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HomeMy WebLinkAboutTrussLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 11 RE: 76117 - CHAD HINKLE / 057790 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T rn a, FL 33610-4115 Customer Info: DON HINKLE CONSTRUCTION Project Name: CHAD HINKLE Idodel: Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 53 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T18102814 A 9/12/19 23 T18102836 2 T18102815 Al 9/12/19 24 T18102837 3 T18102816 A2 9112/19 25 T18102838 4 T18102817 A3 9/12/19 26 T18102839 5 T18102818 A4 9/12/19 27 T18102840 6 T18102819 A5 9/12/19 28 T18102841 7 T18102820 A6 9/12/19 29 T18102842 8 T18102821 A7 9/12/19 30 T18102843 9 T18102822 AB 9/12/19 31 T18102844 10 T18102823 A9 9/12/19 32 T18102845 11 T18102824 AB 9/12/19 33 T18102846 12 T18102825 B 9/12/19 34 T18102847 13 T18102826 B1 9/12119 35 T18102848 14 T18102827 B2 9/12/19 36 T18102849 15 T18102828 B3 9/12/19 37 T18102850 16 T18102829 B4 9/12/19 38 T18102851 17 T18102830 B5 9/12119 39 T18102852 18 T18102831 B6 9/12/19 40 T18102853 19 T18102832 B7 9/12/19 41 T18102854 20 T18102833 BB 9/12/19 42 T18102855 21 T18102834 C 9/12/19 43 T18102856 22 T18102835 C1 9/12/19 44 T18102857 Truss Name Date D D1 D3 D4 GR1 GR4 GRA GRB GRC GRD J5 J7 J8A JU KJ8 MV2 MV4 MV5 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI1TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicabilityof the design parameters or the designs for any particular building. Before use, the buildingdesigner should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. =RECEIVED TE OF <(/ . ORIV I11 14 Thomas A. N6ani PE Ne.39380 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd._Tampa FL 33610 Date: September 12,2019 Albani, Thomas 1 of 2 RE: 76117 - CHAD HINKLE / Q57790 Site Information: Customer Info: DON HINKLE CONSTRUCTION Project Name: CHAD HINKLE Model: Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL No. Seal# Truss Name Date 45 T18102858 MV6 9/12/19 46 T18102859 MV8 9/12/19 47 T18102860 PBA 9/12/19 48 T18102861 PBB 9/12119 49 T18102862 V2 9/12/19 50 T18102863 V4 9/12/19 51 T18102864 V6 9/12/19 52 T18102865 V8 9112/19 53 T18102866 V10 9/12/19 2of2 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T18102814 76117 A HALF HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.3'2U S 28 2U19 MI ers Inausmes, Inc. I nu sop 12 13:04:VE 2019 61 = 5.00 F12 3.4 11 31 = 5x6 WB= 3x4 II 3xlO = Scale =1:83.1 4x8 = 23 22 21 20 19 16 17 16is 14 13 05 = 3.6 I 6x6 = 4x6 = 3x4 11 3.10 = 3.4 It Bx10 = 4.6 II 4xl2 = 5xB MT18HS = 5x8 MT18HS = 2-002AA CDa e15-e-t5 224-1 2&11J 35b7 424-9 40.10.0 MI I I I Plate Offsets(XY)-- f4:0-6-40-2-12117:0-3-0Ednel f13:Edoe03-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL '1.25 TC 0.92 Vert(LL) -0.53 17-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL '1.25 'SC 0.92 Vert(CT) -1.21 17-19 >459 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES W B 0.87 Hoa(CT) 0.23 13 n/a Na BCOL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.71 17-19 >782 240 Weight: 2601b FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* 3-22,4-20,6-20,6-17,9-17,9-14,12-14: 2x4 SP M 30 OTHERS 2x4 SP li REACTIONS. (Ib/size) 13=2082/Mechanical, 23=230510-8-0 Max Hom 23=256(LC 11) Max Uplift 13= 908(LC 12), 23=-1096(LC 12) BRACING - TOP CHORD Structure] wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-14, 12-14 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-3512/1848, 4-5=-5281/2888, 5-6=5281/2888, 6-8=-6288/3398, 8-9=5288/3398, 9-11= 3193/1775,11-12=-3193/1775,12-13=-2018/1148 BOT CHORD 22-23=-358/389, 20-22=-1893/3136, 19-20=3478/6292, 17-19= 3478/6292, 15-17=-2869/5247,14-15=-2869/5247 WEBS 3-23=-2182/1383,3-22=-1638/3022,4-22=-316/289,4-20=-1327/2512,.5-20=-504/392, 6-20=-1196/595, 6-19=0/263, 8-17=-466/353, 9-17=-664/1201, 9-15=0/258, 9-14=-2369/1269,11-14=-498/392,12-14=-1951/3641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=611; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-0-0-13 to 2-11-3, Intedor(i) 2-11-3 to 9-0-0, Extefior(2) 9-0-0 to 13-2-15, Intedor(i) 13-2-15 to 48-8-12 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and tortes & 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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 908 Ib uplift at joint 13 and 1096 Ill uplift at joint 23. Thomas A Alban! PE No.39390 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Q WARNING- Vedlydeslgn raree.ersand READ NOTES ON TNISAND INCLUDED MIEKREFERANCEPAGEMIRT473rev, 14,0320ISSEFOREUSE. Design valld for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate the 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 MtTek* is always required for stability and to prevent collapse with posvLle personal Injury and property damage. For general guldonce regarding Ole fabrication, storage, delivery, erection and bracing of trusses antl truss systems. seeANSVTPII Quality Criteria. DS049 and BCSI lulding Component' 6904 Parke East Blvd. Safety Infminolbr ovallable from Truss Plate Institute. 218 N. Lee Street ntlrlo. Suite 312. AlexoVA 22314. Temp., FL 33610 Job Truss Truss Type OIy Ply CHAD HINKLE/Q57790 T18102815 76117 At HALF HIP 1 1 Job Reference (optional) Gnambers I was, Inc., Yon Fierce, FL a.azu s hug eo eu I e mu en • ID:SRZdzXNNgTBJxApidLWyDDz7VD8-FW20 24-0 c" 11-00 19->-15 26-2-2 33A6 414 6 82-4-0 4-0-0 ! 7-P16 9.3 M 7b 3x8 = SxB = 3.4 11 46 = 3x411 5.00 F12 - 2 ,IIY. I IIY JCP I C 46 = 4x10 = Scale-1:83.2 3.4 11 22 21 20 1e 18 17 16 15 14 13 45 = 6x8 = 3.5 = 4x6 = 4x10 = Sx8 MT18HS = 3x4 11 410 = 3x4 II axe = 46 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/iP]2014. CSI. TC 0.81 BC 0.79 WB '0.96 Matdx-MS 'EFL. in (loc) Well Ud Ven(L,) -0.36 17 >999 360 Vert(CT) -0.83 17-19 >668 240 Horz(CT) 0.23 13 n/a n/a Wind(LL) 0.48 17 >999 240 PLATES MT20 MT18HS Weight: 2641b GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 5-7,7-10: 2x4 SP M 31 .except end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-4 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 4-22,.B-19, B-16,11-13 5-19,8-19,8-16,11-16,11-13: 2x4 SP M 30 REACTIONS. (lb/size) 13=2082/Mechanical, 22=2305/0-8-0 Max Horz 22=312(LC 11) Max Uplift 13=-909(LC 12), 22=-1095(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5_ 3512/1903, 5-6=-4834/2675, 6-8=-4834/2675, 8-9=-4648/2562, 9-11=-4648/2562 BOT CHORD 21-22=-1870/2812, 19-21=-1957/3189, 17-19=-2971/5282, 16-17=-2971/5282, 14-16=1657/2932,13-14=-1657/2932 WEBS 3-22=-329/345,4-22=-3267/1930,4-21=-184/555,5-19— 1048/1983,6-19=-573/448, 8-19=583/259,8-17=0/303,8-16=-745/442, 9-16— 517/393,11-16=-1102/2015, 11-14=0/324,11-13=-3402/1841. NOTES- 1) Unbalanced root live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf( h=15tt; B=45fh L=24ft; eave=6ft; Cat. II; Elm C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0.0-13 to 2-11-3, Intedodl) 2-11-3 to 11-0-0,; Extedor(2) 11-0-0 to 15-2-15, Interior(l) 15-2-15 to 48-8-12 zone; cantilever left and right exposed; end vertical left and right elmosed;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 nonconcumant 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 909 Ib uplift at joint 13 and 1095 lb uplift at joint 22. Thomas A. Plbahi PE No.39380 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: September12,2019 Job Truss Truss Type - 0ly Ply CHAD HINKLE/057790 T18102816 76117 A2 HALF HIP 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Thu Sep 12 13:04:05 2019 2 5.00 12 5x8 = 3.4 II 5 29 30 31 6 Scale=1:83.2 3.8 = 3x6 = 3z4 It 4x6 = 4xl0 = 3x4 11 7 6 32 339 10 11 34 35 12 23 22 21 20 19 18 17 16 15 14 13 45 = 3x6 II Sx6 = 4x6 = 48 = 3x4 II 4x1D = 3x4 II 6.8 = 3x5 = 5x8 MT18HS = 5x8 MT18HS = LOADING (ps' TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS'- TC 0.79 BC 0.67 W B 0.99 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Udell Ud -0.2917-19 >999 360 -0.6817-19 >824 240 0.18 13 rile Fula 0.39 17-19 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 2791b FT LUMBER- LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 old puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. 3-22: 2x4 SPM 30 WEBS 1Row at midpt 5-19, 7-19, 7-15,11-15 2 Rows at 1/3 pis 11-13 REACTIONS. (lb/size) 13=2082lMechanical, 23=2305/0-8-0 Max Horz 23=369(LC 11) Max Uplift 13=-910(LC 12), 23_ 1094(LC 12) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 34=-3354/1736, 4-5=-3481/1886, 5-6=-4249/2385, 6-7=-4249/2385, 7-9=-3820/2150, 9-11=-3820/2150 BOT CHORD 22-23=-357/374, 21-22=-1986/3027, 19-21- 1976/3146, 17-19=-2558/4448, 15-17=-2558/4448,14-15=-1380/2374,13-14=-1380/2374 WEBS 3-23=-2161/1314, 3-22=1666/3045, 4-22=-092/361, 4-21=-59/301, 5-19=-749/1465, 6-19=542/424,7-19=-325/120, 7-17=0/284, 7-15=-792/476, 9-15=-488/372, 11-15=-1010/1823,11-14=0/308,11-13=-2961/1619 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45tt; L=24ft; eave=6h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -0-0-13 to 2-11-3. Intedor(1) 2-11-3 to 13-0-0, Extedor(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 48-8-12 zone; cantilever left and fight exposed; end vertical left and 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9101b uplift at joint 13 and 1094 Ib uplift at joint 23. Thomas A. Albani PE No.39380 li USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 3361D Date: September 12,2019 A WARNNG-VedtydeslgnperemefereanJREADNOTES ON TNIS AND WCLUDEDMWEKREFERANCEPAGEMI}74Mmv. 10022016BEFORE USE Design valid for use only with Mil connectors. This design Is based only upon parameters shown. and Is for an Incilvidual building component, not a hum system. Before use, the building designer mutt verity the appllcobalty, of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling ofindividual taw web and/or chord members only. Additional tempomryand permanent bracing WOW Is always required for stoblllty and to prevent collapse with pomlble personal Injury and property damage. For general guidance tegarding the fabdcotlon. storage, delivery, erection and bracing of husses and huss systems seeAN91/RII Quality Crileft, D3549 and BCSI Balding Component 69N Panic Ent Blvd. Safety Infatmatbnavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type - Oty Ply CHAD HINKLE / Q57790 T78102817 76117 A3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL a.azu s Aug za zuiu rat tax mausmes, Inc. I nu cap iz w:ur:uo zare raga r ID:SRZdzXNNgTeJxApidLWyDDz7VDB-g5jYsj8Ev4GDadGLw54K7infheUcf5hkD3MjgdyeMpd 24a 00-0 1540 2b8-14 28-00 34-11-2 41d0 49-ae 1 z ae-o ae-0 aeon ar-z a]-z aeaa ]-ze 2-0-0 oScale=1:84.8 2 5.00 12 5x8 = 3x4 11 3x8 = 06 = 3x4 II 5x8 = 22 21 — 19 " 18 " '" 16 "' 15 "" 14 13 4x5 = 3x6 II 5x6 = 46 = SAO = 3x4 II 5x8 = 3xB = 4x6 II 3x5= 5x6 WB= 2d-0 -0 41.8 4810-8 E442-&06-0 &]1220-0 60-1a8ete a4-0 Plate Oftsets(XY)— [6:0-5-120-2-81 [9:0-3-0Ednel [11:0-5-120-2-8] [12:0-2-00-1-12b[13:Edge0-3-81 [14:0-3-80-1-81 [15:0-3-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ude11 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.23 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Veh CT) -0.54 16-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 HOrz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -MS Wind(LL) 0.31 16-18 >999 240 Weight: 288 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except* BOT CHORD 3-21: 2x4 SP M 30 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=2305/0-8-0, 13=2082/Mechanical Max Horz 22=319(LC 11) Max Uplift 22=-1096(LC 12), 13=-908(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-3517/1840, 5-6=-3442/1907, 6-7=3802/2204, 7-8=-31102/2204, 8-10=-3261/1941, 10-1 1=-3265/1944,11-12=232211319,12-13=-2015/1185 BOT CHORD 21-22=-264/319, 19-21=-1863/3294, 18-19=-1753/3196, 16-18=-2120/3933, 15-16=-2120/3933,14-15=-1137/2071 WEBS 3-22=-216211335, 3-21=-170713088, 5-21=-379/324, 6-19=-31/304, 6-18=-555/1084, 7-18=-504/393,8-16=0/307, 8-15=-867/418, 10-15— 502/383,11-15=-934/1744, 11-14=-772/542,12-14=-1166/2211 Structural wood sheathing directly applied or 3-2-14 oc puffins, except end verticals. Rigid ceiling directly applied or 5-0-15 oc bracing. 1 Row at midict 8-18, 8-15, 11-15. 12-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=451p L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -0-0-13 to 2-11-3, Intedor(1) 2-11-3 to 15-0-0. Extenor(2) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 41-8-0, Extedor(2) 41-8-0to 45-10-15, Interior(1) 45-10-15 to 48-8-12 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has-been designed for 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 chard and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096111 uplift at joint 22 and 908 lb uplift at joint 13. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 0 WARNING - Verify design paremefere and READ NOTES ON Was AND INCLUDED I fi ll REFERANCE PAGE MX74M not,. 1 NDY1015 BEFORE USE. Design valid for use only with MneW connectors. This design is based only upon parameters shown and is for an lndlvldual building component, not o muss system. Before use, the building designer must warty the applicability of design parameters and properly incorporate Mil; design Into Me overall building design. Bracing Indicated B to prevent buckling at lndlvldual muss web and/or chord members only. Additional temporary and permanent bradng MiTek' Is always readied 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 truu systems, seeANSViPII CuolBr Cie.&. D8B49 vnd BCSI BuadI Component Safety Nfonnatbrgvollable mom Truss Plate Institute, 218 N. We Street, Suite 312, Alexantlrio, VA 22 14. 6904 Parke East BNtl. Tampa, FL 33810 Job Truss Illy Ply CHAD HINKLE / Q57790 T18102818 76117 �TrussType A4 HIP 1 1 Job Reference (optional) Chambers, 1 was, Inc., I -on Pierce, tL oam .rug za zu,v.ir ex muaeuree, I, .c. um uep re ru.v4:aoteen ra9v, ID:SRZdzXNNgTBJxApidLW yDDz7VD8-cUrJH09URhW xgxPj2s6oe7s2yS8Z70Ji hNrgvW yeMpb 2-0-0 98-0 17 2474 327 .12 39-0-0 444-1-3 409I 8 2 ]-0.0 F4U 7-7 ]-SB 7d-0 Se 4-9L 2i-0 Scale = 1:84.6 2 d � 5.00 12 5x8 = 3x4 II 4x6 = sire = 5 27 28 6 7 29 8 30 31 Sze = 9 32 21 20 IV YB °• 16 1s — 13 "• "" 12 4x5 = 3x6 It 5x6 = 46 = 3x5 = 3x8 = 3x4 II 4x6 3x8 = 6x8 = 46 = 2-4-0 T-0a 90-0 17.00 Yb74 32-G12 390-0 4B168 2-0-0 7-4-0 7-0-0 74-0 M 771 9-2-0 Ob0 Plate Offsets (X Y)-- [4:0-3-0 0-3-41 [5:0-5-4 0-2-41 U:0-3-0 Edae] [9:0-3-0 0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.22 16-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Ven(CT) --0.4915-16 >999 240 BCLL 0.0 ' Rep Stress [nor YES We 0.79 Horz(CT) 0.15 12 n1a n1a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.26 16 >999 240 Weight: 2881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 3-20: 2x4 SPM 30 WEBS REACTIONS. (lb/size) 21=2305/0-8-0, 12=2082IMechanical MaxHOrz 21=345(LC 11) Max Uplift 21=-1096(LC 12), 12=908(LC 12) Max Grav 21=2305(LC 1), 12=2127(LC 18) FORCES. (Its) -Max. Comp./Max. Ten. -All forces 260,(lb) or less except when shown. TOP CHORD 341=-3632/1871, 4-5=-3376/1855, 5-6=3503/2042, 6-8=-3503/2042, 8-9=-2270/1407, 9-10— 2490/1448 BOT CHORD 20-21=-297/399, 18-20=-1877/3410, 16-18=-1667/3139, 15-16=-1761/3334, 13-15=-1761/3334,12-13= 958/1682 WEBS 3-21=-2162/1352, 3-20=-1679/3074, 4-20=-290/287, 4-18=-341/241, 5-18=-76/412, 5-16=992/801, 6-16=-557/431,8-16=-195/407,8-15=0/352, 8-13=-1496/778, 9-13= 217/582,10-13=-352/940,10-12=-2459/1374 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end vedicals. Rigid ceiling directly applied or 5-4-6 oc bracing. 1 Row at midpt 3-20, 4-18, 8-13, 10-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft;. eave=6ft; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-0-D-13 to 2-11-3, Intedor(1) 2-11-3 to 17-", Exterior(2) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 39-8-0, Exterior(2) 39-8-0 to 43-10-15, Intenor(1) 43-10-15 to 48-8-12 zone; cantilever left and tight exposed: end vertical left and tight exposecli 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 Its uplift at joint 21 and 906 Its uplift at joint 12. h Thomas A. Alban) PE No.39380 MTak USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 O WARNING-VerllyCesign ps;.sfs. end READ NOTES ONTH49ANOINCLUO£OMREKREFERANCEPAGEM674YJ 11aPoYLaf5BEFOREUSE. Design valid for use orry with MOeIsN connectors. Tins design Is based only upon parameters shown, and Is for an Individual building component, not ��- o truss system. Before use, the building designer must verify me applicability of design parameters and praperiy Incorporate this design Into the overall building design., Bracing Indicated is to prevent buckling of Indvidual truss web and/or chord members only. Adolflonal temporary and permanent bracing M!Tek' is always required for sth iliy and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the 6904 Parke East Blvd. fabrlcatian, storage. delivery, erectlon and bracing of trusses and hum systems, seeANStyfPlf Quality Criteria. D3849 and BCSI Bu8dklg Component Safely Ydoennflonavoiloble from Two Plate Institute. 218 N. Lee Sheet, Suite 3.12, Masand4o, VA 22314. Tampa, FL 33610 Job Truss I ru55 I yp0 y CHADHINKLE/0571`90 T18102818 76117 AS HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industries, Inc. Thu Sep 1215:08:58 2019 Page 1 ID:SRZdzXNNgT8JxApidLWyDDz7VDB-vlbw1 LCOLwdxE-y4zRUciC_gAXpwZJicBa9gR2yeLsp 2i-0 ]A0.11 1e-5-5 19-0-0 25-0-0 31<-02 431A 4&10A 22-4-0 Stitt Stitt Stitt 654 619 63d S56 S9e 2 t 5.00 12 sxe = 3x4 II 3x6 = 3x8 = 5x6 = Scale =1:83.9 24 za °a r Om 21 LO, 19 eO 18 11 18 15 14 4x5 = Eke = 3.5 = eke W B = 3x5 = 4x8 = 3xB = 3.4 11 4x5 = 3x8 = 3x8 = 4x8 11 2d02 la8e 190e 253i a1i 1R 3]dU 1' 1l8 18169 2-0O 040 BdL 63d &,a 634 S58 590 Plate Offsets (X Y)-- [7:0-5-12,0-2-8] 111:0-3-0.0-2-41 rl4:Edae 0-3-8] rl5:0-3-8 0-1-8],[24:0-3-8 03-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.64 Vert(L-) -0.23 21-23 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 'BC 0.64 Vert(CT) -0.502123 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.90 Horz(CT) 0.15 14 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Wind(LL) 0.24 19 >999 240 Weight: 309 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP.No.3 WEBS REACTIONS. (lb/size) 24=2305/0-8-0,. 