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Home My WebLink AboutTrussMiTek' RE: M11392 MiTek USA, Inc. THE ArMSOR 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: FBC2017lTP12014 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 seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T166649a2 4/3/2019 LE 4 T16696493 a3 4/3/2019 C® 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 REVIEWED FOR 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 CODE COMPLIANCE 11 T16686500 jl 4/3/2019 12 T16686501 j3 4/3/2019 ST. LUCIE COUNTY 13 T16686502 j5 4/3/2019 B®CC 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision bo"sed 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 MiTek 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 ANSVrPI 1, Chapter 2. 111111111f// ."(ER P. R� i 7 �. \GENSF4t i 10 22839 �a STATE OF ' &J wJ"91ON?� \,gyp Waiter P. Finn PE No.22839 MITek USA, Inc. R. cert 6634 6904 Parke Past Blvd. Tampa R. 33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply T76686490 M11392 A HIP 1 �THEVVINDSOR 1 Job Reference (optional) UnambBm I was, Inc., Von Fierce, FL 4.00 12 8.24U s Uec 62U1B Miiek Industnes, Inc. Wed Apr 310:18:43 ZU19 Fagot ID:_MiGCA6bx7j2Syl HDXFw7ye3KX-j516o6uNUIw752lcX?ocWyM5YnfBOhBOwc1 WRozUScg 0 14111 20.2-13 2fi-0-0 2&1-2 35.0.0 36-0.0 2 5-11-0 5-3-13 5-93 1 2-1-2 I. 8-10-14 Scale = 1:60.5 418 2x3 I 3x6 = 4x4 = 4x8 = 2x3 0 is ra 3x4 = _ 3x4 = 3x6 = fiea = 3x4 = 3x6 = 3x4 = 3x5 = Plate Offsets (XY)— n-a-a f2:0-0-14.Edgel,f4:0-5-4,0-2-01,f8:0-5-4.0-2-01 a-nv - f10:0-0-fi Edoel as-ra o-s-a a-u-u LOADING (Iii 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) 0.4212-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Horz(CT) 0.03 10 n/a We BCDL 10.0 Code FBC2017/FPI2014 Matrix -MS Weight: 161 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=433/0-8-0, 15=1596/0-8-0, 10-669/03-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gmv 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. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-639/108, 3-4=-396/0, 4-5=-9671776, 5-7=-967M6, 7-8=-454/938, 8-9=-1009/1084, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70f; L=35ft; eave=5h; Cat. II; Eat C; Encl., GCpIi 8; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Extedor(2) 26-0-0 to 30-11-6, Interior(l) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces 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 for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' TNs truss has been designed for a live load of 201 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 235 lb uplift at joint 2, 1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 Mirek USA, Inc. FL Cart8834 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWG- Ved/ydaegnpereme me dRE4D NOTES ON Pf/SAND U/CLUDEDMREKREFERANCEPAGEMLL1473mv. lNAt/l015SEFOREUSE Design valid for use only with Mlfei connection. fits design Is based only upon parameters shown, and Is for on Individual building component, not ��- a muss system. Before use, the building designer must verify the appliaabalty, of design parameters and properly Incorporate thb design Into the overall building design. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only,. Adchtionol temporary and permanent bracing Mirek' Is always required for slability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeAN5VO'11 Quai CrHbdp, DSB49 card SCSI Building Component 6904 Parke East Blvd. Safety InformatameNcrable from Truss Rafe Institute, 218 N. We Street Suite 312. Mexanddp, VA 2231A. Tampa, FL 33610 Job Truss Truss Type ON Ply THEWINDSOR T76666491 M11392 Al SPECIAL 1 1 - Job Reference o iional Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MTek Inc. Wed Apr 3 10:18:44 2019 4.00 12 c,ez 5x6 = 2x3 II 21 5 3x4 = 6 22 5x6 MT16HS= Scale = 1:61.3 13 12 3x6 = 3x5 = 5x8 MT18HS — 3x12 = 2.00 12 10-0-0 14-&0 246-8 35.0.0 10-0.0 1 d-9-0 I IT, 10.5-8 Plate Offsets (XY)— f2'0-0-2 Edgel P'0-4-00-2-31 19:0-1-15 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(L-) 0.7511-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ven(CT) -1.21 11-12 >348 180 MTI8HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 155 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) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=d 17(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb)- Max ComplMax Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 2-3= 3209/2102, 3-4=-3006f2024, 4-5=-0022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, B-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 Structural wood sheathing directly applied or 2-7-7 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 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.Opst h=15ft; B=70111; L=35ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(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 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-M wide will Gt between the bottom chord and arty other members. 