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BBraden & Braden, AIA, PA AL 44 1" naac000032 417 Coconut Ave. Stuart, FL 34996 • (772) 287-8258 St. Lucre County Building Dept. Wynne Development Date: Address: Permit #: `C�\ I A - To whom it mag concern, This detail applies to the insulation in the ends of the vaulted ceilings. If you have any questions please feel free to call me at 112-281-8258 Dkaden AIA Braden t Braden AIA PA r R-19 Trusses at 24" o.c. re shop drawings bg others ceiling transition � ded using metal studs emfg exact configuration :es W > MU' ZZ 0<0 0i®U U w0�rD LWj M®� U R-30 Batts batts Drywall ceding see topical section Ceiling transition Insulation Detail nts BRADEN 6 BRADEN, A. 1. A., P. A. 97rChiieC15 & 91017 rers 417 COCONUT AVENUE, STUART, FLORIDA 3499E TELEPHONE: (772) 287-6256 FAX (772) 2B7-B2B3 #AAC.000032 WYNNE DEVELOPMENT PERMIT #: �.130� —O -�Zl ADDRESS: 'A To whom it may concern, Please note this is the typical footing for this project in lieu of what is shown on the plans. If goy have any questions please feel free to call me 1�2-281-8258. Sin PRden D i AIA Bra en 6 Braden AIA PA M am � � G ®U3n0M 0 rn rn 0 a ZZ0 �m Grade 45 bar vert. w/ 30" overlap — at each filled cell 3-12-20 F(II cell with concrete and (l) #5 bar vert. (typical). Max spacing shall not exceed Wood 48" unless otherwise noted Base see foundation plan notes for spacing at openings 4" concrete slab with fibermesh OR 6"x6" #10/10 WWM on 6 mil Visqueen over clean compacted termite treated fill 14"w x 18"d Concrete footing with (2) #5 bars cont. and 45 transverse bars at 48" o.c. TYPCIAL FOOTING DETAIL nts f MB BRADEN 6 BRADEN, A. 1. A., P. A. Archlted5 & `Manners 417 COCONUT AVENUE, STUART, FLORIOA 2429B TELEPHONE: (772) 297-9258 FAX (772) 2B7-B2B3 #AAC-000032 WYNNE DEVELOPMENT PERMIT #: ADDRESS: To whom it mag concern, Please note this is the tgpical footing for this project in lieu of what is shown on the plans. If you have an qquestions please feel free to call me an AIA on AIA PA Grade #5 bar Cont. in Curb height Verify based on foundation plan 3-12-20 #5 bar vert. w/ 30" overlap at each filled cell Fill cell with concrete and (1) u5 bar vert. (typical). Max. spacing shall not exceed Wood 48" unless otherwise noted Base see foundation plan notes for spacing at openings 4" concrete slab with fibermesh OR 6"x6" #10/10 WWM on L mil Visqueen over clean compacted termite treated fill 1,� II I I 1114"w x 18"d Concrete footing with (2) #5 bars cont. and 45 14" transverse bars at 48" o.c. TYPCIAL GARAGE FOOTINGS DETAIL nts 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: FBC2017fTP12014 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 Additional Drawings With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T1668649a3 4/3/2019 ��� 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 FILE 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 j1 4/3/2019 12 T16686501 j3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 j7 4/3/2019 15 T16686504 kj7 - 4/3/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineers Name: Finn, Walter My license renewal -date for the state of Florida is February 28; 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs Is a certification that the engineer named is licensed in the judsdiclion(s) Identified and that the . designs comply with ANSI/TPI 1. These designs are based upon parameters. shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1 of 1 111111111/11'r ER P, R i� • �If o 22839' �90: STATE OF 4 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 April 03; 2019 Finn, Walter Job Truss Truss Type City Ply THEWINDSOR Tififi86490 M11392 A HIP 1 1 Job Reference (optional) unamoers i was. Inc.. non fierce, rc -r1-0.0 6-10-14 t 6-10-14 4.00 12 o„a 4x8 = 2X311 3x6= 4X4 = 48 = 4 26 5 6 ,7 27 8 2x3 9 Scale = 1:60.5 3x4 = 3X4 = 3X6 = 6x8 = 3x4 = 3x6 = 3X4 — 3x5 = 9-0-0 14.17.0 20-2-13 2fi-0-0 35-0.0 seen&0.0 Plate Offsets (X Y)-- f2:0-0-14 Edgel f4:0-5-4 0-2-01 f8:0-5-4 0-2-01 f l O:0-0-6 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(L-) 0.42 12-23 >572 240 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 lncr YES WS 0.94 Horz(CT) 0.03 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS - Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Hom 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gmv 2=467(LC 17), 15=1596(LC 1). 