14=2082IMechanical Max Hoa 24=371(LC11) Max Uplift 24- 1096(LC 12), 14=-908(LC 12) FORCES. (Ib) - Mac..CompJMax: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-28=-299/87, 4-28=-285/102, 4-5=-3628/1852,.5-6=-3510/1862, 6-29=-3239/1789, 7-29= 3169/1805,7-3D=-3145/1867,830=3145/1867,8-97--3145/1867,9-31=.3145/1867, 10-31=3145/1867,10-32=-2285/1463,1132=-2285/1463,11-33= 2455/1501, 12-33=-2524/1485,12.34=-2028/1190,13-34=-2098/1179,13-14= 2028/1163 BOT CHORD 23-24=-1761/3312, 23-35=-1798/3389,2235=-1799/3389, 22-36=-1799/3389, 21-36=-1799/8389,21-37=-1557/3044,20-37=-1557/3044,19-20=-1557/3044, 19-38=-1574/3026,18-38- 1574/3026,17-18=-1574/3026,16-17=-1574/3026, 15-16=-1041/1886 WEBS 3-24=400/388, 4-24=3436/1850, 4-23=-6/282, 6-21=-500/346,7-21= 204/617, 7-19=272/563, 8-19=459/364, 10-19=-175/373, 10-18=0/333, 10-16=A217/591, 11-16=-268/625,12-16=-238/673,12-15=-984/622,13-15= 1127/2127 Structural wood sheathing directly applied or 33-13 oc purling, except end verticals. Rigid ceiling directly appliedor 5-5-10 oc bracing. 1 Rowat midpt 4-24. 10-16 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2411; eave=6D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-13 to 2-11-3, Intedor(1) 2-11-3 to 19-0-0, Exterior(2) 19-0-0 to 23-2-15, Interior(l) 23-2-15 to 37-8-0, Exterior(2) 37-8-0to 41-10-15, Interior(l) 41-10-15 to 48-8-12 zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chard live load nonconcurrent with anyother live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chore] and any other members, with BCDL= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 So uplift at joint 24 and 9081b uplift at joint 14. Thomas A Albani PE No.39380 fill rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 AWARNING- VedrydereenperemetemarmiNOTES ONWISANUINCLUDES MREKREFERANCEVAGEMLL7473rear. fOf3,2015BEFOREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, antl Is for an Individual building component. not a fuss system. Before use. Me building designer must verity the appllaebYlN of design parameters and properly incorporate his tleslgn Into the overall building design, Bracing indicated is to prevent buckling of Individual hum web and/or chord members only.Additional temporary and permanent bracing 1s chvays required for stability and to prevent collapse wM posvble personal Iniury, and property damage. For general guldance regarding the fabrication, storage, delivery, creation and bracing of trusses and hum systems. seeANSMI7 Quality Cftda, DS849 and 1051 aulObD Component Safety mfo=a1a1 cUcbl9 from Truss Plane Instrute, 218 N. Lee Sheet, Suite 312 Alexandra, VA 22314. MiTek- 6904 Parke East Blvd. Tampa, FL W610 Job City Ply CHAD HINKLE 1057790 T78102820 76117 JTrnss A6 �TrussType HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 2-0-0 2 a 0 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:10 2019 Page 1 ID:SRZdzXNNgTBJxApidLWyDDz7VD8-Ysz3i4BWmf3FZ69H8GkYyLI GpObvAK8gKx_PyeMpZ 8611 As 21-0-0 20d-0 140-0 42B.1.8 4a-10.0 2 &2.11 6-241 62-11 ]-0 0 ]-0-0 fife-6 9-0 2-0a Scale = 1:86.1 5.00 Fi2 5x6 = 5x8 4x5 7 26 8 27 28 29 9 20 19 'a 16 " 1s '" " 13 12 45 = 3x6 11 5x6 = 5x8 MT18HS = 5.00[12 3x5 = 3x6 = 3z8 = 2 60 2-0-0 BBtt t3-0-0 2z-0-0 ao-e-0 35-B0 azn-e d6-to-e 2-0-0 H I 6-2-11 49-5 B0-0. I 60-0 5-0O I 65-6 69-0 D4-0 Plate Offsets (X Y)-- [7.0-3-00-2-4119:0-5-120-2-e1 [12:Edge 0-3-8][13:0-3-80-1-e1 f16:0-3-00-2-41 fiB:0-5-00-2-41 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.28 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.7516-17 >740 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.27 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Maldx-MS Wind(LL) 0.36 17 >999 240 Weight: 292 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 3-19: 2x4 SP M 30 REACTIONS. (lb/size) 20=2305/0-8-0, 12=2082/Mechanical Max Horz 20=398(LC 11) Max Uplift 20=-1096(LC 12), 12=-908(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing. WEBS 1 Row at midpt 6-18, 8-17, 8-16, 9-15, 11-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3467/1747, 4-6=-3451/1867, 6-7=-4735/2695, 7-8=-4549/2699, 8-9=-2603/1650, 9-10=-2530/1518,10-11=-2240/1260,11-12=2021/1156 BOT CHORD 19-20=-336/404, 18-19=-1770/3174, 17-18=-2105/3734, 16-17=-1832/3368, 15-16=-1193/2242,13-15=-1102/1997 , WEBS 3-20=-2155/1316, 3-19=-1603/3059, 4-19=-011/307, 6-18=1303/842, 6-17=426/990, 7-17=-6B5/1397, 8-17= 1011/1939,8-16=-1846/1130,9-16=-403/821,10-15=-127/463, 10-13=-849/570.11-13=-1145/2191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3. Intenor(1) 2-11-3 to 21-0-0, Exterior(2) 21-0-0 to 25-2-15, Intenor(1) 25-2-15 to 35-8-0, Exterior(2) 35-8-0 to 39-10-15, Interior(l) 39-10-15 to 48-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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, with BCDL=10.Opsf.. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 lb uplift at joint 20 and 9081b uplift at joint 12. Fk Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cut 6634 69U Parke East Blvd. Tampa FL 33610 Date: September12,2019 O WARNING - Verity dealOAparamere..rtd READ NOTES ON THISAND INCLUDED MIrEKREFERANCEPAGE 1111474T3 rev. fON.L20150EF011E USE volld for use only with Mile& connectors. This design Is based only upon parameters shown, and Is for an IndMdual bullding component not wit o truss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporale this design Into me overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adltonal temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon,storage. calvary, erection and bracing of trusses and truss system% seeANSVTPI I CualNyCmtrda,DSO-09 and SCSI BuildbD Comparl"t 6904 Parke East Blvd. Safety NmPl formatbvoilable from Truss ate Institute. 218 N. Lea Street, Suite 312, AlexantlrlO, VA 22314. Tampa, FL 33610 Job Truss Truss Type QfY Piy CHAD HINKLE/057790 T78102821 76117 A7 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MTek Industries, Inc. Thu Sep 12 13:04:12 2019 Page 1 ID;SRZdzXNNgT8JxApidLWyDDz7VD8-VF4p7mC7Vw1 NIYVHiBkpzl hC3Te3pEcb-p22HyeMpX lid ]i0 128-0 1'sa zJ o ze-0O ?M1BU ati 9 a71 z S2d s2d s2d s2-0 SI-0 J3d ]-e0 2i-0 Scale=1:86.5 5.00 12 Sx6 — 4x5 5x6 = = 8 27 9 2829 10 21 20 to 17 ad to ­ 15 14 4x5 = 3x6 II 5.6 = 12x14 MTiBHS = 5.00 FIT2 5.8 _ 4x6 = 012 = 4.6 11 2dd 2-0d )E-0 IYGd 12d0 3D8O 41.18 Calae � zda H szd 1 stoa I edd { ead 1 lase 1 ]s0 r a4d Plate Offsets (X Y)— [8:0-3-0 0-2-4] [10:0-3-0.0-2-41, f11:0-0-0,0-1-121, f11:0-4-O,Edgel, [12:0-1-14,0-"], f14:Edae,0-3-81, f17:0-5-0,0-2d1119:0-11-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.54 15-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.98 15-17 >568 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Hmz(CT) 0.27 14 n/a Ida BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.33 18 >999 240 Weight: 2961b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 3-20: 2x4 SP.M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. WEBS 1 Row at midpt 7-19, 9-18, 9-17, 10-15. 13-15 REACTIONS. (lb/size) 21=2305/0-8-0, 14=2082/Mechanical Max Horz 21=424(LC 11) Max Uplift 21=-1096(LC 12), 14=-908(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3328/1644, 4-5=-3498/1842, 5-7=-3453/1931,7-8=-4641/2665, 8-9=-3974/2406, 9-10=-2383/1552,10-12=-2425/1537,12-13=-2388/130B, 13-14=-2023/1146 BOT CHORD 20-21=-393/372, 19-20=-1689/3110, 18-19=-2326/4244, 17-18=-1606/3022, 15-17=-1159/2200 WEBS 3-21=2168/1284, 3-20=-1573/3037, 4-20=-499/354, 5-19=-362/284, 7-19=-1380/811, 7-18=-150/608, 8-18=-742(1447, 9-18=-901/1731, 9-17=-1596/968, 10-17=-287/729, 10-15=-331/138,12-15= 619/533,13-15=-1152/2265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh, h=15H; B=45ft; L=24ft; eave=611; Cat. 11; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 23-0-0, Exterior(2) 23-0-0 to 27-2-15, Interior(l) 27-2-15 to 33-8-0, Exterior(2) 33-8-0 to 37-10-15. Interior(1) 37-10-15 to 48-8-12 zone; cantilever left and right exposed ; end vertical left and right ezposed;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 of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1096 Ib uplift at joint 21 and 908 lb uplift at joint 14. Thomas A. Albani PE No.3938D MiTek USA, Inc. FL Celt 6634 69U Parke East Blvd. Tampa FL 33610 Date: September 12,2019 ®WARNING- Ver/fydedgnpazruetonendREADNOTESONTHISANDWCLUDEDMREKR EFERANCEPAGEMl474YJree1N0Y1015BEFOREUSE valid for use only with MRekS connectors. This design Is based only upon parameters shown, and is for an Individual building component, not MR a trim system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate MI5 design Into the overall building design. Bracing indicated 6 to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fcbrica6on, storage, delivery, erection and bracing of busses and buss systems. SeeANSVIPII Coallry CrBedo, DSB49 and SCSI Building Component rm Safety Infoalbnavailable from Truss Plate Instr 218 N. Lee Street Suite 312, Alexandrio, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oy Ply CHAD HINKLE I Q57790 T78102822 76117 AS PIGGYBACK BASE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 1213:04:14 2019 Page 1 ID:SRZdzXNNgT8JxApidLWyDDz7VDB-ReCaYSEFiXH5Ysi107DCuO66JtCDKi0v31187AyeMpV 2da 0-0-0 13-0-0 194-0 25-0-0 31-e-0 3F3-11 42-01.5 48-te8 2 59-0 Se-0 5B-0 S9-0 680 ST.11 Si-11 S11d 2 0.0 Scale-1:86.6 6xe = 5.00 12 Sx6 — 21 20 1e 17 42 Ib 10 JJ J4 14 3x6 11 5x8 = axis = 4x5 = 5.00 12 5x70 = 4x6 = W = 3x5 = 240 21B-0-0 1S 2 aa-so 57a 4&1a 2oll -O I -0 -1-0 04-0 Plate Offsets (X,Y)-- 16:0-3-0,Edge), f8:0-4-0,0-1-131, 19:0-3-0,0-2-41,117:0-7-0,0-2-41, 119:0-3-4,0.2-41 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.28 15-17 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ven(CT) -0.73 18-19 >759 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.95 HGrz(CT) 0.30 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.35 18 >999 240 Weight: 300111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. 3-20,8-18: 2x4 SP M 30 WEBS 1 Row at midpt 8-18, 10-17, 10-15, 12-14 2 Rows at 113 pis 8-17 REACTIONS. (Ib/size) 21=2305/0-8-0, 14=2082/Mechanical Max Hom 21=451(LC 11) Max Uplift 21=-10961[LC 12), 14= 908(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-3402/1665,4-5=-3470/1808,5-7=-484212699,7-8=-4632/2661,8-9— 2195/1472, 9-10=-2409/1490,10-12=-2402/1391 BOT CHORD 20-21=-404/422, 19-20=-1703/3166, 18-19=-1905/3566, 17-18=-1705/3274, 15-17=1174/2241,14-15=-1028/1869 WEBS 3-21=-2161/1288, 3-20=-1576/3057, 4-20=-456/327, 5-19= 12331768, 5-18=-670/1229, 7-18=-389/359, 8-18=-1605/3074, 8-17— 1713/944, 9-17=231/517, 10-17=-321/192, 10-15=-318/221,12-15=-170/679,12-14=-2550/1355 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh, h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; E>in C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -0-0-13 to 2-11-3, Interior(1) 2-11-3 to 25-0-0,.Exterior(2) 25.0-0 to 29-2-15, Interiont) 29-2-15 to 31-8-0, Extedor(2) 31-8-0 to 35-10-15, Intedor(1) 35-10-15 to 48-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer togirder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1096 In uplift at joint 21 and 908 In uplift at joint 14. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; September12,2019 Q WARNING -VBNry Ees/BnP.vm,fenenEREAD NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF74mrs. laV32015BEFORE USE Design valid for use only with MOek® connectors, This design is based only upon parameters shown. and Is for an Individual building component, not ��- a hum system. Before use, the bulltling designer must verify ire applicability of devgn parameters and properly Incorporate this design Into the overoli bulltling design. Bracing Indicated b 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 fire fabrication. storage. delivery, erectlon and brocing of trusses and truce systems. seeANSUfPIi QuatWW Crithi DSB-09 and BCSI Buldi Component Safety Infomlatturravolloble from Truss Plate Institute, 218 N. fee Shoot, Suite 312, Alexandria VA 22314. WOW 6904 Parke East Blvd Tampa, FL 33610 Job Truss Truss Type Ory, Ply CHAD HINKLE/057790 T18102823 76117 A9 PIGGYBACK BASE 2 t Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:15 2019 Page 1 ID:S RZdzXNNgTBJxApidLW yDDz7 VDB.vgmyloFtorPy9OS4yrkRRcflGHXYG9YJIytifcyeMpU 2d0 300 1380 te4-0 PvAe 31dD 31.1.11 J2-'/-5 OBd9 a z saa saa sae sea ea-0 sstt ssdt s-93 2-0a Scale=1:85.7 6x8 = Sx6 = 5.00 12 27 2829 9 21 20 re 17 uc ,en — no 14 4a5 = 3.6 II 5x6 = Sx6 = 5.00 12 Sx10 = 46 = 6x8 = 3x5 = 2da 24a eaa 13da 22aO 30Ba 39aE C3da 2aa H s-ea I sda e-3-0 ea-0 eae oda PlateOffsets (X )O-- 16'0-3-0 Edeel f8'0-0-00-1-13] [9:0-3-00-2-01 r17.0-7-00-2-41 [19:0-3-40-2-41 LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Ildefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(ILL) -0.27 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ven(CT) -0.7218-19 >763 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.94 Horz(CT) 0.29 14 rVa n/a BCDL 10.0 Code FBC2017)TP12014 Matrix -MS WincILL) 0.34 18 >999 240 Weight: 299 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. 3-20,8-18: 2x4 SP M 30 WEBS 1 Row at midpt 8-18, 10-17, 10-15, 12-14 2 Rows at 113 pts 8-17 REACTIONS. (lb/size) 21=228310-8-0, 14=206010-4-8 Max Horz 21=458(LC 11) Max Uplift 21— 1086(LC 12), 14=-898(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 3-4= 3361/1642, 4-5=3423/1783, 5-7=-4757/2664, 7-8=-4546/2625, 8-9=-2134/1441, 9-iO= 2342/1459,10-12=-2288/1340 BOT CHORD 20-21=-412/420, 19-20=-1700/3129, 18-19= 1897/3518, 17-18- 1692/3207, 15-17=-1137/2145,14-15=-978/1757 WEBS 3-21=-2139/1277,3-20_ 1557/3020,4-20— 449/324,5-19=-12101762,5-18=-662/1194, 7-18=-389/359,8-18=1598/3035,8-17=-1709/953,9-17=-220/499,10-17=-266/164, 10-15=-364/243,12-15=-1947710,12-14=-246B71320 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.OpsY h=15ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 S; MWFRS (directional) and C-C Extenor(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 25-0-0, Extedor(2) 25-0-0 to 29-2-15, Interior(1) 29-2-15 to 31-e-0, Extedor(2)31-8-0 to 35-10-15, Interior(1) 35-10-15 to 48-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1086 lb uplift at joint 21 and 898 lb uplift at joint 14. Thomas A. Albani PE No.38383 blTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 Job Truss Truss Type City Ply CHAD HINKLE /057790 T18102824 76117 AB Piggyback Base 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL u.uzu s Aug ea zma for ex moustries, inc. Thu Sep to i3;Q4 w za ro rage i • ID:SRZdzXNNgT8JxApidLWyDDz?VDB-NOKKy8FVZ9XpnA1 GWYFgzpCTxgtj?baCWcnFB2yeMpT 11-8-0 5-8-0 114-0 11 -0 174-0 23-0-0 298-0 3]-1-it 42-7-5 46-4-8 5-8-0 5-8-0 a--0 5-8 0 Sb-0 6-8-0 ]-5-11 55-10 3-9-3 0-2.0 Scale = 1:82.9 5.00 12 6x8 = 5x8 = 6 21 22 7 4xl 1B 17 ,a 1411 3z6 11 Sze Sz10 Sze = 5.00 12 4x6 = Bx8 = = = 3x5 — LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 SCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 C51. TC 0.51 BC 0.70 We 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl L/d -0.27 15-16 >999 360 1 -0.7315-16 >761 240 0.29 11 n/a n/a 0.34 15 >999 240 PLATES GRIP MT20 244/190 Weight: 2901b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 "Except BOT CHORD Rigid ceiling directly applied or 53-1 oc bracing. 6-15,1-17: 2x4 SP M 30, 1-18: 2x6 SP No.2 WEBS 1 Row at midpt 6-15, 8-14, 9-11 2 Rows at 1/3 pts 6-14 REACTIONS. (Ib/size) 18=2070/0-8-0, 11=2070104-8 Max Horz 18=454(LC 11) Max Uplift 18=-902(LC 12), 11=-905(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3462/1770, 2-3=-3501/1863, 3-5=-4814/2708, 5-6=4599/2669, 6-7=-2154/1464, 7-8=-2398/1468,8-9=2338/1336,1-18=-2004/1098 BOT CHORD 17-18=-388/456, 16-17=-1795/3189, 15-16=-1938/3518, 14-15=-1718/3226, , 12-14=-1135/2123,11-12=-789/1339 WEBS 2-17=-428/299, 3-15=-664/1203, 5-15=-395/364, 6-15=-1638/3050, 6-14=-1724/968, 7-14=-181/480, 8-12=512/370, 9-12=449/1037, 1-17=-1441/2970, 9-11=-2293/1279, 3-16— 1202/758 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psh, h=15ft; B=45f ; L=24ft; eave=6f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-2-12 to 3.2-12, Interior(1) 3-2-12 to 23-0-0, Exterior(2) 23-M to 27-2-15, Interior(1) 27-2-15 to 29-8-0, Extedor(2) 29-8-0 to 33-10-15, Intedor(1) 33-10-15 to 46-2-12 zone; cantilever left and right exposed ; end vertical left and 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 ponding. 4) This tmss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 902 lb uplift at joint 18 and 9051b uplift at joint 11. