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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 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 SCgNNFQ Roof Load: 37.0 psf Floor Load: N/A psf St C 13Y This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. Uc%e G With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet OUI)�, 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 777 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 parametemor 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 ANSI1TPI 1, Chapter 2. ,`��111i 111111j1j SOL��R P. ENS No 22839 t7: :CC= � '. STATE OF :At�/ AN Walter P. Finn PE No.22839 MITek USA, InC. FL Cart 6634 6904 Parke Past Blvd. Tampa R. 33610 March 22,2018 Iof1 Finn, Walter ILE COP Jr4vv Job Truss Truss Type Oty Ply THE WINDSOR T73569660 M11392 A HIP 1 1 Job Reference o tional unarmers I russ, Inc., -on Force, FL a. rau a,v,ar rimmrvu ren u,uusuas, u,u. u,u wm, cc w. ro.w rare 4.00 T2 2.3 O US = 2x3 II 3x6 = 44 = US = 2X3 26 a 6 7 27 a 9 Scale = 1:60.5 3x4 = 3x4 = 3.6 = IM = 3x4 = 3x6 = 3x4 = 3x5 = Plate Offsets (X,Y)— [2:0-0-14,Edge1. [4:0-5-4,0-2-0], [8:0-5-4,0-2-0I, [10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(L-) 0.42 12-23 >672 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.94 Hom(CT) 0.03 10 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=43310-8-0, 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-9671776, 5-7=-967/776, 7-8=454/938, 8-9— 1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12= 1971/1174 WEBS 3-17=-372/461, 4-17— 272/451,4-15=-1087/1002, 5-15=-336/386,7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-35a/600, 7-15=-1329/2190 NOTES- 1) Unbalanced rooflive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Eke 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 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 & 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 pat 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 whore 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 joint(s) except (jt=11b) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22639 Writs USA, Inc. FL Cart 6934 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNWG.Vdfyddgnparemefe..d REAONOTES ON MMANOWCLUDWMREKREFERANCEPAGEM/N4MJ K 100SAM15aEFORE USE Design valid for use only with Mri connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Ma building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing always recuiredfor stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me fabrication storage, delivery, erection and bidding of musses and muss systems, seeAN51/IPII CuolNy Criteria, DSB49 and SCSI Bu9ding Component Safety Informalknovoiiobie from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, ��-' MOWB 69" Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type .City Ply T13569661 M11392 Al SPECIAL 1 1 �THEWINDSOR Job Reference (optional) l:numbers In13a, Inc., ran rierce, rL 4.00 12 5x6 = 2x3 II 4 21 5 3x4 = 6 22 5x6 = 7 Scale = 1:61.3 13 12 3x6 = 3.5 = Sx8 MT18HS= 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Corte FBC2017/7PI2014 CSL TC 0.63 BC 0.91 WB 0.77 Matrix -MS DEFL. in (too) Ndefl Ud Ved(LL) 0.75 11-12 >563 240 Ved(CT) -1.21 11-12 >348 180 Horz(CT) 0.35 9 n/a n/a PLATES MT20 MT18HS Weight: 1551b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 0o pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Ho¢ 2=-117(LC 10) Max Uplift 2=-825(LC 12). 9= 825(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Its) 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=-1034/712, 6-11=-373/892, 7-11— 897/1523, 8-11=-404/435 NOTES- 1) Unbalanced roof,live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=70h; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 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 noncork urrent 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-" 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 verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) except jt=1b) 2=825, 9=825. Walter P, Finn PE ND12833 MRek USA, Inc. FL Con 6634 69D4 Parke East Blvd. Tampa FL 3381D Date: March 22,2018 Q WARNWG.Vedrydeslgnparemete.eAd R( DNOTES ON TNISANU INCLUDED 111I7ENREFERANCEPAGEMg-7479mv. 10031n)1E6EFOREUSE Design valid for use only with M6ek® connectors. IDls 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 property Incorporate this design Into the overall builtling design. Bracing Indicated is to buckling of