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HomeMy WebLinkAboutTRUSS PAPERWORKTHE 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T13569660 a 3/22/18 2 T13569661 al 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 ata 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 7 3/22/18 15 T13569674 1<17 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 I that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/ -PI 1, Chapter 2. RECEIVED FEB 1 1 2019 ST.Luck co�nty,fermltang -11R11111s— Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 March 22,2018 1 of 1 Finn, Walter Job Truss Truss Type city Ply T73569660 M11392 A HIP 1 1 �THEWINDSOR Job Reference (national) o.IOUs may I , Lul n ME ex mousiest, III, I na mar zZ Us:I J:uo Lill b rage 1 4.00 FI2 48 = 2x3 II 3x6 = 44 = 2x3 4 26 5 6 7 27 4x8 = 2x3 8 9 Scale =1:6G5 N t2 m IO IJ 3x4 = 3x4 = 3x6 = SEES = 3x4= 3x6 = 3x4 = 3.5— 154-1110 20-2-13 50' 5-313 9490 Plate Offsets (X,Y)-- [2:0-0-14 Edgel [4:0-5-4 0-2-01 [8:0-5-4 0-2-01 [10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42. 12-23 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Hom(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 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 2EE4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=159610-8-0, 10=669/0-8-0 Max Ho¢ 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. (lb) - 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=-967/776, 5-7=-9671776, 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=-3721461,4-17=-272/451,4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8-14=-580/997,8-12=-958/447,9-12= 3581600,7-15=-1329/2190 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or4-5-1 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.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C E)dedor(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;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 nonconcunent with anyother live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoints) except Jt=1b) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22839 MiTsk USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ,&WARNING- VeNly design Parameters and READ NOTES ON Thai INCLUDED MREKREFERANCEPAGEMIF74MMv. 104132015 BEFORE USE. seass Design valid for use only with finales) connectors. MIs design Is based only upon parameters shown, and Is for an Individual bulling component not ��' a muss system. Before use, the building designer must verify Me applicability of design parameters and Papery Incorporate this design Into the overall bulldIngdesign. Bracing Indicated a to prevent bucWhg of Individual truss web and/or chord members only. Addiilonaltemporary and permanent bracing MiTek' Is always required for 5labllBy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcatlon, storage, delivery, erection and bracing of musses and truss systems. seeANSVIPII Quality Cdtarlo, DSB.69 and BCSI Building Component 69M Pale East Blvd. Sabty InformaFbnovoiloble from Truss Plate Institute, 218 N: Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Type ;Truss ::��job ]Otypl�YTHEWINDSOR Al CIAL Reference (optional) ......... r� 8.13u s Mar l l 2U1 B MITek Industnes, Inc. Thu Mar 22 09:13:06 2018 Pagel ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-BdcDiCaDVBeO6nTivol KfpgX?NVK4xWep?056?zYQiB 8-6-0 11-0-0 14-9.0 4 24-0-0 0 &-01V098-6-0 -247 36-0- -0- Scale = 1:61.3 5x6 = 2x3 11 3x4 5x6 = = 4.00 12 2Yi d 21 5 6 22 7 �\ 0i2 12 3x6 = 3,,5 = 5x8 MT18HS = 3x12 = 2.00 12 10-0-0 149.0 24-6-8 35-0-0 10-0-0 4-9-0 9.9.8 insa Plate Offsets (X Y)-- 12:0-0-2 Edoel [9:0-1-15 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/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 puffins. BOT CHORD 2x4.SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP Na2l REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(LC 10) Max Uplift 2=-825(LC 12),9= 825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6= 3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9= 5751/3700 BOT CHORD 2-13=-1883/3007, 12-13= 1591/2657, 11-12= 2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4C3=354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034/712, 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=4.2pst BCDL=3.Opsf; h=15ft; 9=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, ntenor(l) 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 