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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# TrussName Date 1 T13569660 a 3/22/2018 2 T13569661 al 3/22/2018 3 T13569662 a2 3/22/2018 4 T13569663 a3 3/22/2018 5 T13569664 a4 3/22/2018 6 T13569665 a5 3/22/2018 7 T13569666 ata 3/22/2018 RECEIVED ' 8 T13569667 b 3/22/2018 9 T13569668 bha 3/22/2018 10 T13569669 gra 3/22/2018 MAR 2 7 2019 11 T13569670 jl 3/22/2018 12 T13569671 i3 3/22/2018 tT, Lucre County, Permitting 13 T13569672 j5 3/22/2018 14 T13569673 j7 3/22/2018 15 T13569674 kj7 3/22/2018 FILE COPY 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/rPI 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. `%`�P� `G E NSFT�'2''., ' No 22839 —•o: :CC � : STATE OF :��/` A ��'n�.•.COp10.P ��`� fit Walter.P. Finn PE No.22839 MiTek USA; Ind. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33610 March 22, 2018 1 of 1 Finn, Walter Jab Truss Truss Type cry Ply THEWINDSOR T73569660 M11392 A HIP 1 1 Job Reference (optional) cnambers I nrss, Inc., Pon Pierce, FL 8.130 aMar 11 2018 MiTek Industnes, Inc. Thu Mar 22 09:13:05 2018 1D_kfGCA6bx7j2Sy1 HDXFw7ye3KX-)R3gUsZbktWXUduXL4V56b8N7zR_LSgUaLg)G 412 4x8 2.3 II Us = 4x4 = .00 2x3 Q 4 26 5 6 7 27 48 = 2.3 6 8 9 Scale =1:60.5 3x4 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x5 = 91-0 2a--a2--2fi-0-0 n40 1"1r, 35.0.0 Plate Offsets (X,Y)-- [2:0-0-14,Edge] [4:0-5-4,0-2-01 [8:0-5-4 0-2-01 [10:0-0-fi Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Hou(CT) 0.03 10 n(a n/a BCDL 10.0 Code FBC2017/TP12014. Matrix -MS Weight: 161 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=433/0-8-0, 15=1596/0-8-0; 10=669/0-8-0 Max Horz 2— 97(LC 10) Max Uplift 2=-235(LC 12), 15=1439(LC 12), 10=-799(LC 12) Max.Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---639/108, 3-4=-396/0, 4-5— 967?/6, 5-7=-967f776, 7-8=-454/938, 8-9=-100911884, 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 Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 4-5-1 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.OpsY h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 30-11-6, Interior(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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=235, 15=1439. 10=799. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Jdb Truss Truss Type Oty. Ply THEWINDSOR Ti M11392 Al SPECIAL 1 1 Job Reference (optional) Unenrl r Was, Inc., Ton I'lerCe, 1-1. a.13U s mar 11 zui a ml l ex ID:_kfi GCA6bx7j2Syl HDXFw7ye3KX-BdcC 1-0- 11-0-0 14-9-0 79-8-14 24-0-0 27-4-7 -0- 8-6-0 2.6-0 3' iiMN43-4-7 5x6 = 2x3 11 3z4 Sx6 =. = 4.00 F12 2x3 4 21 5 6 22 7 �\ b I nu mar z2 Ue:la:uti Lola Scale=1:61.3 13 12 3x6 = axis = 5x8 MT18HS— 3x12 = 2.00 12 Plate Offsets (X,Y)-- I2:0-0-2:Edoel. f9:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Lid 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) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress lncr YES WB 0.77 Horz(CT) 0.35 9 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight:, 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP NDA 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. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102,3-4=-3006/2024,4-5=-3022/2080,5-6=-3022/2080, 6-7=4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13— 1883/3007, 12-13=-159112657, 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=1034!/12, 6-11=-373/892,7-11=-897/1523, 8-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Intedor(1) 2-6-0 to 36-M zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plategripDOL=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 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 3-8-0 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 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 100lb uplift at )oint(s) except Qt=1b) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 O WAIVING. Verify des/gnparemafers and READ NOTES ON TNISANO INCLUDED MREKBEFERANCE PAGE M/N473mx. Iaa32015 BEFORE USE. �■'• Design valid for use only wlih MBek®connectors. This design is based only upon parameters shown. and is for an individual building component not a 7uss system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall i.:EAi■q building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldanceregarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSUIP1t GualBv CMeM, DS829 and BCSI Building Component 69M Palle East Blvd. Safety mformationavaDoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Mexanddo, VA 22314. Tampa, FL 33610 Jdb I Truss Thus Type Oty Ply THEWINDSOR T73569662 Iv111392 A2 SPECIAL 1 1 ' Job Reference (optioned) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:07 2018 ID_kfi GCA6bx7j2Sy1 HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9ee Scale-1:61.3 4.00 12 54 = 3x4 = Sx8 = 4 .21 5 22 6 12 4 — 5x8 = 3x12 3x6 — 2.00 12 10-0-0 14-8-0 22.0-0 24-6-8 35-0-0 10-o-m i 4-9-n I 7-s.m 2s.e lose Plate Offsets_(X,Y)-- 12:0-0-6,Edgel, [6i0-0-0,0-2-31. f8:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 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 SC 0.95 Vert(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Hoa(CT) 0.34 8 n/a n/a BCDL 10.0 Code FSC2017/TPI2014 Mahlx-MS Weight: 160 Ib 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. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12). 8=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) 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 BOTCHORD 2-13= 1847/3008, 12-13=-1403/2418, 11-12=-155212629, 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 Structural wood sheathing directly applied or2-6-15 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.Opsf; h=15N; B=70f; L=35N; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-M to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pointing. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 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 100 lb uplift at joint(s) except Qt=lb) 2=825,8=825. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Jdb Truss Truss Type Oty Ply THE WINDSOR ' T13569663 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.130 a Mar 112016 MiTek Industries, Inc. Thu Mar 22 09:13:08 2016 4.00 12 5x6 = US = 14 13 1 2X3 11 SA = 3[5 = 2.00 12 Scale = 1:62.3 3x12 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) 0.73 11 '>572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT)-0.9711-20 >432 180 MT18HS 244/190 SCLL 0.0 Rep Stress lncr YES WB 0.83 Hoa(CT) 0.36 9 n/a we BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-e-0, 9=1349/0-8-0 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 (lb) or less 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— 107211939, 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=4.2ps1; BCDL=3.Opst h=15tt; B=70tt; L=35ft; eave=5tt; 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-" 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)-Aft plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of:20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVrP11 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 100 lb uplift at joint(s) except jt=1b) 2=825, 9=825. '7 D t2 N Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: March 22,2018 Job Truss Truss Type Ory Ply THEWINDSOR T73569664 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:092018 4.00 12 9., Sx6 = 46 = 6 7 Scale=1:62.3 21t2 16 15 302 = ads = 2x3 5xB = 3x12 = z.cD tz 8-6-0 149.0 18-0-0 24.6-8 35-0-0 9 2 fi-3-0 I 3.3.0 6.6-8 10-5-8 Plate Offsets (X,Y)-- 12:0-1-6,Edgel,19:0-3-0,Edgel, f11:0-1-15,Edde1 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(ILL) 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 rVa r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 172 lb FT=20% LUMBER - TOP CHORD 2x4SP M 30 BOT CHORD 2x4'SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. 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 Holz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=2380/1519, 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-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=-314611901,8-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=5ft; Cat. II; Expi 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 pending. 4)-All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 11=825. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bata: March 22,2018 4uWARNING-Vedrydesfgnparemefers adREAUNOTES ON TN/SANDINCLUDED M/1ENNEFEBANCEPAGEMl474M., 14,011201S BEFORE USE Design valid for use only with MReida connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a fmss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design, Bracing Indicated is o prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Sunday CrBero, DS5d9 and 1101 Building Component Safety Urormafbrnvailoble from Truss pate Institute. 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33810 Job Truss Truss Type cry Ply THEWINDSOR T73569664 bfl 1392 AS SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. Thu Mar 22 09:13:10 2018 4.00 12 6x8 II Scale=1:60.3 14 13 3x5 = 2.3 11 5x10 = 302 = 2.00 12 8-6-0 14.9.0 24.6-8 35-0-0 11�n 1n' 8.6.0 6-3-0 9-9-8 10-5-8 Plate Offsets (X,Y)-- f2:0-1-6,Edge1 18:0-3-O,Edge] (10:0-1-15 Edgel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud 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) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES W B 0.74 Hom(CT) 0.36 10 r✓a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: .160Ile FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6— 2397/1763, 6-7=-S452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14— 1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-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=70ft; L=35f ; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to -21-0-0 zone;C-C for members and forces 8 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 Oaf 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.