10=685(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967/776, 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=-358/600, 7-15=-1329/2190 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 4-5-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL-4.2psf; BCD1-=3.0psf; 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, Intedor(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26-0-0 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 COL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any bther 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 235 lb uplift at joint 2, 14391b uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MDek USA, Inc. FL Cart 6634 p904 Parke East Blvd. Tampa FL 33010 Data: April 3,2019 Q WARNING.Verl/V desfgnpararnam. antl BEAD NOTES ON TH66AND INCLUDED MDEKBEFERANCEPAGEMIF14ra rev. fa=m15BEF0NEUSE Deslgn valid for use only with M6eM connectors: fits design Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a hum system. Before use, the building designer must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated Is to prevent buckling of Individual truss wet> and/or chord members only. Addltlonal temporary and permanent bracing M!Tek' Is always required for stabillly and to prevent collapse with possible personal Injury and property damage. For general guldcnce regarding the fabrlcctiort storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Criteria: DSB49 and SCSI Building Component 6904 Pa6ce East BNtl. Safety Informatbnaaallable from Two Plate Institute,218 N. Lee Street, Sulte 312, Alexandria, VA 22314, Tampa,FL t0 Job Truss Truss Type Oty Ply THEWINDSOR T76686491 M11392 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Dec 62018 Mil Industries, Inc. Wed Apr 3 10:18:44 2019 4.00 12 2A \\ 54 = 2x3 II ass = 21 5 6 22 5z8 MT16HS= Scale - 1:61.3 13 12 axe = 3x5 = 5x6 MT18HS= 3x12 = 2.00 12 10.0.0 149-0 i %6-B I 35.0.0 10-0.0 4-9-0 9.48 70.68 Plate Offsets (X.Y)— 12:0-0-2,Edgel, i7:0-4-0.0-2-3L f9:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Verl 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 2441190 BOLL 0.0 ' Rep Stress Incr YES W B 0.77 Hom(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hoa 2— 117(LC 10) Max Uplift 2=825(LC 12), 9=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 ill or less except when shown. TOP CHORD 2-3=-3209/2102, 34=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657,11-12= 2456/3908, 9-11— 3442/5478 WEBS 3-13=425/410, 4-13=-354/571, 4-12=-362/617, 5-12= 269/279, 612= 1034/712, 6.11=-373/892, 7-11=-897/1523, 8-11=-404/435 Structural wood sheathing directly applied or 2-7-7 oc purfins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exit 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 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 fora 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) 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 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARNING- Veloydea/Sn panmefemand READ NOTES ON TNISAND INCLUDEOMDEKHEFERANCEPAGEM67473mv. 1a=o15SEFONEVSE Design valid for use only with Mflek® connectors. ibis design Is based only upon parameters shown, and Is for on fire u01 bulltling component, not a truss system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling tleslgn. Brocing Indicated is o prevent buckling of lndIVdual truss web and/or chord members only. Addittonal temporary and permanent bracing M1Tek Is always required far stability and to prevent collapse with poZble personal Injury and properly damage. For general guidance regarding the OSe419 and BC51 Building Component and trua uitte section and torcl of 18BLeSkeet, lable Eivil Safory formatbsgvole. Ss 312 Al�o�a VA 22314MnW, from Truss Platetmfllutte. 21; Tampa, FLe3610Nd Job Truss Truss Type City Ply M11392 A2 SPECIAL 1 1b FEWINDSORTi6fi86492 Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2016 MITek ID:JcfiGCA6bx7j2Syl HDXFw7ye3KX-fUOsDr 3 10:18:45 2019 Scale-1:61.3 5x6 = 3x4 = 5x8 = 4.00 12 4 21 5 22 6 12 3x4 = 5ke = 3x12 3.6 - 2.00[12 10.40 10.0.0 I 4-99--0 2-00 4682-88472 t 3106.P08 Plate Offsets (XY)- f2'0-0-6 Edgel 16:0-4-0 0-2-31 18:0-1-15 Edael 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 Ven(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 SC 0.95 Vert(CT) -0.9410-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puritns. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hoe 2=136(LC 11) Max Uplift 2=-825(LC 12). 