sanding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using 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 1001b uplift at joints) except at=lb) 2=825, 9=825. Walter P. Finn PE N922639 MITek USA Inc. FL Ord 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verity Eesignparametersand READ NOTES ON MIS AND INCLUDED MNEKREFERANCE PAGE M/474M.. 1a032015 BEFORE USE. ' Design valid for use only with M9ek® 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 verify the applicability of design parameters and propedy Incorporate this design Into me overall building design. Bracing indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing MITek' 6 always required for stability and to prevent collapse WM possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSUIPI I CualBv CMerb, OSld9 and BC51 Buldhg Componont 6904 Palle East Blvd. Sofoty mfonoallonevailable from Tuts Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 7 Job Truss Tnus Type Oty Ply T73569662 M11392 A2 SPECIAL 1 1 �THEWWDSOR Job Reference (optional) Truss, Inc., Fort Pierce, I-L. 4.00 12 Sx6 = 3x4 = 4 21 5 myi 8.130 s Mar 112018 ID_kfiGCA6bx7j2Sy1 HDXFw7ye3k 5xB = 22 6 Inc. Thu Mar 22 09:13:07 2018 Scale-1:61.3 3x6 = 4 Sx8 = 3xl2 = 2.00 12 10-0-0 149.0 22.0.0 24-11 35-0-0 'i" o 4-9-o 7-8.0 1 2-s-B 1a&B Plate Offsets (X Y)-- [2:0-0-6 Edgel f6:04-00-2-31 [8:0-1-15 Edaef LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 UT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.86 HOR(CT) 0.34 8 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORDStructural wood sheathing directly applied or2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=134910-8-0 Max Horz 2=136(LC 11) Max Uplift 2= 825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 34=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=4847/3008, 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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15tt; B=70N; L=3511; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gap 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 100Ib uplift at joint(s) except at=lb) 2=825, 8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING-Veri4,deagapammetersaed READNOTES ON MIS AND INCLUDEDMREKREFERANCEPAGEMIF74nmv.. I0N01401SBEFOREUSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a ours 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 bucIdIng of Individual truss web and/or chord members only. Additlonol temporary and permanent bracing Isalwaysrequiredfarstabilityantltopreventcollapse with passible personal injury antl property adpa smrage. For general guidance regarding the safety In/ormatsonavo9able frorm Truss Plate institute.2 8 N. Lea sheet. Suite 312, AI�anndriria VVA 22314mnb, DSO-09 and BC6l Building Component MiTek- Tampa. R. 33610lvd Job Truss Truss Type arty Ply THEWINDSOR T13569663 M11392 A3 SPECIAL 1 1 Jab Reference (optional) .cm uuaa, n u., FUu rmwe, FL d.IJU S Mar l l 'LO18 MI Tek Indmtnes, Inc. I nu Mar 22 09:13:08 2018 Pagel ID:_kfGCA6bx7j2Syl HDXFw7ye3KX.70kz6ucT1 ou6L5d61 D3okEmtrASCYrBwGJvBAtzYOi9 1-0- 8-6-0 15.0-0 20-0-0 24-6-8 27-4.7 35-0.0 6-0- -0- 8-fi-0 6.6-0 5-0.0 4-68 2-9-15 7-7-9 -0- Scale=1:62.3 4.00 FIT 5x6 = 4x5 = 010- 14 13 3x5 = 2x3 II 5x6 = 3x12 2DO 12 8-fi-0 /4-9-0 20.0.0 24-fi-8 35-0-0 8-6-0 6-3.0 5-3-0 4-fi-8 10.5-8 '- PlateOffsets (X Y)-- 12:0-1-6 Edge] 13:0-3-0 Edee7 18:0-3-00-3-01 19�0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a Was BCDL 10.0 Code FBC2017/TPI2014 Matriz-MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4.SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 de pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 7-1.2 REACTIONS. (lb/size) 2=1349/0-8-0, 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=-1072/1939,8-11=390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and tomes & MW FRS 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 nonconcurent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing 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 joint(s) except 01=11a) 2=825, 9=825. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M&74M rev. 10,113=15 BEFORE USE Design valld for use only with Mrtel& connectors. This design Is based only upon parameters shown, and 6 for an individual building component, not a muss 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 budding of lndivldual truss web and/or chord members only. Adtllmonal temporary and permanent bracing always required for stability and to prevent collapse with pascals personal Injury and property damage, For general guidance regarding the fabrloallort storage, delivery, erection and bracing of huwas and truss systems. seeANSVWII Quality Cmeda, DSId9 and BC51 Building Component Safety Informatbrrivailable from Truss Hate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Welk' 69M Parke East Blvd, Tampa, FL 33610 Job Truss Truss Type cry Ply THE WINDSOR T13569664 M11392 A4 SPECIAL 1 7 Job Reference (optional) unamoers i russ, inc., ran Pierce, FL 8.130 aMar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:09 2018 4.00 12 Sz6 = 416 = Y 6 7 Scale = 1:62.3 16 15 3z12 = ass = 2x3 II 5x8 = 3z12 = 2.00 12 8.6.0 149.0 18-0-0 24.6-8 35.0-0 6-6-0 6 A-0 aa.n s.aa m.c-a Plate Offsets (X Y)-- [2:0-1-6 Edgel [9i0-3-0 Edgel [11:0-1-15 Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Weft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress mot YES WB 0.98 HOrz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS 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 purlins. BOT CHORD Rigid ceiling directly applied or 2.2-0 oo bracing. WEBS 1 Row at micipt 8-14 REACTIONS. (lb/size) 2=134910-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10= 5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-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 mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1)2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb), 2=825, 11=825. Wafter P. Finn PE No.22839 M17ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 O WARNING -Verify designparametersand READ NOTES ON THIS AND INCLUDEDMRKREFERANCEPAGEMIP74nJre.. 10=015REFORE USE Design valid for use only with Mifelg connectors. This design a 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 property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndviidualtrust web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stobllily and to prevent collapse with posstale personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/IPII Quality Cdteda, DSB-89 and BCSI Balding Component 6904 Parke East Blvd. Safety Informatbrr0oiloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Ory Ply THEWINDSOR T735fi9665 M11392 AS SPECIAL 16 1 Job Reference (optional) v.—o,rlal „ c V, o,v„ I GM1 n IVUi V I CO, II Y. I l,u l r, a c c Vo; I J:IV LV 1a Scale =1:60.3 4.00 12 Eke II fi 14 13 3x5 = 2x3 II 5x10 = 3x12 0 2.00 12 9.6.0 14.q.n 8-6-0 6-3-0 9-9-8. Plate Offsets (X Y)-- [2:0-1-6 Edge] [8:0-3-0 Edgel [10:0-1-15 Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Hom(CT) 0.36 10 rda n/a BCDL 10.0 Code FB02017/TPI2014 Matrix -MS Weight: 160 lb 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 act puffins. BOTCHORD Rigid ceiling directly applied or 2.2-0Do bracing. WEBS 1 Row at midpt 6-12 FORCES. (Ib) - 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=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7-12=323/388, 9-12= 321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6.0, Interior(1) 2-6-0 to 17-6-0, Extedor(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 part 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 = I O.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVrPI 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 Qt=lb) 2=825, 10=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING-Ved/y design paramerersand READNOTES ON rids AND INCLUDED MI7EKREFERANCE PAGE MII-7473re, IDNa2e15 BEFORE USE valid for use only with Mirekna connectors. Ws design is based only upon parameters shown, and Is for an Individual building component, not Mal' a truss system. Batch? use, Me building designer must verify the applicability of design parameters and properly incorporate Mrs design Into the overall buildNgdesign. Bracing indicated is to prevent buckling of Individual truss web and/Or Chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and propehy damage. For general guidance regarding Me fabrication, storage, delivery. erection and brocing of trusses and truss systems, seeANSUITH Quality Cifferia, DSB89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnafbnavailoble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Cry Ply THEWINDSOR T73569666 M11392 ATA �TrussTyfpe COMMON 5 1 Job Reference (optional) . -- 1 •ten --...