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Q WARNING. Vedry✓es/gnparemetersend BEAD NOTES ON MIS AND INCLUDED MITEKBEFEBANCEPAGEMIt-747a rev. Ic=?015BEFOBE USE valid for use only with MifekW connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component not Of a truss system. Before use, the building designer must verify the opplicabllify of di parameters and properly Incorporate this design Into rile overcc building design, Bracing Indicated is to prevent buckling of individual buss web and/or chord members only, Additional temporary and permanent bracing MtTek- 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 musses and buss systems. WeANSViplI QuSI1M CM nks. DS549 and BCSI BWdhB Component 69N Parke East Blvd. Safety Infoenulbrnvallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply CHAD HINKLE/Q57790 T78102825 76117 B Roof Special 1 1 Job Reference o tional unamoers l russ, no., run tierce, rL nuyc oepi ruye ID:SRZdzXNNgT8JxApidLWyDDz7VDS-rDuiATGBJSfgPJbS4FmvW 1kb84Aaki HMIGXpjVyeMpS 2-B-0 2-8I i 1602-799 0 6-0 2fi i 6- 2&5.1-37 I 379 s Seats =1:61.5 4x6 = Sx6 = 3x4 II 4x6 = 4x5 = 4x10 = 3x6 = 3x4 II 4x6 = 1 2 20 21 3 4 22 5 23 6 7 8 24 25 9 6x3 = 3x4 II 3x4 II 5xe = 5x6 = Sx12 = 3x6 II 2-8-0 &4.0 16.0,0 22-7.9 29-t-7 35-9-0 o.a.n I a-a-n I B.R.n as-s as.ta s-7-s 1° Plate Offsets (X Y)-- [4.0-3-0 Edger ll3:0-3-8 0-2-81 [15:0-7-12 0-4-121 [17:0-6-0 0.4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lee) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.34 15 >999 360 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.7815-16 >548 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 1.00 Horz(CT) 0.22 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.45 15 >942 240 Weight: 2131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30'Except- 2-18,5-14:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Except* WEBS 1-19: 2x6 SP No.2, 2-16,5-16,13-15: 2x4 SP M 30 REACTIONS. (lb/size) 19=1592/0-8-0, 10=1592/Mechanical Max Harz 19=-238(LC 10) Max Uplift 19= 695(LC 12), 10=-695(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250'(lb) or less except when shown. TOP CHORD 1-19= 1547/923, 1-2=-1365/910, 2-3=-3969/2202, 3-5=-3969/2202, 5-6=-5287/2883, 6-8= 2307/1284,8-9=-2307/1284, 9-10=-1529/897 BOT CHORD 2-17=-1412/887, 16-17— 1068/1465, 15-16=-3041/5376, 11A3=-1965/3523 WEBS 17-19=-298/330,1-17— 1204/2039,2-16=-1483/2741,3-16=-484/369,5-16— 1518/836, 13-15=-1863/3327,6-15=-1114/1903,6-13=-063/375,6-11=-14091757„8-11=-485/388, 9-11=-1427/2632 Structural wood sheathing directly applied or 2-9-13 oc puffins, except end verticals. Rigid ceiling directly applied or 4-2-6 oc bracing. 1 Row at rtlldpt 6-15, 6-11, 9-11 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascll 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; 8=45f ; L=36tt; eave=SN; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-10. Interior(1) 3-9-10 to 35-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 19 and 695 Ib uplift at joint 10. Thomas A Alfieri PE No.39380 kliTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Q WARNING -Verify design Parameters; and READ NOTES ON THIS AND IHCLUDEDMITEKREFERANCE PAGE 111I1-74larev. IaN32015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the bunding designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary end permanent bracing Welk' is always required! for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery. erectlon and bracing of trusses and toss systems, teeANSUIPI1 Quo CrIll DSB49 and SCSI Building Component 69N Parke East Blvd. Sabty Informalbmvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alaxantlrla. VA 22 T14. Tampa, FL 3351 D Job Truss Truss Type Oty Ply CHAD HINKLE I Q57790 T18102826 76117 B1 Roof Special 1 1 Job Reference (optional) Unambers buss, Ini von vleme, rL o.ozu snug zo aura mu...nuusues, n,c. am oep rc Scale=1:61.5 4x6 = 4x6 = 3x4 11 US = 4x5 = 3x10 = 3x6 = 3x4 II 46 = 1 2 20 21 3 4 22 5 23 6 7 8 24 25 9 I 6.8 = 3x4 11 30 11 5x6 = 4x6 __ 5x10 = 3x6 11 LOADING (pst) SPACING- 2-0-0 CSI, DEFL. in (Ioc) We" Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.92 Vert(LL) -0.22 15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vett(CT)-0.5215-16 >823 240 BOLL 0.0 Rep Stress Inch YES WB 0.87 Horz(CT) 0.16 10 File, n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.29 15-16 >999 240 Weight: 2261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-7 cc puffins, BOT CHORD 2x4 SP M 30 'Except- except end verticals. 2-18,5-14: 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 4-9-2 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-16„5-16, 6-11, 9-11 1-19: 2x6 SP No.2, 13-15: 2x4 SP M 30 REACTIONS. (lb/size) 19=1592/0-8-0, 10=1592/Mechanical Max Harz 19=291(LC 9) Max Uplift 19=-695(LC 12), 10=-695(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 gi or less except when shown. TOP CHORD 1-19= 1551/947, 1-2=-10551752, 2-3=„3063/1739, 3-5=-30630739, 5-6=-4049/2233, 6-8=-1895/1085,8-9=-1895/1085,9-10— 1531/904 BOT CHORD 2-17=-1430/910, 16-17=-920/1225, 15-16=-2394/4092, 11-13=1658/2889 WEBS 17-19=351/389,1-17=-1109/1846,2-16=-1236/2246,3-16=-486/370,5-16=-1164/659, 13-15=-1596/2770,6-15=-811/1315,6-13=-061/326,6-11=-1221/671, 8-11=-490/393, 9-11=-1260/2296 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-10, Interior(1) 3-9-10 to 35-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695lb uplift at joint 19 and 6951b uplift at joint 10. Thomas A: Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 Q WARNING Verity designparamefers and READ NOTES ON THIS AND INCLUDEDadn EKREFERANCE PAGE MO.747area. tara311715 BEFORE USE. • Design valid for use only with Mlreks)connectors, This design is based only upon parameters shown, and is for on Individual building component not a truss system. Before use, the bullOing designer must verity the applicability of design parameters and property Incorporate mu design Into the overall bulls design, Bracing Indicated B 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 guldanceregardingthe fabrication. storage. dellvery, erection and bracing of trusses and truss systems, seeAN6171P11 Oua'N CmoM, DSM9 and BCSI Buffeting Component 6904 Parke East Blvd.Satisfy lnfomratbrvavallable from Truss Plata Institute, 218 N. We Street Suite 312, Nexandea. VA 2231 A. Tampa. FL 33610 Job Truss Truss Type Ofy Ply CHAD HINKLE I Q57790 T78102827 76117 B2 Roof Special 1 1 Job Reference (optional) unamDefs l was, mc., r-on rlerae, VL aacu. ycacurnmiienemusmee, uro. r nu a.p ra ra..¢m m m rays • ID:SRZdzXNNgT8JxApidLW yDDz7VDB-GnZroVI0cN1 EGnK110Kc8fM5SIGrx0toREITKpyeMpP 94-0 2-799 8.0 I fi5--022100 6.8-0 6%.3 Scale=1:61.5 Sxfi = US = 3x4 II 3x6 = US = 3x8 = US = 3x4 II 4.6 = 1 2 20 21 3 4 22 5 23 6 7 8 24 25 9 R I 6x8 = 3x4 II 3x4 II 5x6 = 4.6 = 5x8 = 3xfi 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.73 Lumber DOL 1.25 BC 0.62 Rep Stress Incr YES WB 0.89 Code FBC2017[TP12014 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc)• Vclefl Ud -0.16 15-16 >999 360 -0.3915-16 >999 240 0.13 10 n/a n/a 0.22 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 240111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc puffins, BOT CHORD 2x4 SP M 30'Except- except end verticals. 2-18,5-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at indict 9-10,2-16; 5-16, 13-15, 6-11, 9-11 1.19: 2x6 SP No.2 REACTIONS. (lb/size) 19=1592/D-8-0, 10=1592/Mechanical Max Ham 19=-343(LC 8) Max Uplift 19=-695(LC 12), 10=-695(LC 12) ' FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1552/970, 1-2= 884/662,2-3=-2494/1454, 3-5=-2494/1454, 5-6=-3274/1829, 6-8=-1607/952, 8-9= 1607/952,9-10=-1532/913 BOTCHORD 2-17- 1438/931, 16-17=-847/1098, 15-16=-2007/3302, 11-13=-145212448 WEBS 17-19=-409/452, 1-17=-1062/1742, 2-16=-1093/1947, 3-16=-088/372, 5-16=-964/565, 13-15_ 1397/2344,6-15=-649/991,6-13=-287/291,6-11=-1099/620, 8-11=-494/398, 9-11=-1155/2075 NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=36ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-2-12 to 3-9-10, Intedor(1) 3-9-10 to 35-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695111 uplift at joint 19 and 695 Ib uplift at joint 10. Thomas A. Alban! PE No.39380 MTek USA Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Q WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. IMMIS BEFORE USE Design volld for use only with Mrelda connectors. This deign Is based only upon parameters shown. and b for an Ind1VldUOI building component, not o truss system. Before use, the building designer must verify the epplicalAiN of deign parameters and property Incorporate me design Into the overall building design. Bracbg Indicated is to of Individual truss web and/or chord members only. Additional temporary and permonent bracing M!Tek' preventUucidng Is always requlred for stability and to prevent coilosse with poeeble personal Injury and propery/damage. For general guidance regarding the tabdcafion storage. delivery. erection and bracing of tnseas and tins systems, seeANSUTPIt Quality Cmedp. D5549 and BC31 Building Component 6904 Perko East Bald. Safety InfpnnotblWalloble from Truss Rate Institute. 218 N. lee Street. Suite 312. Alexandria VA 22314. Tampa, FL M610 Job Truss Truss Type Illy Ply CHAD HINKLE/057790 T18102828 76117 B3 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierre, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:21 2019 Page 1 ID:SRZdzXNNgTBJxApidLWyDDz7VD8-k 7DOrJeNh95txvDJ5rrgtvDDhWRgumxguVOsGyeMpO 2-8-0 9.4.0 1fi-0.0 22-7-9 29-1-7 33.9.0 2.3-0 EfSO 6.6.0 { 6-7-9 6-6-73 6-7-9 Sx6 = 4.5 = 3x4 11 3x6= 45 = 3x8 = 3x6 = 3x4 II Scale = 1:61.5 45 = l; 6xB = 3.4 11 3x4 11 6x8 = 3x6 = 5x6 = 3x6 11 2-8-0 9-4-0 16-0-0 22-7-9 [&1-/ ao-s-u 2-&0 6-8-0 6.8.0 6-7-9 6-5.73 6-7-9 Plate Oflsets(XY)-- f139-3-80-3-01 (15.0-6-40-4-41 f17.0-5-120-4-01 LOADING (pst) SPACING- 2-0-0 C51. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ved(LL) -0.13 15-16 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.3115-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.11 10 n/a rVa BCDL 10.0 Code FBC20177rP12014 Maldx-MS Wind(LL) 0.17 15-16 >999 240 Weight: 255 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 2-18,5-14:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Except* WEBS 1-19: 2x6 SP No.2 REACTIONS. (lb/size) 19=159210-8-0, 10=1592(Mechanical Max Horz 19= 395(LC 10) Max Uplift 19=-695(LC 12), 10=-695(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-19=-1552/991, 1-2=-786/607, 2-3=-2103/1262, 3-5= 2103/1262, 5-6=-2749/1558, 6-8=-1416/658, 8-9=-1416/858, 9-10=-1532/922 BOT CHORD 2-17=-14421953, 16-17=-814/1028, 15-16=-1757/2767, 11-13=-1309/2124 WEBS 17-19=-468/515,1-17=-1038/1680,2-16=-1004/1750,3-16=-490/374, 5-16=840/512, 13-15=-1265/2046, 6-15= 560/797,6-13=-232/266,6-11=-1016/590, 8-11=-496/402, 9-11=-1087/1922 Structural wood sheathing directly applied or 4-2-6 cc pudins, except end verticals. Rigid ceiling directly applied or 5-6-14 cc bracing. 1 Row at midpt 9-10, 2-16, 5-16, 13-15, 6-11, 9-11 NOTES- 1) Wind: ASCE 7-10; VuIt=160nrph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exta rior(2) 0-2-12 to 3-9-10, Intedor(1) 3-9-10 to 35-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 19 and 695 lb uplift at joint 10. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 66M 6904 Parke East Blvd. Tampa FL 33610 Dale: September 12,2019 O WARNING-VedlydeslgnporametemandR6ADNOTES ON THIS AND INCLUDED MRENREFERANCE PAGE MX7473rev. 10=2015 BEFORE USE wit volib for use only with MSekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. Me building designer must verity me applicability of design parameters and proper y Incorporate this design Into the overall building design. Bracing Indicated is to duckling of individual truss web cnd/or chord members only. Additional temporary and permanent bracng MfTek" prevent Is always required for statolty and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabricationstorage, delivery, erection and bracing of musses and truss systems, seeANSVTPII Quo" Criteria, DSM9 and SCSI Building Component 6904 Parke East Blvd. Sably Infarmatbrnvallable from Truss Plots Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 2114. Tampa, FL 33610 Job Truss Truss Type Oft, Ply CHAD HINKLE/Q57790 T78102829 76117 But Roof Special 1 1 Job Reference (optional) Unamners I run, me., ton tierce, rL 6.02U S Hug 26 2u1a MLI eK Inauslnes, Inc. I nu sep 121a:U4:2L ZuIB rage 1 • ID:SRZdzXNNgT8JxApidLWyDDz7VDB-CAhbDBKGB7HyV5UOspM4D4SWN5zrPIA5vYEaPiyeMpN 2-8.0I 22-7 I 1-7 3 2-8-0 6.7I4fi60 9 E93 670 r 5x6 = 4xS = 30 II 3.6 = 4.5 = 3.8 = 3.6 = 3x4 II Scale =1:61.4 4x6 = I- 19 18 •"'. - 14 13 11 `" 10 6a8 = 3x4 11 30 11 5x6.= 31,6 5x8 = 4x6 11 2-8-0 44-0 LEVI-7-9 29-1-7 35-9-0 o-a-n I a.a.n 1 aA.n I a.>.o 1 s-6-tn I 6.7-9 Plate Offsets (X Y)-- f 10:Edae 0-3-81 115.0-6-4 0-4.01 117:0-5-12 0-4-01 LOADING (pst) SPACING- 2-0-0 CS]. DEFL. in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.3B Vert(LL) -0.12 15-16 >999 360 MT20 2"1190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.28 15-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Hom(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -MS Wind(LL) 0.1415-16 >999 240 Weight: 2691b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 2-18;5-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except' 1-19: 2x6SP-No.2, 9-10: 2x4 SP M 30 WEBS REACTIONS. (Ib/size) 19=1592/0-8-0, 10=1592/Mechanical Max Ho¢ 19=-447(LC 10) Max Uplift 19=-695(LC 12), 10= 695(LC 12) Max Grav 19=1616(LC 18), 10=1657(LC 17) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19= 1649/1013, 1-2=-756/574, 2-3=-1908/1126, 3-5=-1908/1126, 5-6=-24350363, 6-8=-1326/789,B-9=-1326/789,9-10=-1532/934 BOT CHORD 2-17=-1444/976, 16-17=803/993, 15-16=-1585/2525, 11-13=-1204/1973 WEBS 17-19= 527/578,1-17- 1024/1710,2-16=-948/1647,3-16=-492/375,5-16=-814/482, 13-15= 1169/1933,6-15=-508/729,6-11=-1008/575,8-11=-495/403, 9-11=-1041/1844 Stmctuml wood sheathing directly applied or 4-6-9 oc pudins, except end verticals. Rigid ceiling directly applied or 5-10-7 oc bracing. Except: 1 Row at Fill 2-17 1 Row at midpt 1-19. 9-10, 2-16, 5-16, 6-11. 9-11 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=15fl; B=45ft; L=361t; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-2-12 to 3-9-10, Interior(1) 3-9-10 to 35-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 19 and 6951In uplift at joint 10. Thomas A. Al PE No.39390 MTek USA, Inc. FL Can 8634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 ,&WARNING-Verllydealgn parameters end READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473m, 14032015 BEFORE USE. eeeeeeel Design valid for use only with MOek& 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 oppllcabi lly of design parameters and properly Incorporate Mrs design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdconon, storage, delivery. erection and bracing of tonnes and buss systems, seeANSVIPII Quo Cdbdu, DSB-59 and BCSI Building Component y14. 69Ua Parke Ent Blvd. 21 Spray Informationavolloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22 Tampa. FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE IQ57790 T18102830 76117 B5 Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inca Thu Sep 12 13:04:24 2019 Page 1 ID:SRZdzXNNgTBJxApidLW yDDz7VD8.BZpMetMXgcXgkOeo_DOYIVXgmd7lDbNMsl9TbyeMpL 2-8-0� 22-7-9 I 91-7 9 2-8-06-6-53 3770 -0.I .90 5.00 12 AXE Scale=1:63.2 Si 31 3z4 II 3x6 3x8 = 3x4 11 5z6 = = 3. 4 22 5 6 7 8 23 24 9 18 19 18 YAO - 14 '" 12 -' 11 -" 10 .3.6 II 5z8 MT18HS= 3z4 II axis 5x6 = 5x8 = 46 II 5z8 MITI SHS = LOADING (ps1) TCLL 20.0 TCDL '15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Corte FBC2017RPI2014. CSI. TC Di BC 0.61 WB 0.90 Matrix -MS DEFL. in (too) I/defl Ud Vert(LL) -0.26 15-16 >999 360 Vert(CT) -0.5315-16 >804 240 Horz(CT) 0.16 10 nta rate Wind(LL) 0.12 5 >999 240 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 2781b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc pudins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 5-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-12.oc bracing. WEBS 2x4 SP No.3'ExcepY WEBS 1 Row at radial 9-10, 4-16, 7-11, 9-11 9-10: 2x4 SP M 30. 1-19: 2x6 SP No.2 REACTIONS. (Ib/size) 10=1592/Mechanical, 19=159210-8-0 Max Horz 19=512(LC 9) Max Uplift 10=-700(LC 12), 19=-690(LC 12) ' Max Gmv 10=1674(LC 17), 19=1593(LC 17) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-761/535, 2-3=-1479/930, 3-4=-1340/917, 4-5=-2106/1226, 5-7= 2097/1225, 7-8=-12091787, 8-9=-12Gg/767, 9-10- 1543/965, 1-19=-170011001 BOT CHORD 18-19=-582./495, 17-18=-11971787, 2-17=-12721184, 16-17=-958/1008, 15-16=.1397/1899, 5-15=-402/308,11-12=-1157/1788 WEBS 2-16=-496/1071, 3-16=-105/276, 4-16=-968/607;4-15=-251/610, 12-15=-1097/1829, 7-15- 452/576,7-11=-967/593,8-11=-4921405,9-11=-103611776,1-18=-815/1413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-Second gust) Vasd=124ri TCDL--4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L--i eave=51g Cat. II; 1 C; Encl., GCpi=i MWFRS (directional) and C-C Extedor(2) 0-2-12 to 3-9-10, Interior(1) 3-9-10 to 6-4-0, Exledor(2) 6-4-0 to 11-2-0, Interior(1) 11-2-0 to 35-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 mass 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. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7001b uplift at joint 10 and 690 lb uplift at joint 19. Thomas A. Albani PE No.39389 NTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 O WARNING. Verify deaiSn parameters antl REAUNOTES ON WIS AND INCLUDED Mrs'EKREFERANCEPAOEMI474Mrev. iN0.!2MEREFOREUSE. Design valid for use only with Mnekea connectors. This design is based only upon parameters shown and Is for on Individual building component, not a hum system. Before use, Me building designer mug verity me applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addlaonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fabrication. storage, delivery, erection and bracing of trusses and toss systems seeAN51/IP11 QuaDy Clean OSS49 and BCSI Bulding Component 6904 Parke East Blvd. Safety Irrfamsatbrcavallabie from Truss Plate Institute. 218 N. Lee Street Suite 312. Aloxondrla. VA 22314. Tampa, 1 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T18102831 76117 B6 Hip 1 1 Job Reference (optional) unanni I runs, Inc., ton Marc% f L eazusnugeuzuiemuercmausmes,mc. rnubepizisue:zazma 3x4 Scale: 3/16'=1' 5.00 12 Sat = 3x8 = 5x6 = 3 18 419 20 21 5 6x8 = 3x8 = 3x6 = 3x4 II 3x8 =. 4x4 = 3.6 II 3x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.58 BC 0:45 We 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lac) Vdefl Ud -0.14 14-15 >999 360 -0.2514-15 >999 240 0.05 8 File Na 0.07 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 252 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-7-4 oc bracing. 