7) Bearing at joint(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 lb uplift at join39. Walter P. Finn PE No.22639 MTek USA, Inc. FL Can 6634 6964 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -Verltydva9nperametere=dREADNOTES ON TM AND INCLUDED MREKRE 11ANCEPAGEMP-7V3mv. 10012015aEFOREUSE Design valid for use only win MTTek® 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 de5gn parameter and property incoryorate this design Into the overfill binding design. Bracing indooted is to buclTing of individual lnus web and/or chord members only, Addlional temporary and permanent bracing MTek' prevent Is dways required for stattlily, and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the fabrication. storage, dellany erection and bracing of truces and truss, systems seeANSVn911 Oualmltyy CrBoda, DSB49 and BCSI Building Componont 69N Parke East Blvd. Sal Infomlptlonavolodefram Truss Rate Institute. 218 N. Lee Street Sutre 312 Alexantlda. VA22314. Tampa, FL W610 Job Truss Thus Type Oty Ply THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference (optional) unam rers. i cuss. Inc., ron nerve, r, 4.00 12 5xfi = 3x4 = 5x8'= 4 21 5 22 6 Scale=1:61.3 " 12 3x4 = 5x8 = 3x12 = 3xfi = 2.00 12 LOADING (psf) TCLL 20.0 TOOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TP12014 CSI. TO 0.66 BC 0.95 WB 0.86 Matrix -MS DEFL, in (too) Well Ud Vert(LL) 0.72 10 >585 240 Vert(CT) -0.9410-19 >447 180 Horz(CT) 0.34 8 n/a Na PLATES MT20 MT18HS Weight: 1601b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 ' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max. CompJMax. 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=-1318/2268, 7-10=-503/530 NOTES - I) 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=15h; B=70ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedar(2) -1-0-0 to 2-6-0, Intedor(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 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) ' Thjs 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 ANSVTPI 1 angle to grain formula. Building designer should verity 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 join! S. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-Vsrllydes15n,.srferaend READN0TE9 ON THIS AND INCLUOEDMmEKREFERANCEPAGEM0.74Tarev. favavu,156£FORE USE. Design valid for use only with Mirkis 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 oppllcoblllty of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' prevent Is always required for stabalry and to prevent collapse With passible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery; erection and bracing of Uusses and truss systems, seeANSUWII Quality Criteria, DS349 and SCSI Building Component Soot Parke East SNd. Tampa, FL 33810 Solely Inlormatbrnvaeable from Truss; Rate Institute. 218 N. We Street, Suite 312, Alexandria VA 22314. Jab Truss Truss Type City Ply THE WINDSOR T16686493 M11392 A3 SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:46 2019 4.00 12 5x6 = 4,15 = Scale = 1:62.3 01In 14 13 3x5 = 2x3 II 5x6 = 3,12 = 2.00 12 8-6-0 14-9-0 2Mo 24-6-8 35-0-0 r 21112 6-3-0 1-0 I 4-6.8 10-5.8 Plate Offsets MY)— f2:04-8 Edgel f3:0-3-CEdael f8:0-3-0 0-3-41 19:0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) VdeB Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Inch YES W B 0.83 Hoa(CT) 0.36 9 file n/a BCDL 10.0 Code FBC2017/rP12014 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 purins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2>755(LC 10) Max Uplift 2=-825(LC 12). 9=-825(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-4=-325612031, 4-5=2426/1588, 5-6=-2680/1790, 6-7= 2829/1832, 7-8=-5320/3257, B-9= 5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-125B/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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Dpsf; h=15ft; B=70ft; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(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 grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurem 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 ANSVTPI 1 angle to grain formula. Building designer should verity 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 8251b uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 ,&WARNING-vedyydeslBOPe/Bmmle/Saud READ NOTES ON THISAND/NCLUDED MRTKREFERANCE PAGE 141F74nrv. faro3/1piS BEFORE USE Design volid for use only with Mifek®connecfors. This design is based only upon parametersshown, and Is for on IndMdual bdlding component, not ��- a truss system. Before use, the building designer must verify the appllccichl y of design parameters and properly Incorporate this design Into the overall buatling design. Brocing Indicated is to prevent buckling of Inc Mduol truss web and/or chord members