--- „- o.,ao o,vie, i i cU io ivn i eK WuusuieS, If m. , nu mar ee utl: I J: I r zu la 6 0 Scale = 1:59.5 4.00 rl2 4x4 = 6 17 "- 15 14 '- 12 3x6 = 2x3 II US = 3.8 = 24 It 3x6 = &a = 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.59 BC 0.68 WB 0.59 Matdx-MS DEFL. in (too) Udefl L/d Ved(LL) 0.33 14-15 >999 240 Ved(CT) -0.64 14-15 >652 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 1661b FT=O% LUMBER- -BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Hoa 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 56=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; 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) -1-0-0 to 2-6-0, Interior(1) 26-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zoni for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=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 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 chard 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 joint(s) except (jt=lb) 2=775, 10=775. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING-Vedrydesf9n Parametersand READ NOTES ON MSANDWCLUDEDMffE REFENANCEPAGEMIP74n.r .. 10D.YLDISPEFONE USE ' Design valid for use only with Mfli connection. This design Is based only upon parameters shown, and Is for an Individual building component, not a halo system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of Indidual muss web and/or a hard members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of musses and mass systems seeAN5UR11 Du Cdt�do, DSO-99 and BCSI building Component Si Ipformatbrtavoiloble from Truss Plate Institute,218 N. Lee Sheet, Sulte 312. Alexontlrio. VA 22 14, MiTek' 6904 Parke East Blvd. Tampa, FL 3ast0 Job Truss Truss Type any Ply THE WINDSOR T13569667 M11392 B COMMON 2 1 Job Reference o (lanai v, ... ........ . , -.,.m„i e.wue mar r r m iO wa l ee rm.aues, Inc. I nu mar ZL U0:1d:1e Lllla Scale=1:59.3 4.00 12 3x6 = 6 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 8-3-5 14-M 21-0-n 98-RA1 as-n-n e-3-5 15-8-11 7-0.0 15-8-11 1B-3-5 Plate Offsets (X Y)-- [2:0-2-6 Edge] [6:0-3-0 Edger [10:0-2-6 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horil 0.03 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0=0 oc 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 1001b or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All. reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib) - Max Comp./bi Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/5921 9-12=-5/301 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; 8=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL= 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 4531b uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ® WARNING -V dydeslgnparamerersendREADNOTESONTHISANDWCLUDEDM?EKREFERANCEPAGEMIN473m.retalBEFOREUSE Design valid for use onlywtih MBek® connectors. tits design Is based only upon parameters shown, and is for on IndNidual building component, not a loos system. Before use, the building designer mustverily the applicability of design parameters and properly Incorporate this design Into the overall bullding design. BrOCl Indicated is to prevent buckling of individual hum 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 guldance regarding the fabrication, storage, delivery, erection and bracing of mull and hum systems, seeANSt/IPII Quality CMeft. DS"9 and SCSI BuStlkID Component Sal InformatlDnavailobie from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandria, VA 22314. MiTek' 69" Parke East Blvd. Tampa, FL 33810 Job Truss Truss Type Oty Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:13 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAbfcrKXPRSV3pmfzpi"4B_kD89gOacyr5zYQi4 1580 21-&0 1 Fi-o-a 7 7-0I1,0 ]210.23o-35-0e fi-001a F 0 so zo -02o _ o 9-6 z -00 z6-0= o o Scale=1:62.4 3.4 = 4.00 r12 414 = 57 15 58 17 56 12 59 3x6 55 9 5x12653 46 54� 35 42 43 34 44 33 45 46 47 3x6 = 6x8 = 20 60 22 34 3x4 2101 5x12 26 19 1 2 9 48 32 49 31 50 51 30 6x8 = 3x6 = ]-40 14-0-0 21-0-0 28-0-0 35-0.0 7-0.6 zo-o 7-o-n zn-n I.-N n' 28 9 tE N tIO 3x4 Plate Offsets (X V)-- [32:0-3-e 03-01 LOADING (pso SPACING- 2-0-0 CSI. DIE L. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Veri 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.lncr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 20B le FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=179(LC 7) Maxi All uplift 100 Ib or less at joints) except 2=565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) Max Gray All reactions 2501b or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (Ib) -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=-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=01451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772f745, 27-32=-1484/1044,9-10=-063/453, 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 grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 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, 12691le uplift at joint 33, 1017 lb uplift at joint 32 and 434 Be 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 devices) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 Ib up at 7-0-0, 158 lb down and 206 Ib up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 Ib up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 Its down and 206 lb up at 17-0-12, 158 lb down and 206 Ib up at 17-11-4. 158 lb down and 206 Its up at 19-114, 158 lb down and 206 lb up at 21-114, 158 lb down and 206 lb up at 23-11-4, and 158 Ib down and 206 lb up at 25-11-4. and 158 lb down and 206 Its up at 27-1"on top chord, and 3731b down and 2361b up at 7-0-0. 69 It, down at 9-0-12, 69 lb down at 11-0-12, 69 Ile down at 13-0-12, 69 Ib down at 15-0-12, 69 Ib down at 17-0-12, 69 Its down at 17-11-4, 69 lb down at 19-11-4, 69 lb down at 21-11-4, 69 Ile down at 23-114, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ceff 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 ontinued an Dane 2 Q WARNING -Verify dasrgn Parameteraand READ NOTES ON THISAND INCLUDED Mn'EKREF FlANCEPAGEMX74]3re% 1aN1R015BEFORE 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 buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate his design Into the overall building design. Bracing Indicated is to prevent bucAing 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 hjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/1P11 QuaIIIN1yy CmrrM, DSB.89 and BCSI Building Camponmt 6904 Parke East Blvd. mlortnatbrsavolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 FIE h Reference (optional) russ, Inc., Fort Pierce, ri- 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:14 2018 Page 2 ID:JdiGCA6bx712Syl HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzVQi3 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27= 54, 27-29=-54 Concentrated Loads (Ib) Vert: 35=-373(F)30=-23(F) 42=-23(F) 43=-23(F)44=-23(F)45=-23(F).46=-23(F)47=-23(F)48=-23(F)49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-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) AWARNING -VerifYdeeignpammefmr dHFADNOT£S ON TNISANDWCLVDEDMWEKNEFERANCEFAGEW7473ree 1,1113V1015BEFORE USE ' Design valid for use only with MIIere connectors. This tlesign Is based only upon p ramonsm shown. and Is for an individual building component, not a truss system. Before use, the building designer must vei the applicability of design parameters and properly lnco porate this design Into the overall bulldingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only, AtltllHanal temporary and permanent bracing 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 trusees and truss systems, seeANSVTPII GualMv CMeM, DS349 and 6C51 Itultlhp Component Infammllonxvailable from Truss Plate inst6ote, 218 N. lee Street, Suite 312, Alexantlrio. VA 22314. FA A 'y')Tek' 69M Parke East Blvd.Safely Tampa. FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR i T13569669 M11392 GRA HIP 7 7 — Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 1 D:_kfiGCA6bx7j25yl HDXFw7ye3KX-OMfcaHhsNyn7hAf5xBhRWiY_m?eChzGylu53w Y0i2 1-0. 7-0-0 14-11-0 21-5-2 2&0.0 35-0-0 6.0- 00 7-0-0 7-11-0 66-2 MA 7-0-0 -0- 5x8 MT18HS = 4.00 12 3x5 11 3x6 = 4x8 = 22 23 24 25 4 26 27 5 28 629 30 32 — — Iv Ji JO .1 .fO Ja 11 4u 91 4.8 = 3.4 = 2x3 II 3x6 = 5x12 = 3x4 = 4x6 = 2x3 11 Scale =.1:60.3 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(L-) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT)-0.3010-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017RP12014 Matrix -MS I Weight: 153 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. 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 1 Row at micipt 6-13 4-13: 2x6 SP No.2 2 Rows at 113 pis 3-13 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Gmv 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 (lb) 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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35f: eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 3-6-0 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 4481Is uplift at joint 2, 2442 lb uplift at joint 13 and 1159111 uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 329 Its up at 7-0-0. 