8=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998,4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1947/3008, 12-13=-1403/2418, 11-12=-155212629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13_ 420/418, 4-13=-427/688,4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDIl3.Opst h=15ft; B=70ft; L=35ft; eaveSft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extelior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load 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) 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 beading plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint B. Walter P. Finn PE No.22839 MI rek USA, Inc. FL Cart 6634 6904 Parke Ent Blvd. Tampa FL 33610 Data: April 3,2019 0 WARNING. Ven/ydeslgnpammefemwd READ NOTESONTNASANDWCLUDED MWEKREFERANCEPAGE1 7Mmv. 10=2015BEFOREUSE. Design volid for use only with Mffelg connectors. This design is based only upon parameters shown, and Is for on lntlividual building component, not a truss system. Before use, the bulldIng designer must verify the oppllcabllity of design parameters end properly Incorporate this design Into the overall burring design. Bracing Indicated is to buckling of Individual muss web and/or chord members only. Atldtllonal temporary and permanent bracing MiTek' prevent Is always regwed fa stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricanon, storage. delivery. erection and bracing of hussar, and muss systems, seeANSViPII greatly Criteria, DSB49 and BCSI lkadmg Component 69M Parke East Blvd. Safety Infom attarry atoble from Taus Plate Irsslmlte. 218 N. Lee Smeat Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR ' T16686493 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.zau s uec 0 zul a mi i eK mausmes, mc, vvea,vpr o mciowv <o ie rays, 4.00 12 5x6 = 4x5 = Scale =1:62.3 14 13 3x5 = 2x3 II Sx6 = 3x12 = 2.00 12 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (loc)/dell L/d 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 BCLL 0.0 Rep Stress [nor YES WB 0.83 Hoa(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matdx-MS Weight: 160 lb FT=20% LUMBER- SPACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 20 SP No.3 WEBS 1Row at midpt 7-12 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 (Ib) 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, B-9=5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11=.330215445 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=4.2psh 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. Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and fames & 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 nonconcurent with any other live loads. 6) • This truss has been designed for a live load of 20.0psi 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 atjoint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 8251b uplift at joint 9. atml- b Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL $3810 Date: April 3,2019 Job Truss Truss Type Illy Ply THEWINDSOR T76686494 M11392 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:47 2019 3x5 = 4.00 12 6e6 = 4.6 = '.a II 6 7 16 15 6x10 2x3 11 5x6 = 2.00 F12 8-6.0 14.9-0 16-0-0 24-6-8 35-0.0 a.RO R3-0 33.0 6.6.8 1D68 Scale = 1:62.3 302 = Plate Offsets KY)— f2:O-1-6 Edgel 19'0-3-0 Edgel r11:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vem(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ven(CT) -1.05 13 >400 180 MT18HS 2441190 BOLL 0.0 ' Rep Stress Incr YES W B 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-14 oc purfins. BOTCHORD 2x4 SP M30 BOT CHORD Rigid ceiling directly applied or 2-2-0 do bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 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. (Ib) -Max. CompJMax. Ton. -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 NOTEB- 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; B=70tt; L=35ft; save=5f; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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) 11 considers parallel to grain value using AN51/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 Ib uplift at joint 11. Walter P. Finn PE No.22839 MITA USA, Inc. FL Ced 6634 8984 Parke Ent Blvd. Tampa FL 3361a Date: April 3,2019 Job Truss Truss Type Oty Ply 7HE WINDSOR T16686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Unamoers i cuss, ma, ran ne,ae, 11 4.00 F12 5xRMT18HS II Scale =1:60.3 14 13 3x5 2x3 II 5x70 = 2.00 12 3x12 Zr 9&d R 35.0-0 8.8.0 B-3.0 9-9-8 10-5-8 Plate Offsets (X Y)— f2'0-1-6 Edge] f8'0+3-0 Edgel TlO:0-1-15 Edged LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 HOTDCT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160111 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-e-0 Max Hom 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) - Max. CompJMax. Ten. -AII 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) W ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psh BCDL=3.Opsf; h=151t; B=70ft; L=35111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-CGExtedor(2)-1-0-0.to 