IndNltlual truss web and/or chord members only. Additional temporary and permanent bracing WOW prevent Is always required for stab illy and to prevent collapse will possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of hums and truss systems, seeANSVIPN Quality Criteria, DSB49 and SCSI Building Component 69N Parke East Blvd. Safety Infoanationavollobie from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexoncirlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply M11392 A2 SPECIAL 1 1b FEWINDSORT73569662 Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6,lutus mar 11 zul B MI I ex II Inc. mu Mar220913:urzmo Scale=1:61.3 4 now 5x6 = 3x4 = 4 21 5 5xB = 22 6 " 12 3x4 = 5xS = 3x12 3x6 = 2DO 12 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 Edgel [6:0-4-0 0-2-3] [8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=825(LC 12). 8=-825(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3211/2064,3-4=-3017/1998,4-5=-2580/1800,5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8-10= 3410/5485 WEBS 3-13=-420/418, 4-13— 427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268,7-10= 503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=70ft; L=35ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MAfFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(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 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 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) except (jt=lb) 2=825, 8=825. WaltarP. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 O WMNING-Veritydesf aparametereend READ NOTES ON TN/SAND INCLUDED MI/EKBEFENANCEPAGEM?]473 rev. 1NDY1aI5BEFOBE USE Design valid for use only with MBekb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fuss system. Before use. Me building designer muss verify, the opplicobillty of design parameters and popery Incorporate this design Into the overall bullding design,6rodng Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek- Is always required for stobilny and to prevent collapse wiln possble personal Injury antl property damage. For general guidance regarding Me foledcoAon, storage, delivery, erection and bracing of fusses and huss systems. weANSUIPll pualtly Criteria. DS5419 and 6CSl Building Component Safety Infolmalbrpvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Aloxantltla. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR - T73569663 M11392 A3. SPECIAL 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL a.taus mar ii 2Gi6 ran exi"u.me>, I, m. ,,,v,.,e, 22 on.,a.oa cv,o roeo, ID:_kfiGCA6bx7j2Syl HDXFw7ye3KK-70kz6ucT1 ou6L5d61 D30kEmtfABCYrB W GJVBAtZYGl9 1-0-0 6.8.0 15-0-0 20.0.0 24-6.8 27-4.7 36.0.0 36.0-0 • y-0- 8-fi-0 6-GO 5.0.0 4 6 B 2 9 15 7 7 9 0.0 d Scale = 1:62.3 4.00 12 Sx6 = 45 = 14 /3 3xs = 2x3 II Sx6 = 3x12 = 2.00 12 LOADING (pso SPACING- 2-" CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 244/190 RCLL 0.0 ' Rep Stress her YES W B 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mafiz-MS Weight: 1601b 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=134910-8-0, 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=-1817/3D48, 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=SN; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 36-M 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load noncencurent 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 ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 2=825, 9=825. WaRerP. Finn PE No22839 MiTek USA, Inc, FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING-Vedfydes/edP.2mten.d REAONOTES ON TNISANOWCLOOEOMREKREFEBANCEPAGEMI}74m... 10O.Y1015BEFOREOSE Design valid for use only with Mired) connectors. This design Is based only upon parameters shown, and Is for an IntlNltlual building component, not a Muss system. Before use. the bulltling designer must verify Me appllcabllity, of design parameters and property Incorporate this design Into the overall building design. among Indicated b to prevent buckling of individual Muss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' e always reaulred forstabllity one to prevent collapse win possible personal Injury and property damage. For general guidance regarding Me fabricotlon, storage, delivery. search and bracing of trusses and Muss systems, seeANSVrPI1 QualXy, grill DSB49 and SCSI Building Component 6904 Parke East Blvd. Sol Inlomtalbnarvoilable from Truss Plate Insfitute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THEWINDSOR T73569664 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc.,, Fort Pierce, FL B.13V s Mar 112010 MI ex Indl15mes. Inc. Inu Mar 22 09:1sue HIS 4.00 12 &,6 = 46 = 16 15 3x12 = 3x5 = 2.3 II 5x6 = 2.00 F12 Scale=1:62.3 3xl2 = LOADING (psf) TCLL 20.0 TCDL 7.0 13CLL 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 CS'. TC 0.59 BC 0.95 WB 0.98 Matdx-MS DEFL. in Ven(LL) 0.80 Ven(CT) -1.05 Horz(CT) 0.39 (loc) Vdefl L/d 13 >528 240 13 >400 180 11 n/a n/a PLATES MT20 MT18HS Weight: 1721b GRIP 2"/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12). 