any. Addilional temporary and permanent bracing MiTek' Is always required for stoically and to prevent collapse with possible personal blury and property damage. For general gultlance regarding the fobricanon. storage, delivery, erection and bracing of musses and truss systems, seeANSVIPII Quality Cmodp, V5549 and BCSI Building Component 6e904 Parke East Blvd. Safety mformatbrnvollable from Truss Plate lnstliute, 218 N. We Street. Suite 312, AIexandrrim VA 22314. Tampa, FL 33610 Job Tnss Truss Type Oty Ply THEWINDSOR T76686494 M11392 A4 SPECIAL 1 1 Job Reference (optional Chambers Truss, Inc., Fort Pierre, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:47 20 Scale =1:62.3 4.00 12 5x6 = 4.6 = ',m II 6 7 16 /5 axle 3x5 = 2x3 II 5.8 = 3x12 2.00 12 8-6.0 14-9-0 184}0 24-8-8 35.0-0 8-8-0 l 6-3-0 3-3-0 1 &6-8 10-b8 Plate Offsets (X Y)-- f2:0-1-6 Edoel r9'0-3.0 Edael f11:0-1-15 Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (hoc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL' 1.25 TC 0.59 Vert(L-) 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 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1721b FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max Comp./Max. Teri. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0253/1989, 3-5=-243511560, 5-6=-239911639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716l3480 BOT CHORD 2-16=-1776/3045, 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, 8-13=-1034/1946, 10-13=-343/333 NOTES- 1) Unbalanced root 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=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) `Thus 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) Bearing at joint(s) 11 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 8251b uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.22839 MiTek USA Inc, FL Cod $634 8904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNMG-VedfydeslgnprametemandREADNOTESONTMSANDDICLUDEDMREKREFERANCEPAGEM674MMV. 10 D3/VISBEFOREUSE. Design volId for use oNywith Mnek� connector. in" tleslgn b basetl oNy upon parameters shown antl 6 for an intliNtlua1 bWtling component not W1 o tnrss system. Before use, the bu9tling designer mistveri(y the applkabllity of tleUgn Porameters antl propetly Incorporate thus tle9gn Into the overall Bracing lntlicatetl is to bucklkg lndMtlual buss web and/or chord members only. Adtlitiond temporary andpermanent bracing MiTek- bullDing design. prevent of balwaysmqukadforstabeity antl to pmveni collapse wIM poss9xe persamltr4ury antl propedy tlanage. For general gultlance regarding the fobncotlo' storage, tlelNery, erection antl bracing o/busses antl trutt systems seeAN5U1P11 Cualtly GBBAo, D9Bd9 and BC51 Bu6dIn0 �emponan} 6904 Parka Easl BNtl. SaloN Inlormatbnovailoble hem Truss Flute ImMute, 218 N. Lee Sheet. Sufic 312 Alexpntlrio, VA 22 14. Tanpa. FL 33610 Job Truss Oty Ply THE WINDSOR T16686495 M11392 �Truss;Type AS SPECIAL 16 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 S Dec 52018 MI I eK Industries, Inc. Wee Apr 31 U: d 5x8 MT18HS II 4.00 12 Scale =1:60.3 14 13 3x5 = 2x3 II 5x10 = 3x12 = 2.00 12 6-G0 149-0 24.&S 35-0.0 1 tb Ir B-6-0 16-3-0 9-9.8 10.5-B Plate OffsetS (X Y)— (2:0-1-6 Edael 18:0-3-0Edgel 110:G-1-15 Edcel LOADING (par) SPACING- 2-0-0 CSI. DEFL in (Ioc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.81 Ved(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ven(CT) -1.28 12-13 >329 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES W B 0.74 Horz(CT) 0.36 10 r1/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD Stmctuml wood sheathing directly applied or2-2-0oc puffins. 148-11: 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=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All fomes250 (lb) 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=-1865MG40, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14 01303. 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 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.Opst h=15ft; B=70ft; L=35ft; eave=51t; Cat. II; Elg1 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interfor(1) 21-M to 36-0-0 zone;C-C for members and forces & 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 nonconcument 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 Vida will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s)10 considers parallel to grain value using ANSUTPI 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 Ib uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cart6634 0904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 ®WANNWG.Ved/ydeslgnpammetemend NEAUNOMS ON TNSANOWCLUOEOM/ KREF RANCEPAGEMM1241amv, 10173f015SEFONE USE. Deslgn valid for use onlywtm M6ek0 connectors This design Is hosed only upon porometers shown. and b for an htlMitlual buiding component not a fruavv system. Before use. the bullding designer nmenverly