general guidance regarding the fabrication storage, delNery, erection and bracing of trusses and hues systems. seeANSV PII Qualify Criteria, DS549 and SCSI BuSdhig Component 6504 Palle East BNd. Safety lnformotknwcloble from Tmss Rote Institute, 218 N. Lee Street Suite 312. Alexand4c. VA 22314. Tampa, R W610 Job Tn¢s Oty Ply THE WINDSOR • T76686499 M11392 �TIUSSTYPa GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc, Fort Pierce, FL 8.240a Dec 62018 MiTek Inc. Wed Apr 3 10:18:54 2019 4.00 12 3x4 = 5x12 MT18HS = ©u 3x5 II 3x6 = US = 3x6 = 5x14 = 3x4 = 4x6 = 4x8 = 2x3 II 7-00 1 -11-0 21-5.2 28-0-0 35.010 7-a0 7-it-0 s-0-2 a6-1a 7-o-0 Scale =1:60.3 3x5 = Plate Offsets (X,h— I3:0-9-0,0-2-81,16:0-3-8.0-2-01.17:D-5-0.D-2-01 (13:0-4-00-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 2"/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 153 lb FT=20% LUMBER - TOP CHORD 2x4 SO M 30 BOT CHORD 2x4 SO M 30 WEBS 2x4 SP No.3'Except' 4-13: 2x6 SO No.2 REACTIONS. (Ib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max: Ho¢ 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8= 1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1). 8=1225(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1Row at midpl 6-13 2 Rows at 1/3 pis 3-13 FORCES. (lb) - Max. Comp./Mwc Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-15341729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8= 2978/2565 BOT CHORD 2-15=-586/1423, 13-15--596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15=d 59/733, 3-13=-2917/1869, 4-13=-848/801, 6-13= 35f04/3050, 6-12=-430/666, 7-12=-940f731, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TGDL=4.2pst; BCDIP3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. - 5) This truss has been designed fore 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4481b uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Is down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 901b down and 155 Its up at 11-0-12, 90 lb down and 155 lb up at 13-0-12. 90 lb down and 155 Ib up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 Its down and 155 lb up at 17-11-4, 90 lb down and 155 Ib up at 19-11-4, 90 It, down and 155 It, up at 21-11-4, 90 lb down and 155 Ib up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-M on top chord, and 452 Its down and 263 Ib up at 7-0-0, 63 lb down and 3 Ib up at 9-0-12, 631b down and 3 lb up at 11-0-12, 63 Ib down and 3 Its up at 13-0-12, 63 lb dam and 3lb up at 15-0-12, 6316 down and 3lb up at 17-0-12, 63 Its down and 3 Ib up at 17-11-4, 63 lb down and 3lb up at 19-11-4, 63 lb down and 3lb up at 21-11-4, 63 lb down and 3lb up at 23-11-4, and 63 Its down and 3lb up at 25-11-4, and 452 lb down and 2631b up at 27-11-4 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -LOAD CASE(S) Standard Walter P. Finn PE No.22039 MTek USA, Inc. FL Carl 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WANNPIG- VeNydeslgnpnmxfarsand READ NOTES ON THWAND INCLUDED AMMKNEFERANCEPAGEM67471nn, 101D32015BEFONEUSE Design void for use only with MOeM connectors. ihls dedgn is based only upon parameters shown. antl is for an edNdVOl bullding component not a tnm system. Before use, ire budding designer must verity me appidabdify of design parameters and properly Incorporate thIs design hto the overall buedbtg design. Bracing Indicated B to prevent buckling of lndvdual Inns woo and/or chord members only. Additional temporary and permanent brocing Is chvays reaulred for stabAlty anal to prevent collapse with posvble personal byuiy antl property damage. For general guidance regarccng the fabrtcallon, storage, delNery, erection and brocing of trusses and rare systems seeANSVTPII Quality Criteria, DSSA9 and SCSI SuSding Component Safety Wormatbrnvoiloble from Tars Rate InstlNte. 218 N. We Sheaf, Sune 312 Alexandria, VA 22314. MiTek• 69M Parke East Blvd. Tampa, FL M610 Job Truss Truss Type Qry Ply THE WINDSOR , T1668fi499 M11392 GRA HIP - 1 1 Job Reference (optional Truss, Inc., Fort Plants. FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10;18:54 2019 Page 2 ID-kfiGCA6bK7j2Syl HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJwIDNe5e1 eRpCCKfzUScV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=54, 16-19=20 Concentrated Loads (lb) Vert: 3=-147(B)7=-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B)22=-90(B)23= 90(B)24=-90(B)26=-90(B) 27=-90(B)28=-90(B)30=-90(B) 31=-90(B) 32=-90(B) 33=-00(B) 34=-40(B) 35=-00(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=40(B) 40=-40(B) 41=-40(8) A WARNWG-Verpydeslgn Perzmefem.dRF DNOTES ON THZANDINCLUOEOMr KREFERANCEPAGEMIFTM.J .. 10=015 BEFORE USE Design volid for use only wiln MRekg connectors. This desgn is based only upon parameters shown. and 6 for an Individual bulltling camponent, not " a tnrss system. Before use, the bulltling designer must verlf the cppllcabilty of design parameters and properly Incorporate this design Into the overall building design. Brocirg Indicated is to prevent buckling of lndMdualtrst 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 tobr cotton, storage, delivery. erection and bracing of trusses and Men systems, sooANSVIPII Quality CMorla, DSM9 and BCSI Building Component 69" Parke East BNd. SafaN h110mIa1bMvo0oble from Truss Plate Institute, 218 N. Iee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type fDty p=WINDSORT16686500M11392 J1 MONO TRUSS 8 l � • = w• e.zAu a use a Gm B Mu eK IMMIT e5, Inc. Wed Apr 310:10:55 2019 Page 1 ID�-kfiGCA61bx7j2Sy1 HDXFw7ye3KX-MPOeJC1 vfRGOXufvE W OR7UrEfds3pKmgTx9t6zUScU .1-0.0 1-D-O 1-0-0 1-0-0 Scale =1:6.1 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ved(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 file n1a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight 5111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Ho¢ 2=48(LC 12) Max Uplift 3=-4(LC 9). 