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-wig' 'MiTek' RFC, pe Sf �t/ry` 2Z01p 4c�W®ooa� B�ry��Pryf 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 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 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 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 j3 4/3/2019 13 T16686502 j5 4/3/2019 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 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 MiTek customers file reference purpose only, and was not taken Into account in the preparation of these designs. MTek 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 ANSIf FPI 1, Chapter 2. FILE COPY REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC IIIIIq�� R P• ENS.. �.. 22839 9 STATE OF 00.� ,'SS/ONA� �?,,,, Walter P. Finn PE No.22839 MITek Usk Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 April 03,2019 I of 1 Finn, Walter Job Truss Truss Type Oty Ply THE WINDSOR T78686490 M11392 A HIP 1 1 Job Reference (optional) cnamoers I was, Inc., ron vierce, rL a.z4V a use a zula Nil Iex Inc. VVea ADr alunic:A32u1B 4.0012 4xe = 2x3 II 3x6 = 4,4 = 2x3 \\ 4 26 5 6 7 27 Ass = 2x8 a 9 Scale = 1:60.5 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x5 = 9-0-0 I 14-1141 I 20.2-13 2&0-0i 350-0 Plate Offsets (X,Y)-- [2:0-0.14 Edge] 14:0-5-4,0-2-01.d8:0-5-4,0-2-01 110:0-0-6.Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress lncr YES WB 0.94 Horz(CT) 0.03 10 n/a rues BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0; 15=1596/0-8-0, 10=669/0-8-0 Max Herz 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 purins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967/T76, 5-7=-967/776, 7-8=-454/938, 8-9=-1009/1884, 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=-95B/447,9-12=-358/600,7-15=-1329/2190 NOTES- 1) Unbalanced mot 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; 8=70ft; L=35ft; save=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interor(1) 2-6-0 to 9-0-0. Exterior(2) 9-0-0 to 13-11-6, Interior(l) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 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.Opst 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 7991b uplift at joint 10. Walter P. Finn PE No.22839 Mi relsUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-Vedrydeslgnpemmeeersana READ NOTES ON TNISANDWCLUDEDMfTEKREFERANCEPAGEM674TJmv. 14103Qa1SBEFOREUSE Deslgn valid for use only with Meerconnectors. This design Is based only upon parametersshown, and a far an Individual building component, not ��- a muss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the Overall bustling design. &acing indicated is to prevent bucking of mdvidual muss 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 antl property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of humps and muss systems, seemSVIPII. Qua[ My CMeda, DSB49 and BCSI cunding Component 6904Parke East Blvd, catch, informatbrlava stole from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Nerontltlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T16666491 M11392 Al SPECIAL 1 1 Job Reference (optional) unampers i ruse, Inc., ron rlerce, rL B.G41) 5 uec a 2UI6 MI I ex IrldustneS, Inc. wed Apr 3 10:18:44 2019 Page 4.00 12 5z6 = 24 II _ 5x8 MT18H5= 3z4 = 9A 4 21 5 6 22 7 Scale=1:61.3 13 12 3.6 = 3x5 = 5x8 MT18HS= 3z12 Zz 2.00 12 !10.0.0 14.40 24-6-1 35-0-0 RUFR I a.o.n do.a I -- Plate Offsets (YY)-- 12:0-0-2,Edqel.l7:0-4-0,0-2-31.19:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Vd 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 WE 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matil Weight: 1551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO M 30 TOP CHORD BOT CHORD 2x4 SO 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=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. ill - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-4643/2994, 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=-1034f712, 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 Structural woodsheathing directly applied or 2-7-7 oc puffins. 