11=825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23= 3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-238011519, e-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=4.2ps1; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C ExteriOT(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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed fora 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 ANSIRPI 1 angle to grain fonnula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 11=825. Well P. Finn PE No]2839 MiTek USA, Inc. FL Cc" 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 QWARNING-Verify dealer parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PA BE NII-747d.110,03,2015 BEFORE USE. Design valid for use only with MBedl, connectors, lhls design Is based only upon parameters shown. and Is for an Individual building component not ��- a truss system. Before use, the building designer must verily the oppllcoblllty of design parameters and properly Incorporate this tleslgn 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and hum systems, seeANSUTP11 CualRy CdbM, DSB-09 and BCSI Building Component 6904 PaAe East Blvd. Safety mfomrotbmv000ble none Truss Rate lnentute.218 N. use street Suite 31Z Alexandria, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T135fi9665 M11392 AS SPECIAL 16 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce; FL 8.13U S Mar l l 2U16 MI I eK Inaumne5, Ine. I nu Mar zz uv:TJ:I U 2ul a 4.00 12 6x8 II Scale = 1:60.3 14 13 3x5 c 2x3 II 5,10 = 3x12 = 2.00 12 8.6-0 14-9-0 24-6-8 35-0-0 cp 11�1 d 8.6.0 16-3-0 9.9.8 10-5.8 Plate Offsets (X Y)--i [2:0-1-6 Edgel [8:0-3-0 Edgel [10:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.92 Ven(CT) -1.2812-13 >329 180 MTiBHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpi 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 2=179(LC 10) Max Uplift 2---825(LC 12), 10=-825(LC 12) FORCES. (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 - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35f1; 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, 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 DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.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. WalterP. Finn PE ND12039 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ,&WARNING- Vedydeslgn paveretemanEREADNOTISS ON TN/SANDINCLUDED M?EKNEFEPANCEPAGEM674M rev. lD11312015BEFOBEUSE Design valid for use only with MmeL9 connectors. This deslgn Is based only upon parameters shown, and Is for on Indivdual building component, not a buss system. Before use, Me bulltling designer must verity the appllcablllty, of design parameters and properly Incorporate this design Into the overall bulltling deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Atldlllonal temporary and permanent bracing MfTek' Is always required for stobllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delNery, erection and bracing of trusses and Inns systems seeANSVIPtt Quality Celesta, DSBd9 and BCS1 BWtlbp Component 69N Parke East Blvd. Safety lnromrallanov flable from Truss mate Institute. 218 N. Lee Sheet. Suite 312 Alexantltla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oy Ply T73569666. M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference o tional Gnamners I russ, inc., . Von Fares, I-L a. 'au a mar I I zo ro rvu r ee ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-Xb0 4.00 12 4x4 = Scale = 1:59.5 17 .- 15 "" 14 12 3x6 = 2x3 11 4x6 = 3x8 = 2K3 11 3.6 = 3x8 = 4x6 = 12-11.0 22-1.0 26-8-0 350.0 2-1-n 1 d Plate Offsets (X Y)-- [2:0-0-2 Edgel [10:0-0-2 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.33 14-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Verl -0.6414-15 >652 180 BCLL 0.0 ' Rep Stress III YES WS 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 166 lb FT=O% 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) 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 Structural wood sheathing directly applied or 3-1-15 oc pudins. 