90 Ib down and 155 Its up at 9-0-12, 90 Its down and 155 Ib up at 11-0-12, 90 lb down and 155 Ib up at 13-0-12, 90 Ib down and 155 lb up at 15-0-12, 90 Its down and 155 Its up at 17-0-12, 90 Its down and 155 Its up at 17-114, 90 Its down and 155 Its up at 19-11-4, 9016 down and 155 Its up at 21-11-4, 90 Its down and 155 Its up at 23-11-4, and 90 Ib down and 155 lb up at 25-11-4, and 203lb down and 3291b up at 28-0-0 on top chord, and 4521b down and 263 Ib up at 7-0-0, 63 Its down and 3Ib up at 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 Its down and 3 Its up at 13-0-12, 63 lb down and 3Ib up at 15-0-12, 63 Its down and 3 Ib up at 17-0-12, 63 Its down and 3 Ib up at 17-11-4. 63 Its down and 3Ib up at 19-11-4, 63 Its down and 3Ib up at 21-11-4, 63 lb down and Waller P. Finn PE No.22839 3Ib up at 23-11-4, and 63 lb down and 3 Its up at 25-11-4, and 4521b down and 263 Its up at 27-11-4 on bottom chard. The MTek USA Inc. FL Carl fi634 designtselection 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). 6904 Parke East Blvd. Tampa FL 33610 Data: LOAD CASE(S) Standard March 22.2018 Q WARNING-Ver/1y design pammeteraend READ NOTES ON MISAND INCLUDED MREKREFERANCEPAGEMX747Jrev. 1aNssmas BEFOREUSE. Design valid for use only with MBeMconnectors. Dris design n based only upon parameters shorn, and b for an individual building Component, not a truss system. Before use, fire building designer must verify me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buc'4ing of Individual truss web and/or chord members only. Addifonai 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 fobrlcolon storage. delivery, erection and bracing of trusses and truss systems. seeANSVIPtI Quality Criteria, DSB-89 and 8C51 Building Component Booty Informatbravallable from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. �'• MiTek' 69M Parke East 61vA. Tampa, FL 33610 Job Thus Truss Type Oty Ply T13569669 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) r mas, mu., run Pierce, FL 6.13u s Mar 11 2u18 Mi l ek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 2 ID:_kflGCA6bx7j2Syl HDXFw7ye3KX-OMfmHhsNyn7hAfSxBhRWiY—m?eChzGytu53w YOi2 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(3) 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=AO(B) 37=-40(B)38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B) ®WARNING-Vim1ydm,19n,zramefer.,mdREADNOTES ON TNISANDMCLUDEDMITEKREFERANCEPAGEMX74n3 a la=poI5BEFORE USE Design volid for use only with Mrek® connectors. This design Is based only upon parametersshown, and Is for an individual bustling component, not ��' a muss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing indicated Is to prevent buckling of Individual muss web and/or chord members only. Additionol temporary and permanent bracing MiTek' Is always required for Stability and to prevent collapse with possible Personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems seeANSVIPII Quality Criteria. DSBA9 and BC51 Building Component 69M Parke East Blvd. Safety nformoticriovailable from Truss Plate Institute. 218 N. We Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty, Ply T13569670 M11392 J1 MONOTRUSS 8 1b FEWINDSOR Reference (optional) me, iri Fun Pierce, FL B.IJU s Mar 11 2018 MiTek Industries, Inc. Thu Mar22 09:13:15 2018 Pagel ID:_k8GCA6bx712Syl HOXFw7ye3KX-OMfwHhsNyn7hAfSxBhRWiYAk?oOhCgYtu53w YOi2 3x4 = LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (lac) Well L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 Ve art -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib(size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gmv 3=11(LC 17),2=118(LC 1), 4=17(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5In FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasi 28mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chard 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 beadng plate capable of withstanding 4lb uplift at joint 3 and 140 lb uplift at joint 2. Scale =1:6.1 VialtefP. Finn PE No13839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 A wARNING- vernydeslgnparamefera and READ NOTES ON MIS AND INCLUDED MNEKREFERANCEPAGEMP-7470rev. 101232015BEFOREUSE. Design valid for use only with MRek® connectors. 