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.Opsf; h=I5N; B=70X; 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 36-0-0 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 pat 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) Bearing at joint(s) 9 considers parallel to grain value using ANSUrPI 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 825111 uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WARNING -Veritydedem, parameters antl READ NOTES ON THIS AND INCLUDED MREICREFERANCE PAGEM67473 rev. 1DNA'V1015 BEFORE USE. Design valid for use onlywith Mil connectors. This design Is based oNy upon parameters shown, and is for an IndMdual building component, not a truss system. Before use, the bulldIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing Indicated is to prevent bucking of Individual huss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stabllih7 and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection chat bracing of trusses and truss systems, SeeANSVTP11 Gu fl CMoib. DSB.89 mrd BCSI BUOdNp Componrrnt 69M Parke East Blvd. Safety Informatbnavolable from Truss Plots InsBMe. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2016 MiTekindustries, Inc. Wed Apr 3 10:18:45 2019 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-fUGsDnveONArLMv_e0r4bNRPdbEBUbsJNvWdWhzUSce 0 I 0-1114--g001 7-30--00 i 27-47 i 35.0-0 36.0-00.8&.6fi--0 140 7-7-9 -0- Scale = 1:61.3 5x6 = 3x4 = 5x8 = T d 4.00 12 4 21 5 22 6 12 3x4 = 5x8 = 3x12 = 3x6 = 2.00 12 10-0-0 14.9-D 22-0.0 24fi-B 35-0-0 10-0-0 4-9-0 7-3-0 2-8-e to Plate Offsets (X Y)-- 12:0-0-6Edael 16:0-4-00-2-31 f8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 RC 0.95 Vert(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(CT) 0.34 8 We n/a BCDL 10.0 Code FBC2017/rP12014 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 or2-6-15 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/03-0 Max Hom 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 23=-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, B-1D=-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- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3Apst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=l 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 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) Beading at joint(s) 8 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 8251b uplift at joint 2 and 8251b uplift at Joint 8. Walter P. Finn PE No.22839 MTek USA, Inc, FL Cart 6634 6904 Padre Eat Blvd. Tampa FL 33810 Date: April 3,2019 Q WABNWG-Ver/tydesi9npe.nteNand NEADNOTESONTNISANDWCLUDWWEKBEFEBANCEPAGEM67=...]eNJR015BEFOREUSE Design valid for use only with MnokIsconnectoni. Tha design Is based only upon parameters shown, and Is for an Individual building component, not O` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to buckling of indvidual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with pasuble personal Injury and property damage. For general guidance regarding the fobdcatlon, storage, delivery, erection and bracing of trusses and truss systems seeANSViFil Guoldv Moro, DS549 land BCSI Burlding Component 69" Parke East Blvd. ly t SoreformelbWovo able from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexandre, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Dry Ply THEWINDSOR T166B6493 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 310:10:45 ZU19 Pagel �7 4.00 12 6x6 = 45 = Scale=1:62.3 14 13 3x5 = 2x3 II 5x6 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.60 BC 0.95 W B 0.83 Mattix-MS DEFL in (too) Vdefl Ud Vert(LL) 0.73 11 >572 240 Vert(CT) -0.9711-20 >432 180 HondCT) 0.36 9 n/a r/a PLATES MT20 MT1BHS Weight: 160 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-12 REACTIONS. (Ib/size) 2=1349/0.8-0, 9=1349/0-M Max Horz 2— 155(LC 10) Max Uplift 2=825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 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 roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; 3=70ft; L=35ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zohe;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 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) 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 Ib uplift at joint 2 and 825 Ib uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cart 6634 6994 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED ARTIFKREFERANCE PAGE ATIP74M rvY. 10012015BEFORE USE Design valId far use only with Mnek® connectors. This design Is based only upon parameters shown, and a for on Indlvlduol bullding component, not a }mss system, eaten use, the buliding designer must verity Me appllcablllty of design Parameters antl propetly Incorporate Mls tlesign Into Me overall Is design. 