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.Ops1; h=15N; B=70ft; L=3511; eave=6N; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0ps1 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, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ()t=lb) 2=775, 10=775. Waller P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 A WARNING -Vad1ydesl9nperemefereend READ NOTES ON MIS AND INCLUDED MI/EKREFERANCEPAGENLLZMrex. VIAM rS BEFORE USE. Deslgn valld for use only with Ml connectors. The design Is based only upon parameters shown. and Is for on IndlAdual building component, not a truss system. Before use, the building designer must veNy the oppllcobllity of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of lndNldual truss web and/or chord members only, Additional temporary and permanent bracing MOW a olwoys reoulred for stablllty and to prevent collapse with possible personal Injury and property damage. For general guldcnce regarding the fabrication, storage. all erection and bracing of trusses and truss systems, SocANSVIPII CuulBy Criteria, DSB89 and lCSI Building Component 69N Parke East Blvd. Safety mfoanallorc aaable from True Plate Institute, 218 N. Lee street sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss City Ply THE WINDSOR T73569667 M11392 B �TrussType COMMON 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.13U s mar 11 Lul a mu ex Inca U18S. Inc. 1 nu mar C4 Ua: r a: r 4 Au lid 4.00 12 3.6 = Scale = 1:59.3 3x4 = W II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = B-3-5 14-M 21-0.0 26-8.11 35-0.0 8-3-5 5-8-11 7-0-0 5.8-11 8-3.5 Plate Offsets (X Y)-- 12:0-2-6,Edge1 f6:0-3-O Edgel f 10:0-2-6 Edge1 LOADING.(pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ved(LL) -0.11 14-15 >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 Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 149 Ib FT=20% LUMBER- .BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (I s) - Matz Horz 2=-179(LC 10) Max Uplift All uplift 1001b or less at joints) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=602(LC 1). 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Up) or less except when shown. TOP CHORD 23=-945/572, 5-6=-181/256, 6-7=-1811258, 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; h=15ft; B=70ft; L=35ft; save=5ft; Cat. II; E1id C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 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 grid DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint 2, 453 lb uplift at joint 15, 4531b uplift at joint 14 and 371 Ib uplift at joint 10. WalterP. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 ®WABNWG-Vedlyd.slgnparemet.n.dREADNOTES ON TNISANOINCLUDED MITEKBEFEBANCEPAGEM0.7473rev. IN011016BEFOBE USE. Design valid for use only with M6ekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Musa system. Before use, the bulltlingg designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building patch. Bracing Indicated Isla prevent buckling of lndlvIduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posdbie personal Injury and property damage. For general guidance regarding me fabrication storage, delivery. erection and bracing of Musses and truss systems saeANSVIPII Quality Criteria. DSB-89 and 501 Building Component 6904 Parke East Blvd. Safety mlotmplbrwaaabte from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexontltla. VA 22314. Temps, FL 33610 Job Truss Truss Type 01y Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference o tional cnanaDers i russ, mc., ron rlerce, ru o.,w.,.,a,,,..,,,.,.,,,,,,..,, 1. o, «,,.,.,....,. �...... s.. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Uz%sAbfcrKKPRsV3pmfzRHT149kD89g0acyr5zY0i4 15-6-0 21-6-0 1oq ]-0-0 9£-e 11-GO 136-014-0ra 17.6-0 196-0 2f o0 23-0-0 25E-0 2800 3500 36-0-0 1 Too 12-s-o i zoo �2a-o—o-s�1 20-0 I 191 1�1 M 8 7-0-o Scale = 1:62.4 4.00 F12 4x4 = 57 15 58 17 56 12 59 3x6 55 9 20 3x6 Sd 9 60 2p Sx12 i 4 6 x6 — 3x4 2101 5x12 C 53 26 3 11 IF 19 1 23 697 14 52 n m 1 2 28 29 ' N m 6 42 43 34 44 45 4fi 47 48 49 31 50 51 d 35 39 32 30 3x6 = 6xB = 6x8 = 3x6 = 3x4 = 30 = LOADING (lost) SPACING- 2-0-0 CS'. DEFL in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ved(LL) 0.13 35-38 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.1635-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.65 Horz(CT) 0.04 28 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matriz-MS Weight:.208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-33. 