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIrTPI 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 100 lb uplift at joint(s) except (jt=1b) 2=825, 10=825. Walter P. Finn PE No.22839 MTek USA, Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: March 22,2018 Q WARNING -V.Hfy darign paramefersendREAD NOTES CNTRISAND INCLUDED NMEK BEFEBANCE PACE MIPM rev. I040312015 BEFORE USE ' Design valid for use only with Mgek@ connectors. This design Is based only upon parameters shown and Is for an Individual bulltling component, not a truss system. Before use, the building designer must very the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndlvltlual buss web and/or chord members only. Addlllonal temporary and permanent bracing Is always required for Fairbury and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage. delNery, erection and bracing of fusses and buss systems. seeANSVrPI1 Quality C111640, D3349 and BC51 Building Component Safety lnformatbmvaaabie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job I Truss Truss Type Oty Ply T73569666 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) unamoers I was, Inc., ran Marc,% rL B.13u s mar ii zm 6 mi I ex Inuusames. Inc. III mar z2 D9:13:n 2u11 61 d Scale = 1:59.5 4.00 FIT 4.4 = 6 17 .- 15 -- -' 14 '- 12 31 = 2x3 II 46 = 3x8 = 21n 11 3x6 = 3x8 = 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DO L 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TP12014 CSI. TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.33 14-15 >999 240 -0.6414-15 >652 180 0.13 10 We n/a PLATES GRIP MT20 244/190 Weight:. 1661b FT=0 LUMBER- BRACING- TOP CHORD 2x4 SO M 30 TOP CHORD 1 Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 SO M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2— 179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. CompdMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOTCHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966f2053, 12-14=-1739/3108, 10-12=-1739/318B 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; save=6ft; Cat. IC Exp C; Encl., GCpIi 8; MINERS (directional) and C-C Extedor(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0,frem left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bosom chord live load nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chard 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 100 Ib uplift at joint(s) except Qt=lb) 2=775, 10=775. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 O WARNING -VeNlydeer9nP.fva and RE4D NOTES ON THISAND INCLUDED MrTEKREFERANCEPAGEMn-74Ta rev. 100sicerGSEFOREUSE �■� Design valid for use only with Mirada, connectors, This design is based only upon parameters shown, and is for an Individual bullding component,not a.I system. Before use, the. bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i„•��r building design. Bracing lndcoted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSUIPiI QualNNyy Criteria. Ohl-99 and SCSI luldtnp Component 6904 Parka East Blvd. Safety Informatio avalloble from red; Plate Institute, 218 N. Lee Street, Suite 312, Nexantlria. VA 22314. Tampa, FL 33610 Job Truss Truss Type cty Ply M11392 B COMMON 21•ob [HEWINDSORT735fi9667 Reference (optional) wamoers r toss, li ran Marta, rL o. tau s mar , r Scale=1:59.3 4.00 F12 3x6 = 6 3x4 = 2x3 II 3.6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = z%q 1AAA p1A.n 9R.R.11 as.n-n B-3-5 15.8.11 7.0-0 5.8.11 1B-3-5 Plate Offsets (X,Y)-- f2:0-2-6,Edge1, f6:0-3-0,Edgol, f10:0-2-6,Edge1 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(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 Hoa(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Marini 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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M 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 at jolnt(s) except 2— 371(LC12), 11 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=602(LC 1), 15=844(LC 17). 14=840(LC 18). 