3racln8 indlcctetl Ls to buckling of lntlivitlualfruss web antl/or chord members oNy. AddlilonaI tempomryand permonentbmcing MiTek' prevent Isalways required(.' stab911y and to prevent conapse with possible personal ln7ury and propetly tlampBe. For general gultlance regartling Me I.", or., r. , do, g. d..Nery, e.....n and bracing of fmsses antl buss systems seeANSUiPl1 Du Cdt.lb, Dfi!-0g and BC31 eu9dlnp Componrrnt sale ry Imfem ss Oova9obte ham Truss Plot. tnstilute, 218 N. Lea Sheet Suite 312. Alexandria VA 22 14. 690a PaAe East BNd. Tampa, FL 33610 Job Truss Truss Type Oly Ply THE WINDSOR T16686494 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.24USUeo e2Ui8MIIeKlneustneS,MC. Wee Apr 81U:18:4/2Ula �1 0 4.00 F12 5x6 = 4x8 = ex10 3x5 = 2x3 11 5x8 = 2.ao tz Scale = 1:62.3 3x12 = LOADING (psi) SPACING-. 2-0-0 CSI. DEFL in (fee) Vdefl L/d PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.59 Veml-L) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT78HS 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/TPI2014 Matrix -MS Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (IWsize) 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. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-3253/1989, 3-5=-2435/1560, 56=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5164, 11-13=-323?J5441 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 Extedor(2) -1-0-0 to 2-6-0, Interior(1) 26-0 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 last bottom chord live load nonconcurrenl with any other live loads. - -3) ' This truss has been designed for a live load of 20.Opst 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. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 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. 21�1n WalterP. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: Aprj) 3,2019 Job Truss Truss Type Oty Ply THEWINDSOR T16686495 M11392 AS SPECIAL 16 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MITek Industries, Inc. Wed Apr 3 10:18:48 2019 61 d Scale=1:60.3 5xB MT18HS II 4.00 12 3x5 = 2411 Sx10 = 2.00 12 3x12 = B-6.n 14.9.0 24-6-8 35-0-0 m 1 n n I� b 8-6-0 6-3-0 9-9-8 10-5.8 Plate Offsets (X Y)-- r2:0-1-6 Ednel 18.0-3-0 Edael r10,0-1-15 Edaef LOADING (Pat) SPACING- 2-0-0 CS1. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.74 Horz(CT) 0.36 10 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -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 purlins. 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 midst 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=134910-8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max CompdMax. Ten. -All forces 250 (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=-186513040, 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=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.Opsf; h=15ft; B=70f ; L=35ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and.C-CG Exterlor(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, Interiof(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 6) All plates are.MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251b uplift at joint 10. Walter P. Finn. PE 1,10.22839 MiTek USA, Inc, FL Carl 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNING-Varflydesrm,faramatareend READ MOTES ON MIS AND INCLUDEDMfrElcOueRANCEPAGEM674n-v. l"MISBEFOREUSE Design valid for use only with MITek® connectors. IDls design Is based only upon parameters shown, and Is for on Individual building component. not a mas system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall is buckling lndNltlual taps members only. Additional temporary and permanent bracing Welk' building design. Bracing Indicated to prevent of web and/or chord Is always required for stability and to prevent collapse with poZble personal Injury and property damage, For general guidance regarding the fabriconon, storage, delivery, erection and bracing of trusses and truss systems, seaANSIRPD 9ual CModa. DSBd9 and BC51 Building Component 6904 Parka East Blvd. Safety Infarmatbrpvallable from Truss Plate Institute. 218 N. lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply T76686496 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.Z9u s Use 0 ZUl a MI I eK Inausmes, inc. vvea Apr a I uaa:vtl zu I u 4.00 12 4x6 6 Scale = 1:59.5 1 16 17 — 15 "" --' 14 12 3x6 = 2x3 It 4x6 = axis = 2x3 11 3x6 = 3x8 = 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.59 BC 0.68 WE 0.59 Matrix -MS DEFL. In (too) Well Ud Vert(LL) 0.33 14-15 >999 240 Vert(CT) -0.6414-15 >652 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purtins. 