1-15:2x6 SPNo.2 WEBS 1Row at midpt 4-14, 4-11, 2-15 REACTIONS. (lb/size) 15=1590/06-0, 8=1590/04-2 Max Hom 15=471(LC 10) Max Uplift 15= 696(LC 12), 8=-692(LC 12) Max Grav 15=1692(LC 17), 8=1686(L'C 18) ' FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1448/934, 34=-1307/923, 4-5=-1638/1080, 5-6=-1835/1080, 6-7— 1724/925, 7-8=-1631/926 BOT CHORD 14-15=590/1062, 12-14=-942/1846, 11-12=-942/1846, 9-11=-816/1477 WEBS 2-14=-346/854, 4-14=682/482,4-12=0/376, 4-11=-395/174, 5-11=-83/307, 6-11=-60/268, 6-9= 630/459, 2-15=-1666/994, 7-9=-842/1624 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45tt; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-10, Interior(1) 3-9-10 to 8-4-0,.Exterior(2) 8-4-0 to 13-4-10. Interior(1) 13-4-10 to 23-0-0, Exterior(2) 23-0-0 to 28-0-10, Interior(1) 28.0-10 to 35-6-12 zone; cantilever left and, right exposed ; end vertical left and 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 III has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 15 and 6921b uplift at joint S. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 QwARsaiIretles, deslgnparam.WisirtlBEAONOTES ON TNISANO INCLUDED M?EKBEFEBANCEPAOEMIF7473 rev. 1a=a015BEFOBE USE. Design valid for use only wIM Milli connectors, This design Is based only upon parameters shown, and Is for on IndNlduai building component, not �� a truss system. Before me. Me. building designer must verity e, applicability of design parameters and property incorporate this design Into Me overall bulltling design, Bracing Indicated 9 to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing ' MtTek Is always required for sm illiy and to prevent collapse win possible personal injury one property damage, For general guidance regarding Me fabrication, storai delivery, erection and bracing of trusses and truss syslemS seeANSVm11 Quality Cdfedo, D6l419 and SCSI availing Component 6904 Parke East Blvd. Safety Informatbrravallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply CHAD HINKLE / Q57790 T1B102832 76117 B7 Hip i i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 28 2019 MiTek Industnes, Inc. Thu Sep 12 13:04:26 2019 3x4 5x6 = 3x8 = 5x6 = Scale: 3/16'=l' 14 Sx6 = 3x6 = 3.6 = 44 = 3.6 II 5x6 = LOADING last) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.20 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.43 13-14 >975 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.0912-13 >999 240 Weight: 252 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc puriins, BOT CHORD 2x4 SP M 30 .except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 7-5-9 oc bracing. 1-14: 2x6 SP No.2 WEBS 1 Row at midpt 2-14, 4-12, 4-11, 6-11.7-9 REACTIONS. (Ib/size) 14=1590/0-8-0, 8=159010-4-2 Max Ho¢ 14=-510(LC 10) Max Uplift 14=-696(LC 12), 8= 692(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2188/1466, 3-4=-1907/1393, 4-5=-1434/1067, 5-6=-1663/1071, 6-7=-1696/952, 7-8=-1525/924 BOT CHORD 13-14= 965/1629, 12-13=-921/1651, 11-12=-847/1499, 9-11=-850/1470 WEBS 2-14=-2200/1265,2-13=-390/969, 3-13= 200/460, 4-13=-347/671,4-12=-513/384, 4-11=-392/221, 5-11=-243/402, 6-9=-540/431, 7-9— 850/1591 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=151t; B=45ft; L=36h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0.2-12 to 3-9-10, Interior(1) 3-9-10 to 10-4-0, Exterior(2) 10-4-0 to 15-4-10, [merior(1) 15-4-10 to 21-0-0, Exterior(2) 21-0-0 to 26-0-10, Interior(1) 26-0-10 to 35-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSVTPI 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 696 lb uplift at joint 14 and 692lb uplift at joint 8. h�l Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Job Truss Truss Type Oty Ply CHADHINKLE/057790 T78102833 76117 B8 Hip 5 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 ' ID:SRZdz)(NNgTBJxApidLWyDDz7VD8 fi-3-12 12-40 19.0.0 24-5-11 21 63-12 &0.45-5.11 5 5x6 = Sxfi = 5 one 3 17 18 19 4 20 Inc. Thu Sep 12 13:04:27 2019 14 o.uul 5x8 = 4x6 = Ex8 = 3.8 = 3x4 = &4-0 78-0-0 2&8-8 35.8.8 9-41 8-8.0 I 8-B8 I 9-0-0 Scale = 1:67.2 Plate Offsets (X,Y)-- 13:0-3-0,0-2-4114:0-3-0,0-2-41.112:0-5-8,0-2-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.21 13-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.4413-14 >957 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.83 Hom(CT) 0.14 9 We rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 13 >999 240 Weight: 242 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* SOT CHORD 1-14: 2x6 SP No.2 WEBS REACTIONS. (Ib/size) 14=1590/0-8-0, 9=1590/0-4-2 Max Horz 14— 540(LC 10) Max Uplift 14=-696(LC 12), 9=-692(LC 12) Max Grav 14=-1590(LC 1), 9=1668(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1549/948, 1-2=-2504/1552, 2-3=-2257/1476, 3-4=-1345/1037, 4-5_ 1519/1057, 5-6=-1785/1017 BOT CHORD 13-14=-478/505, 12-13= 997/1896, 10-12=-838/1541, 9-10=-776/1336 WEBS 1-13=-1219/2177,2-13=-473/419, 3-13=-555/1099,3-12=-658/392,4-12=-70/253, 5-12=-461/286, 6-10— 60/473, 6-9= 1840/1025 Structural wood sheathing directly applied or4-5-1 oc puffins, except end verticals. Rigid ceiling directly applied or7-3-15 oc bracing. 1 Row at midpt 1-13, 3-12. 5-12, 5-10. 6-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opst h=15ft; B=45ft; L=36h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-9-10, Interior(1) 3-9-10 to 124-0, Exterior(2) 12-4-0 to 17-0-10, Intedar(1) 17-4-10 to 19-0-0, Extenor(2) 19-0-0 to 24-0-10, Intedor(1) 24-0-10 to 35-6-12 zone; cantilever left and fight exposed ; end vertical left and right exlosed;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) This truss has been designed for a 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 = 10.Opsf. 6) Bearing at joint(s), 14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 14 and 692 lb uplift at joint 9. Thomas A Albani PE N6.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610- Data: September 12,2019 ,&WARNING -Verily deelgnperan ie and READ NOTES ON MIS AND INCLUDED MIrEKREFERANCE PAGE 111II-74"rev. 1GAM1015 BEFORE USE. Design valid for use only with Mmek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must vettyMe 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 any, Additional temporary and permanent bracing 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, seeANSVTPil Cuall, Clfinia, D3B-09 and ICSI Building Component Safety Informatlonovollobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 69M Pere East Blvd. Tampa, FL 33610 Job Truss Thus Type Ply CHAD HINKLE/057790 T18102834 76117 C ROOFTRUSS �Clly 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:28 2019 In SP7dvYNNnTR. 1 idl Wvnno vl protl PP1Mennv7n3T1191 AnVJvAn99nH1 lhurr 2 0 3x6 S.OD 12 3.4 = 32 8 Scale=1:49.9 3x4 = 5a = 6x8 = 3x4 = ax4 = 3.4 = 3x4 = SxB WB= LOADING (psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TC 0.84 BC 0.79 WB 0.68 Matrix -MS DEFL. Ve t(L) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.49 18-19 >624 360 -0.73 18-19 >418 240 0.06 16 1 1 0.28 19-21 >999 240 PLATES GRIP MT20 244/190 Weight: 148 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-5 cc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 11-16, 5-21 6-19,10-18,7-9: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=147210-8-0,21=1490/0-8-0 Max Horz 21=-199(LC 10) Max Uplift 16=-500(LC 12), 21=-576(LC 12) ' Max Gray 16=1578(LC 20), 21=1596(LC 21) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-258/29, 3-5=-302/105, 5-6=-2171/607, 6-7=-1857/595, 7-8=-85/608, 8-9=-92/584, 9-10=1843/591,10-11=-2156/623,11-13=-279/160 BOT CHORD 19-21=-410/2119, 18-19=-276/1896, 16-18=-430/1990 WEBS 11-18=352/295, 11-16=-2228/714, 13-16=-421/417, 5-19= 392/236, 5-21=-22291713, 3-21=-406/431, 6-19=-129l729, 10-18- 146/728, 7-9=-2492/681 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=1241 TCDL=4.2psh BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0,18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2.11-3, Interior(1) 2-11-3 to 15-0-0,. Exterior(2) 15-0-0 to 18-0-0, Intedor(1) 18-0-0 to 30-0-13 zone; cantilever left and right exposed; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate I DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 12-8-8 from left end, supported at two points, 2-6-0 apart. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Ceiling dead load (5.0 pso on member(s). 6-7, 9-10, 7-9 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 Pat) applied only to room. 18-19 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 Ito uplift at joint 16 and 5761b uplift at joint 21. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Iv P Thomas A Albabi PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 QWARNING. Ver/IydeslSnpe®.&ira nd READNOTES ON THISAND INCLUDED MREKREFERANCEPAGEMLL74Yfree 1QVsV2e15DEF0RE USE. Design valid for use only with MRek� connectors. This design b based only upon parameters shown, and Is for an Individual building component, not ��' a muss system. Before use. the building designer must verify Me applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated is to prevent bucIdIng of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always recriretl for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, call erection and bracing of trusses antl hum systems, sapANSUIPf1 Qui Criteria. DSB-69 and BC31 Suldthp Component 6904 Parke Easl arid.Safety mformatbmvallcble from Truss Rate Institute, 218 N. We Sheet Suite 312, Alexandtla, VA 2214. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T18102835 76117 C1 ROOFTRUSS 3 1 Job Reference (optional) unambers I russ, Inc., on Fierce, tL 2.3 II 19 z1 0 19 3x4 = 3x4 = 5.o0 F,2 3x5 = 7 2x3 II 24 bx6 3x6 i 4 18 17 5x8 WB= 3x4 = U.UZU a Aug 26 ZU19 MI 1 eK IOOuemeS, RZdzXNNgT&1xApidLW yDDz7VD8-V W cFhaPf VBAzr9V 13.g9.g8..8 21.4-0 � 2-68 J 3x6 = 8 25 3x5 = 9 26 2x3 II 2]70 4x6 C 3x6 12 16 15 5x6 WB= 3x4 = I nU Sep 12 13:1.1429 ZU19 Scale: 1/4'=I' 28 2x3 II 73 I� 14 6.8 = LOADING (pso SPACING- 2-0-0 C DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TCSI. 0.90 Vert(LL) -0.51 16-17 >604 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.7416-17 >415 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 14 rda n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -MS Wind(LL) 0.3214-16 >946 240 Weight: 1441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purins. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied orb-M oc bracing. 14-15: 2x4 SP M 30 WEBS 1 Row at midpt 11-14. 5-19 WEBS 2x4 SP No.3 *Except' 6-17,10-16,7-9: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=1275/0-8-0, 19=1491/0-8-0 Max Horz 19=186(LC 11) Max Uplift 14=-388(LC 12), 19=-601(LC 12) Max Gmv 14=1416(LC 19), 19=1594(LC 21) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-277/126, 5-6=-2203/656, 6-7= 1892/626, 7-8=-91/596, 8-9=-91/629, 9-10=-1896/638, 10-11=-2249/697 BOT CHORD 17-19— 522/2115, 16-17— 377/1925, 14-16=-585/2122 WEBS 11-14=-2434/671, 5-17=-334/267, 5-19=-2268/755, 3-19=-028/422, 6-17— 131/722, 10-16=-230/837,7-9=-2564/754, 11-16=-505/366 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops( h=15ft; 8=45f1; L=24f; eave=4f; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3. Interor(1) 2-11-3 to 15-0-0, Extedor(2) 15-M to 18-0-0, Infefior(1) 18-0-0 to 27-10-4 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-3-8 from left end, supported at two points, 2-6-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the: bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 6-7, 9-10, 7-9 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room, 16-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 14 and 601 It, uplift at joint 19. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A Albani PE No.39380 MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Job Truss Truss Type Oty Ply CHAD HINKLE / Q57790 T18102836 76117 D HIP 1 1 Job Reference a tional unamoers cuss, me., ran rierce, rL a.am s hug za au i e muea.nausmes, inu. rnu aep ¢ ro:urou mre rage i 2 b 48 = 2.3 II 5.00 12 4 23 5.24 3x6 = 3x8 = 5x6 = 25 6 7 26 8 Scale=1:56.5 3x4 = 3x6 II 6xB = 3x6 = 3xI0 = 2x3 II 4,6 = 6xB = 3.6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' Wait Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.66 Vert(LL) -0.14 13-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.3413-14 >999 240 SCLL 0.0 ' Rep Stress Incr YES WE 0.97 Horz(CT) 0.07 10 We Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.19 13-14 >999 240 Weight: 178 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 1Row at midpt 7-11 REACTIONS. (Ilesize) 17=1661/0-8-0, 10=143310-6-0 Max Horz 17=171(LC 11) Max Uplift 17=817(LC 12). 10=-623(LC 12) FORCES. (I e) -Max. Comp./Max. Ten. -Aft tomes 250 Ile) or less except when shown. TOP CHORD 3-4=-2277/1260, 4-5=-2971/1757, 5-7= 2971/1757, 7-8=-2023/1262, 8-9=-2246/1263, 9-10=-1366/852 BOT CHORD 16-17=-159/312, 14-16=-1096/2003, 13-14=-1625/2960, 11-13=-1625/2960 WEBS 3-17=-1546/1098,3-16=-1075/1887,4-14=-661/1190,5-14=-469/375,7-11=-116a/617, 8-1 1=-1 201470, 9-11=-945/1824 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.OpsF h=15ft; B=45ft; L=35ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.1& MW FRS (directional) and C-C Exterior(2) -0-0-13 to 3-4-10, Interior(1) 3-4-10 to 9-0-0, Exterior(2) 9-0-0 to 13-10-9, Interior(1) 13-10-9 to 28-0-0, Exterior(2) 28-0-0 to 32-00-9, Interior(1) 32-10-9 to.34-4-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed fora live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 817 Ile uplift at joint 17 and 623 lb uplift at joint 10. Thomas A Alban! PE No.39360 MiTsk USA, Inc. FL Carl6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 ,&WARNING-VeNtydcv11.peramerenand READ NOTES ON MIS AND INCLUDEDMGEKREFERANCEPAGEMIP7473rev. 104)3/1015 BEFORE USE Design valid for use only with MBekg connectors. This design Is based only upon parameters shown, end Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing MtTek' Is always required for stability and to prevent colioose with possible personal Injury and property damage. For general guidance regarding the fobrkotlon, storage, delivery, erection and bracing of trusses and truss systems seeANSVI It Cuall1l1yy Criteria, DSB49 and SCSI Building Component 691M Parke East Md. Safety Infmmatbrgvolloble from Truss Plate Institute, 21 B N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33510 Job Truss Truss Type Illy Ply CHAD HINKLE/Q57790 T78102837 76117 D1 HIP 1 1 Job Reference o Donal Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:31 2019 c nnl US = 2x3 II 48 = 5 22 23 6 24 25 7 Scale = 1:58.5 3x4 = 6x8 = 3x6 = 3x8 = 34 = 3x4 = 6x8 3x4 = 22--0 a0 a40 I 86I 26-fi I 34-6-0 1!2 11-0-0 7.6-.00 7-a0 8-8.0 8.6.0 Plate Offsets (X Y)-- 15:0-5-4 0-2-01 (7'0-5-4 0-2-01 f16:0-3-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.47 Vert(LL) -0.1210-11 >999 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.2710-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.08 10 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 13 >999 240 Weight: 1811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 16=1661/0-8-0, 10=1433/0-6-0 Max Horz 16=201(LC 11) Max Uplift 16=-817(LC 12), 10= 623(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-275/21, 4-5=-2200/1289, 5-6=-2568/15g2, 6-7=-2568/1592, 7-8=-2178/1286 BOT CHORD 2-1fi=0/261, 15-16=-1093/1834, 13-15=-1061/1981, 11-13=-1030/1962, 10-11=-1044/1803 WEBS 3-16=-296/343,4-16=-2155/1428,4-15=-51/287,5-13=-449/776, 6-13=-604/475, 7-13=-434/797, 8-11=-61/313, 8-10=-2023/1205 Structural wood sheathing directly applied or 3-11-6 oc pudins, except end verticals. Rigid ceiling directly applied or 7-0-5 oc bracing. 1 Row at midpt 4-16, 8-10 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opst; h=15tt; B=45tt; L--35f; eave=4f ; Cat. II; E>le C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-13 to 3-4-10, Interior(1) 3-4-10 to 11-0-0. Extedor(2) 11-0-0 to 15-10-9, Intedor(1) 15-10-9 to 26-0-0, Extedor(2) 26-0-0 to 30-10-9, Interior(1) 30-10-9 to 34-4-4zone; cantilever left and right exposed ; end vertical, left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8171b uplift at joint 16 and 623 I6 uplift at joint 10. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T78102838 76117 D2 HIP 1 1 Job Reference (optional) cns moers cuss, mc., ron Fierce, ri e.azu s nug zn zm a Mn eK mausmes, inc. nu bep 1 e 1 u:u4ste zm a 2 i Scale = 1:58.5 4x8 = 2x3 II 4x8 = 5 24 256 26 7 3x4 = 3x6 II &8 = 9x6 = 3x8 = 3x8 = 3.4 = 6.8 = 3.6 II 30 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.32 Vert(CT) -0.2014-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.76 Hom(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.12 14 >999 240 Weight: 1951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-9-8 oc pudins; BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rlgid ceiling directly applied or 6-11-8 oc bracing. REACTIONS. (lb/size) 18=166110-8-0, 10=143310-6-0 Max Horz 18=231(LC 11) Max Uplift 18=817(LC 12). 10=-623(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.' TOP CHORD 3-4=-2210/1224,4-5=-2104/1284,5-6=-2133/1376,6-7=-2133/1376,7-B=-2087/1263, 8-9=-2175/1243, 9-10=-1374/832 BOT CHORD 17-18=-204/262, 15-17=-1120/1983, 14-15— 1002/1875, 12-14=-961/1860, 11-12=-1064/1948 WEBS 3-18=-1530/1026,3-17=-1195/1999,4-17= 285/275, 5-15=-47/269,5-14=-259/469, 6-14=-435/348, 7-14=-248/487, 7-12=-66/258, 8-11=-300/260, 9-11=-1015/1862 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-13 to 3-4-10, Interior(1) 3-4-10 to 13-0-0, Extedor(2) 13-0-0 to 17-10-9, Intenor(1) 17-10-9 to 24-0-0, Extedor(2) 24-0-0 to 29-1-4, Interior(1) 29-1-4 to 34-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 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 817 lb uplift atjoin118 and 623lb uplift at joint 10. la Thomas A Alban] PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Job Truss Truss Type Dry Ply CHAD HINKLE/057790 T78102839 76117 D3 HIP 1 1 Job Reference (optional) unamoers I rass, Inc., Von rlerce, l-l. _z' t J.JZU a Aug 26 2U1 B MI I eK ID:S RZdzXNNgT8JxApidLW yDDz7VD8-r 15.0-0 22-0.0 28-14 6 7.0-0 6.1-4 4x8 = 5.00 F12 5x6 = 6 23 2425 7 me. I nu beo 121J:U4:J4 ZUl U Scale v 1:59.5 3x4 = 3x6 II 6x8 = 3x6 3x4 = 3x0 = 5.6 = 3.6 11 3x6 = 2-0-0 2N0 8-B-0 I 160.0 1 22- D I 28-1-4 34.6.0 an.n rvd.n A.d.n fi.d.n >-0-n fid.d 6-4-12 1v Plate Offsets(XY)-- 16.0-5.40-2-01 f7:0-3-00-2-41116:0-3-80-3-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.09 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.21 13-14 >999 240 SCLL 0.0 ' Rep Stress [nor YES WB 0.91 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 14-16 >999 240 Weight: 1891b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 17=1661/0-8-0.10=1433/0-6-0 Max Horz 17=261(LC 11) Max Uplift 17=-817(LC 12). 