10=602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-007/878, 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: ASIDE 7-10; Vulf=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=70ft; L=35ft, eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.6-0, Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15,453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE Ni MTek USA, Inc. FL Ced 6634 6904 Parka East Blvd. Tampa FL 33610 Data: March 22,2018 WARNING -Vedrydeslgnpsn,meterumd REAP NOTES ON TN/SANGINCLUDED MREKREFERANCEPAGEAGuMJree fGN.Y1015 BEFOREUSE. Design valid for use only with MOek®connectors. This design is based only upon parameters shown, and is for an indlvidual building component, not o huss system. Before use, the building designer must verify the appllcobillty of design parameters and properly Incorporate this design Into the overall building ell Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing C`7 �! MiTek' a always required forstablllNandtopreventcalapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems. see/WSIMIt Quality CrBnb, Dili read BCSI Building Component Safety Informalbmvallabie from Truss Rate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. 6904 parks East BNd, Tampa, FL 33610 Job Truss Truss Type M11392 BHA BOSTON HIP1 7yPly FEWINDSORT13569668 b Reference (optional) unamoers i was, inc., ton rlerce, rL 15i Scale =1:62.4 4.00 12 4x4 = 57 15 58 17 56 12 59 3,05 55 9 2U SOM MO 22 3x6 5x12 c 53 4 6 x6 — 3x4 2�26 1 5x12 C 3 11 1 19 1 23 �! 63 52 4 n' 2 28 ,29 y, N c m d 35 42 43 34 44 45 46 47 48 33 32 49 31 50. 51 RN 30 d 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 — 7-0-0 V. 21.0.0 28-0-0 35.0-0 7-ao 7-ao N 7-0-0 7-0-0 Plate Offsets (X Y)— 132:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 3538 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 rVa n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 208 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 53-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 Do bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33. 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 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 2501b or less atjoint(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=-1692/1103, 3-4=-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=-3B2/412,25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=575/1004, 2830=568/1039 WEBS 3-35=-191/649, 27-3D=0/451, 3-33=-2090/1523, 11-33=-810/782, 1932=-7721745, 2732— 1484/1044,9-10=-463/453, 20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=70ft; L=35ft; eave=6ft; Cat. -II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with anyother 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 3-8-0 tall by 2-" 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 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017lb uplift at joint 32 and 4341b 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 lb up at 7-M, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 Ib up at 11-0-12, 158 Ib down and 206 Ib up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 lb down and 206 Ib up at 17-114, 15B Ib down and 206 lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 Ib down and 206 Ib up at 23.11-4, and 158 Ib down and 206 lb up at Walter P. Finn PE No.22839 25-11-4. and 158 Ito down and 206 Ib up at 27-11-4 on top chord, and 373 Ib down and 236 Ito up at 7-0-0, 69 Ito down at 9-0-12, 69 MiTek USA, Inc, FL Cent39 8834 lb down at 11-0-12, 69 Ito down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 Ito down at 17-11-4, 69 Ib down at Mire Padre East Blvd. Tampa FL 33616 19-11-4, 69 Ib down at 21-11-4, 69 Ib down at 23-11-4, and 69111 down at 25-11-4, and 69 lb 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). March 22,2018 AWARNING -Verity des/gnpawmeteraandREAONOTESONTHLSANOINCLUDED JBREKREFERANCEPAGEMM17473ree1aDS4!015BEFOREUSE �■� Design volld for use only with MOek®connectors. This design is based only upon parameters shown, and is for an Individual busding component, not a buss system. Before use, the bulltling designer must verify me appllcablllty, of design parameters and properly Incorporate this design Into the overall i.G=7�li bulltling design. Bracing Indicated is o prevent buckling of individual truss web and/or chord members only. Addillonal temporary and permanent bracing A M OW Is always required for stoblllN and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication. storage, delMery. erection and bracing of cusses and cuss systems, SaeANSVTP11 Stupefy, CMnW, DSB49 and SCSI Budding Component 6904 Parke East Blvd. Safety InfamtationavaJobie from Truss Rate Institute, 218 N. We Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply M11392 BHA BOSTON HIP 1 1ob [HEININDSORT73569668 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Thu Mar 22 09:13:14 2018 Page 2 ID_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC VOwpbKzybOpfEMWOXzY0i3 LOAD CASE(S) Standard 1)'Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 