2-6-0. Interlor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Intedor(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at Joint 2 and 825 Da uplift at joint 10. Walter P. Finn PE No.22839 MiTak USA, Inc, FL Cad 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING-Verf/y Eeslgnpmamerere antl BEAD NOTES ON nNSAND INCLUDED MGECREFERANCEPAGEM11-7473rae 1M 15BEFOBEUSE Deslgn valid for use only wIM Mirk® connectors. lnI. tlesign Is based only upon parameter shown, ontl Is for an Intivltlual building component, rat ��- tleslgner must verily the applicability o/ design parameters andproperly Incorporate Mis tlesign Into the overall a buss system. Before use. the builCingo bulltling de9gn. Bradng Indicated is to prevent buckling o/Individual huss web and/orohard members only. Atltlitlonal temporary and permanent bracing h� AA IYlilek is always required farstabllity and t0 prevent collapse with pos4ble personal lnJury and property tlamage. For general guidance carcinoma fobriconon. storage. Calvary, erecnon ontl bracing of hoses and hur systems, _. SI/IP11 C". CMOM. So9 and BCSI B.11d Compananl 6904 Parke East Blvd. 5 styIntormptlpnavoaable from Truss Plate lnsnNte.218 N. Lee Sfreet. Suite 312 Alaxando. VA 2214. Tampa, FL 33610 Job Truss Truss Type Ory Ply THEWINDSOR T76686496 411392 ATA COMMON 5 1 Job Reference (optional) cnamoers i russ, inc., ron rierce, rL o.c•,oe vac om,o nn, en m�. rre np a io.,a.vo co,a a� d 4.00 12 45 = 6 Scale =1:59S 17 '" 15 "" "' 14 '- 12 3x6 = 2x3 11 4x6 = 3x8 2x3 11 3x6 = 3x8 = 4x8 = 8-4-0 12-"-0 22.1-0 26-&0 35.0.0 a-" 1 z7 1 ,.n 1 ", i a.e-n 1 2d Plate Offsets (XY)-- f2:0-0-2 Edge] 110:0-0-2 Edgel LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate GAP DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Verl -0.6414-15 >652 180 BCLL 0.0 ' Rep Stress Incr YES W B. 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1661b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 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. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=--775(LC 12), 10=-775(LC 12) FORCES. (lb) -Max. 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=-96B/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=560/968, 3-15=681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=12Bmph; TCDLr4.2psf; 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 17-6-0. Extedor(2).17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) 100.016 AC unit load placed on the top chord, 17-6-0 from left end, supposed at two points, 5-0-0 apart. 4) This truss has been designed fora 10.0 pat bottom chord Ilve load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 7751te uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL tart $634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Job Truss Thus Type Orly ly THEWINDSOR _ T76686497 M11392 B COMMON 1 JobDeference o tional Chambers Thus, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:10:51 2019 ID_k6GCA6bx7j2Syl HDXFw7ye3KX-Uen8Tr PCDw_3HM87hyVrehWA70SuN?Blrz4 - .1-0-0 83-5 14-0-0 17-6-0 21-0-0 1 26.8-11 35-0-0 Scale=1:59.3 4.00 12 3x6 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 3x6 = 2x3 II 3x4 = 8-3-5 14-0-0 21-0.0 26-8-11 i 35.0-0 8-3-5 56-11 7-0-0 68-11 6-3-5 Plate Offsets (X Y)-- r2:0-2-6 Eddel I6:0-0-0 Edgel r10.0-2-6 Edeel LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 2441190 TCDL 7.0 Lumber DOL '1.25 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.63 Horz(CT) 0.03 10 n/a 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. (Ib) - Max Harz 2=-179(LC 10) Max Uplift All uplift 100 to 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-V301, 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=3.2psf; 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, Extericr(2) 17.6-0 to 21-0-0, Intedor(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 pet bottom chord live load nonconcument with anyother live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Job Truss Truss Type - Oty Ply THE WINDSOR T16686498 fd11392 BHA BOSTON HIP 1 1 Job Reference (optional) unambers buss, Inc., ran rlerae, rL 52 3x4 = ID:JcfiGCA6bx7j2Sy1 H DXFw7ye3KX 15.6-0 21.6-0 13-6.01 .0D 176-0 196.0 21-0-0 23E-0 25-6! 2-0 i8 2-0-0 2-00 1L0 2-0-0 2-0-0 4.00 12 4x4 = 57 15 58 17 56 12 59 3x6 __ 55 9 54 g Sz12 —53 4 6 xfi = 3 11 20 60 22 3x6 3x4 01 5xl2 9 1 26 2 ep 35 42 43 34 44 � 45 46 47 4B � 49 31 50 51 30 3x6 = 618 = 6z8 = 3x6 = Scale=1:62.4 3x4 = LOADING (psf) SPACING- 2-M CS'. DEFL. In (too) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-3-13 oc punins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SPNo.