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TRUSS PAPERWORK
RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 sQgNNED Lot/Block: Model: 71 Carlton 3 Bedroom Rear Porch By Address: unknown Subdivision: St. Luce City: St. Lucie County State: FL 1 COU►1ty General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 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 T13569660 a 3/22/18 2 T13569661 a1 3/22/18 3 T13569662 a2 3/22/18 4 T13569663 a3 3/22/18 5 T13569664 a4 3/22/18 6 T13569665 a5 3/22/18 7 T13569666 ate 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22/18 10 T13569669 gra 3/22/18 11 T13569670 11 3/22/18 12 T13569671 13 3/22/18 13 T13569672 15 3/22/18 14 T13569673 17 3/22/18 15 T13569674 kj7 3/22/18 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, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSL TPI 1, Chapter 2, 1oft FILE COPY DEC 2 0 2018 J�..P�IER'P,F7� ENgF;� i No 22839 : Ir �. STATE OF :*'4/ O R 1 S �O 1ONAL EC%--%% Walter P. nnn PE No.22839 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 March 22,2018 n... Finn, Walter Job Truss Truss Type Oly� Ply T13569660 M11392 A HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers I was, Inc., ran I'lerce, FL 4.00 F12 4x8 = Sri 4 ID_kiGCA6bx7125y1 HDXFw7ye3KK-jR3gUsZbkiWXUduXL4V56b8N7zH LSgUaLgXZYzYOiC 20-2-13 26-0-0 28-1-2 35-0-0 36.0-p 5-3-73 5.9.3 2-1.2 6AID-14 1-0-0 Scale=1:60.5 2.3 II 3x6 = 4x4 = 48 = 2x3 26 5 6 7 27 8 9 10 IJ 3x4 = 3x4 = 3x6 = 6.8 = 3x4 = 1.6 = 3x4 = 3x5 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.57 BC 0.47 W B 0.94 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) I/deft L/d 0.42 12-23 >572 240 0.3712-23 >659 180 0.03 10 n1a We PLATES GRIP MT20 244/190 Weight: 161 Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (III 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. (II -Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4= 396/0, 4-5=-967l776, 5-7=-9677776, 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, B-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; B=70ff, L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.i8; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 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 1001b uplift at joiri except (jt=lb) 2=235, 15=1439, 10=799. Welter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33810. Date: March 22,2018 Q WARNING -Verify design parameters and READ NOTES ON THISANOINCLUDED MREKNEFENANCEPAGEMIF74" ram. IGIV120159EFOPEUSE. Design valld for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss sysfem. Before use, Me building designer must verify the applicabirly of deslgn parameters and propery Incorporate thls design Into Me overall bulltling design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only, Addltlonal temporary antl permanent brccing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gultlance regarding the fabrlcoilon, storage, dellvery, erection and bracing of trusses and #on systems. seeANSUlpll Quo" Ci erla, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infoonallorlavallable from Truss Plate Institute, 218 K Lee Sheet, Suite 312, Alexantlrlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty' Ply THE WINDSOR T135fi9fifi1 M11392 Al SPECIAL 1 1 Job Reference (colonel) Chambers I was, Inc., Von Herds, rL 6. ruv c,v,u, , , cu w m pt,n . 1.1- _ ID:_kfiGCA6bx712Syl HDKFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgK7NVK Scale = 1:61.3 5x6 = 2x3 II 5x6 = 4.00..12 5 3x4 = 'v, A 21 fi 22 ] _. 13 12 3x6 = 3x5 = 54 MTI BHS= 3x12 = 2.00 72 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.63 Ved(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ved(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 Na n/a BCDL 10.0 Code FBC2017/7PI2014 Matil Weight: 1551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (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, B-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=362/617, 5-12=-269/279, 6-12=-1034l/12, 6-11=-373/892, 7-11= 897/1523, B-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=70f; L=35ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; Mill (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for alive 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 1001b uplift at joints) except (jt=lb) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - yedlydeslgnparemelelserd READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M/F14TJrev. rive a15 BEFORE USE Design valid for use only with MOedo, connectors. This deelgn Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system.. Before use, the bulltling designer must verify the appllcablllty, of tleslgn parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of lntlNldual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always requlretl for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrication, storage, delivery, erection antl bracing of trusses and muss systems, seeANSVMII