36-39= 20, 13=54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Loads (Ib) Vert: 35= 373(F) 30=-23(F) 42=23(F) 43=-23(F) 44= 23(F) 45=-23(F) 46= 23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F) 59=118(F) 60=118(F) 61_ 118(F) 62=118(F) 63=-118(F) A WARNING - VeUyy Ceslgn peremetere and READ NOTES ON THIS AND INCLUDED MITEK BEFERANCE PAGE MIF7473 V. 1 N030015 BEFORE USE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component not a fmss system. Before use, the bulldIng designer must verly the oppllcoblllN of design parameters and properly Incorporate this design Into the overall bulltlingdeslgn. SrocingIndicated Istoprevent bucidingoflndvidualfrom web and/or chard members only. Addltlonaltemporary and permanent bracing r MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. dellvery, erection and bracing of busses and truss systems WeANSVTPl1 pu�lIlt�1sV. CM�do, DSa-0g and aC51 aWdhp Component Safety Nfomrotbrrwalioble ham Truss Plate Institute, 218 N. Lee Sheaf, suite 312 Alexandria. VA 22314. 690G Parka Eest Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply THEWINDSOR T73569669 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Eire MT18HS = 4.00 12 3x5 II US = 4x6 = Axe = Seale=1:60.3 15 33 34 14 35 13 36 37 39 1239 11 40 41 10 3x4 = 2x3 II Sire = 5x12 = 3.4 = US = 2L/ II 3.5 = LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017?PI2014 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 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TC 0.94 Vert(LL) 0.3010-21 >792 240 MT20 244/190 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 244/190 WB 1.00 Horz(CT) 0.09 8 n/a n/a Matrix -MS Weight: 1531b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudlns. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1Row at midpt 6-13 2 Rows at 1/3 pts 3-13 REACTIONS. (Ili/size) 2=750/0-8-0, 13=322310-8-0.8=1225/0-8-0 Max Hom 2=-78(LC 6) Max Uplift 2=448(LC 8), 13=-2442(LC 8). 8=1159(LC 8) Max Gran, 2=755(LC 17), 13=3223(LC 1). 8=1225(LC 18) FORCES. (Ili) - Max CompJMax. Ten. -All forces 250 (Ili) or less except when shown. TOP CHORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7— 1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10= 2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13= 3504/3050, 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=128ni TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 for a 10.0 pet 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-" 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 Ili uplift at joint 2, 24421b uplift at joint 13 and 1159 Ili uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2031b down and 329 Ili up at 7-0-0, 90 Ili down and 155 lb up at 9-0-12, 90 Ili down and 155 Ili up at 11-0-12, 90 Ili down and 155 Ili up at 13-0-12. 90 Ili down and 155 Ili up at 15-0-12, 90 Ili down and 155 Ili up at 17-0-12, 90 Ili down and 155 Ili up at 17-11-4, 90 Ili down and 155 Ili up at 19-114, 90 Ili down and 155 Ili up at 21-11-4, 90 Ili down and 155 Ili up at 23-114, and 90 Ili down and 155 Ili up at 25-114, and 203 Ili down and 3291b up at 28-0-0 on top chord, and 45216 down and 2631b up at 7-0-0, 63 lb down and 3 Ili up at 9-0-12, 63 Ili down and 3 Ili up at 11-0-12, 63 Ili down and 3 Ili up at 13-0-12, 63 Ili down and 31b up at 15-0-12, 63 Ili down and 3 Ili up at 17-0-12. 63 Ili down and 3 Ili up at 17-114. 63 Ili down and 3 Ili up at 19-11-4. 63 Ili down and 3 Ili up at 21-114, 63 Ili down and 31b up at 23-114, and 63 Ili down and 3 Ili up at 25-114, and 452 Ili down and 263 Ili up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard t�l 6 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: March 22.2018 A WARNING -Verity deslSaparameters and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MU7473 rev. 10VAY2015 BEFORE USE. �■�• Design valid for use only with Mnelc®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building doslgner must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for sloblllty and to prevent collapse with possible personal Injury and property damage. For general guidance opertling the fabricari storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualtlByy CAfedu, DSB419 and BCSI Building CompOnent Safety mformatbrevallable from Truss Plate Institute. 218 N. Lee Sheet. Sidle 312 Alexantlrla. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job I Truss Truss Type Oty Ply M11392 GRA HIP1ob [HEWINDSORT73569669 Reference o tional 1 russ, Inc., FOn Francs, l-L 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 2 ID _kfiGCA6bx7j25y1 HDXFW/ye3KX-GMfcaHhsNyn7hAlSxBhFlWiV_m7eChzGytu53wzzVGi2 LOAD CASE(S) Standard 1)'Dead+Hoof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-7=S4, 7-9=-54, 16-19— 20 Concentrated Loads (Ib) Vert: 3=-147(B) 7=147(B) 15=452(B) 13=-40(B) 4=-90(B) 11 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=40(B)35— 40(B) 36=40(B) 37=40(B) 31 39=40(8) 40=40(B) 41=40(B) ®WARNING-V.111ydrjil. arenietersenAREAD NOTES ON TNISAND INCLUDED NmEKREF£RANCEPAGEM 74T-Jms. IMMSO015BEFORE USE Design valid for use only with Wei connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrica0on, storage, delivery, erection and bracing of trusses and fuss systems seeANSI/TPIT Cu World. DSB49 and SCSI Suldbg Component 6904 Parke East Bald. Safety NlOnnalbrxrvallable from Truss Plate ?institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 7 Job Truss Truss Type Oty Ply THE WINDSOR T13569670 M11392 J1 MONO TRUSS 8 1 - • Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar l l 2018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Pagel ID:_k0GCA6bx7j2Sy1HDXFw7ye3Kx-OMfcaHhsNyn7hAlSxBhRWiYAk7oOhCgytu53w Y0i2 3x4 = Scale =1:6.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(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 Incr YES WB 0.00 Horz(CT) 0.00 4 file n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5lb FT=0 LUMBER - TOP CHORD Ex4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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 Gray 3=1l(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. 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; SCDL=3.0psf; h=15ft; B=701t; L=35ft; eave=61t; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=L60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide_ mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ito uplift at joint 3 and 140 Ito uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 AWARN/NG-Verllydeslgap4rsmeteraendREADNOTESONTHISANDINCLUDEDMREKREFERANCEPAGEM/N4Tarev.IsIXIN1SBEFOREUSE Design void for use only AM Maek® connectors. Als tleslgn Is based only upon parameters shown, and Is for on IndNldual building component, not a truss system.. Before use, the building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall bullOing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary antl permanent bracing 1k MfTek• e always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIII41 Quell XSyy CMulo, DS049 and SCSI Bulding Component 6904 Parke East Blvd. Safely fnformationa callable from Truss Plate InsHiute. 218 N. tee Street. State 312. Alexcntldo. VA 22314, Tampa, FL 33610 Jab Truss Truss Type cry Ply HEWINDSORT735fi9671 M1 J3 MONO TRUSS 8 1ob [.1392 Reference (optional) cnarnoers miss, Inc., ran I•lerce, I-L 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Mar 22 09:13:16 2018 3x4 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL, in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Ida rVa BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4SP No.3 REACTIONS. (Ho/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12). 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 to FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=I65mph (3-second gust) Vasd=128mph; TOOL=4.2psf; BCDL=3.Opsh, h=151t; B=7011; L=35ft; eave=6ft; 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 2-11-8 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 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 541b uplift at joint 3, 147 to uplift at joint 2-and 4 Ib uplift at joint 4. Scale =1:9.4 Water P. Finn PE No.22839 Mirk USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING- Vedrydsslgnparamelenend BEAD NOTES ON THISAND/NCLUDED MIFEKBEFEBANCEPAGEM674"mre. lasoadISBEFOBE USE ��• Design valid for use only with Mnek0 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 very, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual two web and/or chord members only. Additional temporary and permanent bracing MTek' 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 end bracing of trusses and truss systems, seeANSUTPII Qualryryyy Call D3249 and ICSI Building Component 6904 Parke East Blvd. Sably Informationovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandrl¢ VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply r M11392 J5 MONOTRUSS 8 1 FEWINDSORT73569672 b Reference (optional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 6.13Vs Mani Lulu Ml leK mousines, Inc. mu mar zz ua:iJ:l/auto rage ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX.MknN?47vZl gwTpg2cjvb7dNcpKF96KFLCaA szY0i0 Scale =1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 Cal. DEFL. in (too) Vdefl Ltd 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 >964 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MP Weight: 17 lb. FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudlns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=24310-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 