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=139910-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=--775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 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=-0404/1963 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 7-10: Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 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) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 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 wide • will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 to uplift at joint 2 and 7751b uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ®WARNING-Verilydedgnper4metersend READNOTES ON TNISAND INCLUDED MITEKHEFERANCEPAGEM9-74TJrev. laN32015aEFONEDSE Design valid for use only with MBekO connectors. fits design Is based only upon parameters shown, and Is for an Indivdual bulltling component, not a trusssystem. Before use, the bulltling all must verify the oppllcobllHy of design parameters and properly Incorporate this design Into the overall bulldingdeskgn. Brocinglndicclecla opreventbucklingofIndNidualtrussweband/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 Me fabrication storage, deWery, erection and bracing of musses and muss systems. sOeANSVIPl1 Steamy Cdtodo, DS689 and SCSI Boding Component 69N Parke East Blvd. Safety Infonnatioravaaoble mom news Flare Insmil 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply =TH T76686497 M11392 B COMMON 2 1' l Chambers Truss, Inc., Fort Pierce, FL 8.240 S Dec b 2U18 MI I eK e1OUSIrieS, Inc. Wea Apr :J lu:ltl:bl zuiv 4.00 12 3x6 Scale = 1:59.3 3x4 = 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = B-3-5 14-0.0 21-0.0 1 26-8-11 35-0-0 8-3-5 1 5.8-17 7-0-0 5-8-71 8-3-5 Plate Offsets KY)— f2'0-2-6Ednel (6.0-3-0 Edael 110:0-2-6 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well 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 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hom(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or B-0-0 cc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Holz 2=-179(LC 10) Masi 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 at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Man CompJMax. Ten. -All forces 250 (Ib) 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=.407/878, 12-14=393/858, 10A2=-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 mof 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=70@; L=351t; 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 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-" to 36-0-0 zone;C-C formembers 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 lost bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib 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.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data; April 3,2019 QWARNING-Vedlyde.19npanlmafenand READ NOTES ON THISAND INCLUDED MNEKREFERANCEPAGEMIL74lamx. IDAMIZOre BEFORE USE DosOn valid for use only with Meek® connectors. This tleslgn Is based only upon parameters shown, and Is for on Inc lOduol bulldh0 component, not ��- o truss system. Before use, the bulltling designer must verify the oppllcablllN of design parameters and properly Incaiperate this design Into the overall bulltling design. Bracing indicated Is to prevent buckling of Indlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posvbie personal hJury and property damage. For general guidance regarding the fabrication storage, delivery, erection antl broGng of cusses and truss systems, seeANsUTPn QuaBty Criteria. 05649 and eC61 Building Component 6904 Parke East Blvd. Safely InlolmaBbrvoiloble from R dm Trussafe Institute. 218 N. Lee Sheet, Butte 312 Alexantlri¢ VA P2314, Tampa, FL M610 Job Truss Truss Type Cry Ply THE WINDSOR T16686498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MI lek Inaustne3, Inc. fill J IU:la:o[ ZUle raga a ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX.ygLWhB71 MW 2rgRxtZOTkOrEfFPjAdpvL_VjVGnzUSCX is-6-0 21-0-0 360706-0 9.6.0 .0 --0:26 3]0 8-0010 71 40-00 26-0 i2t-012- I- -1 2 1620.20.0 2' -1 Scale = 1:62.4 4.00 12 44 = 57 15 58 17 56 12 59 3x6 55 9 20 5p 3x6 502 =53 54g 4 6 r.6= 3x4 22 2�1 Sx122fi3 11 19 1 23 (L2/ 63 14 v 52 n' m1 2 28 ,2a d al 3� d 35 42 43 34 44 9, 45 46. 47 48 32 49 31 50 51 30 3x6 = 6xB = 6x8 = 3.6 = 3x4 = 3x4 = LOADING (fast) SPACING- 2-0-0 CSI. DEFL. in (loci Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(L) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 3538 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017)TP12014 Matrix -MS Weight: 2081b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOT CHORD 2x4 SP'M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19. 