2=-140(LC 12) Max Gray 3--11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 260 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70N; L=351t; save=6f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 3 and 140 Ib uplift at joint 2. %Yeller P. Finn PE No12839 MTak USA, Inc. FL Cad 6634 6304 Parke East Blvd. Tampa FL 33810 Dale; April 3,2019 Q WARNMG-Vadfyde,l pnametereen0REAPNOT ON MIS AND NCLUDEDMPEKRE1WRANCEPAGEM474Amx. 1a 015BEFOREBSE Designvolkl for useonywith MRek®tonnecfWS TNs DesIgnis based only upon parametersshown. and Is far on Ind'Nk1WI loullding Component, not ' a tars system. Before use, the build[ng designer mudvenry the applicc IN of design parametersand properly lncorporote this desgn info the overall bWtlingdesIgn. araUngeWkatedIstoprevembucNmgoflndPAducltnmweb and/or chord members My. AddrionaltemporaryarMpermonembracing MiTek% Is always recueed for stobdiy and to prevent collapse with posoNe personal Injury and propeM damage. For general guidance regarding the fob4aatlon. storage, delivery, erecflon and bracing of trusses and truss system& soeANsVrRt Qualify Cr6erka. DSB-09 and SCSI Building Component saintly tntormatloncrvallabie from Truss Rate InIsfiVe, 218 N. We Street Sulu 312 Alexandra VA 22314. 69N Parke Past Blvd. Temple. FL W610 Job Truss Truss Type Oty Ply T166B6501 M11392 J3 MONO TRUSS 8 1b FEWINDSOR Reference (optional) unamoers I fuss, Inc., 1-0171 Pierce, rL 8.240 a Deo 6 2018 MiTek lndustnes, Inc. Wed Apr 3 10:18:55 2019 Page l 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) VdeB Lid TCLL 20.0 Plate GOP DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hord(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=64/Mechanicel, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Gray, 3--64(LC 1), 2=173(LC 1). 4=50(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale - 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT=O% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0oc pudins. BOT CHORD Rigid ceiling drectly applied or 10.04) oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=611; Cat. 11; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Exiedor(2) -1-" to 2-6-0, Intedor(l) 2-6-0 to 2-11-8 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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 54 lb uplift at Joint 3, 147 Ib uplift at joint 2 and 41b uplift at joint 4. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd..Tampa FL 33610 Data: April 3,2019 Q WARNING. Verlryd&Wgnpa etemenOREADNOTE50NTN/SAND/NCLUDEDM? KREFERANCEPAGEMX7M.v. 16T1R015BEFOREUSE Design V011d for use only wllh MBeklaconnectors. 1r11S design IS based only won parameters S cvvr, and IS form individual building component, not a buss system. Before use, the building designer must verity the opplicabllity of design parameters and properly Incorporate th s design Into the overall bWdhg design. Bracing indicated IS to prevent bucKhg of individual truss web and/or chard members only. Additional temporary and peencnent bracing Is always requTed for aabeity and to preventcollopse with possible persanal Injury and property damage. For general guidance regwcrngthe fabrication storage, dellvery, erection and bracing of tomes and Truss systems WeANSIMIJ Qua[ Hy CMOde, DS949 and BCSI Building Component an Safety Infeatio avaeoble from Toss Plate Institute. 218 N. tee sheet Suite 312. Aleeantlrlq VA 22m14. �� MiTek' 6904 Parke East Blvd. Tampa, FL M610 Job Truss Truss Type OIY Ply THE WINDSOR T166BGS02 M11392 JS MONO TRUSS 8 1 Job Reference (optioned) Chambers Truss, Inc., Fort Pierce, FL 3x4 = LOADING (psl) SPACING- 2-" CS]. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/FP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=115/Mechanioal, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Gran, 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Man Comp./Man Ten. -All tomes 250 (lb) or less except when shown. 8.240SDec 62U76MITex lnOuemes, Inc. Wee Apr 31U:1B:bb Z019 PBgel ID _kfiGCA6bx712Syl HDXFw7ye3KX-rbal W Y2XOIYH92E6oEXgYhOGnO2hYn5wv7NPYZUScT DEFL. in (foe) I/defl Ud Vert(LL) 0.07 4-7 >863 240 Ved(CT) -0.06 4-7 >954 180 Horz(CT) -0.00 3 n/a n/a Scale=1:12.7 PLATES GRIP MT20 2441190 Weight 17 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M or; bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL--3.Opsf; that 5ft; B=70ft; L=35ft; eave=5ft; Cat. II; PxIa C; Encl., GCpi=0,p3; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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 3-8-0 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 beading plate capable of withstanding 1041b uplift at joint 3, 177lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 -MiTek USA, Inc. FL Ced 6634 0904 Parke East Blvd. Tampa FL 33810 Dale: April 3,2019 