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Max Holz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8),. Max Grav All reactions 250 Ito or less atjoints) except 2=812(LC 17). 33=1825(LC 1). 32=1529(LC 1). 28=626(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 34=105/259, 27-28=-11291710, 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=-036/514, 18-19=436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32.33---382/400, 30-32=575/1004, 28-30= 568/1039 WEBS 3-35=-191/649,27-30=0/451,3-33=-2090/1523,11.33=-810/782,19-32=-772/745, 27-32=-1484/1044,9-10=463/453, 20-21=-462/454 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15N; B=70ft; L=35ft; eave=6h; Cat. II; Exp C; Encl., GCpj=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 20.0psf on the bottom chord in all areas where a rectangle M-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 to uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 4341b uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 Ito up at 9-0-12, 158 lb down and 206 It, up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 1581b down and 206 lb up at 17-0-12, 158111 down and 206 lb up at 17-114. 158 Ill down and 206 Ib up at 19-114, 158 lb down and 206 Ito up at 21-114, 158 lb down and 206 lb up at 23-114, and 158 It, down and 206 lb up at Walter P. Finn PE No.22839 25-114, and 158 to down and 206 Ill up at 27-11-4 on top chord, and 373111 down and 2361b up at 7-M, 69 lb down at 9-0-12, 69 fBiTek USA, Inc. FL Can 8634 Ib down at 11-0-12, 69 Ib down at 13-0-12, 69 jb down at 15-0-12. 69 Ito down at 17-0-12, 69 lb down at 17-11-4, 69 It, down at 8904 Parke East Blvd. Tampa FL 33810 19-114. 69 lb down at 21-114, 69 lb down at 23-114, and 69 Ill down at 25-114, and 69 lb down at 27-114 on bottom chord. Date; The design/selection of such Connection devices) is the responsibility of others. April 3,2019 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AWARNING- Verily phVSnparamefemandREADNOTES ONMISANDINCLUDED MREKREFERANCEPAGEINI77Grev.iWO14rOISBEFOREUSE Design valid for use only with M6elg connectors. Phis design Is based only upon parameters shown, and Is for on individual building component, not a hum system. Before use, the building designer must verity fine applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to budding lndNlduol hum web and/or chord members only,. Additional temporary and permanent bracing M!Tek' prevent of Is always required for stobalty and to prevent collapse with passible personal Injury end properly damage. For general guidance regarding the storage, delivery, erection and bracing of fusses and hum systems, seeANSUIPII Quality Cs99do, OSS49 and IIC51 Building Component 6904 Perko East Blvd.fabdaatlon, Tampa, FL 33810 Sofoty Informalbnovollable from Tum Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply EWINDSORT76686498 fv1 BHA BOSTON HIP 1 1b F11392 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 S Dec 6 2018 MITex Industries, Inc. Wed Apr 3 1U:18:5U 2U1U Page 2 ID:_ kfiGCA6bx712Syl HDXFw7ye3KX-00vuuX7f7gAi[aWX65—zW3mgy3PMG9UD9S2oDzU5cW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39— 20, 1-3=-54, 3-15=54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 3D=-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(Fj 53=-11 B(F) 54— 11 B(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) Q WARNING-VaNlydealgnperematersaaarREAO NOTES ON TNISANDINCLUOEOMR KREFERANCEPAGEM67M.I 10=01SBEPOREUSE Design volld for use only wlm Mmek® connectors ,Tnis design N based only upon parameters shown. and Is for an Individual building component, not ��- a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bwldkg desgn. 3rOCing Indicated N to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MfTek prevent of N always requked for stabOHy and to prevent collapse with posable persbnal Injury and properly damage. For general guldonde regarding the fabrication. storage, delivery, erection and bracing of fusses and trim systems, seeANSM11 Quo' Criteria, OS549 and SCSI Building Component 6904 Perko East Bind. Safety Informatbrwvaliable from Buss Plate Institute, 218 N. Lee Street, Sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T1fi686499 M11392 GRA HIP 1 i Job Reference (optional) Unanmars I Nss, me., Yon Ylefce, 1-1. e.24us ueC bzule MI IeK Inc. WeOAor 3lu:la:b42ule 4.00 12 5x12 MT18HS = 3.5 II 3z6 = 4x8 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 Scale =1:60.3 JJ .K 19 J> JO J/ JO Ja 11 9u 91 3x4 = W II 3.6 = 5x14 = 334 = 46 = 2X3 II 3e5 = 7-0-0 I 14-11-0 21.52 29.0.0 I 35.0-0 Plate Offsets (X,Y)— r3:0-9-0,0-2-81, r6:03-8,0-2-01,17:0-5-4,0-2-41, rl3:04-0,0-3-01 LOADING (pso SPACING- 2-M CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WS 1.00 Hoa(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD ROT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-13: 2x6 SP No.2 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(1-C 8) Max Gmv 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1534/729, 34=-1052/1347, 4-fi=-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//31, 7-10=-489/690 Structural woad sheathing directly applied or 3-9-5 oc pudins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 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=1 Sit; B=70h; L=35tt; eave=5tt; 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 pondmg. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem 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 11591b uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 3291b up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 1551b up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 1551b up at 15-0-12, 90 Ib down and 155 lb up at 17-0-12, 90 Ill down and 155 Ill up at 17-114, 90 Ill down and 155 lb up at 19-114. 90 lb down and 155 lb up at 21-114, 90 Ib down and 1551b up at 23-114, and 90 lb down and 155 lb up at 25-114, and 2031b down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0. 631b down and 3lb up at 9-0-12, 63 lb down and 3 Ib up at 11-0-12, 63 Ib down and 3lb up at 13-0-12, 631b down and 3lb up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3lb up at 19-114, 63 Ib down and 31b up at 21-114, 63 Ib down and 31b up at 23-11-4, and 63 Ib down and 31b up at 25-114, and 452 lb down and 263 lb up at 27-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Bate: LOAD CASEISI Standard ADrll 3.2019 Jab Truss Truss Type City Ply THEWINDSOR T76686499 M11392 GRA HIP 1 1 Job Reference (options[) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID:_MiGCA6bx7j2Syl HDXFw7ye3KX.uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eRpCcKfzUScV LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54,3-7=-54,7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7=-147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24=-90(B) 26=-90(13) 27=90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=40(B) 37=-40(B)38=-40(B) 39=-40(B) 40=-40(B)41=-40(B) O WARNING-Veritydssignpmamerersend NERD NOTES ON TNISANDWCLDDEDNIfE'KNEFERANCEPAGEAI67MJ v.IMt ,,BEFOREOSE Deslgn valld far use only with MTek® connectors. This design Is based only upon parameters shown, and h for an Inc Mdual 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 tleslgn. Bracing Indicated is to prevent buokling of Individual hum web and/or chord members any. Additional temporary and permanent bracing Is always reaulred for srabutiy, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of trusses and hum systems, seeANSVIPl1 Quo" Criteria. DSB-89 and BCSI Building Component Safety Infomsallonavarable from Tram Plate Institute. 218 N. Lee Sheet, Su ie 312, Alexandria. VA 22m'14, MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Thus Oty Ply THE WINDSOR T76886500 M11392 J1 �Truassrype MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID.,—KGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1vfRO0XufvEWOR7UrEfds3pKmgTx9t6zUScU 3x4 = LOADING lost) SPACING- 2-0-0 DEL DEFL. In (lac) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 SCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 file n/a BCDL 10.0 Code FBC2017frP12014 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 Grev 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vascll 28mph; 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) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Walterls. Finn PE No.22839 MiTek USA, Inc. FL Curt 6634 8904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 OWARNING. VerilydesignParemefe..dNERD NOTES ON MIS AND WCLUDEDMR-EKREFERANCE PAGE M&7473mv. 1aTUVOISBEFORE USE Design valid for use only with Maek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system, Before use, the bulltling designer must verify the appllcoblllty of design parameters and propeey Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual true web and/or chord members only. Addinonal temporary and permanent bracing MiTek- a always required for stability and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSUrplt CualNByy Criteria. DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexantlrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type - Orly Ply T1fi686501 iA11392 J3 MONO TRUSS 8 