the cpplkaMily of design parameters and prope4y Incorporate this design Into the overall buadingdesign. BrccingIndicated Istoprew,mbucklingofhdMdudInca web and/or chard membersoNy. Additional temporary ondpemlanenfbrocing M!Tek' Is always required for sfabllny and to prevent collapse wrth possible personal" and properly damage. For general guidance regarding the storage, delivery. erection and bracing of trusses and puss systems seeANaMII Cuaety CrIodo, DS349 and ICSI Building Component 6904 Parka Ent Blvd.fabrication, Safety Informatbravaaoble from Truss; Rate Insith e, 218 N. Lee Street Suite 318 Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply THE WINDSOR T76686496 M11392 ATA COMMON 5 1 Job Reference (optional unamoers Iruse, Inc., run nonce, rl o.croewau oeo l,a rvnlen nmwmes, ,u. .veu rw, a rv. m..awm 61 b Scale = 1:59.5 4.00 12 biS = 6 17 '- 15 -- -' 14 '- 12 3x6 = 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = axe = 4x6 = 8-0-0 a.A-n 12 L1-0 -0 80 1-7I A-0 -0 an a ' Plate Offsets (X Y)— f2:0-0-2 Edael fl0:0-0-2 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.6414-15 >652 180 BCLL 0.0 ' Rep Stress Incr YES Wit 0.59 Horz(CT) 0.13 10 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structure] 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/D-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (Ib) - Max CompJlv[a Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-0=-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=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1(); Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70f; L=35ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Eldedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0train left end, supported at two points, 5-M apart. 4) This truss has been designed for a 10.0losf bottom chord live load nonconcurrent with any other live loads. 5) • This Muss 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 lit between the bottom chard and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775lb uplift at joint 2 and 7751b uplift at joint 10. Water P. Finn PE No.22839 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 ,&WARNING-%,dyydeegnpamrscetemandREAD NOTES ON MIS AND INCLDOEOM/TKREFERANCEPAGEMX7413ma la2tHn159EFOREGSE Design valid for use only with Mnek®conneciors. This design Is based only upon parameters shown and a for an Individual buading component, not a Mw system. Before we. me building designer must verity the applicability of design parameters and property incorporate this design into the overall buidingdes'gn. seeing Indicated h to prevent bucbing of Individual truss web and/or chord members only. Acci lonal temporary and permonembracing as ll Is always required for stability and to prevent collapse vipossible personal Injury and property damage. For general guidance regording the 'y'lTek- fabrication, storage, delivery, erection and bracing of Musses and toss syslems, seeANSVIP11 Quality Cm@Aa, DSB49 and BC51 BuBd81g Component 69N Parke Ent BMd. Safety Inlamlolbnavoeobla from Truss Pale Iristmite. 218 N. Lee Street Suite 312 Alexandra, VA 22314. Tampa, FL Mile Job Truss Truss Type Oty Ply T16fi86497 M11392 B COMMON 2 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:51 2019 4.00 F12 3z6 _ Scale=1:59.3 1� lb 3x4 = 2.3 11 3z6 = 3x4 = 30 = 3.6 = 2x3 11 3x4 = a-3-5 14 0 21-0-0 1 26-8.11 35.0-0 8.3-5 5.8-11 7.0-0 5.8-11 8.3-5 Plate Offsets (X Y)— 12:0-2-6 Edgel (6:0-3-0 Edcel N0:0-2-6 Edoel LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gap DOL 1.25 TC 0.34 Ver(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a rda BCDL 10.0 Cade FBC2017frP12014 Matrix -MS Weight: 149 lb FT=20% 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 1D-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-371(LC 12), 15=453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less atioint(s) except 2=602(LC 1), 15=844(LC 17), 14--84(118), 10=602(LC 1) FORCES. (Ib) - Max. CompJMwc Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945r572, 5-6=-181/256, 6-7— 181/258, 9-10=-945/574 BOT CHORD 2-17=407/878, 15-17=-407/878, 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.Opsh 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, Imerior(1) 2-6-0 to 17-6-0, Exterior(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 gap DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other five 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= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 4531b uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.12839 MTek USA, Inc. FL Ced6634 8904 Parke EaetBlvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type Dry Ply T76686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 1D:-krjGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?l MW2rg Wd20TkOrEfFPIAdpvL_VIVGnzUScX 15-640 21.6-0 1-0- 7-0-0 94-0 11-6-0 13-601 fl4-0 19-8-0 