Cuallly CMoll DSO-89 and all Building Component Safety Informationavollobie from Truss Plale Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty, Ply THE WINDSOR T13569662 M11392 A2 SPECIAL 1 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL H.1Ju s Mar 11 zule MiTek en industries, Inc. Thu Mar 420ea3:0 Scale = 1:61.3 5.6 = 3z4 = 5x8 = 4.00 I12 4 21 5 22 6 12 3z4 = Sx8 = 3x12 = 3z6 = 2.00 F12 10-0-0 14-9-0 22-0.0 24-6-8 35.0-0 10.0-0 4-9.0 7-3-0 2.6.8 10.5.8 Plate Offsets (X Y)-- [2:0-0-6 Ednel 16'0-4-0 0-2-31 [8:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 Rep Stress [nor YES WB 0.86 Hom(CT) 0.34 8 Na n/a BCDL 10.0 Code FBC2017/IP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pur ins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Ho¢ 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4= 3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13— 1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268, 7-10=-503/530 NOTES- 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=3.0ps1; h=1511; B=701t; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Eldedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 8 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 100 Ib uplift at joints) except (jt=lb) 2=825, 8=825. Water P. Finn PE No32839 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Data; March 22,2018 AWARNING-V.1Uy Eesfgnparemeferean,i READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMIP7473rev. far044/1015 BEFORE USE. Design volld for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on individuol bullding component, not ��- a buss system Before use, the building designer must verify the appllcabllify of design parameters and properly Incorporate this design Into the overall bulidingdesign. Bracing lndlCatedIstoprevent bucWingoflndlVlductb ss web and/or chord members only. Addltlonaltemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property dcmoge. For general guidance regarding the storage, delivery, erection and bracing of trussNStlIPII es and truss systems, seeAQuality Chub, DSB-59 and BCSI Building Componon4-. Bsoa Pella East Blvd.fabrication, Safety Nformatbrgvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, A mandtla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty' Ply THE WINDSOR T13569663 M11392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Florae, FL a.ruesnmir.ao,n1--u,uuou...r.L. ,,,6,.•_,..-• ID:_kfiGCA6bx7j2Syl HD%Fw7ye3KK-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzY0i9 h0- 8-6.0 15-0-0 20.0.0 24.6.8 27-4-7 35-o-0 6.0- -0- 8-6A 6-6-0 SA-0 4-6-e 2-9-15 7-7-9 -0- 4.00 F12 5x6 = 4x5 = Scale=1:62.3 14 13 3x12 = 3x5 = 2x3 15x6 = 2.00 F12 LOADING (pat) SPACING- 2-0-0 CSt. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT)-0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Inor YES WB 0.83 Horz(CT) 0.36 9 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 160111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Ho¢ 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=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 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 100111 uplift at joint(s) except (jt=lb) 2=825, 9=825. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING -Verity CeslOaParemetn,.rd READ NOTES ON TNLSANO INCLUDED MmEKFEFERANCE PAGE 111I47473rew. 10/Oa101a BEFORE USE Deslgn valid for use only with MnekO connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use, the bulltling deAgner must verify the oppllcoat ty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrlcotlon, storage, dellvery, orectlon and brocing of trusses and truss systems, seeANSVIPII Quollly Critelli b5B-W and SCSI Building Compoaenr 6904 Parke East Blvd. Safety Infamlationovalloble from Truss Plate Ins11Me, 218 N. We Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty' Ply THEWINDSOR T73569664 M11392 A4 SPECIAL 1 1 Job Reference o lional Chambers Truss, Inc., FOn Pierce, FL o. iovs rear i i 26i6 Whi win 4.00 12 Sx6 = 46 = 2x3 II 6 7 Scale=1:62.3 N m 2 N 0 16 15 3x12 = axis = 2.3 II 51 = 3x12 = 2.00 12 8-6-0 14.9.0 18-6-8 35-0-0 9112 6-3-0 Si-3-0 6.6.8 10-5-8 _ Plate Offsets (X Y)-- (20-1-6 Edael [9:0-3-0 Edge] [11:0-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES W B 0.98 Hmz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matir Weight:, 1721b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 844 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Mom 2=-175(LC 10) Max Uplift 2=825(LC 12), 11=-825(LC 12) FORCES. (Ib) -Max. CompidMax. 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= 3146/1901,8-13=-1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vascli 28mph; TCDL=4.2psf; BCDL=3.Opst h=15H; B=70f : L=35ft; eavei Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exter r(2) -1-0-0 to 2-6-0. Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Coming. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1OD lb uplift at joint(s) except (jt=lb) 2=825, 11=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 QWARNING- Vertlydesign peramerers antl READ NOTES ON THIS AND INCLUDED M?EKHEFENANCEPAGEM147473 rev. 1N0a1o1SDEFOHEUSE Deslgn valid for use only with MRelda connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a buss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliver , erection and bracing of trusses and truss system£ seeANSV Plt Guallly Criteria, Di and BCSI Butding Component 6904 Parke East Blvd. Safety Informationavarable from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply THE WINDSOR T73569fifi5 M11392 AS SPECIAL 16 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL o. i au a Mar 11 2016Miren inuuernea, mc. uia,.,a,« oo., 0., d 4.00 12 6.8 11 Scale =1:60.3 14 13 3x5 = 2.3 II Sx10 = 2.00 12 3x12 = 8.6-0 14-9-0 24-6-6 35-0.0 )21 8.6.0 6-3.0 9-9-8 10-5-8 Plate Offsets (X Y)-- [29-1-6 Edge] [8:0-3-0 Edgel 10:0-1-15 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 VerI 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 [nor YES WE 0.74 Horz(CT) 0.36 10 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Welght: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Simctural wood sheathing directly applied or 2-2-0 oc pudins. 14,8-11: 2x4 SP 130 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at Tricot 6-12 WEBS 2x4 SP No.3 *Except* 6-12; 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/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 Comp./Max. Ten. -All forces 250 (11 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=-539813482, 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) Vascli 28mph; TCDL=4.2pst BCDL=3.Opst h=151F B=70tt; L=35f; eave=5tt; Cat. II; Exp C; Eri GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with SCDL= 10.Opsf. 6) Bearing at joints) 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 100111 uplift at ]oint(s) except Qt=1b) 2=825, 10=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 AWARNING- Verifydeals.WasnuItem III NOTES ON THIS AND INCLUDED MITSKREFERANCEPAGEAUP7473 re, 11111120159EFORE USE. Design valid for use only with MBek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, lire building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of lntllviduai truss web and/or chord members only, Addhonal temporary antl permcnent bracing M!Tek' Is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding fire fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI I Guall Criteria. DSB-69 and SCSI Building Componont 6904 Parke East Blvd. Safely Infomratbrnvallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty' Ply THE WINDSOR ' T13569666 M11392 ATA COMMON 5 1 Job Reference o tional wamoers IFUSS, nm., rVn riee, , rL r3 Scale = 1:59.5 4.00 12 44 = 6 17 '- 16 "" -' 14 -- 12 3x6 = 2x3 11 4x6 = 3.8 = 2x3 11 34 = 3xB = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ve I LL) 0.33 14-15 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.6414-15 >652 180 BCLL 0.0 ' Rep Stress ]nor YES W B 0.59 Hori 0.13 10 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS 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=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. CompJMax. 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— 3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15= 560/968, 3-15=-681/524 PLATES GRIP MT20 244/190 Weight: 1661b FT=0 Structural wood sheathing directly applied or 3-1-15 oc purlins. Rigid ceiling directly applied or 5-2-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15N; B=70ft; L=351t; eave=6fU 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, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D01--1.60 3) 100.0I1b 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=775, 10=775. Water P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Padre East Blvd. Tampa FL 33810 Date: March 22,2018 O WARNING- Verity design parametemand READ NOTES ON TH/SAND INCLUDED MREK REFERANCE PAGE AW7473 rev. 1002421IISBEFORE USE. Design valid for use only wim Mnekw connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bulltling designer must verify the appllcabilN of design parameters and properly Incorporate tots design Into the overall building design. Bracing lndlcaled is io prevent buckling of Individual muss web and/or chord members only. Additlonol temporary and permanent bracing M)Tek- Isalways required for slablllly and to prevent collapse with possible personal Injury and property demand. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSVMIT Coal Crdedn, DSB-89 and BCSI Budding Component 6904 Perke East Blvd. Safety Informatbrnvdicble from Truss Plate InsBtute, 218 N. Lee Street Suite 312, Alexondrlo, VA 22314, Tampa, FL 33610 Job 22 09 Truss Truss Type Cry Ply THE WINDSOR T735fi9667 M11392 B COMMON 2 1 Job Reference o tional .12 n . o o...,,, , Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek madames, Inc. Thu Mar .13. �1 O 4.00 12 3x6 = Scale = 1:59.3 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 8-3-5 14.0.0 21-0-0 26-8-11 _ _ 35.0.0 B3.5 15-8-11 7-0-0 15.8-11 8-3-5 Plate Offsets (X Y)-- [2:0-2-6 Edge] [6:0-3-0 Edgel [10:0-2-6 Edge] LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(ILL) -0.1114-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL '1.25 'BC 0.38 Ved(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Inch YES WB 0.63 Hori 0.03 10 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matdx-MS Weight:. 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10= 371(LC 12) Max Gmv All reactions 250 Ile or less at joints) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (tall -Max. Comp./Max. Ten. -All fames 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, 10-12=393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15= 277/325, 7-14=-277/326, 9-14=-819/592, 9-12=-5/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=70ff; L--35fC eave=SD; 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 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and farces & 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 of20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Its uplift at joint 2, 4531b uplift at joint 15,453 lb uplift at joint 14 and 371 Ib uplift at joint 10. Walter P. Finn PE No.2t839 Mil USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date; March 22,2018 QWARNING- Vedlyde.@rsPArametersend READ NOTES ON THISANU INCLUDED MWEKREFERANCEPAGENIF74".r . 10,034015 BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not o truss system. Before use; the building designer must verity the applicability of design pmametea and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon storage, delivery, erection and bracing of trusses and truss systems. seeANS1/IP11 CualNy Cmeda, DSB-69 and BCSI Building Component 69N Parke East Blvd. Safety Informatbrnvollobie from Truss Plate Institute, 21B N. we Street Suite 312, Alexontlr o. VA 22314, Tampa, FL 33510 Job Truss Truss Type Oty Ply THE WINDSOR T73569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industnes, Inc. Thu Mar 22 09:13:13 2018 Page 1 ID_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kD89g0acyr5zY0i4 15-6-0 21-6-0 9-60 11.6-0 13-6-01400 1P6-0 19-80 2i0-0 23-6-0 25-6-0 28-0-0 35-0-0 36-0-0 (1-0�0 7-ao 1 2-60 �2-0-0 1 2-0-0 -e- 1-sa x-o-0 1 z-o-o 11-s-o olsTi 2-0-0 1 2,0 2-s-o 1 700 100 Scale= 1:62.4 52 3x4 = 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 55 9 20 3x6 54g 60 pp 5x12 i 53 4 6 x6 — 3x4 2101 5x12 26 3 11 1 19 1 23 C97 35 42 LOADING (psf) 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. FBC2017/7PI2014 Od f 14 28 29 to c4 Ira 43 34 44 33 45 46 47 48 82 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 0 21-0.0 28.0.0 35-0.0 3 7-0-0 7-0-0 7-00 CSI. DEFL. in (loc) Well Lid PLATES GRIP TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 2441190 BC 0.54 Vert(CT) -0.16 35-38 >999 180 WB 0.65 Horz(CT) 0.04 28 We Na Matrix -MS Weight:.208 lb FT=0 LUMBER- BRACING - TOP CHORD- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33>1269(LC 8), 32=-1017(LC 8). 28=-434(LC 8) 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=-1692/1103, 3-4=-105/259, 27-28=-11291`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 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30= 568/1039 WEBS 3-35=-191/649,27-30=0/451, 3-33=-2090/1523,11-33= 810/782,19-32=-772l745, 27-32=1484/1044, 9-10=463/453, 20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord 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 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 10171In uplift at joint 32 and 434lb uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 It, up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 Ib up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-114, 158 Ib down and 206 lb up at 21-11-4, 158 Ib down and 206 lb up at 23-114, and 158 lb down and 206 lb up at, 25-114, and 158 lb down and 206 lb up at 27-114 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 Ib down at 9-0-12, 69 Ib down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4. 69 Ib down at 21-114, 69 lb down at 23-11-4, and 69 lb down at 25-114, and 69 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 Ill USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3381D Date: March 22,2018 QWARNING- Verify designparemefersend READ NOTES ON MIS AND INCLUDED MREKHEFEHANCE PAGE MIF7473rev. 102aQ015 BEFORE USE. Deslgn valid for use only with Mnel� 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 verlfy the opplicablity of deslgn parameters and properly Incorporate this design Into the overall bull0ing design Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability, and to prevent collapse with possible personal injury and property damage. For general guldonce regarding he fcbricctlon,storage,delivery, erection and bracing of trusses and truss systems, seeANSVrPi t Quality Crises, DSIi and BCSI Buetllop Component 69" Parke East Blvd. Safety Infoanatbrlavotable from Truss Plate Insfitute. 