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Deo 6 2018 MiTek Industries, Inc. Wed Apr 31 U:18:55 2019 Page 1 ID:_kfiGCA6bx7j25y1 HDXFw7ye3KX-MPOeJC1vfROOXUNEWOR9UrEYdgOpKmgTxgt6zUScU -1.0.0 3-0-0 1.0-0 I 3-0-0 Scale =1:9.4 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ved(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 111b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0do 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. (Ib) - Max Corri Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 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 grip DOL=1.60 2) This truss has been designed for a 10.0 pal 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 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4lb uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARNING-VeH/ydeelgnparzmetersand REAONOTES ON 7HISANDWCLUDEDMREKREFERANCEPAGELO74".V. 10,103120159EFOREUSE Design valid for use only with MBekfk connectors. this design Is based only upon parameters shown, and Is for on Ind victual building component, not a Muss system. Before use, the buidingg designer must verify the applicablllty, of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is a prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requ4ed for stability and to prevent collapse with possible personal Mary and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and huss systems seeANSVIPil Quanly CrBnb, DSBdP and BCS1 Building Component 6904 Parke East Blvd. Safety Inlormallorlavalloble from Truss Plate Institute, 218 N. We Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ory, Ply Iv111392 J5 MONO TRUSS 8 1b FEWINDSORT76686502 Reference (optional Chambers Trans, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 M11ek Industries, Inc. Wed Apr 31 Uaa:bb Zulu rage 1 ID _k8GCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XOIYH92E6oEXgYhOGn02hYn5wv7NPYzUScT Scale=1:12.7 5-D-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Vital Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(-L) 0.07 4-7 >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 [net YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Hoa 2=123(LC 12) Max Uplift 3=-104(LC 12), 2= 177(LC 12), 4— g(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. fib) - Max. CcmpJMax. Ten. -All fames 250 fib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) -1-0-0 to 2-", Interior(l) 2-6-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9lb uplift at joint 4. Waller P. Finn PE No.22809 MTek USA, Inc. FL Cod 6634 8904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARN/NG. Vedrydesfgnparemetersand READNOTES ONTRISANDWCLUDEDMREKREFERANCEPAGEMX7=.. faA.'V101$BEFOREUSF Deslgn valid for use only with We& connectors. This design Is based only upon parameters shown and B for an Individual building component, not ��- a truss system. Before use, the building designer must verify the appllcabilty, of design parameters and properly Incorporate this deslgn Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Adtllflonal temporary and permanent bracing MiTek' Is always rectured far stability and to prevent collapse with possible psIconol INury and property damage. For general guidance regarding the y Coll DS349 and lest Suldrng Component fabrication. storage, delivery, erection and bracing of trusses and truss systems WeANSVFPII Quality Parke East Blvd. B Safety Informallonavallable from Truss Elate Institute. 218 N. Ise Street Suite 312, Alexandria, VA 22314. Tampa, FL East Job Thus Truss Type Oty Ply THEWINDSOR T76686503 AA11392 I J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wee Apr 3 10:18:57 2019 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KXJo8Pku29B3h8nCplLIQv5wVWQSnHEL48nQGrL zUScS 7-0-0 r 1.0-0 i 7.0.0 - - - -- Scale: 3/4'=1' 3x4 = Plate Offsets (),YI— f2:0-1-14 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(ILL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Hoa(CT) -0.00 3 nla file BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 23111 FT=O% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 REACTIONS. (Up/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Hom 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=-21l(LC 12), 4=-12(LC 12) Max Gray 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Malt Comp/Max. Ten. -AU forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. 