21-0-0 23.6.0 25-6-0 28.0-0 35-0-0 1 7-0-0 24-0 2-0-0 24-0 1-s-o 2-0-0 z-Do l§ 2-o-o z-04 z4-0 7-0-0 1-0-0 Scale=1:62.4 4.00 Fl2 44 = 57 15 58 17 56 12 59 55 9 20 3x6 C 548 60 Sx12 =53 ;46 rx6= 3x4 2'�1 Sx12 263 11 19 1 23 EL27 63 14 $2 N n n 1 2 29 2g u w � 1m d 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 6 3xB = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 = 7-0.0 14-0.0 21-0.0 2&0.0 35-0.0 7-D-0 OLO 1 7-0.0 1 7-0-o 7-0-0 ' Plate Offsets O h-- [3:0-64,0-1-121. [32:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TOLL 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 Ven(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.65 Horz(CT) 0.04 28 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 2G81b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-3-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row 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 Hom 2=179(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32— 1017(LC 8), 28=434(LC 8) Max Grav All reactions P50 lb or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1). 28=626(LC 1) FORCES. (Ib) - Max CompJMax Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-036/514,11-13=436/514,13-16=-436/514,16-18=-436/514, 18-19=436/514, 19-21=-082/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-05=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568(1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772!/45, 27-32=-148411044. 9-10=4631453, 20-21=462(454 NOTES- 1) Unbalanced real live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf, BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCp'r=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 anyother live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t 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, 12691b 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 purtin along the fop and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0,.158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 Ito down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 Ib up at 17-114, 158 Ib down and 206 lb up at 19-114, 158 lb down and 206 to up at 21-114, 158 lb down and 206 lb up at 23-11-4, and 1581b down and 206 It, up at 25-114, and 158 lb down and 2061b up at 27-114 on top chord, and 373 lb down and 2361b up at 7-0-0, 69 Ill down at 9-0-12, 69 Ib down at 11-0-12, 691b down at 13-0-12; 691b down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-114, 69 lb down at 19-114, 69 Ib down at 21-114, 691b down at 23-114, and 69Ib dawn at 25-11-4, and 691b down at 27-114 on bottom chord. 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). Walter P. Finn PE No22839 lATek USA, Inc. FL Cert6634 6904 Parka East Blvd. Tampa FL 33810 Date: April 3,2019 0 WMNW0- Ved1ydeslSnperamefs..d1E4DN0TES ON 71yolMDWCLO0MWEKREF£RANCEP40EaKy74Mnn.. 1da7Iro15BEFORE USE Deagn volld for use only with MnekS connectorl lids design 8 based only upon Wameters shown, and Is for on Individual building component not a truss system. Before use, the building designer must verlry the applicability of design porameters and properly Incorporate this design Into the overall buaOngdalgn. BracingeWicatedlstopreventbucklingoflndNklualtnssswebanc/orchmol embers only. Additional temporary and permanentbracing MiTek' Is always required for stability and to prevent collapse Win possble personal Injury and property damage. For general gultlonce regarding the fobrlcoHon. storage, delivery, erection and bracing of Mason and truss systems seeANSVIPII QUM Criteria, OS849 and BC51 Building Component MM PaENd. East B Safety Informatbnovolloble from Truss Rate BatlMe. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type OtY Ply THEWINDSOR T76686498 M11392 BHA BOSTON HIP 1 1 Job Reference o 8oi Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 M7ek Industries, Inc. Wed Apr 3 10:18:53 2019 Page ID�_kfiGCA6bx7j2Syl HDXFw7ye3KX-QGVULX7f7QA8aWX65 zw3mgy3PMG9UD9S2o0zUScW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 36-39=-20, 1-3=-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=-11B(F)56=-118(F) 57— 11B(F)58=-11B(F)59=-118(F) 60--118(F) 61=-118(F) 62— 11 B(F)63=-118(F) QWA MG-VadIydWsn rametiv antlflEADNOTES ON MSS DWOLUD£DMrtEKHEFEg CEPAGEAIb74MM.. 1NO3¢0156EFORE USE Design valid form orgy wan MBeMconneetors. Ilea desgn Is based only upon parameters mown. and a for an IndMdual buliding component not a truss system. Before m, the building designer must verify Me opplicobillty of design parameters and proparly incorparate this design Into foe overall balding design. Bracing indicated a to prevent bualaing of MMdual tmsv web and/or chord members only. Addtional temporary and permanent bracing M)TBk a always Qtrredfor stobgiNps andtopreventcollaewithpossblepersonalInjuryandpropeMdamage. For general guidanceregarding me lab4cotion storage, delivery. erection antl bracing of louses and puss systems, seeANSVIP11 Quality CReda, DS349 and SCSI Balding Component 69M Parke East Blvd. Safety eUormalbrrnaloble from Truss Plate melute. 