10=-623(LC 12) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-5=-2281/1245, 5-6=-1999/1210, 6-7- 1759/1195, 7-8=-1988/1202, 8-9=-2245/1250, 9-10=-1367/829 BOT CHORD 16-17=-210/340, 14-16=-1127/2119, 13-14=-921/1804, 11-13=-1072/2002 WEBS 3-17=-1530/1041,3-16=-1165/1978.5-14=372/238, 6-14=-81/392, 7-13=-115/380, 8-13=-355/259, 9-11=-984/1867 Structural wood sheathing directly applied or 4-6-6 cc pur ins, except end verticals. Rigid ceiling directly applied or 6-11-3 cc bracing. 1 Row at midpt 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-13 to 3-4-10, Interior(1) 3-4-10 to 15-0-0, Exterior(2) 15-0-0 to 19-10-9, Interior(1) 19-10-9 to 22-0-0. Exteror(2) 22-0-0 to 26-10-9. Interior(1) 26-10-9 to 34-4-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chard live load nonconcurfent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8171b uplift at joint 17 and 623lb uplift at joint 10. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart SSU 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 ,&WARNING-Vedlydeslgnparametereand READ NOTES ON THISAND INCLUDED MITEKREFERANCERAGEMI1`7473rev. 10RUAW15BEFOREUSE. Design valid for use only with MBek9 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate Mls design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stabllity and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSVTPll CuT2 Criteria, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety Illfarmatbpavollobie from Truss Plate Institute, 218 N. Lee street Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qfy Ply CHAD HINKLE/Q57790 T78102840 76117 D4 HIP 1 1 Job Reference (options[) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:35 2019 4xB = 5.00 12 4x6 = Scale = 1:59.3 3x4 = 3.6 II 6.6 = 3x6 = 3x4 = 3xB = 3x6 = 5x5 = 3x6 II 2-0-0 2 4 0 9-8-0 17-PO 20-0-0 271-4 34-fi-o 7-4-0 3.0.0 7-1-4 7-0-12 Plate Offsets (X Y)-- [4:0-3-00-3-41 15.0-5-4 0-2-01 rl5:0-3-e 0-3-01 LOADING (psQ SPACING- 2-M CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(L-) -0.09 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.24 13-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.05 9 n/a Na BCDL 10.0 Code FBC2017/TP12014. Matrix -MS Wmd(LL) 0.1213-15 >999 240 Weight: 1971b FT=20% LUMBER - TOP CHORD 2x4 SO M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SIP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-3-14 oc puffins, except end vedicals. BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 1Row at midpt 3-15.4-13,7-12 REACTIONS. (lb/size) 16=1661/0-8-0, 9=1433/0-6-0 Max Hom 16=291(LC 11) Max Uplift 16=-817(LC 12), 9=-623(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-2329/1224,4-5=-1854/1104, 5-6=-1610/1104,6-7= 1847/1113,7-8=-2294/1224, 8-9=-1361/816 BOT CHORD 15-16=-221/419, 1315=-1097/2083, 12-13=-786/1615, 10-12=-1054/2037 WEBS 3-16=-1530/1046, 3-15=1099/1942,4-13=-609/357, 5-13=-144/392, 6-12=-215/386, 7-12=-585/375, 8-10=-927/1860 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45f ; L=35ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2)-0-0-13 to 3-4-10, Interior(1) 3-4-10 to 17-0-0, Exteror(2) 17-0-0 to 24-10-9, Interior(1) 24-10-9 to34-4-4 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This trusshas been designed for a 10.0 last bottom chord live load nonconcunent 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 3-1 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 817 to uplift at joint 16 and 623 lb uplift at joint 9. Thomas ALAI PE N6.39380 hLTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: September 12,2019 O WARNING -Verily desfgApar ameam. eed READ NOTES ON MIS AND INCLUDED MITIR£FERANCEPAGE MIP74M rex. 1444,2015 BEFORE USE. Design void for use only VIM MRek® connectors. This design Is based only upon parameters shown, and Is for an IndNltlual building component, not �'- a truss system. Before use, me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall building tleslgn. Bracing Indicated 6 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 guldonce regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSUVII Quality Criteria. DBB419 and BCSI Building Component Safety Informallanovailable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East BNtl. Tampa, FL 33610 Job fuss I russ I ype Qty ply CHAD HINKLE/057790 T18102841 76117 GR1 ROOF SPECIAL GIRDER 1 2 Job Reference (OlDfionaft Chambers Tmss, Inc., Fort Pierce, FL 6.320 a Pug 2B 2019 MITek Industde0, Inc. TMI Sep 1215I20R52019 Pagel ID:SRZdzXNNgTBIxApidLW yDDz4VD8-igpBQ4mvr9hdYdVyuOfdrlmjmX7Hj3ggm4walZyeLhm 1S" 11-2-1924-B 154-5 17 23-8 0 25 8-0 27.8 0 2i0 5-09< >-1-e 94J 0.19 11-aQ 138-0 �41_1�p 161612 14ea 21-8-0 21]3 255-15 27b13 31ia 315.9 35i9-0 Eafi4 0-0-2 2-0-0 3414 ) b8-10 11-10.15 b 1-1-0 T4J01-7-0 )1-2-15bg51�d9 2U0 I 2O-0 I 1-01.3 fl 1-9-14 H 1-10.12 N 30-0 0. -9M dJit j 4E-12 0.S2 00.5E 1-212 0tr13 012 0.14 Scale=1:70.3 TOP CHORD MUST BE BRACED BY END JACKS, 5x6 =. ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 18 66 20 67 68 i \ 65 64 63 10 10x18 4 7ae 4 7 4 5.00 12 62 4xd = 3 _21'5:5`Ny d 42 dt 49 40 39 50 4x5 = 7x8 = 7xS = 6.8 = TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSVTPI 1. 22 24 69 70 5x6 _— �26 71 Sal = 4x4 = 5x6 = \\ _ 28 29 30 3837 51 - 8x14 = 3692 53 54 35 3455 56 57 33 -58 5932 60 61 31 3x10 II 4xB = 3.8 = 0 MIN 2-000-0-0 ]-1 -8 9-0-) 4.9-e 1-10-15 11-2-151 -0 15-0-5' 2-24 -9-1 33.13 -b6.7 6!- -1 198-0 2-9-4 23->-3 3-11-3 25-5-15 2]-6-13 1-10-11 2-0.14 31-0-0 31 -e 3-9-0 0--9 39-94 4V-6U 4.3-11 48-12 Plate Offsets(XY)-- f5:0-5-15Edae] 114:0-4-00.3-81 riT0-6-004-81128:0-2-120-2-121 I37:0-0-00-2-121 f37:0-6-004-121139:0-3-80-4-01 f42:0-4-0.0441 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(L-) 0.12 38-39 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Verl(CT) -0.18 38-39 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.02 36 We Na BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 685 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc puffins, 1-4,5-18,18-27:2x4 SP M 30 except end vedicals. BOT CHORD 2x6 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-37: 2x6 SP 240OF 2.OE, 31-35: 2x4 SP M 30 JOINTS 1 Brace at Jl(s): 17, 6, 11, 23, 19, 25 WEBS 2x4 SP No.3'Except' 342: 2x6 SP No.2, 11-39,17-38: 2x4 SP M 30 REACTIONS. All bearings 21-2-0 except (jt=length) 42=0-8-0. (lb) - Max Harz 42=364(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 31 except 32=-302(LC 22), 42=-2591(LC 8), 36_ 5357(LC 8). 33— 599(LC 8) Max Grav All reactions 250 lb or less at joints) 31 except 32=493(LC 18), 42=4922(LC 1). 36=10873(LC 1), 33=882(LC 18) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-7660/3923, 5-6=-8203/4302, 6.8=-8491/4387, 8-9=-8491/4387, 9-11=-8491/4387, 11-13=-5501/2828, 13-14_ 5501/2828, 14-16=-5501/2828, 16-17=-5501/2828, 17-19=-735/925,19-21=735/925,21-23=-735/925,23-25=-739/923,25-27=-739/923, 27-28=-1091/1477,28-45=-594/1045, 45-46— 593/1040,29-46=-592/1039,29-47=-231/363, 47-48=-231/363, 3048=-231/363, 2-3=-1432f766, 34=-1579/843, 5-62=-550/649, 7-62=-585f708, 7-63=-519/628, 10-63— 556/672, 10-64=-515/636, 12-64=-555/692, 12-65=-534/636,15-65=4811705,15-66=-517/615,18-66=463/691, 18-67=-46B/649, 20-67=496/566, 20-68=-460/658, 22-68=-090/583, 22-69=471/626, 24-69=422/554, 24-70=475/643, 26-70=-424/569, 26-71=-500/649, 27-71=473/571 BOT CHORD 2-42=-693/1368, 4142=-379lf7216, 41-49=-3625/6930; 4049=-3625/6930, 39-40=-395917904,39-50= 2404/4913,38-50=-2404/4913, 37-38=-2988/1640, 37-51=-2988/1640,51-52=-29BB/1640, 36-52= 2988/1640, 36-53=-2897/1603, 53-54=-289B/1602, 35-54= 2899/1602,35-55=-2901/1603, 34-55=-2901/1603, 34-56=-1049/661, 56-57=-10491661, 33-57=-1049/661, 33-58=-363/265, 58-59=-363/265, 32-59=-363/265 WEBS 441— 827/1427, 17-18=-723/366, 30-32=466/248,.342=-482/366, 17-36=-8503/4378, 6-39— 56/257, 11-38=-2684/1578, 11-39=-2024/3B45, 17-38=4993/10126, 2334=-583/562, 17-34=-990/1689, 28-34=-539/757, 15-16=-266/211,7-8=-311/288,19-20=-253/203, 23-24=-293/270, 4-42=6778/3466, 2833=495/317, 6-40= 547/163, 5-40= 492/866, 440= 784/1721. 29-33=-836/471 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x2f') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 Do.. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 -1 row at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do, 2x6 - 2 rows staggered at 0-9-0 oc Thomas A. A banl PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12.2019 AWARNING -VerifydeslgnparearfarsandiNOTES ONTHEANOINCLUDED AUTEKREFERANCEPAGEMl4T473exlfya'2Uf5BEFOREUSE. �� Design valid for use only with MllekaDconnectors. This design Is based only upon parameters shown, end Is for on Individual building component, not fares farsystem. Before use, the building designer must verity the applicabllity of design parameters and properly Incorporate this design Into the overall buldIngdeslgn. Bracing lndlcated 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 this fabrication, storage. delivery. erection antl bracing of trusses and truss systems seeANSVrPII Quallly CMnip, DS9-09 and SCSI Building Component 6904 Parka East Blvd. Sofoly Inlprmafbmvolloble from Truss Rate Institute, 218 N. We Street, Suite 312, Alexanddo, VA 22314. Tampa, FL 33610 Job I russ iruss type MY Ply CHA0 HINKLE 1057790 T18102841 76117 GR1 ROOF SPECIAL GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MtiTek Indusbles, Inc. Thu Sep 1215:20:452(119 Page 2 NOTES- ID:SRZdzxNNgTBJxApidLW yDDz7VDB-igpB04mvr9hdydVyuOfdrlmjmX7Hl3ggm4walZyeLhm 2) All loads are considered equally applied to all plies, except if noted as front (F)or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) �Inbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and night exposed; Lumber DOL=1.60.plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are 3x4 MT20 unless otherwise indicated. _ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31 except at=lb) 32=302, 42=2591, 36=5357, 33=599. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 186 lb up at 7-9-7, 129 Ito down and 162 lb up at 9-2-3, 129 lb down and 173 lb up at 11-1-13, 129 lb down and 173 lb up at 13-1-13, 129 lb down and 173 lb up at 15-1-13, 129 lb down and 173 lb up at 25-1-13, 129 lb down and 173 lb up at 27-1-13, 129 lb down and 173 lb up at 29-1-13, 129 lb down and 153 lb up at 31-1-13, 129 lb down and 151 lb up at 33-1-13, 129 lb down and 151 lb up at 35-1-13, 129 lb down and 151 Ib up at 37-1-13, 129 lb down and 151 lb up at 39-1-13, 171 lb down and 173 lb up at 17-1-13, 171 lb down and 165 lb up at 19-1-13, and 171 lb down and 173 lb up at 21-1-13, and 171 lb down and 173 lb up at 23-1-13 on top chord, and 211211a down and 1180 lb up at 7-1-8. 23 lb down and 14911a up at 8-0-0. 1572 to down and 715 lb up at 9-0-12, 52 lb down and 14 lb up at 9-1-13, 1572 lb down and 715 lb up at 11-0-12, 52 lb down and 14 lb up at 11-1-13, 1572 lb down and 715 lb up at 13-0-12. 52 lb down and 14 lb up at 13-1-13, 1572 lb down and 715 lb up at 15-0-12, 52 lb down and 14 lb up at 15-1-13, 1563 lb down and 715 lb up at 17-0-12. 52 lb down and 14 lb up at 17-1-13, 1596 lb down and 720 lb up at 19-0-12, 52 lb down and 14 lb up at 19-1-13, 52 lb down and 14 lb up at 21-1-13, 52 lb down and 14 lb up at 23-1-13, 52 lb down and 14 lb up at 25-1-13, 52 lb down and 14 Ib up at 27-1-13, 52 Ib down and 14 lb up at 29-1-13, 52 lb down and 14 lb up at 31-1-13, 52 lb down and 14 lb up at 33-1-13, 52 Ib down and 14 lb up at 35-1-13, and 52 lb down and 14 lb up at 37-1-13, and 52 lb down and 14 lb up at 39-1-13 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 4-5=-70, 27-30=-70, 2-31= 20, 1-2=-30, 2-4=-70, 5-18=-70, 18-27=-70 Concentrated Loads (Ib) Vert: 28=89(B)41=-2112(F)4=-80(B) 39=-1600(F=-1572, B=-28) 3B=-1600(F=-1 572, B=-28)33=-28(B)5=-89(B)40=-1600(F=-1572,. B= 28)45= 89(B)46= 89(B) 47=89(B)48=-89(B) 49=-23(B)50=-1600(F=-1572, B=-28)51=-1600(F=-1572, B=-28) 52=-1600(F=-1572, B=-28)53=-28(B)54=-28(B)55= 28(B)56=28(B) 57=-28(B)58=-28(B) 59=-28(B) 60=-28(B) 61=-28(B)62=-89(13) 63=-89(B) 64=-89(B) 65=-89(B) 66=-89(B) 67=-89(B) 681 69=-89(B) 70=-89(13) 71= 89(B) O WARNING-VedrydeogirparemetereanSREADNOTES ON TNISANDINCLUDED MITEKREFERANCEFAGEMN-7473rev. 11MRS2015BEFORE USE Design valid for use only with MFekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a taus system. Before use, Me bulltling designer must verify Me appplicabillly of all parameters and property Incorporate this design Into Me overall bulltling design. Bracing Indicated a to prevent buckling of lndNldu buss web and/or chord members only. Additional temporary one permanent bracing Welk Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me folmaolbn,storage. delNery, erection and bracing of trusses and hum systems, seeANBUIPII Qualify Criteria, 01114I1? and SCSI Building Component 69" Parke East BNtl. Safety Informatio savallabie from Tmss Plate Institute, 218 N. We Street Suite 312, Noxoni VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply CHAD HINKLE/057790 T78102842 76117 GR4 COMMON GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL _2 9 8.320 a Aug 28 2019 MiTek Industries, Inc. Thu Sep 1213:04:45 2019 IO:S RZdzXNNgTBJxApidL W yDDz7VDB-1 bal22ci]3Bhmdk48HTenN6No711CTBdJF 5.6 II 5.00 12 HS 3x4 = 7x10 = 3x8 11 HUS26 5x8 MT18HS = 10x10 = HUS26 6x8 = HUS26 7xB MTIBHS = 7x10 MT18HS = TH026.2 7x8 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 8-2-3 234 28-00 0.H] 0. I 311--42 423 31 4-20 47-200 Scale=1:53.5 1� Plate Offsets (X,Y)-- 12:0-7-8,0-2-61.[2:0-0-0,0-0-41,14:0-4-10,0-2-41.15:0-3-0,Ed9el [12:0-3-8,0-3-12] [73:0-3-8 0-0-4] [16:0-3-B 0-4-12] 118:0-5-0 0-0-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(-L) -0.17 13-14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.3713-14 >820 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.81 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -MS Wind(LL) 0.23 13-14 >999 240 Weight: 560 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* BOT CHORD 3-18,10-11: 2x6 SP No.2, 4-17,7-14,10-12,4-18:2x4 SP M 30 REACTIONS. (Ib/size) 18=11483/0-8-0, 11=1445B/0-6-0 Max Hom 18=232(LC 7) Max Uplift 18= 5437(LC 8). 11=-6453(LC B) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2361/1087, 3d=-2568/1219, 4-6=-19129/8773, 6-7=-157148202, 7-B=-15727t7202, B-9=-19327/8740,9-10= 20339/9105, 10-11=-11567/5202 BOT CHORD 2-18=-1020/2261, 17-18=-8182/17755, 16-17=-8170/17731, 14-16=-7908/17635, 13-14=-7880/17813,12-13=-8294/18683, 11-12=-1002/2277 WEBS 3-18=-622/397, 4-17=-1582/3001, 4-16=-577/339, 6-16=-2166/4632, 6-14=-4811/2334, 7-14=-5338/11728,8-14=-5005/2257,8-13=-2070/4799,9-13=-1095/498,9-12=-543/891, 10-12=-7459/16781,4-18=-18137/8443 Structural wood sheathing directly applied or 5-8-7 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 3-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 Co. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 6-16 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loadsnoted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph:(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=1511; B=45ft; L=24f1; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left andrright exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at ]oint(s). 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except at=lb) 18=5437, 11=6453. 10) Use USP THD26-2 (With 18-16d nails into Girder & 12-1Off nails into Truss) or equivalent at 7-1-8 from the left end to connect Muss(es) to back face of bottom chord. Thomas A Albani PE No.39390 MiTek USA, Inc, FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Q WARNING-Ver/ly design parameters medREAON0TE30N MIS AND INCLUDED MREKREFERANCEPAGEMU7473rev. 100.WTOla BEFORE USE. Design valid for use only with Mlek® connectors. This design Is based only upon parameters shown, and IS for an IndNltlual building component, not a truss system. Before use, the building designer must verily Me applicability of design parameters antl properly Incorporate the design Into the overall "90!kst building design. Bracing Indicated is to prevent buckling of Individual buss web antl/or chord members only. Addiflonol temporary antl permanent bracingIs always required for stb'Jity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of Musses and trusssystems. seeANSUIPIf CuolN8yy CM9dn,OSB49antlBCSIBo9dIngComponent Safety lnformatbrgvailable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexontlrlo, VA 22314. Blvd. Tampa, FL 33610 Job Truss Truss Type ay Pty CHAD HINKLE/Q57790 T78102842 76117 GR4 COMMON GIRDER 1 3 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:45 2019 Page 2 ID:SRZdzXNNgT8JxApidLWyDDz7VD8�1 bal22cij3BhmdkgBHTeWN6No?llCTBdJHjtyeMpO NOTES- 11) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 27-0-12 to connect twss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-2= 30,2-7=-70, 7-10=-70, 2-11=-20 Concentrated Loads (lb) Vert: 17= 2808(B) 16=-2062(B) 14=-2062(B) 13= 2066(B)12=-2062(B) 21=-2062(B) 22=-2062(B) 23=-2062(B) 24=-2062(B)25= 2062(B)26= 2065(B) Job Truss Truss Type Oty Ply CHAD HINKLE/Q57790 T18102843 76117 GRA HALF HIP GIRDER 1 2 Job Reference (optionat (optional smamaers i russ, Inc., ran rierce, rL La Lulumllenlnausmes,mc. mubepizij:uq:Dz Lulu 5.00 r12 5x8 = 431 32 Scale = 1:83.2 3x4 II 3xB = 46 = 3x4 II 3x8 = 3x4 II 4x6 = 3xI0 = 3x4 II 4xB = 5 34 35 636 '38737 39B 40 41 42943 44 45 196 1147 4B 4912 50 51 5213 53 'S4 14 27 26 55 56 2557 58 24 26 59 60 61 22 21 62 63 6420 65 66 67 19 186B 69 7017 71 72 16 73 74 15 4x5 = 3x5 II 6x8 4x10 = 5x8 MT18HS= 3x8 = 3.4 11 3x10 = 3x4 II 5x12 = 3x6 II 3x4 11 5xb MT1BHS= 5xB MT18HS= zBOzHCa 9U0 1zi.2 _ t789 1 ?zt!