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 Exterior(2) -14).0 to 2-6-0, Interior(l) 2-6-0 to 4-11-B 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 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22838 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33618 Date: March 22,201'8 Job r Truss Truss Type OIy Ply THE WINDSOR T13569673 M11392 � J7 MONO TRUSS 24 1 Job Reference (optional) wamoers I was, Inc., ran rnerce, rL b.13U s Mar 11 zule mi I ex IOGGSmes, Inc. I Ou Mar zz uunun / zm d 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(CL) 0.17 4-7 >494 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Verl -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a File BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88Mtechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-211(LC 12), 4=-12(LC 12) Max Grey 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale:3/4'=1- PLATES GRIP MT20 244/190 Weight: 23 Re HT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=4.2ps1; BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-64), Intedor(1) 2-6-0 to 6-11-8 zone;C-0 for members and farces & 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 nonconcument 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 2-0-0 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 Ib uplift at joint 2 and 12 to uplift at joint 4. Walter P. Finn PE No.22839 MlTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING - Ver/fy desf9dpararadaeend READ NOTES ON TNISAND/NCLUDED MI FEVREFERANCEPAGEMh)473re¢ 1B2Ai4p15BEFORE USE valld for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a hum system. Before use, the building designer must verify the app6pability, of tleslgn parameters and properly Incorporate this design Into the overall bulltling design, Bracing Indicated is to prevent buckling of lndlvdual hum web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery. erection and bracing of trusses and hum systems. seeANSVWII QUOImy Criteria. DSB-59 end BCSI Building Component Safety Inforrnatbrnvaioble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. 1`.1 Mal' MOW 6904 Parke East Blvd. Tampa, FL 33810 M11392 - IKJ7 (MONO TRUSS ID_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gxLIDljlgt9hYdO1cJEBBLAgbCnNuWgF 6.8-12 9-10-1 1-&0 6-BA2 3-1-5 Scal, 3.4 = " 5 3x4 = 6-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.24 HOrz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 .Matrix -MS Weight: 38 lb. FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Herz 2=192(LC 8) Max Uplift 4'=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Gray, 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 2-3=-838/366 BOT CHORD 2-7=-487l798, 6-7=487/798 WEBS 3-7=0/307, 3-6=-920/561 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=15N; B=70ft; 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 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 beading plate capable of withstanding 131 Ib uplift at jointt4, 262 Ib uplift at joint 2 and 238 He uplift at joint S. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, 8=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING-Vedfirdafenpriemetersard READ NOTES ON THISAND/NCLUDED MREKHEFEBANCEPAGEMl474mrev. i¢N 015 BEFORE USE. Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and Is for an Individual bulltling component.not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of IndNidual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and. property damage. For general guidance. regarding the fabrication. storage: delivery, erection and bracing of busses and truss systems seeANS171911 OualBryyy Crimea, DSB-89 and BCSI Bui Component action, mformatblavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. WSW 6904 Parke East Blvd. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 13 /4 Center. plate on joint unless Y.y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x2 orientation, locate plates 0-110 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 Indicated bysymbol 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. 648 dimensions shown tscale) (Drawings not to scale) 1 2 3 TOP CHORDS 0 Of O x U a O F- 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 Of O x U o_ O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer.. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer. erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane 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 wfh 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 usedshall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and bad 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/IPI 1 Quality Criteria.