218 N. Lee Street, Sulie 312. Alexandria, VA22314. Tampa; FL W610 Job Truss Truss Type City Ply M11392 GRA HIP 1 1b rEWINDSORT1fi686499 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:54 2019 4.00 12 3x4 = Sx12 MT18HS = 2x3 II 3x6 = Sx14 = 3x6 = 48 = 3x4=US= 4x8 = OCI 7-0.0 14-11-0 21-5-2 28-0.0 35.0.0 7-0-0 7-11-0 1 fi4i2 I 6-6-14 7-0.0 Scale =1:60.3 3x5 = Plate Offsets MY)- f3:0-9-0 0-2-81 r6:0-3-8 0-2-01 f7:0-5-4.0-2-41 r13:0-4-0 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (100) Vtle6 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) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 153 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-84), 13=3223/0-8-0, 8=1225/0-e-0 Max Horz 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- TOPCHORD Structural wood sheathing directly applied or 3-9-5 oc purms. BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. WEBS 1Row at midpt 6-13 2 Rows at 113 pts 3-13 FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-15347729, 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=-2359/283D, B-10=-2329/2789 WEBS 3-15=-1591733, 3-13=-2917/1869,4-13=-848/801,6-13=.9504/3050, 6-12=-430/666 7-12=940/731. 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; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70tt; L=35ff; eave=51t; 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ib uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 no down and 329 lb up at 7-0-0. 90 lb down and 155 lb up at 9-0-12, 90 lb down and 1551b up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12. 90 lb down and 155 It, up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 no up at 25-11-4. and 203 lb down and 3291b up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3Ib up at 9-0-12. 63 th down and 3 Ib up at 11-0-12, 63Ib down and 3lb up at 13-0-12, 631b down and 3lb up at 15-0-12, 631b down and 3 Ib up at 17-0-12, 631b down and 3lb up at 17-11-4, 631b down and 3 Ib up at 19-11-4, 631b down and 3lb up at 21-11-4, 63 Ib down and 3 lb up at 23-11-4. and 63 lb dawn and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The de5ign/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). Walter P. Finn PE No.22039 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard April 3,2019 Job Truss Truss Type City Ply T76686499 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-uDTG6sOHu81Zwk5jgpVCTGJLoONe5eteRpCcKfzUScV LOAD CASE(S) Standard 1) Dead +Flood Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert. 19=-54, 3-7=54, 7-9— 54, 16-19=-20 Concentrated Loads (Ile) 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=-40(B) 34=-00(B) 35=-00(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=40(B) QWA NO-Vedfydeslgnpvam M..dREADNOTES ON TNISANDWCLUDEOMmEKREFERANCEPAGEM&74TJrev. 100=015BEPOREUSE Design valid far use only with MiTek® connectors. his design Is based only upon parameters show6 and Is for an In?Mdual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability, of design parameters and properly incorporator thb design into the overall building design.&achrg Indicated is to prevent buckling of lndtvidual truss web cnd/or chord members only. Additional temporary and permanent bracing Is always required forstabUity, and to prevent collapse with possbie personal Injury and property damage. For general guidance regordingthe fobtka6om storage, delivery, erection and bracing of trusses and liras systems. WeANSVIPII Quality CdHde, DS349 and SCSI Building Component Safety Intannationavoilable from Thus Rate Institute, 218 N. Lee Street, Su"a 312, Alexandria VA 22314. WOW 69N Parka East BNB Tampa, FL 33610 Job Truss Thus Type Oty Ply THE WINDSOR T76686500 M11392 J1 MONO TRUSS 8 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8,240a Dec 62018 MiTek Industries, Inc, Wed Apr 3 10:18:55 2019 Paget ID_HGCA6bx7j2Syl HDXr-w7ye3KX-MPOeJC1NROOXufvEWOR7UrEfds3pKmgTx9t6zUScU 3x4 = LOADING (PSO SPACING- 2-0-0 C51. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 r✓a n/a BCDL 10.0 Code FBC2017yFP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/MechanimI Max Hom 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grev 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. 