�4 I 11.11< I 3M11-to 3e30 I -436d I 4610-6 Plate Offsets(X)O-- f4:0-5-120-2-81I7:0-3-0Edge7 f11:0-3-0Edge] [26:0-3-80-3-0] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.58 20-22 >967 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -1.28 20-22 >435 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.21 15 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.91 20-22 >612 240 Weight: 5141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3*Except* BOTCHORD 3-27: 2x6 SP No.2 REACTIONS. (lb/size) 15=2828/Mechanical, 27=287710-8-0 Max Horz 27=200(LC 23) Max Uplift 15=-1565(LC 8), 27=-1747(LC 8) Max Gray 15=2905(LC 28), 27=3108(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 3-4=-4759/2521, 4-5=-7899/4299, 5-6=-7899/4299, 6-8=-11385/6196, 8-9= 11385/6196, 9-10=-10310/5621,10-12=-10310/5621,12-13= 4662/2558,13-14=-4662/2558, 14-15=-2821/1574 BOT CHORD 25-26=-2214/4343, 23-25=-5415/10229, 22-23=-5415/10229, 20-22=-6116/11491, 19-20=-6116/11491, 17-19=-0260/8050,16-17= 4260/8050 WEBS 3-27=-2975/1692, 3-26=-2305/4311, 4-26_ 802/425, 4-25= 2236/4132, 5-25= 537/416, 6-25=-2664/1434, 6-23=01281, 6-22=-748/1402,8-22=-497/385, 9-20=0/301, 9-19=-1331/719,10-19=-501/390,12-19=-1417/2634,12-17=0/278,12-16=-3912/2110, 13-16=-532/431,14-16=-2834/5263 Structural wood sheathing directlyapplied or4-4-13 oc puffins, except end verticals. Rigid ceiling directly applied or 6-5-5 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131-x3-) nails as follows: Top chords connected as follows: 2x4 - i row at 0-7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=451t L=24tt; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=11b) 15=1565, 27=1747. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: September 12,2019 AWARNING -VerilydeslgnparivatersandfEIDNOTES ONTNISANDINCLUDED MfFICREFEFANCEPAGEMB-74"rev. IOM]IL015aEFOREUSE Design valid for use only with MTe6sb connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not �� a truss system. Before use, me building designer must verify me applicability of design Parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AddlNonal temporary and permanent bidding MOW 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 trusses and truss systems, seeANSVIPII GualXXyy Cmnlo, DSB49 and BCSI SuldbB Component 6904 Palle East BNd. Saloty Informalbrnvollable from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexantlrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty Pty CHAD HINKLE/Q57790 T78102843 76117 GRA HALF HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 26 2019 MiTek Industries, Inc. Thu Sep 12 13:04:53 2019 Page 2 ID:SRZdzKNNgTSJxApidLWyDDz7VDB-o83JjnijrWBZjsMNBpOLzdEpgbSmAJH1tFj PyeMou NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)215 lb down and 225 lb up at 7-0-0, 140 lb down and 120 go up at 9-0-12, 140 Ito down and 120 Its up at 11-0-12, 140 lb down and 120 lb up at 13-0-12, 140 lb down and 120 Ito up at 15-0-12, 140 Ito down and 120 Ito up at 17-0-12, 140 Jb down and 120 Ito up at 19-0-12, 140 to down and 120 Ib up at 21-0-12. 140 It, down and 120 Ito up at 23-0-12, 140 Its down and 120 Ito up at 25-0-12, 140 Ito down and 120 Ib up at 27-0-12, 140 to down and 120 lb up at 28-4-0, 140 lb down and 120 lb up at 29-7-4, 1401b down and 120 lb up at 31-74, 140 Ito down and 120 Its up at 33-74, 140 Ito down and 120 Its up at 35-74. 140 Ito down and 120 Ito up at 37-7-4, 140 Ib down and 120 Its up at 39-7-4, 143 lb down and 120 It, up at 41-74, 145 lb down and. 120 Ib up at 43-7-4, and 145 Its down and 120 lb up at 45-7-4, and 145 lb down and 120 Ito up at 47-74 on top chord, and 278 Ito down and 159 lb up at 7-0-0, 41 Ito down at 9-0-12, 41 It, down at 11-0-12, 41 Its down at 13-0-12, 41 Ito down at 15-0-12, 41 Ib down at 17-0-12, 41 Ito down at 19-0-12, 41 lb down at 21-0-12, 41 Its down at 23-0-12, 41 lb down at 25-0-12, 41 lb down at 27-0-12. 41 Its down at 284-0, 41 Ito down at 29-74, 41 lb down at 31-74, 41 Its down at 33-74. 41 Its down at 35-7-4, 41 Its down at 37-7-4, 41 Ito down at 39-74, 41 lb down at 41-74, 41 Its down at 43-7-4, and 41 Ito down at 45-7-4, and 41 Its down at 47-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-70, 4-14=-70, 15-28=-20 Concentrated Loads (lb) Vert: 4=-78(F) 26=95(F) 13=-52(F) 16=-11(F) 32=52(F) 33=52(F) 34=-52(F) 35=-52(F) 36=-52(F) 38=-52(F) 39=-52(F) 40=-52(F) 41= 52(F) 42- 52(F) 43=-52(F) 44=-52(F) 46=-52(F) 47=-52(F) 48=-52(F) 49=-52(F) 50=-52(F) 52=-52(F) 53=-52(F) 54=-52(F) 55=-11(F) 56=-11(F) 57>11(F) 58=-11(F) 59=-11(F) 60=-11(F) 61=-11(F) 62=-11(F) 63=-11164=-11(F) 65=-1 11 66=-1 11 67=- 11 (F) 68=-11(F) 69- 11(F) 70=-11(F) 71=-11(F) 72=-11(F) 73=-11(F) 74=-11(F) ,&WARNING-Vetlry EeelSnperemeteraend READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI474"wx 100340t5 BEFORE USE. volld for use only with M9eI� connectors. lhis design Is based only upon parameters shown, and Is for an IndMduol building component, not Wit a mass System. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication. storage. delivery, erection and bracing of Cusses and Muss systems, seeANstriph QuaBfty CrBMa, 033-09 and BCSI building Component 6904 Parke East Blvd. Safety Infamu f onavalloble from Truss Plate Insfifute, 218 N, Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Cry ply CHAD HINKLE/057790 T78102844 76117 GRB Roof Special Girder 1 2 Job Reference (optional) unamoers I rues, no., ran rierce, rL o.aeu s Aug zo zu I e mn eK mausmes, Inc. I nu ,aep m 1J:u4Ar zu I e Scale = 1:62.B NAILEDNAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6 = 4x5 = 3x4 II NAILED Sea = 46 = 3x4 IL NAILED 44 = NAILED 3.8 = 3x6 = 3x4 II NAILED 45 = 1 242 25 2627 3 28 29 430 5 31 6 32 33 347 35 36a 9 37 10 38 39 40 11 42 43 20 44 45 19 46 47 � 23 41 226x8 = 4%IO = NAILED 3x4 II 6k10 = 17 48 6x8 3x4 II NAILED NAILED NAILED NAILED 3x4 II NAILED NAILED NAILED NAILED 49 16 50 15 14 51 52 13 53 54 12 axis II 7x8 = 44 = 3.4 II NAILED 4x10 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psl SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.36 18 >999 360 MT20 244/190 TCDL 15.0 Lumber00L 1.25 BC 0.72 Vert(CT) --0.8018-19 >533 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.21 12 nla Tura BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.5618-19 >756 240 Weight: 4131b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc pudins, BOT CHORD 2x4 SP M 30 except and verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. 1-23: 2x6 SP No.2, 16-18: 2x4 SP M 30 REACTIONS. (lb/size) 23=2209/0-8-0, 12=2132/Mechanical Max Horz 23=186(LC 7) Max Uplift 23=-1233(LC 8). 12=-1160(LC 8) Max Grev 23=2247(LC 26), 12=2161(LC 25) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-2199/1178.1-2- 2741/1456,2-3=-6282/3384,3-4=-6282/3384,4-6=-9778/5296, 6-7=-9485/5150,7-8=-6392/3496,8-10=-3213/1773, 10-11=-3213/1773, 11-12=-2090/1169 BOT CHORD 2-21=-1816/1052, 20-21=-1540/2958, 19-20=-455418704, 18-19= 4554/8704, 6-18>427/329,16-17- 3757733,14-16=-2772/5288,13-14= 277PJ5288 WEBS 1-21=-173213342,2-20=-1994/3719,3-20=-445/325,4-20=-2646/1421,4-18=-665/1229, 16-18=-310215876,7-18=-1728/3258,7-16=-1728/1043, 8-16=-701/1325, 8-14=0/251, 8-13=-2453/1322,10-13=-503/394,11-13=-1972/3670 10. NOTES- 1) 2-plytruss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 Do. Bolcom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. , Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc. 2) All loads are Consideredequally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=O.iB; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. Thomas Al Albani PE No.39380 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MTek USA, Inc. FL Cad 8634 23=1233, 12=1160. 9) 'NAILED' indicates 3-1 Od (0.148'x3') or 3-12d (0.148')3.25') toe -nails per NDS guidlines. 6904 Parke East Blvd. Tampa FL33610 Date: September 12,2019 O WARNING- Verify deslgnprrsmetersaud READ NOTES ON THLSAND INCLUDED MMISKREFERANCEPAGEMIG7473rev. iN0.YlarSBEFORE USE Design valid for use only with MBek® connectors. lhls design Is based only upon parameters shown, and Is for on Individual building component, not ��- a tans system. Before use. me building designer must verity the applicability of design parameters and properly Incorporate this design rise the overall bulidingdesigo. Bracing Indicated is to prevent buckling of Individual truss web end/or chord members only. Additional temporary and permanent bracing p,a Mffek' Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, doWery, erection and bracing of trusses and hum systems seeANSVMII Quality DMrrdo. DSSd9 and IICSI Building Component 6904 Parke East Blvd. Safety Informatbrnvallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tel FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/D5779D T18102844 76117 GRB Root Special Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:04:57 2019 Page 2 ID:S RZdzXNNgTBJzApidLW yDDz7VD8-gvlgZ9lDvlh_CTf8OfUH8TOVnCsz6C2EyUDw7AyeMoq LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-11= 70, 22-23=-20, 18-21=-20,12-17=-20 Concentrated Loads (lb) Vert: 1=-81(B) 5=-59(B) 18=-4(B) 6=-59(B) 15=-11(B) 14=-11(B) 8=-52(B) 9— 52(B)24=-52(B) 25=-59(B) 27=-59(B) 28=-59(B)29=-59(B) 30=-59(B)32=-52(B) 33=-52(B) 35=-52(B) 36=-52(B) 37=-52(B) 39=-52(B) 40=52(B) 41— 11(B) 42=-4(B) 43=-4(B) 44=-4(8) 45=-4(B) 46=-4(B) 47=-4(B) 48.=-11(B) 49=-11(B) 50=-11(B) 51=-11(B) 52=-11(B) 53=-11(B) 54=-11(B) OWARNING-Vedlydeslgnp.oldersnnCREADNOTE50N TH/SANDINCLUDED MREKREFERANCEPAGEMI74M.v. InTI310I5BEFOREUSE. Design valid for use only with MmeM connectors. This design Is based only upon parameters shown, and Is for on Individual building component not �� a brig system. Before use. Me. building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re wired for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fobrl=rle storage, delivery, erection and bracing of trusses and true systems, MANSVIPII Quality Criteria. DSi and BCSI Building Cumaononf 31Z VA 22314. 6904 Pavia East Blvd. Tampa, FL 33610 Safety lnformofbnavolabie from IIuss Plate Institute, 218 N. Lee Street, Suite Alexandift Job fUsS pass yp¢ ty y CHAD HINKLE I Q57790 T18102845 76117 GRC COMMON GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pie", FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu SepF 121528:062019 Pagel ID:SRZdzXNNgT8JxApidLWyDDz7VDB.HVzvzt5X_fF2yPjiDY41 D17(6ciglYa6aABFQkVyeLe1 19-2-it 2-00 10.9.5 11-013-0-e 15-0-e 17-0-0 19-0-0 23-OU 2 -5 5 2]-8-0 30-0-0 30 2 0. 2 2-0-0 42-11 -5 39-5 e- -It 2-0-0 2a-0 20-0 2-oe 0. - 1 3.9-5 -5- 42-11 2-0-0 a- .2 TOP CHORD MUST BE BRACED BY END JACKS, Scale =1:53.8 ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. \ \ 44 = 2x3 If 2x3 II 2x3 I 9 14 2x3 II 7 5 5-0-0 5x10 4 5x8 4 Sx6J Sx10 C q1 44 10 2 13 1 65 18 5.00 12 4x4 G 1ox10 = 3.4 11 3.4 II 10z10 = 19 4x4 C 3 4x6 = IOz10 = ar d 1 20 �d 4.0.0 29 37 28 38 39 27 26 40 25 41rw 24 23 3x4 = 3z6 11 5z6 = 3x4 = 3x6 — 3x4 = Sx6 = 3.6 II 30 = TRUSS DESIGNED FOR WIND LOADS IN THE PLANE3x8 = 2x3 II OF THE TRUSS ONLY. FOR STUDS EXPOSED TO W IND (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSUriel 1. 2-0.0 2H0 6-fi-11 7r0-/J 10.9-5 1s-ao 1s-2-11 2&0.0 2�5 27-8.0 2�-03 2-0.0 0-4-0 42-11 P-S-$ 3.9.5 4-2-17 4-241 3-9-5 0-5.5 4-2Ml 0-4.0 2-0-0 Plate Offsets (X Y)-- 16:0-5-0 0-3-01 116:0-5-0 0-3-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.31 Vert(LL) -0.07 24-25 >999 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.14 26-28 >999 240 BCLL 0.0 ' Rep Stress [nor NO WE 0.69 Horz(CT) 0.04 22 Na i BCDL 10.0 Code FBC2017/TP]2014 Matdx-MS Wind(ILL) 0.11 24-25 >999 240 Weight: 2041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or4-7-12 oc pudin. 4-10,10-18:24 SP N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 20 SP M 30 JOINTS 1 Brace at Jt(s): 16, 6, 12,.8, 13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 22=1558/0-8-0, 30=1556/0-8-0 Max Horz 30=-184(LC 6) Max Uplift 22=-978(LC 8), 30=-1072(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 4-42=-228811590, 5.42=-227911591, 5-6=-1282/1001, 6-8=-1003f736, 8-10=-1003f736, 10-12=-1003f736,12-13=-1003(736,13-16_ 1003(736,16-17=-1288/1015, 17-43=-2286/1606,18-43=-2295/1605,3-4=-1951/1342,18-19=-1915/1342, 5-44=-1091/670,7-44=-1050/657,7-9=-1137f798, 9-11=-1110/837, 11-14=-1110/837, 14-15=-1137f798,15-45=-1054/660,17-45=-1095/673 BOT CHORD 29-37=-1115/1724, 28-37=-1115/1724, 28-38=-1406/2245, 38-39=-1406/2245, 27-39=-1406/2245, 26-27=-1406/2245,26-40= 1421/2252, 2540=-1421/2252, 2541=-1114/1687, 24-41=-1114/l687,23-24— 1122/1703 WEBS 11-12=445/605, 16-26=-289f285, 16-25=-344/231, 19-23=-1184/1817, 19-22=-1510/1026, 6-26=-322/267, 6-28=-354/245, 3-29=-1236/1802, 3-30=-1435/1028, 12-26=-286/462, 6-7=-321/281, 15-16=-315/274, 4-29=407/209, 4-28=-364/718, 18-24=455/225, 18-25=-383f749 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsk h=15h; B=45f; L=24ft; eave=4fl; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 6WID) 22=978,30=1072. 7) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 1751b down and 2261b up at 6-10-12, 1751b down and 226 lb up at 23-1-4, 1501b down and 141 Ile up at 9-1-13, 1501b down and 141 lb up at 11-1-13, 15016 down and 141 Its up at 13-1-13,. 1501b down and 130 Ib up at 15-0-0, 1501b down and 141 Ile up at 17-1-13, and 150 Ile down and 141 Its up at 19-1-13, and 149 Ib down and 1381b up at 21-1-13 on top chord, and 145 Ib up at 7-0-0, 29 Ile down at 9-1-13, 29 Ib down at 11-1-13, 29 It, down at 13-1-13, 29 Ile down at 15-1-13, 29 Ile down at 17-1-13, 291b down at 19-1-13, and 29 Ib down at 21-1-13, and 1451b up at 22-10-3 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. WARNING -Verifydesi9. PAremefers Aed BEADNOTES ON TNISANDWCLUDEDMfrEKREFERANCEPAGEMIA74M.xe fa0. K,ISBEFOBE USE sign valid for use only with MBekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not rues system. Before use, Me building designer must verify the applicability of design parameters and property Incorporate this design into the overc IIi design. ,Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent Thomas A. Albani PE No,38386 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 12,2019 6904 Parke East Blvd. Tampa, FL 33610 JOB russ msSI ype Oty Ply CHAD HINKLEl OS]]90 T18102845 76117 GRC COMMON GIRDER I 1 1 Jab Reference o lionel Chambers Truss, Inc., Fort Pierce, FL e 8.320 s Aug 28 2019 MTek Industries, Inc. Thu Sepp 1215:28:06 2019 Page 2 ID:SRZdzXNNgT8JxApidLW yDDz7VD8-HVzM5X_fF2yPjiDY41 DIX6cIgIYa6aABFOkVyeLat LOAD CASE(S) Standard 1) Dead +Hoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 )Uniform Loads (plf) Vert: 31-34=-20, 4-5=70, 17-18= 70, 1-2=-30, 2-4=-70, 18-20=-70, 2015-11=-70, 11-17=-70 Concentrated Loads (lb) Vert: 11=-52(F) 25— 11(F) 26=-11(F) 29=96(F) 18=-78(F) 9=-52(F) 7=-52(F) 14=-52(F) 15=-52(F) 4=-78(F) 24=96(F) 37=-11(F) 311 39=-11(F),40i 1(F) 41=-I I(F) 44=-52(F)45=-52(F) Q WARNING -Vedfyde4/gn peremethi BEAD NOTES ON MIS AND INCLUDED MREK REFEBANCEPAGE MX74M lex, faNY1D16 BEFORE USE. Design valid for use only with MBekO connectors. IDls design Is based only upon parameters shown, and Is for on Individual building component, not a hiss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall building design. Booing Indicated is to prevent bucRling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwaysrequlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance fegording Me fabrication, storage, delivery, erection and bracing of hisses and huss systems. SocAffil t piaBBttyy Cdtorb, Di and BCSI Bull Component 6904 Peril East Blvd. Safety btformatbrpvoiloble from Tres Plate Institute, 218 N. Lee Sheet Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T78102846 76117 GRD HIP GIRDER 1 J_ 1 Job Reference (optional) Ghambess l russ, me., ' 2-40 hon Ylence, hL 11-84 u.JZu a Hllg ze 2ul a Mll eK IOOWmes. me. Ine Sep lz lJ:05:0220 Ie rage) ID:SRZdzXNNgT8JxApidLWyDDz7VD8-lt6jcspMjHKHIEY6CC4SgW6KgDYbnPKz5mwho0yeMal 1&2-12 20.9d 25-&12 1 E4-8-0 3a9-B 2 240 48-0 4-84 46-8 ddi-8 4fiB 4-84 4-8-0 Scale=1:62.3 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Site= 5.00 12 NAILED 3x4 II 3x8 = 3.4 II 4x6 = 3x6 = NAILED NAILED 5x8 = 4 29 305 31 32 6 33 34 35 7 36 8 37 9 38 39 10 -62 d 9u 91 Sx5 _ 3z6 II Sx6 = NAILED NAILED 5x8 MT18HS=3x4 II NAILED Site3x4 II NAILED 7x10 — 3x6 I 3x5 = 4x12 = NAILED NAILED NAILED 5x8 MT18HS= NAILED NAILED NAILED NAILED 3S." LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.29 TC 0.48 Vert(LL) -0.29 17-18 >999 360 MT20 244/190 TCDL 15:0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.6317-18 >618 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Nor NO WB 0.94 Horz(CT) 0.13 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.4617-18 >852 240 Weight: 189 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 9-14 REACTIONS. (lb/size) 22=1975/0-8-0, 13=1974/0-8-0 Max Horz 22=106(LC 7) Max Uplift-22=-1278(LC 8), 13- 1178(LC 8) Max Gmv 22=2239(LC 39138) FORCES. (lb) - Max CompdMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 3A=-3260/1708, 4-5=-4784/2620, 5-6=-4784/2620, 6-7=-5665/3116, 7-9=-5665/3116, 9-10=-3078/1704, 10-11=-3296/1764 DOT CHORD 20-21= 1450/2987, 18-20=-2958/5704, 17-18=-2958/5704, 15-17=-2496/4794, 14-15=-2496/4794 WEBS 3-22=-2136/1233, 321=-1564/2934, 4-21=-517/267, 4-20=-1203/2223, 5-20=473/364, 6-20=-1087/586,6-16=0/253,7-17=-446/348, 9-17=-559/1071, 9-14= 2117/1138, 10-14=-390/891, 11-14_ 1507/2937,11-13=-2118/1177 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; B=45ft; L=37ft; eave=50; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; antl vertical left and fight exposed; 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 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed fora 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0W-1s) 22=1278, 13=1178. 