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 Its or less at Joints) 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 (Ib) or less except when shown. TOP CHORD 2-3— 1692/1103, 34=-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= 3821412,21-23=-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= 772t745, 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=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6f : 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 lost 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) Provide mechanical connection (by others) of truss to bearing plate capable at withstanding 565lb uplift at joint 2, 1269 Ib uplift at joint 33, 1017 lb uplift at joint 32 and 434 Ito uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the pudin 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 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 Ib up at 11-0-12, 158 lb down and 206 Ito up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 Ib up at 17-0-12, 158 lb down and 206 lb up at 17-114, 158 lb down and 206 lb up at 19-114, 158 lb down and 206 lb up at 21-114, 158 lb down and 206 Its up at 23-114, and 158 lb down and 206 lb up at Walter P. Finn PE No12839 25-114, and 158 lb down and 206 lb up at 27-114 on top chord, and 373lb down and 236lb up at 7-0-0, 69 It, down at 9-0-12, 69 MRek USA, Inc. FL Cert 6631 Ito down at 11-0-12, 69 Ito down at 13-0-12, 69 Its down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-114. 69 lb down at 6903 Parke East ENd.Tampa FL 33810 19-114, 69 lb down at 21.11-4, 69 Ib down at 23-114, and 69 lb down at 25-114, and 69 Ib down at 27-114 on bottom chord. Date: The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). March 22,2018 Q WARNING -VeNry Ceel9aper e..&v.earl READ NOTES ON THIS AND INCLUDED MUEKREFERANCE PAGE M6T9Tamv. 104lY1015 BEFORE USE. Design valid for use only with MiTek® connectors. This deslgn Is based only upon parameters shown, and Is for an Indlvidual building component, not �'' a truss system. Before use, the building designer must verity the applicability of designparameters and properly Incorporate this design Into e overall bullding design. Bracing Indicated is to prevent buckling ofindividuoltruss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllry and to prevent collapse wih possible personal Injury and property damage. For general guldonce regarding the fobrlcaflon, storage, delivery, erection and bracing of trusses and truss systems, WeANS1y1PI1 pualbv Cdtsdo, DSB-09 and BC91 Buldkig Component 6904 Parke East Blvd. Safety InformbrsaPlaN. atvollable from Truss Forte Institute, 218 Lee Street Sulte 312, Alaxontlrlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oly Ply T73569668 M11392 BHA BOSTON HIP 1 �THEWNDSOR 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL a.laus mane eura mi ieK inausmes, inc. inu mar ee 09:ra:42016 Pegs ID_)dGCA6bx712Syl HD%Fw7ye3KK-y95ENxgEcefG304FNTAC VOwpbKzybOpfEMWO%zVOi3 LOAD CASE(S) Standard 1) Dead +Floo1 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) 491 50= 23(F) 51=23(F) 52=-169(F) 53=-118(F) 54=-118(F)55— 118(F) 56= 118(F) 57=-1 18(F) 58=-1 18(F) 59=-118(F)60=-118(F)61- 118(F)62=-118(F)63=-118(F) QWARNING-Vemydesfm FemmetemmdREADN0Qgr ON TN/SAND/NCLUDEDMRKNEFEBANCEPAGEMU7473rev. 1GMY2015BEFONE USE. Design valid for use only with Mrek® connectors. IDIs design Is based only upon parameters shown, and Is for on Individual bulltling component, not a fruss system. Before use. Me building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for slotal and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, all erection and bracing of trusses and truss systems seeANSVWII Quality Coll OSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary Inforr albnavo loble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tamps, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference a tional unamoers I was, Inc., nor rlerce, rL 4.00 12 SxB MTiBHS = 3x5 11 3x6 = 48 = 4xB = 3 22 23 24 25 4 26 27 5 2B 629 30 31 32 7 scale = 1:60.3 JJ J4 19 JJ JO J/ JO iY 11 9V 41 3x4 = 2x3 11 3x6 = 5x12 = 3.4 = 4x6 = 2x3 II 3x5 = 7-0-0 I 14-11-0 21-5-2 2&0.0 35-0.0 I zn.n z11.n I a.a.p 1 fi.fidd I zn-n I Plate Offsets (X Y)-- f3:0-5-4 0-2-81 16:0-3-8 0-2-01 17:0-5-4 0-2-41 113:0-2-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(ILL) 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 rda BCDL 10.0 Code FBC2017/TPI2014 Matfil Weight: 153 In FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 *Except* 4-13: 2x6 SP No.2 REACTIONS. (Ib/si2e) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 MaxHom 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 i), 8=1225(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudtns. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at Gull 6-13 2 Rows at 1/3 pts 3-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-15347729, 3-4=1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 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; Vull65mph (3-second gust) Vascli 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=70ft; L=35ft; eave=5tt; Cat. II; Exp C; Encl., GCpt=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 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 bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159'Ib uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided suitictent to support concentrated load(s) 203 Ito down and 329 lb up at 7-0-0. 901b down and 155 in up at 9-0-12, 90 In down and 155 Ib up at 11-0-12, 90 In down and 1551b up at 13-0-12, 90 lb down and 155 Ib up at 15-0-12, 901b down and 155 In up at 17-0-12, 90 In down and 155 lb up at 17-11-4, 90 In down and 155 lb up at 19-11-4, 90 In down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 Ib down and 155 It, up at 25-11-4, and 203 It, down and 329 Ib up at 28-0-0 on top chord, and 452 Ib down and 2631b up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 In down and 3 It, up at 11-0-12, 63 Ib down and 3In up at 13-0-12, 63 In down and 3In up at 15-0-12, 63 In down and 3 Ile up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 In down and 3 lb up at 19-11-4. 63 In down and 3 Ib up at 21-11-4, 63 lb down and 3 Ib up at 23-11-4, and 63 lb down and 31b up at 25-11-4, and 45216 down and 263lb up at 27-11-4 on bottom chord. The design/selectton of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WallerP. Finn PE No12839 MiTek USA Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Data: March 22,2018 AWARNING -Verf/ydesfgnpmamarenanBREADNOTESONTNISANDINCLUUEDMFFEKREFERANCEPAGEMM1]4nrev.16D3201SBEFOREUSE. Design valid for use only with MReM 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 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 M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses antl buss systems. seeANSVIPI1 Gualtltlyy Crihrla, DSB-09 and 1101 BuldYrp C unponont Sl Inhurnationaaa3obie from Truss Flat. Institute, 218 N. We Sheet, Sulfa 312. Aandria. VA2231lex4. 69N Pare East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T73569669 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Yon Fierce,M ..iw e,a=i.. — v1-1. , . ...-...--.----..-..___._ ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-OMfcaHhsNyn7hAlSzBhRWiY_m7eChzGylu53w YGi2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-1,47(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(8) 33=40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=AO(B) 39=-40(8) 40=-40(B) 41=-40(B) ®WARNING -Ver1/TCesf rsp rvmeferaend READ NOTES ON MIS AND INCLUDED MREKNEFENANCEPAGEMO-74MM4 1NaIG015BEFOFE USE. Design valid for use only with V J9k® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a huss system. Before use; the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Sol Indicated is to buckling of Individual Miss web and/or chard members only. Additional temporary and permanent bracing MOW prevent a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Cdbrb, DSB49. and SCSI Building Component fi904ParkeEastBlvtl. Safely fnfoenallanavallable from Truss Flare Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job 22 Truss Truss Type Oty Ply THEWINDSOR T73569670 M11392 J1 MONO TRUSS 8 1 Jab Reference o tional eie 1-l. xC 2D!e Den a Chambers Truss, Inc.; 1-on Pierce, FL ID_kfGCA6bx7j2Sy1 &D);ye3KX-OMfcaHhsNyn7hAfSxBhRWiYAk?oOhCgytu53wzzYOi2 SO = Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ven(CT) -0.00 5 >999 180 ' BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017TFP12014 Matrix -MP Weight: 5lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical MaxlHo¢ 2=48(LC 12) Max Uplift 3=-4(LC 9), 2— 140(LC 12) MaxGmV 3=1l(LC 17), 2=118(LC 1), 4=17(LC 12) 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=35f ; eave=Gft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 Ito uplift at joint 2. Walter P. Finn PE ND.