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=4.2psf; BCDL=3.Opsf; h=1Sit; B=70ft; L=35ft; eave=61t Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) 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 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-" 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 4lb uplift at joint 3 and 1401b uplift at joint 2. WaINrP. Finn PE No.22839 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Data; April 3,2019 0WA WG-VMfydosJ9.paremeterseadRE4ON0TES ON Mn ANOWCLUDWMREKREFERANCEPAGEMX74T Y. I&T320156EF0REUSE Design valid for use only with Mnek®connectors. IDb design is based only upon parameters shown. and is for an lndMdud building component. not a buss system. Before use, the bustling designer must verity the opplicobaity of design parameters and property Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent bucs1ing of lnOMdualhuss web and/or chord members only. Addflonal temporary and permanent bracing bdwoysreputedtwsfabaltyantltopreventcollapsewithpo lepersonal INuryandpropertydamage. Forgeneralgu'danceregardirgthe foladcotiort storage, dellvery, erection and bracing of husses and truss systems. seeANSVIPII Quaply Cithaft OSB-89 and BCSI Ilurdlnp Component Safety Infomtationovai able from Trust Rate trsfltute. 218 N. Lee sheet Suite 312. Alexandria. VA=T14. MiTek' 6904 Parke East Bird. Tampa, FL 33610 1392 I J3 I MONO TRUSS 18 1 1 I T16686501 Scale =1:9.4 3x4 = 3.0-0 3-0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr -YES WB 0.00 Horz(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 11111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 BOTCHORD REACTIONS. Qb/size) 3=64/Mechanical, 2=173/0-e-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 Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-0-0 oc pudins. Rigid ceiling directly applied or 10-M 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Exterior(2)-1-0-0to 2.64), Interior(1) 2-6-0 to 2-11-8 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 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541b uplift at joint 3, 147 lb uplift at joint 2 and 4 It, uplift at joint 4. Walter P. Finn PE No.22839 Wrok USA, Inc. FL Cen 6634 6904 Parke East Bind. Tampa FL 33810 Data: April 3,2019 0 W5klMN0- Vedlydeslgnpardmetemand REAONOTES ON TFfXMDBICLUUED4UTEKREPERANCEPAGEa 74Tarev. 10tTR015BEFORE USE Design valid for use only wim MneWconnectors. mis design Is based only upon parameters showrx and is for an lndMdual bteding component not a Muss system. Before use, me bulltling dedgner must verify me appllcoblllty of design parameters and properly Incorporate this deslgn Into me overall building design. Bracing Indicated is to prevent bucleing of lndMdual Muss web and/or chord members only. Additional temporary and permanent bracing Mffek' 6 always required forstabOlty antl to prevent collOpse with possble personai Injury, and properly damage. For general gWtlonce regording me fobricadon. storage, delNery, erection and bracing of truces Ond Muss systems, seeANSVTPI I Quality CrIerla, DSB-89 and BCSI Building Component 690,1 Parke East Blvd. Safety Wormalbrxsvoflable tram Truss Plate Imtf 218 N. Lee street. Sure 312. Alexandra. VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T76686502 M11392 JS MONO TRUSS 8 1 Job Reference o tiunal Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MI-Tek Industries, Inc. Wed Apr 3 10:18:56 2019 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX(rbalWY2XOIYH92E6oEXgYhOGnO2hYn5wv7NPYzUScT -1-0-0 5-0-0 1.0.0 8-0.0 ' Scale =1:12.7 3x4 = 5-0.0 LOADING (pi SPACING- 2-0-0 CSI. DEFL in (loc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 ISO BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigld ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 3=115/1VIechanical, 2=243/0-8-0, 4=63IMechanical Max Horz 2=123(LC 12) Mao: Uplift 3=-104(LC 12). 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1). 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35f : eave=6ft; Cat. II; Exp C; Encl., GCpi=O.l8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-64), Intedor(l) 2-6-0 to 4-11-8 zone;C-C for members and forces 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 five 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-e-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 104 Ito uplift at joint 3, 177 It, uplift at joint 2 and 9It, uplift at joint 4. Walter P. Finn PE No33839 MITek USA, Inc. FL Cont 6634 8904 Parke East Bind. Tampa FL 33610 Data: April 3,2019 QWM WG-Vedfydesignperametersand RE NOTES ON TNISANOWCLU0EOMREKREFERMCEPAGENZP7V3.v. 10=s?015BE CRE USE Design valid for use only with Maek® connectors Ttds design is based only upon parameters shown. and B for on Individual building component. oat a toss system. Before use, me building designer must veiny me oppliccii of design parameters and Properly Incorporate hIs design into he overall building design. Bracing Indicated is to prevent bustling of Individual toss web and/or chord members only. Additional temporary and permanent bracing MOW is always required forstai and to prevent coilopse with possible personal Injury and property damage. For general guldance regoiding tine fabrication. storage. delivery, erection and bracing of trusses and toss systems, seeANSUIPII Cua1By Criteria, DS549 and SCSI Building Component 69N Parke East Blvd. Safety Wormatbrwus R oaoble from Tr ate Institute. 