QWARNING-Vedfydeslgnparemetemaad READNOTES ON TR/SANDINCLUDEDMREKREFEAANCEPAGEM74n.v. ra9acals BEFOREUSE Design valid for use only wIM MRek®connectom This design b based only upon parameters shown and a for an individual building component, net ' a truss system, Before use, Me building designer must verify Me applicability, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated as to prevent bucl4ing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for slobllily and to prevent collapse win possible personal injury and property, damage. For general guidance regarding the fobrlcaBon, storage, delivery, erection and bracing of Moos and muss systems seeANSVrPll Cualfly Criedv, OSS49 and WAI Bulding Component safety ANelmalbnovoeable from Truss Pate Institute, 218 N. Lee Street. Sure 312. Alexandria VA 22314. ��- MiTek' 69N Parke East BNe. Tempe, FL 33610 Job Truss Thus Type Oty Ply THE WINDSOR • T76686503 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) (members Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries. Inc. Wed Apr 3 10:18:57 2019 Page 1 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KKJo8Pki¢9B3hBnCplLx2v5vxV WOSnHEL48nOGx_�zUScS a0 7-0-0 1-0-0 I 7-0-0 Scale: 3/4'=1' 3x4 = Plate Offsets (XY)— (2:0-1-14,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MP Weight: 23 lb FT=O% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=165/10echanical, 2=315/0-8-0, 4=88/Mechanical Max HDrz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exto C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ewerior(2) -1-0-0 to 2-6-0, Interior(1) 2-" to 6-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost 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-M 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 1531b uplift at joint 3, 211 It, uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22639 fdiTak USA, Inc. FL Cart 6634 69114 Parke East Bhd. Tampa FL 33610 Data: April 3,2019 Job Truss Type Ply THEWINDSOR T16fi86504 M11392 KJ7 �Tnsss MONO TRUSS �Qty 4 1 Job Reference o 'anal Chambers Truss, Inc., Fort Pierce, FL 8.24Ue Uea a201a Mliex a 1u:ro:57 20i9 Scale = 1:20.6 3x4'= o 3x6 = 6-B-12 - - 3-1-5 LOADING (pSQ SPACING- 2-0-0 CSL DEFL in (too) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ved(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a Was BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Weight: 381b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanioal, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4— 131(LC 8), 2-262(LC 8), 5=-238(LC e) Max Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. ' TOP CHORD 23=-838/366 BOT CHORD 2-7=-4871798, 6-7=48W798 WEBS 3-7=0/307,3-6-=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=700; L-35h; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 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 capable, of withstanding 131 Ill uplift at joint 4, 262 lb uplift at joint 2 and 238 lb uplift at joint S. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard •1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F= 39, B=-39), 8=0(F=10, B=10)-tc-5=-49(F=-15, B=-15) Walter P. Finn PE No22839 MTek USA, Inc, FL CIA 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&wMINING-Veritydes/gnparemeravend HEADNOTES ON THLSANDINCLUDED AUTEKREFEMNCEFAGEAM-74Ta rev. faN12015 BEFORE USE Design valid for use onlywith MBelw connectors. This design Is based only upon parameters shown, and 6 for an Individual building component not a tmsystem. Before um use. the bustling designer ustvanN Me applicability of design parameters and properly incorporate this design Into the overall s bued'mg design. Bracing indicated 6 to bucking of Individual puss web cnd/or chord members only. Addnonal temporary and permanent bracing MiTek' prevent Is always required far stability antl to prevent collapse wim possible personal Injury antl propeM damage. Forgenear guidance regording the fatacotbn storage, deliver , erection and bracing of trusses antl huss systems, seeMS MII CualMy Catania. DSB49 and SCSI Bull Component Safety Womralbmva9able from Tnas Pate Institute. 218 N. Lee Sheet. Suite 312. Alexondrb, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 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. For 4 x 2 orientation, locate plates 0-%9' from outside edge of truss. This symbol indicates the required direction of slots In connector plates. 'Plate location details available in MTek20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings '��no (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Inftsixteenths t scale) III (Drawings not To scale) 1 2 3 TOP CHORDS c O U U o_ O r— 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 the truss unless otherwise shown. Lumber design values are in accordance with ANSIrl-PI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek' MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Properly Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-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 bullding designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to 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 specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less if no celling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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.