218 N, Lee Street, Sulta 312, Alexandria, VA 22314 Tampa, FL 33610 Jab Truss Truss Type Oty' Ply THEWINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 13.1 JU s Mar 11 aul a Mr i el( mousmes, me. i nu mar zz Va: i 0: vs zu ra Faye A ID:_kfiGCA6bx7i2Syl HDXFw7ye3KX-y95ENxgEcetG304FNTAC VOwpbKzybOpfEMWOXzY0i3 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1-3=-54,3-15=-54, 15-27=-54, 27-29— 54 Concentrated Loads (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) 51 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) AWARNWG-VOHlydesignprahra mereendREADNOTESONTHISAND/NCLUDEDMITEKREFERANCEPABEMX7M...1W0arza15BEFOREUSE. Design valid for use only with MBebG connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing WOW 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 busses and hum systems seeANSVWII Quality CrItir DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety InformaWrgvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type DIV Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference optional Gnamoers I russ, no., ran r196e, rL 4.00 F12 ll MT18HS = 3 3.5 I Sea = 48 = 4x8 = 22 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 3x4 = 2.3 II oo ur 3z6 =u, 5zi2 = JV JY 3xd = 4z6 = . 2x3 II 3x5 = 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 NO Code FBC2017/TP12014 CSI. TC 0.94 BC 0.67 WS 1.00 Matrix -MS DEFL. in (loc)/dell Ud Vert(LL) 0.30 10-21 >792 240 Ven(CT) -0.3010-12 >812 180 Horz(CT) 0.09 8 n/e Na PLATES MT20 MT18HS Weight: 153 lb GRIP 244/190 244/190 FT=20% LUMBER- -BRACING- TOP CHORD 2x4 Be M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3•Except* WEBS 1Row at all 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pts 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Hors 2= 78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8). 8=-1159(LC 8). Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) 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— 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=-940031, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust).Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; hl5ft; B=70ft; L=35ft; eave=5ft; 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 bottomchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4481b uplift at joint 2, 24421b uplift at joint 13 and 1159 lb uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 Ib up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 It, up at 13-0-12, 90 It, down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 Ib down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-114, 90 lb down and 155 Be up at 21-11-4, 90 Ib down and 155 Ib up at 23-11-4, and 90 Its down and 155 lb up at 25-11-4, and 203 Ib down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up of 7-0-0, 63 Its down and 3 lb up at 9-0-12, 63 It, down and 3lb up at 11-0-12, 63Ib down and 3 Ib up at 13-0-12, 63Ib down and 3lb up at 15-0-12, 63Ib down and 3 Ib up at 17-0-12, 63Ib down and 3 Ib up at 17-11-4, 63Ib down and 3 Ib up at 19-114, 63Ib down and 3 Ib up at 21-11-4, 63 Ib down and Waltill Finn PE Na12839 3 Ib up at 23-11-4, and 63Ib down and 3 Ib up at 25-11-4, and 452 Ib down and 2631b up at 27-11-4 on bottom chord. The MiTek USA, Inc. FL Cert 6834 design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33810 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: LOAD CASE(S) Standard March 22,2018 Q WARNING. Verity deergnpammefemand HEAD NOTES ON THISAND INCLUDED MITEKREFERANCEFAGEMP-7473 rev. 1"JI21715eEFGREGSE. Deslgn valid for use only with M9ea contractors. 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 the applicabllity, of design parameters and properly Incorporate this design Into the overall bulltling design. Ill Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcal storage, tlellvery, erection and bracing of trusses and truss systems, seeANSVIPII CualMy ClBaaa, DSB419 and BC31 Building Component 6904 Parke East Blvd. Safety Informalbnwcllable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlea. VA 22 l4. Tampa. FL 33610 Truss Truss Type Oty Ply THE WINDSORT735fi9669 F39Mc'1'I 2 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 18 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7— 54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=452(B) 13=40(B) 4=-90(B) 10=-452(B).22=-90(B) 23=-90(B) 24— 90(B) 26=-90(B) 27= 90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B) 40=AO(B) 41=40(13) AWARN/NG-VerityCesignpammetemandREADNOTESORTHISANDINCLUDEDMMEKREFERANCEPAGEMII-74Tamv.lNalaMBEFOREUSE. Design void for use only with MBekO 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 the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndvldual truss web and/or chord members only. Additonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldanceregording the fabrication, storage, delivery, erection and bracing of trusses and tmss systems, seeANSVIPII CualMy Cdlarb, DSBd9 and SCSI Building Compononf 69N Parke East Blvd. Safety In/asmationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexantlrlo. VA 22374, Tampa, FL 33610 Job Truss Type Of Ply THE WINDSOR T13569670 ]Truss M11392 J1 MONO TRUSS 8 1 Jab Reference a tional P 1 Chambers Truss, Inc., Fort Pierce, FL a.130 s Mar 11 2018 MITek Industnes, Inc. Thu Mar 22 09.13.15 2018 age ID: _kf GCA6bx7j2Sy1 HDXFw7ye3KX-OMfmHhsNyn7hAfSxBhRWiYAk7oOhCgytu53wuY0i2 3x4 = LOADING (psi SPACING- 2-0-0 CS'. DEFL. in (loc), Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 V. 1(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC '0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Inca YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2019?PI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0.0 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.Opst h=15ft; B=70ft; L=35ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3 and 140 Ib uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL 16834 -69M Parke East Bind. Tampa FL 33618 Date: March 22,2018 QWARNING-Vertty Cesignpararratereand READNOTES ON MIS AND INCLUDED MREKREFERANCEPAGENIP74mre, 10034WI5BEFONE USE. Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the appllcoblltiy of design parameters and properly Incorporate this design Into the overall buildingtleslgn. Bracing Indicated Is to buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing Is! WOW prevent Is always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSUIPD CuaiByCmodD, DSB-59 and BCSI Building Component 69N Parke East Blvd, Safety Intemtattanavallable from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexantlrlo. VA 22314. Tampa, FL 33610 Job as Truss Type Ory' Ply M11392 J3 MONO TRUSS 81ob [HEWINDSORT73569671 Reference o tional cnam ers i russ, no., run rierce, rL 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Udef1 L/d TOLL 2% Plate Grip I 1.25 TC 0.18 Ven(LL) 0.01 4-7 >999 240 TOOL 7.0 Lumber DOL 1.25 BC 0.19 Verl(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa We BCDL 10.0 Code FBC2017frP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Santa = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 on puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuli 65mph (3-second gust) Vascli 28mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=3511; eave=6ft; Cat. II;1 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.01 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 54 lb uplift at joint 3, 1471b uplift at joint 2 and 4 lb uplift at Joint 4. Water P. Finn PE No.22839 MTek USA, Inc. FL Con 6834 6904 Parke East Blvd. Tampa FL 33818 Data: March 22,2018 QWARNING- Venflydeslgnparamefersand READNOTES ON TNISAND/NCLUDED MREKNEFEHANCEPAGENIP7473mv. 10,01,2015BEFORE USE. Design valid for use only with Mi connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a I system. Before use, the bulltling designer must verify the appllcabllAy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual I web and/or chord members only. Additional temporary and permanent bracing Is always required for deputy and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fobricanons storage, delivery. erection and bracing of trusses and truss systems, seeANSr/iP11 Qua' Costello, DSB-89 and SCSI Balding Component Safety infom ationsvcilable from Truss Plate Institute, 218 N. Lee Street Stine 312, Alexantltla. VA 22314. MiTek' 69N Perko East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply THE WINDSOR T73569672 M11392 JS MONOTRUSS B 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 0.130 a Mar 11 2018 MI I ek Industries, Inc. I nu Mar'22 U9:13:11 2Ulu Page 1 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?47vZlgwTpg2cjvb7dNcpKF96KFLCaP szYGiO Scale=1:12.7 s0.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 171b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Stmctuml wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-M cc bracing. REACTIONS. (lb/size) 3=11S/Mechanlcal, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Gmv 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-64), Interior(l) 2-6-0 to 4-11-8 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 psi 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 1041b uplift at joint 3, 177 In uplift at Joint 2 and 9lb uplift at joint 4. Waftar P. Finn PE No12339 MiTek USA, Inc. FL Cart 6SU 6904 Parke East Blvd. Tampa FL 3361D Data: March 22,2018 AWARNMG-VerifydesignparsmelerzandREAONOTESONTNI MDWCLUDEDMREKREFERANCEPAGEM 7473..ld=r015BEF0REUSE Design void for use only with MIV0 connectorsfib design Is based only upon parameters shown, and Is for an IndNlduol buadmg component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing indicated is to prevent buckling of lndlviduai muss web and/or chord members only. Additional temporary and permanent bracing MiTek' A always required for stability and to prevent collapse with pos9ble personal Injury and properlydamage. For general guidance regarding the fabrication.storage,delivery. erection and bracing of trusses and truss system%WeANSUIP11 Qua2ly Criteria. DSM9 and SCSI Building Component 6904 Parke East BNd. Safety rnformationevalloble from Truss Plate IruYilufe. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Jab Tress Truss Type Cry Ply THE WINDSOR T73569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Ghambers Tress, Inc., Fort Pierce, FL 3x4 = e.1Ju a Mat 11 2ul u MI I eK mou$mes, me. I ne Mar zz ue:IJ: i / zU I o rage i ID:_KiiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN747vZl gwTpg2cjvb7dRbpO696KFLCaILszY0iO Scale: 3/4'=1- 7-0-0 LOADING (pso SPACING- 2-0-0 Cat. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Verl 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 Mar YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Martni Weight: 231b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purrins. BOT CHORD 2x4 SP M 30 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical,2=315/0-8-0,4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2= 211(LC 12), 4=-12(LC 12) Max Grant 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35N; eave=6N; 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 6-11-8 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 for a 10.0 pet 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 tress to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 QWARNING-Vedlydeslpnpaamerenend READ NOTES ON THISANOINCLUOEOMI KREFENANCEPAGEMI}74MMV, 101T.i4015BEFORE USE Design valid for use only wit, M6ek® connectors. This design Is based only upon parameters shown, and n for an Individual bulltling component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing indicated 6 to prevent buckling of he Mdual hum web and/or chord members only. Additional temporary and permanent bracing Is always requked for stablltty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fobecallon, storage, delivery, election and bracing of names antl hum systems. seeANSUTPI1 Quaid Criteria. DSB49 and SCSI Building Component Safety Infonnallonavaliable from Truss Plate Inmiute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. MiTek' 6904 Pare East Blvd. Tampa, FL 33610 7 Job True Truss Type Oty Ply M11392 KJ7 MONO TRUSS 4 1ob [HEWINDSORT73569674 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:18 2018 Page 1 ID:_dGCA6bx7j2Syl HDXFw7ye3KX-gxUDljlgt9hYd01 eJE8BLAgbCnNuWgPZsKjXlzY0i7 -1-5-0 6-8-12 I 9-10-1 1-5-0 I 6-8-12 3-1-5 Scale = 1:20.6 3x4 = „ 5 3x4 = 6-8-12 LOADING (psQ SPACING- 2-0-0 Cat. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Ven(LL) -0.04 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Veri(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Hom(CT) 0.01 5 1 1 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc plains. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(1-C 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (Ila) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487/798 WEBS 3-7=0/307,3-6=-92W561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0ps1; h=15ft; 8=70ft; L=351t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.fi0 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 4, 262 lb uplift at joint 2 and 238 In 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 (plo Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B_ 15) Walter P. Finn PE No22839 Ill USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ,&WARNING -Verily ResignpammefersanRREADNOMS ON MIS AND INCLUDED MIfEKREFERANCEPAGEM0.1473rev. IDOMfOISBEFOREDSE. Design valid for use only with M9e1:6 connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcablln of design parameters and properly Incorporate his design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M(Tek- Is oiways required for stabllliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding he fabrication. storage, dervery, erection and bracing of trusses and III systems, seeANSVIPtt Qua 1py Cmndo, OSS-89 and SCSI eulding Component Safety Infomralbnovalobie from Truss Rate Institute. 218 N. Lee Street Suite 31Z Alexandtlo. VA 22314. 69N Parke East alvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless Y. y 14- offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. � �71dr For; or 4 x 2 orientation, locate plates 0-'n ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Hism Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPI1: 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 I dimensions shown t fiscale) sixteenths (Drawings not to scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mm W1 a MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced Trusses. 4. Provide copies of this truss design to the 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPi 1 Quality Criteria.