218 N. tee Street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T76686503 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:57 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KXJo8Pk129B3h8nCplLx2v5v VWOSnHEL48nQGx_zUScS Style: 3r4'=1' LOADING (psf) SPACING- 2-M CSI. DEFL in (too) - Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (lb/size) 3=165/10echanical, 2=315/0-6-0, 4=68/Mechanical Max Harz 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. (Ib) - Max. CompJMam Ten. -Aft tomes 250 (I e) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=15ft; B=70f : L--35ft; eave=6ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC 6derior(2) -1-0-0 to 2.64), Interior(1) 2-6-0 to 6-11-8 zone;CC for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp 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 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No12639 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARN G-Vedtydeslgnp$Mmeferswd READNOTES ON MMANDWCLUDEDMIFEKNEFERANCEPAGEMD7=m3 14USQ015BEFORE USE Design valid for use only Wth Mnek® connectors. This design Is based only upon parameters shown and Is for an IndMdual bul ding component, not a inns system. Before use. Me building designer must verily the applk:ablllty, of design parameters antl properly Incorporate this design Into the overall buildup design. Bracing Indicated is to prevent buckling of hdvidual tons web and/or chord members only. Addmonal temporary and permanent broUng MiTek' Is always required for sbblity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricot om storage, darvary, erectlon and bracing of musses and truss systems, seeANSUIPII CuoM/ Criteria. DS549 and SCSI Building Component 6904 Peke East Bald. Safety Infermatbnovalloble from Truss Plate Institute. 218 N. Lee Sheet. State 312, Alexontltla. VA 71314. Tampa, FL 33610 Job Truss Oty Ply THEWINOSOR T76686504 M11392 KJ7 �Truas;Type MONO TRUSS 4 1 Job Referents (optional) Chambers Teas, Inc., Fort Pierce, FL 8.240s Uec 62018MITeklndustnes,Inc. Wed Apr 31U:1B:bILu1e LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 30 = Scale = 1:20.6 6-8-12 t3-1-5 SPACING- 2-0-0 CS]. DEFL in (too) Vdefl Lid PLATES GRIP Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 Rep Stress [nor NO WB 0.24 Horz(CT) 0.01 5 We Na Code FBC2017/TP12014 Matrix -MS Weight: 38lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directlyapplied or 10-M oc bracing. REACTIONS. (Ib/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Hom 2=192(LC 8) Max Uplift 4— 131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23--838/366 BOT CHORD 2-7=-4877798, 6-7=-4871/98 WEBS 3-7=0/307, 36=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70h; L=35ft; eave=6ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ill uplift at joint 4, 262 lb uplift at joint 2 and 238 lb uplift at joint 5. 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 (plf) Veit 1-2=-54 Tr-4pezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B— 15) Walterls. Finn PE No.21839 MTek USA, Inc. FL Can 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNP/G-Venfydesignperemefer dREAONOMS ON MIS AND INCLUDED MmEKREFEIIANCEPAGEM071 mJ . MoUsO1SBEFOREUSE Designvalld form onlyvMh MBek®connectors. lhh dedgn 1s basso only upon parameters shown and 8 form Individual building component, mt a truss system. Before use. the balding designer must verify the oppliceblly of design parameters and propmly Incorporate this design Into the everall bulding design. Bracing indicated it to buckling of Individual buss web and/or chord members only. Ad llimal temporary and perniment bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and trm systems seeANSVI911 GuaBh Critelli DS849 and BCSI Building 9 Component Parke East BNd. PartsEast0 Salary Informatbnoveloble from Trim Hate Institute. 218 N. We Street. Sutie 312 Alexandria, VA22 14. Tempe. Symbols PLATE LOCATION AND ORIENTATION 1'74 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/11, N��For�4 x 2 orientation, locate plaes 0-1hd' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION -7 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/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 6-4_8 I dimensions shown Inf}sixteenths t scale) IIII (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAEIIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS CC -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 ANSI7rPl 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved do MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, properly owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint locations are regulated by AN51/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/IPI 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 puriins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rPi 1 Gbolity Criteria.