8) "NAILED' indicates 3-1 Did (0.148'x3') or3-12d (0.148*4.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 213 Ib down and 231 Ile up at 30-0-0 on top chord, and 281 Ito down and 162 Ib up at 7-0-0, and 281 Ib down and 162 lb up at 29-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.36380 LOAD CASE(S) Standard MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: September 12,2019 Q WARNWG- Verify ✓esignparamereraend READ NOTES ON NUSAND INCLUDED MIFEKREFERANCEPAGEMIF7411re¢ 1011YI0156EFOREUSE valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Wit a muss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate Mb design Into the overall building design. Bracing indicated is to buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Mek- prevent Is always required for stobllHy and to prevent collapse with posslble personal INury and property damage. For general guidance regarding Me fobrlcotlor storage, delivery. erection and bracing of musses and muss systems. seeANSUTFIll Quality Criteria. DSB49 and BCSI Building Component VA 22314. 690d Pelke East Blvd. Tampa, FL EastO Safety mformallomvailoble from Teas Rate Institute. 218 N. Lee Street, Suite 312. Alexandria P Job Thus Truss Type 0iY Ply CHAD HINKLE / 057790 T78102846 76117 GRD HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 1213:05:02 2019 Page 2 ID:SRZdzXNNgT8JxApidLWyDDz7VD8-1t6jospMjHKHIEY6CC4SgW 6KgDYbnPKz5mwho0yeMol LOAD CASE(S) Standard Uniform Loads (pit) Vert: 2-4=-70, 4-10=70, 10-12=-70, 23-26=20 Concentrated Loads (Ib) Vert: 4=-53(F) 10= 79(F) 21=9B(F) 14=98(F) 29=-53(F) 30= 53(F) 31— 53(F) 32=-53(F) 33=-53(F) 34=-53(F) 35=-53(F) 36=-53(F) 37=53(F) 38=-53(F) 39=-53(F) 40=-11(F) 41— 11(F) 42=-11(F) 43=-11(F) 44=-11(F) 45=-11(F) 46=-11(F) 47=-11(F) 48=-11(F) 49=-11(F) 50— 11(F) O WARNWG- Vsdty design pammerem and READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEW7473rev. 1010311015 BEFOREUSE. Design valid for use only with tyll connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into Me overall building tleslgn, Bmcing Indicated is to prevent buckling of individual truss web antl/or chord members only, Additional temporary and permanent bracing MOW Is always recurred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, dellvery, erection and bracing of trusses and huse systems, seeANSIRPII Quality CM9rb, DSB-89 and BCSI Budding Component 6904 Parke East Blvd. Safety tnformatbrnvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 01y Ply CHAD HINKLE 1057790 T78102847 76117 J3 Jack -Open 12 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:03 2019 Page 1 ID:SRZdzxNNgTBJxAp!dLWy0Dz7VD8-V3g5gCq_UbS8wO6lmwbhNkeUYdwDW2d7KOgEKgyeMok Scale = 1:10.8 2-8-0 0.4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.00. 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.17 Hou(CT) 0.03 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 MatriX-MP Wind(LL) -0.00- 4-5 >999 240 Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3— 174/Mechanical, 4=-204/Mechanical, 5=643/0-8-0 Max Horz 5=66(LC 12) Max Uplift 3=-174(LC 1), 4=-204(LC 1), 5=-475(LC 12) Max Grav 3=118(LC 12), 4=151(LC 12), 5=643(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. WEBS 2-5=.934/584 BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;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. 3) ' This truss has been designed for a live load of 20.01 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 1001b uplift at joint(s) except Gt=lb) 3=174, 4=204, 5=475. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 QWARNING-Vedydeslgnparamelersand READ NOTES ON THIS AND WCLUDEDMREKREFERANCE PAGE M11-7473mv. MAX32015 BEFORE USE. Design valid for use only Win Meek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a puss system. Before use. Me building designer must verily the applicability of desgn parameters and properly Incorporate rub design Into Me overall building tleslgn. Bracing Indicated is to buckling individual tm%web and/or chord members only. Addelonal temporary and brccing MiTek' prevent of permanent Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the 6904 Pade Blvd. East East tacticalmstorage. delivery, erection and bracing of musses and Muss systems, seeANSIMI] Quality Creedal DSB49 and SCSI Building Component Safety lnforalbrxrvailoble from cuss Rate Instlfule, 218 M Lee Street, Suite 312, Alexondrio, VA 22314.33610 Tampa, FL Job Truss Truss Type Oty Ply CHAD HINKLE I Q57790 T1B702848 76117 J5 Jack -Open 12 1 Job Reference (Optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:04 2019 Page 1 ID:SRZdz%NNgTSJxApidLWyDDz?VD8-zFEU1 YrcFva7YYhUKd6vvv xBfC11cFVZGZ4PotGyeMoj 0-V-2 5.0.0 ad-2 5.0.0 Scale =1:15.8 W 11 LOADING (psf) SPACING- 2-M CSI. DEFL in (lob) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LQ 0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.13 Horz(CT) 0.05 3 nfa n/a BCDL 10.0 Code FBC20171TP12014 Matrl Wind(LL) -0.01 4-5 >999 240 Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=40/Mechanical, 4=-17/Mechanical, 5=421/0-8-0 Max Horz 5=110(LC 12) Max Uplift 3=-43(LC 9), 4=-17(LC 1), 5=-269(LC 12) Max Grav 3=58(LC 17), 4=26(LC 12), 5=421(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-274/434 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-M oc pudins. BOT CHORD Rigid ceiling directlyapplled or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=458; L=24f1; eave=48; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0.0-0 to 3-0-0, Interiodl) 3-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent 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 100lb uplift at joint(s) 3, 4 except Ot=lb) 5=269. Thomas A Albert PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T78102849 76117 J7 JACK -OPEN 56 1 Job Reference o Oonal Chambers Truss, Inc., Fort Pierce, FL 2X3 11 8.320 s Aug 26 2019 MiTek Industfies, Inc. Thu Sep 12 13:05:05 2019 Page 1 I D:SRZdzXNNgTBJxApidLW yD Dz7 VDB-RSmFurFOCis9iGhuLe959kvMRhG_yb0nk9LPiyeMoi Scale = 1:20.0 2-0-0 b-4-d. 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lob) Udell _Id PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.02 one >999 24U MT20 244/190 TCDL 15.0 lumber COL 1.25 BC 0.37 Ven(CT) -0.03 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 HOrz(CT) 0.03 4 n/a n/a BCDL 10.0. Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=122/Mechanical, 5=31/Mechanical, 6=473/0-8-0 Max Horz 6=155(LC 12) Max Uplift 4=-104(LC 12). 6=-268(LC 12) Max Gray 4=137(LC 17). 5=69(LC 3), 6=473(LC 1) FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/127 WEBS 3-6=-366/482 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Interior(1) 2-11-3 to 6-11-4 zone; cantilever left and fight exposed ; end vertical left and right exposed;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 hearing plate capable of withstanding 100 1b uplift at loint(s) except at=lb) 4=104, 6=268. Thomas A. Albanl PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 AWARN/NG-PerltyerseanperametemendREAD NOTES ONTHIS AND INCLUDED MIFEKREFERANCEPAGENIX74zaxev.ltMY1a15BEFOREUSE Design valid for use only with MBekG Connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a fuss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate this design into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additloncl temporary and permanent bracing MiTek' Is always recored for stability and to prevent Collapse with possible personal injury and property damage. For general guldonce regarding the fobdcall storage, delivery, erection and bracing of trusses and muss systems. weANSUIPII Qual Criteria. DSB-09 and SCSI Bull Component 6904 Parke East Blvd. Borl hsfamsatbnavallable from Truss Note Ins6ture. 218 N. Lee Street, Suite 312, Alexantlrla. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE I Q57790 T78102850 76117 J7A JACK -OPEN 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek 12 13:05:05 2019 2.3 II Scale = 1:20.0 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. In (too) Vclefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 VeIt(LL) 0.06 8 >900 24G MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,43 Vert(CT) -0.06 8 >863 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.04 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=129/Mechanical, 6=24/Mechanlcal, 9=473/0-8-0 Max Horz 9=155(LC 12) Max Uplift 5_ 102(LC 12), 9=268(LC 12) Max Grav 5=154(LC 17), 6=48(LC 3), 9=473(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-263/124 WEBS 3-9=-348/394 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat II; Este C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-13 to 2-11-3, Intedor(1) 2-11-3 to 6-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;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 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 tao Ile uplift at )oint(s) except 01=lb) 5=102,9=268. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: September 12,2019 AWARNING- Verllydssrq.Par i,hmsendnEADNOTESONMISANDWCLUDEOMREKHEFENANCEPAGEMLL7gl9mx.la=?015EEFOREUSE Design valid for use only with Mal connectors. This design a based only upon parameters shown and is for on individual building component, not a muss system. Before use, the building designer must verify Me applicability of design parameters end properly Incorporate this design into the overall bulltling design, Bracing Indicated n to prevent buckling of Individual truss web and/or Word members only. Additional temporary and permanent bracing M!Tek• Is always required for Vocally and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection antl bracing of trusses and truss systems. seeANSUIPII Quality Cribto, DSB49 and BC51 Building Compalnent 69N Pa*e East Blvd. Salety Inlermationavolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply CHAD HINKLE/Q57190 T78102851 76117 J8 JACK -OPEN 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:06 2019 Page 1 ID:SRZdzRNNgT8JxApidLW yDDz7VDe-veLESEstnW gjnn1R2907MG3Og37j PbZ00uvx9yeMoh Scale = 1:22.4 2.0.0 0.4-0 5-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.06 5-6 >999 240 SCLL 0.0 ' Rep Stress that YES WB 0.16 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.03 5-6 >999 240 Weight: 2611b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=159/Mechanical, 5=48/Mechanical, 6=509/0-8-0 Max Horz 6=178(LC 12) Max Uplift 4=-130(LC 12), 6=-276(LC 12) Max Grav 4=172(LC 17), 5=92(LC 3), 6=509(LC 1) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=325/150 BOT CHORD 2-6=-115/264 WEBS 3-6=-424/537 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=3.Opsf; h=15f; B=45ft1 L=24tt; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-13 to 2-11-3, Interiodl) 2-11-3 to 7-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;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 100 lb uplift at joint(s) except Qt=lb) 4=130, 6=276. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 QWARNING-VerityOeegnpa temandRUDNOTESONTHMANOINCLUOEOMOEKBEFENANCEPAGEMU74] mv.ld OISBEFONEUSE Design valid for use only with M6ek� connectors. This design Is based only upon parameters shown, and B for an Individual building component, not ��' a muss system. Before use. Me building designer must verify Me oppllcobllHy of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always requiretl for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of musses and muss systems, seeANSVTPl1 Quo' Criteria. DSB-B9 and SCSI Building Component from Truss 218 Sheet, 312, 6904 Parke East Blvd. Tampa. FL 33610 Sabin Nfonnalbnavailoble Plate Institute, N. Lee Suite Alexantlrla. VA 22 14 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T18102852 76117 JU Jack -Open 12 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 282D19 MiTek Industries, Inc. Thu Sep 12 13:05:07 2019 Page 1 ID:SRZdzXNNgT8JxAp!dLW yDDz7 VDB-OgvcfatVYgyZP70371gdXapH9EOESuJjF2eSThyeMog 0-q-2 1-0-0 o-tl-z t-o-0 3x4 = PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CS'. DEFL in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ve I(CL) -0.00 6 Nr 120 TCDL 15.0 Lumber DOL 1.25 BC 0.21' Vert(CT) -0.00 6 rJr 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=0/Mechanical, 3=89/Mechanical Max Harz 2=99(LC 1).3=-99(LC 1) Max Uplift 3=-77(LC 12) Max Gmv 3=89(LC 1) FORCES. (lb) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.5 PLATES GRIP MT20 244/190 Weight: 3lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psh h=15ft; B=45ft; L=24ft; eave=4f ; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Joints) 3. Thomas A Alban! PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Data: September12,2019 QwARNWG-VerllydsslgeParsmetarseed READ NOTES ON TNISANDWCLUDWM/TEKREFERANCEPAGEM/H4n.re. 101034W15BEFOREUSE Design valid for use only wah M6eM connectors, This design Is based only upon parameters shown, and Is for on Individual bullding component, not a truss system. Before use, me building designer must verity the opplicabrity of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual aura web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sloblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatloo, storage, delivery, erection and bracing of trusses and truss systems, seeANSImsil Guoltly Calendar, DS849 and SCSI Building Component 69N Parke Ease Blvd.y D Safetdormatblgvallobie from truss Plate Institute, 218 N. Ise Street Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Illy Ply CHAD HINKLE / 057790 T78102853 76117 KJ7 DIAGONAL HIP GIRDER 5 1 Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL 2 2x3 II LOADING (psf) SPACING- 2-M CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.45 TOOL 15.0 Lumber DOL 1.25 BC 0.36 BCLL 0.0 ' Rep Stress [nor NO WE 0.20 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=114/Mechanical, 6=-55/Mechanical, 9=314/0-11-5 Max Hom 9=155(LC 8) Max Uplift 5=-67(LC 8), 6=-145(LC 17), 9=-767(LC 8) Max Gmv 5=125(LC 17), 6=235(LC 26), 9=927(LC 31) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-332/710, 3-4=-520/446 BOT CHORD 2-91 8-9=-657/196, 7-8=-337/378 WEBS 3-9=-659/464,3-8=-376/656,4-8=-340/159,4-7=-442/394 8.320 a Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:08 2019 ID:SRZdzXNNgTBJxApidLWyDDz?VDB-sOT Nu7J74QO97FZTBs4nLMleiCBIWsUiNi Scale=1:19.1 DEFL. in (fee) 1/defl L/d PLATES GRIP Vert(LL) -0.03 8-9 >999 240 MT20 244/190 Vert(CT) 0.03 8-9 >999 240 Hom(CT) -0.01 5 1 n/a Weight: 43 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. NOTES- 1) Wind: ASCE 7-10; Vult=160mph(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This tress 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 10016 uplift at joints) 5 except 61=11g) 6=145, 9=767. 6) "NAILED" indicates 3-1Od (0.148"x3l") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Mcrease=1.25,.Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=-30, 2-5=40, 6-10=-20 Concentrated Loads (I s) Vert: 13=286(F=143, 8=143) 15=-125(F=-63, B=-63) 16=292(F=146, 3=146) 17=58(F=29, B=29) Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 QWARNING- Vedlydeslgnpleys feraand READ NOTES ON MIS AND INCLUDED MREKHEFENANCEPAGEMIu7479rev. 10,012015 BEFORE USE Design valid for use only with M9ek® connectors. This design Is based only upon parameters shown. and Is for an Intllvitlual building component, not �� a truss system. Before use, the building designer must verify Me appilcablllly of design parameters and property Incorporate Mrs design Into the overall building design. Bracing lndcoted is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary antl permanent bracing MTek• Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hors systems, seeANSWIll Quality Cmrrria, DSM9 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovalbbia from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply CHAD HINKLE/05779D T78102854 76117 KJ8 DIAGONAL HIP GIRDER 1 i Job Reference (optional)' Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:09 2019 Page 1 ID:SRZdzXNNgTBJxApidLWyDDz7VDB-KD1 M4FUI4RCHeJaS7Ai5d7uXW21 rwkn?iM7ZYUyeMoe 3-2-4 6-11-13 11.0-14 0- 2 3.2.4 3-9-9 4.1.1 Scale:1/2'=1' NAILED NAILED 2.3 II NAILED NAILED NAILED sac = NAILED LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0. SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.45 BC 0.40 WB 0.26 Matrix -MS DEFL. in Vert(LL) -0.04 Vert(CT) 0.05 Horz(CT) -0.01 (loc) Well Ud 8-9 >999 240 8-9 >999 240 5 n/a We PLATES MT20 Weight: 49 to GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 6-7. REACTIONS. (lb/size) 5=179/Mechanical, 6=51/Mechanical, 9=340/0-11-5 Max Horz 9=174(LC 24) Max Uplift 5=-145(LC 8), 6=-121(LC 8), 9=-799(LC 8) Max Grav 5=179(LC 1), 6=308(LC 26), 9=994(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3631758, 3-4=-639/302 BOT CHORD 2-9= 710/382, 8-9=-710/208, 7-8=-272/491 WEBS 3-9=-713/476, 3-8=-4141770, 4-8=-305/158, 4-7=561/310 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 feet 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 1001b uplift at joint(s) except (jt=1b) 5=145, 6=121, 9=799. 6) "NAILED' indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) 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=-30, 2-5=-70, 6-10=-20 Concentrated Loads (lb) Vert: 8=58(F=29, B=29) 13=286(F=143, B=143)l4=-74(F=-37, B=-37) 15=-125(F=-63, B=-63) 16=292(F=146, B=146) 17=-14(F=-7, B=-7) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; September 12,2019 AWARNING-VerdyneslgnpamardenandREADNOTESONMISANDINCLUDEDMREKREFERANCEPAGEMII-747arev.iNa9I015BEPOREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and k for on Individual building component, not a buss system, Before use. me bulltling designer must verity the opplicobllity, of design parameters and properly Incorporate this design Into me overall building design. Brocing Indicated is to prevent buckling of Intllvltlual hum web and/or chord members only. Acaltonal temporary and permanent bracing MiTek' Is a6voys required for stobillty 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 irucs systems. seeANSVrP11 Qua Criteria, DSM9 and B01 Building Component Dformalbrn231 vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Almcndrla. VA 24. 