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Ho z 2=179(LC 7) Maxi 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 250 lb 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 2-3=-169211103, 3-0=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=.436/514, 10.11=.436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514,19-21= 382/412,21-23=-382/412,23-25=382/412,25-27=-387/418 BOT CHORD 235=-939/1572, 33-35=-909/1404, 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=310/782, 19-32=-772/745, 27-32=1484/1044, 9.10=463/453, 20-21=462/454 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=4.2psh BCDL=3.Ops1; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.fi0 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 for a 10.0 lost 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 beading plate capable of withstanding 565 to uplift at joint 2, 1269111 uplift at joint 33,1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ' 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 He up at 7-", 158 Ib down and 206lb up at 9-0-12, 1581b down and 2C6 Ib up at 11-0.12, 1581b down and 2061b up at 13-0-12, 158 Ib down and 206 It, up at 15-0-12, 158 It, down and 206111 up at 17-0-12, 15816 down and 206 lb up at 17-11-4, 158 Ib down and 206 Ib up at 19-11-4, 1581b down and 206 lb up at 21-11-4, 158 lb down and 206111 up at 23-11-4, and 158 Ib down and 206 lb up at Walter P. Finn PE No.22639 25-11-4, and 158 lb down and 206 It, up at 27-11-4 on top chord, and 373 lb down and 2361b up at 7-0-0, 69 Ib down at 9-0-12, 69 MiTek USA, Inc. FL Cart 6634 lb down at 11-0-12, 69 It, down at 13-0-12, 69 lb down at 15-0-12. 69111 down at 17-0-12, 69 lb down at 17-11-4, 69 Ib down at 8994 Parke East Blvd. Tampa FL 33610 19-11-4, 69 Ib down at 21-11-4, 69Ib down at 23-11-4, and 69111 down at 25-11-4, and 691b down at 27-11-4 on bottom chord. Date: 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 data O wMNIND- Venly desfgnpemmetemand HEAD NOTES ON TNASANDINCLUDED MREKREFEFANCEPAGEMX7473mv. faal,2015BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity me apppllcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated 8 to prevent buckling of Ird! dual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always real for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSVIPI I GuaIBY CMerli D5B-09 and BC51 Building Component 6904 Parke East Blvd. Safety Infomla8onavalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T76686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:53 2019 Page 2 ID-k8GCA6bx7j2Sy1HDXFw7ye3KX-ODvuuX7f7gAilaWX65 zw3mq_p3PMG9UD9S2oDzUScW 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-S=-54, 3-15=-54, 15-27=-54, 27-29— 54 Concentrated Loads (lb) 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) A WARNING -yer/ry dapgn panmefen and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PA GE MX7n rev. t¢=015 BEFORE USE Decgn volld for use only with III connectors. THs design Is based only upon parameters shown, and is for an Individual building component, not �,- a huss system. Before use. the bulltling designer must verify the appllcoblllty of design parameters and property Incorporate th6 design Into the overall building tleslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. AddiMonol temporary and permanent bracing MiTek' Is always required for stoblllty and to prevent collapse with posslble personal Injury and property damage, For general guidance regarding the fabricatlorn storage, delivery, erection and bracing of trusses and Inns systems, seeANSVrPII Cuallry CNOrb. DSB-09 and BCSI BOEdNO Componml 6904 Pike East Blvd. Safety Infonnationovailable from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314.. Tampa, FL 33610 Job Truss Thus Type Cy Ply M11392 GRA HIP 1 1b FEWINDSORT76686499 Reference (optional) GnamDers I russ, inc.. Yon rierce, hL O.L9V SUBc a LVI. MII CR I11U Wl11CJ, u tc. YYCU M" O IV: 5x12 MT18HS = 4.00 r12 3.5 11 3x6 = 4x8 = 418 = Scale = 1:60.3 - &1 34 14 JS Ulu J] is 3V 11 4u 41 3.4 = 2x3 11 3z6 = 5x14 = 3x4 = 4x6 = 2x3 3x5 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Udefl L/d 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 2441190 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Horz(CT) 0.09 8 We rda BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-" oc bracing. WEBS 2x4 SP No.3•Except• WEBS 1Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 REACTIONS. fib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8). 