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=611; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-" to 2-6-0. Interior(1) 2-6-0 to 6-11-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and. any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 Ib uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Ced 6634 6904 Patio East Blvd. Tampa FL 33810 Dale: April 3,2019 Q WARNING -yedrydesigrparemelersard READNOTES ON THg ANDINCLUDEDMREKREFERANCEPAGEMb74Mmv. 1e11%12a15HEFOREUSE Design valid for use only Win Mreld, connectors. This desgn Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building deslgner must verify Me applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent booing MiTek' a always required for stability and to prevent collapse win amble personal Inpi and pto,perly damage. For general guidance regarding the fabricoll storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualMMyy Criteria, DSBd9 and BCSI Building Component 6904 Parke East Blvd. Safety Infermatbnavoliable from Truss Plate Insitute, 218 N. Lae Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type - City Ply M11392 KJ7 MONO TRUSS 4 1b FEWINDSORT76888504 Reference a lional Chambers Truss, Inc., ForlPierce, FL 8.240 s Uea j62018 MI I eK Ineuslnes, Inc. Wed Apr 3 1U:l b:o/ ZUl b 30 = 5 3x4 = Scale = 1:20.6 6.842 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DO L 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.24 Horn(CT) 0.01 5 n/a We BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 38lb 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-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical,2=379/0-11-5,5s161/Mechanical Max Hom 2=192(LC 8) Max Uplift 4=-131(LC 8). 2=-262(LC 8). 5=-238(LC 8) Max Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9---838/366 BOT CHORD 2-7=-487!/98, 6-7=-487/798 WEBS 3-7=0/307,3.6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=611; Cat. 11; Exp.C; Encl., GCpl=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 nonconcurent 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 capabla of withstanding 131 lb uplift at joint 4, 2621b uplift at joint 2 and 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 +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pIf) Vert:2=0(F=27, B=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.22639 MTek USA, Inc. FL CIA 6634 69D4 Parka East Blvd. Tampa FL 3361D Date: April 3,2019 Q WARNMG- Velifydesige parame . antl READ NOTES ON ZINSAND INCLUDED aImEKREFEfUNCEPAGElal rev. 10422,2015BEFOREUSE Design void for use only with MBel l) connectors. This design Is based only upon parameters shown and Is for an IndlAduai building component, not ��- a buss system. Before use, the building designer must verify the appllcablln, of design parameters and properly Incorporate thls design Into the overall building design &acing Indicated Is to Wabing of Individual puss web and/or chord members only. Ad fflonal temporary and permanent bracing MiTek' prevent b always required for sootily and to prevent collapse wtth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delNery, creation and bracing of muses antl truss systems, seeANSVINI CualMy Clarifies, DSB a9 and SCSI BuDding Component 6904 Palle East Blvd. Tampa, FL 33810 Safety Informatbnavalloble from Truss Plate InsHNte, 218 N. Lee Street Sulte 312, Alexandtia, VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For;4 x 2 orientation, locate, plates 0-'1e" from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. 'Plate location detailsavailable in MTek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION MiE �om Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section • indicates joint number where bearings occur. Min size shown is for crushing -only. Industry Standards ANSI/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 I 6'48. I dimensions shown In sixteenths scale) ll'll (Drawings not to scale) I 2 3 TOP CHORDS 0 c O M U 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 NUMBERSAETTERS. _ PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1 352, ESR1 988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O x U 0 O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI f section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights. Reserved A MiTek® Mfrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g, diagonal or X-bracing, is always required. See BCSL 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 ANSIM 1. 7. Design assumes trusses will be suitably protected from the environment In accord with AN31/rPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of thus fabricator. General practice is to camber for dead load deflection. 11. Plate type; size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 16. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design(front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.