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 22,2018 AWARNING-VerirydesighparemetereandHEADNOTES ONTHISANDINCLUDED MREKREFEHANCEPAGEMU-T4Tare¢100042015BEFOREUSE. Design valid for use only with Mliel:® connectors. If Is 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 applicalosy of design parcmetem and properly Incorporate this design Into the overall building design Bracing Indicated is to buckling of Individual truss web and/or chord members only. Addklonol temporary and permanent brccing WOW prevent Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the 69M Parka East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSI/1PI7 43ua19v CMedo, DSBdg and BCSI Bu9dNp Component Tampa, FL 33610 Safety Informationavallable from Truss Plate Institute. 218 N. Lee Street, Sune 312, Alexandria. VA 229314, Job Truss Truss Type Oly Ply=THEWINDSORT13669671 M11392 J3 MONO TRUSS 8 Chambers Truss, Inc., Fort Pierce, FL a. i36 s irl l i m io rvii en aluwmca, u,c. , uu,va, cc 03;10;1 G cvm oso , ID:_kfGCA6bx7j2Sy1 HDXFw7ye3Kx-uYD?odiVBFvzJJEeVuCg3w5LNP6__Of466YrcSPzYGi1 -3.0.0 -1 • 1-0-00-0 3.0.0 Scale = 1:9.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrl%-MP Weight: 11 lb FT=0% 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=151t; B=70ft; 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, Intedor(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) *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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 54 lb uplift at joint 3, 14711b uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 22,2018 AWARNING-VeNfydesignparemetersandnEAOMOMS ONTNISANOINCLUOEOMI KBEFEBANCEPAGEMX7473mv10=2015BEFOBEUSE Design valid for use only with Mn910 connectors. This tleslgn Is based only upon parameters shown. and Is for an Individual bulld Ing component, not a truss system. Before use, the buldfir, 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 lndNldual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' b oiwoys regaled for stability and to prevent collapse with possible personal Injury and properly damage. For general guldance regartling the tactical storage, delivery, erectlon and bracing of trusses and truss systems, s9e/0iSl CuOIIry CModgDSB-69.ond BCSI BuBdhrp Componont 6904 Palle East Blvd. Safety Informallo avollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22914. Tampa, FL 33610 Job Truss Truss Type city Ply THEWINDSOR T735fi9672 M11392 J5 MONO TRUSS 8 1 Job Reference o clonal ChambersTruss, Inc., Fort Pierce, FL 3x4 = 8.130 S Merit 201a MI I ets IndUstnes, Inc. I nu Mar 22 ussnu T / 2UT d rage T ID _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN7zj7vZ1 gwTpg2cjvb7dNcpKF96KFLCaA_szYOiO Scale =1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.07 47 >863 240 MT20 244/190 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 Hoa(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 171b PT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directlyapplied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Harz 2=123(LC 12) Max Uplift 3= 104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grail 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.Opst h=15ft; B=70f ; L=35N; eave=6f ; Cat. 11; 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 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 pat bottom chord live load nonconcurrent with any other live loads. I 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 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9Ib uplift at joint 4. Waller P. Finn PE Na.21839 MITI USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 Q WARNWG-Vedlydeelgnpmametemand READNOTES ON TRISAND INCLUDED MOEKREFERANCEPAGEMS-7473re, 1aN1/4015BEFORE USE Design volld for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the curdling designer must verity the appllcobally of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabecotlon, storage, delivery, erection antl bracing of trusses antl truss systems soeANSVIPI I CualXByy CTi DSB49 card BCSI Bu9dtng Component Safety Inform ctbncnas able from Truss Plate Institute. 