8=-1159(LC e) Max Gmv 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) - Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-15341729, 3-4=-1052/1347, 4-6=-1052J1347, 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=-1591733, 3-13=-2917/1869,4-13— 848/801, 6-13=-3504/3050, 6-12=-430/666, 7-12=9407731. 7-1D=-489/690 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.Opsh h=15ft; B=70h; L=35ft; eave=59; Cat. 11; 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 fora 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 448 lb uplift at joint 2, 24421b 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 It, down and 329 lb up at 7-0-0, 90 go down and 155 Do up at 9-0-12, 90 fib down and 155 go up at 11-0-12, 9016 down and 155 lb up at 13-0-12, 90 lb down and 155 Its up at 15-0-12, 90 Ito down and 155 Ib up at V-0-12, 90 lb down and 155 lb up at 17-114, 90 It, down and 155 Do up at 19-11-4, 90 lb down and 155 go up at 21-11-4, 90 Do down and 155 lb up at 23-11-4, and 90 lb down and 155 Ile up at 25-11-4, and 2031b down and 329 lb up at 28-0-0 on top chord, and 4521b down and 2631b up at 7-0-0, 63111 down and 3lb up at 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 lb down and 3lb up at 13-0-12, 63 Ito down and 3111 up at 15-0-12, 63 lb down and 3 Ib up at 17-0-12, 63 lb down and 3 Ito up at 17-11-4, 63 lb down and 31b up at 19-11-4, 631b down and 3lb up at 21-11-4, 63 lb down and 3lb up at 23-11-4, and 63 Ib down and 3lb up at 25-11-4, and 452lb down and 263 lb up at 27-114 on bottom chord. The design/selectionof 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.22839 Mink USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARNING- Ver/Iydeslgnparametersand READNOTES ON THIS AND INCLUDED MIFEKREFERANCE PAGE Ml47473mv.iGN iBEFORE USE. Design void for use only IN M6ek61 connectors. This design L based only upon parameters shown, and is for an hdMdual building component, not ��- a hum system. Before use, Me bulming designer must verify Me opplicabllity of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for Stoattly and to prevent collapse with possible personal M7ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPiI CualNy Criteria, DSB.B9 and BCSI Building Component GIN Parka East Blvd. Safety Nformatio avalloble from Truss Flare Institute, 218 N. use Street Suite 31Z Nexantlrlo, VA 22314. Tampa, FL 33610 Job Truss Type city Ply [HEWINDSORT76686499 M11392 GRA HIP HIP 1 1ph 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_k6GCA6bx7)2Syl HDXFw7ye3KX-uDTG6sOHu81Zwk519pVCTGJuxDNe5e1 eRpCcKtzUScV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (plf) Vert: 1-3=-54, 3-7=54, 7-9=54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(8) 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) 3D=-90(B) 31=-90(B) 32=-90(8) 33=-40(B) 34=-40(B) 35=-00(B) 36=-40(B) 37=40(B) 38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B) Q WARNING-VeNlydeslgnparsmaferaendREAD NOTES ON MSANDWCLDDED MREKREFERANCEFAGEM/ 74m rev. ffl=a1SBEFOREDSE Deslinvolid form ONywtih M6ek0cmnectom This design 5based only upon perometersshowT. and is for on lndiNdual building component,not a buss system. Before use, the bulling designer must verify the opplicob0ty of design parameters end properly Incorporate Mls design Into the, verall bulldingdosign. BrccinglndlcatedIstopreventbucNingofindMduolhusswebandforchordmembersonly. Addfionaitemporary and permanent brodng MiTek' Is always requhed for slots ity and to prevent collapse with possible personal hshay and property damage, For general guldance regarding the fabrlcotion, storage, dellvery, erection and bracing of busses and huss systems. seeAN VWjI Gar Criteria. DSB49 and BCSI Building Component 69N Padre East Blvd. Safety Informatbrgvanoble from Truss Rate Irufiurfe. 218 N. lee Street Suite 312 Alexandra. VA 22314. Tampa, FL 33610 Job Oty Ply M11392 �Truss J1 �Truw`irype MONO TRUSS 8 1 rEWiNDSORT76686500 b Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:55 2019 Page 1 ID _kfiGCA6bx7)2Syl HDXFw7ye3KX-MPOeJC1vfR0DXufvEWOR?UrEfds3pKmgTx9t6zUScU 3x4 = Scale -1:6.1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL). -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hmz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight. 5lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9). 