46s 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 deagin. Bracing Indicated is to prevent buckling of inclvdual hues 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 folerlcoi storage, delivery, erection and bracing of trusses and lass systems, seeANSVIPl1 Dually Criteria. DSB-69 and BCSI Building Component 6904 Palle East Blvd. Safety Intonnallonovoilabie from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312. Mai VA 22314. Tampa, FL 33610 Job Truss Truss Type cityy T73569671 M11392 J3 MONO TRUSS 1 �THEWINDSOR JobReference (optional) c.nan mess im rrnr net ,rc 3x4 — a.IJu s Mar l l zula MI I eK mauslnes, me. I ❑ i Mar 2z Uaa3aa Scale =1:9.4 3.0.0_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: ll lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. REACTIONS. (lb/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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNWG-Verily designParametersandREADNOTES ON WIS AND VICLUDEDAIMSKREFERANCE PAGE M11-747arev. iN0.YLaf56EFORE USE Design valid for use only with MBe'.® connectors. This design s based only upon parameters shown, and Is for on individual building component not a tnrss system. Before use, the building designer must verify the applicobllity of design parameters and pmpedy Incorporate this design Into the overall building design. Bracing Indicated 6 to prevent buckling of individual huss 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 fabdcaflc% storage, delivery, erection and bracing of trusses and truss systems seeANSVrPII GualNy criteria, DSBAP and BCSI Building component Safety Informafbnavollable from Truss Plate Institute. 218 N. Lee street Suite 312, Alexcntlrio, VA 22314. Welk' 69M Parise East Blvd. Tampa, FL 33610 Truss Truss Type cry Ply THE WINDSORT73569672 rlob 392 J5 MONO TRUSS 8 1 Jab Reference (optional) o. too s mar 11 ZUI0 m1 I eF moustnes, Inc. I nu mar zL Ua:13:T / zui s rage T ID:_kfiSCA6bx7j2Syl HDXFw7ye3KX.MknN2zj7vZl gwTpg2cjvb7dNcpKF96KFLCaA_szYQiO Scale=1:12.7 3x4 = 5-0-D LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Ildell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.73 Ved(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Ved(CT) -0.06. 4-7 >964 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 fits n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=6aimechanical 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 fames 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=6ft; 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 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 10.0list 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 truss 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. Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Bate: March 22,2018 A WARNING -Verity design paremetere antl READ NOTES ON 7NISANOWCLUDEO M?EKNEFENANCEPAGEMIF74TJree fanaY10f58EFOFEUSE Design valld for use only wnh MI connectors. This design Is based only upon parameters shown, and Is for on individual bulldIng 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 build Ingdesign. Bracing indicated Is to prevent buckling of indwidual huss web and/or chord members only. Addilonal temporary and permanent bracing is d%vays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabricator. storage, delivery erection and bracing of husses and truss systems, seeANSVrpll Quality Cdlada, DSB49 and BCSI Building Component Safety Infarmationovailable from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexanddo. VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Oty Ply THE WINDSOR �clb, T13569673 392 J7 MONO TRUSS �24 1 Job Reference (options[) r i I zo 10 Nn I ea inousmes, me. mu mar 2A uvnl :T / 2u1 d rage 1 ID:_kfiGCA6bx7j25yl HDXFw7ye3KX.MknN?zj7vZl gwTpg2cjvb7dRbpO696KFLCaA_szY0iO Scale: 3/4'=1' 3x4 = 7.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti Weight: 231b FT=0 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. 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 Grey 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (Ib) -.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=35ft; eave=61f; Cat. IC 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 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 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 1531b uplift at joint 3, 211 Ib uplift at joint 2 and 12 lb uplift at joint 4. Wallerls. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 61 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 Q WARNING -Venlydesignparemetersand FEADNOTES ON TNISANDINCLUDEDMITEKREFERANCEPAGEMX74T3rev. 1DDY1p156EFORE USE Design valid for use Only with V i connectors. Fria 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 opplicabllity of design parameters and properly Incorporate this design Into the overall bulldIngdesign. Bracing Indicated Is to prevent bucking ofIndividual mzsweb and/or chord members only. Addiflonaltemporary and pennanentbracing MiTek' IS alwaysmqulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIf CualBXryy Cifferla, OSB-89 and BCSI Building Component Safety Infeenatbmvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 69o4 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Pi, THE WINDSOR T13569674y M11392 KJ7 MONO TRUSS 4 1 Job Reference o tional russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:182018 Page 1 ID:_kHGCA6bx7j2Sy1 HDXFw7ye3KX-gxLlDlllgt9hYdO1cJE88LAgbCnNuWgPZSKjXlzYOi? -1-5.0 6.8-12 9-10-7 1-5.0 6.8-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale=1:20.6 3x4 = u u 5 3xd = 8.8.12 3-1-5 SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 Rep Stress ]nor NO INS 0.24 Horz(CT) 0.01 5 We We Code FBC2017/TP12014 Matrix -MS Weight: 38 to FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Hom 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1). 5=461(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-838/366 BOTCHORD 2-7=-487!/98, 6-7=-487//98 WEBS 3-7=0/307, 3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=70ft; L=35tt; 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-" 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 131 lb uplift at joint 4, 2621to uplift at joint 2 and 2381b uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, 8=27)-to-4=-133(F= 39, B=39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MITek USA, Inc. FL Curt 6634 6904 Padre East Blvd. Tampa FL 33610 Date: March 22,2018 O WARNING - VeUlydedgn Nssns en end READ NOTES ON TK/SANO INCLUDED JWnSKREFERANCEPAGEMIN470 rev. 1010:11*015BEFORE USE Design yard for use only with MBe& connectors. This design Is based only upon parameters shown, and Is for an IntlNltlual building component not a hum system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bufficngdedgn. Bracing Indicated Is to prevent bucking of Individual hum web and/or chord members only. Additional temporary and permanent bracing Isalways 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 huss systems, seeANSIRTH Quo 11My Criteria. DSB49 and SCSI Building Component fity SaInformationcyc able from Truss Plate imtitute. 218 N. Lee Sheet. Suite 312, Nei VA 22314, ��- MiTek- 69D6 Padre East Blvd. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on Joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. r 0' /ldr ci-2 c2a 2. Truss bracing must be designed by an engineer. For lateral braces themselves 4may wide truss spacing, Individual require bracing, or alternative Tor I 0 bracing should be considered. 3 p O Ustack N;XZ 3. Never exceed the design loading shown and never materials on Inadequately braced trusses. 00 0- 4. Provide copies of this truss design to the building Forx 2 orientation, locate c2-s co-2 CS6 10 designer, erection supervisor, property owner and ;4 plates 0-'Ag' from outside BOTTOM CHORDS all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be sultably protected from Plate location details available in Ill 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/rPI 1. software of upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for lumber. ICC-ES Reports: use with fire retardant, preservative treated, or green The first dimension Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 `Width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the lane of the g p truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling Is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur, Icons vary but © 2012 MITek® All Rights Reserved 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. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. __W18 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: Building Component Safety Information, MITek 20, Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality criteria. Installing 8c Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015