218 N. We Street Suite 312 Alexandria VA 22314. tkq Welk' 69" Parke Beer Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T13569673 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = e.130 a mar l 120 l a Al six rnuusmes, Inc. mumr cc uua u. 1, cu ro Page! ID_k6GCA6bx7j2Sy1 HDXFw7ye3KX-MknN7zj7vZl gwTpg2cjvb7dRbpO696KFLCaA_szY0iO Scale: 3/4`=l' 7-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) 0.17 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 SCLL 0.0 Rep Stress Incr YES W B 0.00 Hom(CT) -0.00 3 Na Ida BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 23111 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/Mechanlcal Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-21l(LC 12). 4=-12(LC 12) Max Grew 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph-(3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; 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 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 lost bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 3, 211 Ib uplift at joint 2 and 12111 uplift at joint 4. WallerP. Finn PE No.22039 MiTek USA, Inc, FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 Q WARNING - Verlrydealgnpemmefenend READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE MIP7473rev. lWOLfaIe BEFORE USE. Design valid for use only with MIIeist) 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 properly Incorporate this tleslgn 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Gued CModo. 036-69.and SCSI SuldFp Component 6904 Palle East Blvd. Safety Informationavollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22514. Tampa, FL 33610 Job Truss Truss Type Ply THEWINDSORT73569674 M11392 KJ7 MONO TRUSS rty 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL a.sau s Mar i i gala MiTek inuusmes,mu. um Ma,«w.,o., o= o age ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gAJDljlgt9hYd01 cJE88LAgbCnNuWgPZsKjXlzYOi7 Scale = 1:20.6 3x4 = 3x4 = 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(ILL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.24 Horz(CT) 0.01 5 n1a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 38111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max,Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Gray 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., TOP CHORD 2-3=-838/366 BOT CHORD 2-7=487/798, 6-7=-4871798 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.Opsf; Ill B=70h; L=35f ; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2and 2381b uplift at joint S. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root LivB(balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-54 Trapezoidal Loads (pIf) 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) Waller P. Finn PE N02839 MiTek USA, Inc. FL Cork 6834 6904, Parke East Blvd. Tampa FL 33610 Date; March 22,2018 Q WARNING-VeNiy Cealgn parameferaenEREAD NOTES ON MIS AND INCLUDED MREKBEFEBANCE PAGE hs47473rev. 10111/1015 BEFORE USE. Deslgn valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the bulltling deslgner must verlty the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of indlvldual truss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' is always real for stoallry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, weANSUIPII Quollh CdtoM, DSB-09 and all Buill Component 6904 Parke East Blvd. Safety Nm formallovollable from Truss Plate Institute, 218 N. Lea Street Suite 312, Alexantlrla, VA 2231A Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 3r4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q 2rldr For 4 x 2 orientation, locate plates 0-rna from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details avallable in MTek 20/20 software or upon request. PLATE SIZE Thefirst dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION -7 Indicated by symbol shown and/or ley/ by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. IndustryStandards ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 dimensions shown in sixteenths scale) (Drawings not To scale) 0 O x U 0 O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311,ESR-1352,ESRl988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 of O x U o_ O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTekO All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-bracing, is always required. See SCSI. 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 ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPl 1. 8. Unlessotherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. 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 after 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/TPI 1 Quality Criteria.