2=-140(LC 12) , Max Grav 3=1l(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.2psf; BCDL=3.0psY h=15ft; B=70ft; L=35ft; eave=61t; Cat. It Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exiedor(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 psi 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-" 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 lb uplift at joint 3 and 140 lb uplift at joint 2. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 69U Parke East BNtl: Tampa FL 33610 Date: April 3,2019 Job Tnss Truss Type city Ply THE WINDSOR T76686501 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 5 UeC 8 2Ule MI IeK Industries, Inc. Wee Apra Tu:18:ba zu19 rage 1 ID:JatiGCA6bK7j2Syl HDXFw7ye3KX-MPOeJC1 vlROOXufvE W OR7UrEYdgQpKmgTx916zUScU 1.0.0 I 3.0.0 - Scale =1:9.4 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) VdeN L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(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 WE 0.00 Horz(CT) -0.00 3 n(a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 111b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or3-M cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanioel, 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=-0(LC 12) Max Groot 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (Ib) - Max CompJMax 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.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0. Intedor(1) 2-0-0 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 nonconcunent 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 tmss to bearing plate capable of withstanding 641b uplift at joint 3, 147 lb uplift at joint 2 and 4 It, uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q wARNNG-Verify designParameters and READ NOTES ON THIS AND NCLUDED AVIEKREFERANCEPAGE 111674M rev. 104f3V2015 BEFORE USE Design volid for use only with MRekO connector. This design as based only upon porameters shown, and Is for an Individual bulltling component, nor a truss system. Before use. the bullding designer must verity the applicability of design parameters and properly Incorporate mb design Into the overall buOding design. Bracing Indicated is to prevent bucWhg of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' B always required for smabelty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of muses and truss systems seeANSIM111 Cua�-Cdfotb, DSe-09 and SCSI Building Component 69M Palle East BVd Safety Informctbrm afloble from Truss Plate InsfiMe. 218 N. Lee Street. Suite 31Z Alexontltlp. VA 22314. Tampa, FL 33610 Job Truss Oty Ply =THEWINDSORT76686502 M11392 J5 �Truss;Tylpe MONO TRUSS 81e(c,Lbonal) _ Chambers Truss, Inc., Fan Pierce, FL 3x4 = 8.240 a Dec 6 2018 MI I ex IndLL6mea, Inc. W e0 Apr 3 1U:IU:ba 2UI V rage 1 ID:_k6GCA6bx7j2Sy1HDXFw7ye3KK-rba1WY2XOlYH92E6oEXgYhOGnO2hYn5wv7hiPYzUScT Scale-1:12.7 5-ao LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Ven(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 No Na BCDL 10.0 Code FBC2017/rP]2014 Matrix -MP Weight: 17lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115IMechanical, 2=24310-8-0, 4=63IMechanical Max Horz 2=123(LC 12) 1 Max 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. Qla) - 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.CpsF h=15ft; 8=70ft; L=35ft; eave=611; 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 4-11-8 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 2-0-0 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 1041la uplift at joint 3, 1771b uplift at joint 2 and 9 lb uplift at joint 4. Waiter P. Finn PE No.22839 K'Tek USA, Inc. FL Can 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNMG-VerRydesignp meteor and R£ADNOT£S ON TNISMI)INCLUOEDafREKflEFEFANCEPAGEM674AJree 1t 0150EFORE USE Design valid for use only wim MnekO connectors. ThIs design is based only upon parameters shown. and Is for an individual building component, not a huss system. Before use, the building designer must verify the appllcabRity of design parameters and properly Incorporate this design Into me overall bulling design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary one permanent bracing MiTek' a always recrueed for stablity, aid to prevent collapse with possible personal Injury and propedy domage. For general guklance recording the fobdcotlon, storage, delivery, erection and bracing of trusses and huts systems seeANSVWII Quality Cdtonb, DSB49 and SCSI Building Component Seat Padce East Blvd. Safety mfummtionavadable from Tnss Role Institute, 218 N. Lee Street Suite 31Z Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T76686503 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 314 = 9.24D s uec a Lulu MI I ex IMUSIne3, Inc, weal Apr 4lunmot zu is rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3"Jo8Pku29B3h8nCplLx2v5v VWOSnHEL4BnOGx_zUSeS Scale: 31V=1' 7-0-0 Plate Offsets KY)-- 12:0-1-14 Edael LOADING (psQ SPACING- 2-0-0 CS]. 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 [nor YES WB 0.00 Hom(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/PP12014 Matrix -MP Weight 23 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. GOT CHORD 2x4 SP M30 BOTCHORD Rigid ceiling directly applied or 10-0-0do bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/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. (lb) -Max. CompJMax. 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; BCDLr3.Opsf; h=15f; 3=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) d-0-0 to 2-6-0, Intedor(t) 2-6-0 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 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom 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, 211111, uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 AwulYwO.VedtyEeslgnpemmetereendRFi1DNOTESOMTMZMDWCLUDEDMREKREFERANCEPAGEM67Mmv.ha=Vf5BEFOREUSE CDYgn valid for Use only with Mfrek® connectors. rhls design Is based only upon parameters shown end N for on Individual building component, trot a trim system. Before use, the building designer must vedty the applicablry, of design parameters and property incorporate this design Into Me overall buedeg design. &acing Indicated N to buckling of indNiduol fms web and/or chord members only. Additional temporary and permanent bsacing M!Tek' prevent N always rapueedfor stability and to prevent eolicpsewlm possible personal lnlury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and hiss systems weANSUIPII Quo CRady DS849 and 101 BuildNg Component 69M Palle East BNd. Safety Infurmotlonovoilable from Truss Rate Institute, 218 N. Lee Street Suite 312 Maxontld231 o. VA 24. Tahoe, FL 33610 Job Truss Truss Type Oty Ply M11392 KJ7 MONO TRUSS 4 1b rEWINDSORT76686504 Reference (optional) Chambers Truss. Inc., Fort Pierce, FL 8.240 s Ded 62018 MITek nldustnes, Inc. Wed Apr 310:18:5/ "2018 ID_kfiGCA6bx7j2Syl HDXFw7ye3KXJDBPk129B3h8nCplLx2v5vxZmOVpHBb48nOGx Scale = 1:20.6 3x4 = W 5 3x4 = 6-8-12 3.1-5 LOADING list) SPACING- 2-" CSI. DEFL. in (loc) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Verl(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matdx-MS Weight: 38 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or B-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. (lb/size) 4=127/Mechanical, 2=379/D-11-5, 5=461/Mechanical Max Harz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8). 5=-238(LC 6) Max Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-838/366 _ BOTCHORD 2-7=-487/798,6-7=-487/798 WEBS 3-7=0/307, 3-6— 920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6fl; 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 for a 10.0 psf bottom chord live load nonconcument with anyother 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 131 lb uplift at joint 4, 262 to uplift at joint 2 and 238 to 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 (PI) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F= 39, B=-39), 0=0(F=10, 8=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22639 NTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Symbols PLATE LOCATION AND ORIENTATION 13 /4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. o I For;4 x 2 orientation, locate plates 0-"19 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text In the bracing section of The output. Use or I bracing If Indicated. BEARING 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 6-48 1 1 dimensions shown Inixteen}Fis scale) (Drawings not To scale) 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 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTTek® All Rights Reserved MTek 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, property owner and all other interested parties. 5. Cut members To bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 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 wth 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 oil 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 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 16. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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 Quality Criteria.