6904 Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T78102855 76117 MV2 Valley 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 i 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:10 2019 Page 1 ID:SRZdzXNNgTBJxApidLWyDDz?VD8-oPbllbvNdKBGT9eguDK9CRpKSTsfF3Ms64wyeMod c nnr LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (lac) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.06 Vert(LL) Na - Na 999 TCDL 15.0 Lumber DOL 1.25 'BC 0.03 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=57/2-0-0, 2=44/2-0-0, 3=13/2-0-0 Max Harz 1=28(LC 12) Max Uplift 1=-19(LC 12), 2=-35(LC 12) Max Grav 1=57(LC 1), 2=45(LC 17), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.9 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beating. 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 10016 uplift at joint(s) 1, 2. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 Q WARNING -Verify design paremeteremdREW NOTES ON THISAND INCLUDED M/TEKNEFEHANCE PAGE 0I-7473rev. 1W0.V2015BEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Wit o Muss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate Ns design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. McIfionol temporary antl permanent bracing fL M(Tek* Is always required for stability and to prevent collapse wilts possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and Muss systems SeeAN5VIP11 QuoCMedo, DSI 89 and BCSI Budding Component 6904 Parke East Blvd. Saintly Informotionavoilable from Truss Rate Institute, 218 N, Lea Street, Suite 312, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Olt, Ply CHAD HINKLE / 057790 T78102856 76117 Ml Valley 4 1 Job Reference (optional) unamoers I runs, Inc., roa rierce, IL o.azusnugzozuromirexInUU5[nes, Inc. inueep iz ra:uo:iuzuiu rage r ID:SRZdzXNNgT8JxApidLWyDDz7VD8-oPbllbvNdK8GT9eguDK9CR19SRJtF39xOs64wyeMud 2 Scale =1:l l.1 3 3x4 i 30 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) 0.00 3 n/a n(a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4.SP No.3 BOT CHORD REACTIONS. (lb/size) 1=141/4-0-0, 3=141/4-0-0 Max Harz 1=88(LC 9) Max Uplift 1=-59(LC 12), 3=-64(LC 12) Max Gmv 1=141(LC 1), 3=146(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu11=160mph (3-second gust) VascIl 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=458; L=24tt; eave--4f ; Cat. It: Ex p C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas A. Albani PE No.3938D MTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 Q WARNING -Vexlfy EealgnparametoreanCREAONOTESONTNIS ANOINCLUOEOMREKREFERANCEPAGEMIP747Jrev. 10=2015BEFORE USE Design valid for use only with Meblat) connectors. This design Is based only upon parameters shown. and Is for an Ind,ridual building component, not a truss system. Before use. the bulldhg designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection antl bracing of trusses and hum systems see1WS1/I1III Cuall Criteria, DSB-89 and SCSI Building Component 6904 Palle East BNtl. Safety mformalbrrwalloble from Truss Plate Institute. 218 N. Lee sheet, Suite 312, Alexandria. VA 223 A. Tampa, FL 33610 Job Truss Truss Type City Ply CHAD HINKLE/QM90 T78102857 76117 MV5 Valley 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:11 2019 Page 1 ID:SRZdzXNNgTBJxApidLW yDDz1VDB-Gb97Vxw?c2S4tdkgEbk7iQmHrj rOiJlAgcgdMyeMoc 5.5.0 5.5.0 3.4 II Scale=1:14.9 3x4 4 I 3.4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.94 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n1a i BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 18In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=204/5-5-0, 3=204/5-5-0 Max Horz 1=128(LC 9) Max Uplift 1=-85(LC 12), 3=-93(LC 12) Max Gmv 1=21 1), 3=212(LC 17) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-190/281 Structural wood sheathing directly applied or2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eavei Cat. II; Exp C; Encl., GCi i=0.18; MWFRS (directional) and C-C Exteror(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-3-4 zone; cantilever left and right exposed; end vertical left and fight exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1, 3. Thomas A. Albanl PE No.38380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 OWARNWG-Verl/ydeslgnparamelem.dREAD NOTES ON MIS AND INCLUDED MR KREF£RANCE PAGE MIF7473rev. 1NO3l2015 BEFORE USE Design valid for use only with Wake, connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building destgner must verity me applicablllty, of design parameters antl properly Incorporate His design Into the overall building design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage, Fort general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVrp1t QuaWy Cdlodo, DS049 and BCBI Building Component 69N Parke East Blvd. Safety Infosmatbmvallabie from Trust Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/057790 T78102858 76117 MV6 Valley 2 1 Job Reference (optional) OnamOers I was, Inc., Port Pierce, ILL 8.320 a Aug 28 2019 MITek Industries, Inc. Thu Sep 1213:05:12 2019 Page 1 ID:SRZdzXNNgTgJxApidLW yDOz?VDB-koiVjHxeMMasVmJtoJGoEdW3xFO478ZSOKLD9pyaMob 3x4 II 2 3 3x4 i 3x4 II LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.37 Vart (CL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Ved(GT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a Wet BCDL 10.0 Code FBO2017ITP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4SP No.3 BOTCHORD REACTIONS. (lb/size) 1=231/6-0-0, 3=231/6-0-0 Max Horz 1=144(LC 9) Max Uplift 1=-96(LC 12), 3=-105(LC 12) Max Grav 1=231(LC 1).3=239(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-213/309 Scale: 3/4'=l' PLATES GRIP MT20 2441190 Weight: 201b FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1 except (jt=lb) 3=105. Thomas A Alban! PE No.39360 li USA, Inc, FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: September 12,2019 ,&WARNING-Wal/ydeafgn ys.toaend READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M0.7473rev. IGUS12015 BEFORE USE Design valid for use only with MSek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �'- a truss system. Before use, the building designer must verity me applicability of design parameters and Draperly Incorporate ruin design Into me overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent coding MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ma fabrication storage, delivery, erection and bracing of trusses antl truss systems, seeANSMI I QUO Cmnb, DSB.89 and SCSI Building Component Safety mformotbmvoiiobie from Truss Plate Insflfute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/D57790 T18102859 76117 MV8 Valley 1 1 Job Reference (optional) u,namoers I was, Inc., ran rieme, rL oaLu s "ug zo zu I U MI I em , mauses, Ina. I nu cap m ..;u N zu tl rage I ID:S RZdzXNNgT8JxApidLW yDDz7 VDB-C_GtwdyG7gij7v4DMOnl nr3DMfRdsaybd_5mhFyeMoa 3.4 II 3 5 4 3x4 i 2x3 h 3x4 II Scale = 1:19.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lob) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Ven(LL) ni - n/a 999 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.22 Verl nra - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 291Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 DOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=102/7-11-6,4=135!/-11-6,5=400!/-11-6 Max Horz 1=199(LC 9) Max Uplift 1— 16(LC 12), 4=-65(LC 9), 5=-216(LC 12) Max Gran, 1=112(LC 18), 4=143(LC 17), 5=406(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/196 WEBS 2-5=-317/402 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-11-11, Interior(1) 3-11-11 to 7-9-10 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except ]NIII) 5=216. Thomas A. PJbanl PE No.39380 MTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 O WARNING -Vedry deal9nparamerenend READ NOTES ON TN/SAND/NCLUDEDMREKREFERANCEPAGEMl4)473 rev. fa=015BEFORE USE. Design valid for use only with M9ekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��' a truss system. Before use. the bultling designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord mambos only. Additional temporary and permanent bracing M!Tek' 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 huss systems, seeANSVIFl1 Qua BM CPoe1b. DS -69 and SCSI Building Component e904 Pade East Blvd. Safely infonnatbrrwoloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CHAD HINKLE / Q57790 T18102860 76117 PEA Piggyback 6 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:14 2019 Page 1 ' ID:SRZdzXNNgT8JxApidLWyDDz7VD8-gAgF7zyuuuak4SPvkIGK2bRK3jPb221segKDhyeMoZ 3-4-0 6.8.0 3-4-0 3.4.0 3x4 = 3x6 = 6.8-0 a-8.0 3x4 = Scale = 1:13.1 d Plate Offsets (X,Y)— [3:0-3-0,Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Ven(CT) 0.00 5 n/r 90 BCLL 0.0 ' Rep Stress ]net YES WB 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 2=252/4-6-10, 4=252/4-6-10 Max Horz 2=39(LC 11) Max Uplift 2=-139(LC 12), 4=-139(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-220/265, 3-4=-220/265 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.0ps1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 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 100111 uplift at joints) except (jt=lb) 2=139, 4=139. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE No.39390 MTek USA, Inc. FL Cart 6634 6904 Parks East Blvd. Tampa FL 33610 Date: September 12,2019 O WARNING -Verify design Parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERANCEPAGEM/N4"rev. ieaJITOr5REFORE USE. Design valid for use only with MOekO 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 Me applicability, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/1P11 OualMy Criteria. 08BA9 and BCSI Building Component Sat9fy Informalbeovolloble from Truss Rote Instliute, 218 N. Lee street Suite 312, Mesantldo. VA 22314. ��- WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHAD HINKLE/Q57790 T18102861 76117 PBB Piggyback 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industries, Inc. Thu Sep 12 13:05:15 2019 Page 1 ID:SRZdzXNNgT8JxApidLWyDDz7VD8-9NOeLJzW fHzRME1 cTRpVsG8b7T54KVIu5latm7yeMoY 2-0-0 4-8-0 2-0.0 2-8-D 5.00 F,2 3x4 = 3x6 3x6 = 3x4 = Scale=1:13.3 LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (loc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Verl(LL) 0.00 6 lia 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert CT) 0.00 6 rdr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-R Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing. REACTIONS. (lb/size) 2=252/4-6-10, 5=252/4-6-10 Max Hoa 2=22(LC 11) Max Uplift 2=-139(LC 12), 5=-139(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-350/417, 3-4=-315/395, 4-5=-350/418 BOT CHORD 2-5=-324/315 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsQ h=15tt; B=45tt; L=24ft; eave=4tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 36-0 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 1001b uplift at joint(s) except 01=11o) 2=139, 5=139. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Date: September12,2019 Q WARNING. VeritydeelgnparnmeMmend READNOTES ON 771/5 AND INCLUDED MINKBEFEMNCEPAGEMU74n rev. IIIII&P015BEFOREUSE. Design valid for use only with MBeklD connector. This design Is based only upon parameters shown, and Is for an Individual building component, not a Muss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into me overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' prevent Is always required for stability and to prevent collapse wtth possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of Musses and truss systems, seeANSVrm Quality Criteria, DSB49 and SCSI SuldbD Component 69N Parka Easl Blvd. Safety Informatbrnvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply CHAD HINKLE/057790 T18102862 76117 V2 Valley 1 1 Job Reference (optional) ulamoers I rues, mc., an rrerce, ru. run arc mousmes, Inc. Inu cep Iz Ia:Uoao zU la rages )8.dZy y 80b51 Ocol8KkPThpXsVg3yY1JyK01ayeMoX 3x6 = nnR_, 2 3 3x4 i 30 II Scale =1:6.9 LOADING (P51 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.08 Ven(LL) n/a - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vertl n1a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC201717P12014 Matrix-P Weight: 7 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=82/2-6-8, 3=82/2-6-8 Max Herz 1=-17(LC 10) Max Uplift 1=-36(LC 12), 3=-36(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15tt; B=45ft; L=24ft; eave=4tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 pal 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Carl 6934 69D4 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 O WARNING- Ver1tydesJ9r Pkmmetereend READ NOTES ON THIS AND /NCLUOWMREKNEFEMNCEPAGEW7473rev 10M32015SEFOREUSE Design valid for use only with MBekee? connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of individual muss web and/or chord members only, Additional temporary and permanent bracing MTek• Is always required for stability and to prevent collapse wiM possible personal injury and property damage. For general guidance regarding the fobrlcollom storage, call erection and bracing of musses and truss systems, seeANSUIPII GuardL Crb, DBBA9 and SCSI Building Component 69N Parke East BNd. SnlM1ly InformatforxsvaLable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314, Tampa, FL 33510 Job Truss Truss Type City Ply CHAD HINKLE / 057790 T76102863 76117 V4 Valley i 1 Jab Reference (optional) Ln imaers I runs, me., Von Ylefa6, FL euTa Mi l ex mausmes, mc. 1 nu sep 1 z Ta:ua:v euiv 2 316 = 3 3.4 11 Scale =1:11.1 3x4 i IIA II 4 Plate Offsets (X Y)-- [2:0-3-O.Edae) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(L-) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) rda - rVa 999 BCLL 0.0 Rep Stress [nor YES WE 0.00 Horz(CT) -0.00 4 Ida n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-R Weight. 15 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=165/4-6-8, 4=165/4-6-8 Max Horz 1=86(LC 11) Max Uplift 1=-70(LC 12), 4=-74(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-6-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsh h=1511; B=45ft; L=24ft eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 4. Thomas A Mbani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. September 12,2019 0 WARNING -Verity Easfan peraincersand READ NOTES ON THISAND INCLUDED MinEKREFERANCEPAGEsta.7473 V. tarp Il?015BEFORE USE. Design valid for use only with MBeA® connectors. This Gauge is based only upon parameters shown, and is for an Individual building component, not a Muss system. Before use, the bollding dedgner must verity Me appllcabllity, of design parameters and properly Incorporate this dedgo Into the overall building design. Brocing indicated is to prevent bucbing of individual Miss web and/or chord members only. Additonol temporary end permanent bracing M[T®k* Is always required for stability and to prevent collapse with possible personal Injury and pfoperty damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of husses and truss systems. seeAN81/IPIt Qua' Creeds. DSB-89 and SCSI Building Component 6904 Palle East 6Ntl. Safety Informationavoilable from Truss Plate Intl l 218 N. Lee Sheet, Suite 312, Alexontlrlo, VA 22 14 Tampa, FL 33610 Jab Truss Truss Type City Ply CHAD HINKLE/C57790 T18102064 76117 V6 Valley 1 1 Job Reference (optional) cnamoers I runs, Inc., ran rlercB, I-L a.Jzu s nug za zu I a ml l ex moumnes, Inc. I nu cap Ie I J:uo: l a zu i s rage I ID:SRZdzXNNgT8JxApidLWyDDz?VDB-Zy4mzK?OyCLODhmABZMCUum7xgA5XrgKnGpXMSyeMoV Scale=1:17.3 3x6 = 3x4 II 3 4 8 5 all p 2x3 3.4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in doc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) I - 1 999 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) I - 1 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Hom(CT) -0.00 5 1 1 BCDL 10.0 Code FBC2017/IPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=90/6-6-8, 5=121/6-6-8, 6=299/6-6-8 Max Horz1=143(LC 11) Max Uplift 1=-22(LC 12), 5=-45(LC 9), 6=-156(LC 12) Max Dal 1=91(LC 18), 5=121(LC 1), 6=304(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-247/298 PLATES GRIP MT20 244/190 Weight: 231b FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 ) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2ps$ BCDL=3.Opsf; h=15tt; B=45fl; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0-0, Exterior(2) 6-0-0 to 6-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5 except at=lb) 6=156. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cod 8634 6904 Parka East Blvd. Tampa FL 33610 Date: September 12,2019 OWARNING-Verflydess9r paramelersand READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEMl414Barn. Mal BEFORE USE. Design valid for use only with MBe® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' a Isystem Before use, the building designer must verity the appllcablllTy, of design parameters and properly Incorporate his design Into me overall building design. Bracing Indicated is to Prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent loading MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding he fabrication, storage, delivery, erection and bracing of trusses and huss systems, seeANSVTPII OualNy Criteria, DSB439 and SCSI Bul Component 6904 Parke East Blvd. Safety International from Truss Plate Institute: 218 N. We Sheet, Suite 312, Make tlrio. VA 22914 Tampa, FL 33610 Job Truss Truss Type City Ply CHAD HINKLE I Q57790 T18102865 76117 V8 Valley 1 1 Job Reference (optional) unambem cuss, Inc., Von I'lerce, rL a.3L0 s Aug Za LU1a a4uex In0Usine5, Inc. I nu bep 1Z 13:Ub:1s cola rage 1 ID:SRZdzXNNgT&IxApidLWyDDz?VD8-Zy4mzK7OyCLODhmA8ZMCUum5lg9RXrQKnGpXMSyeMoV 8-0-0 B-6.8 8-0.0 0.fi B a 3x6 = 3x4 II 3 4 6 5 3x4' 2x3 II 3x4 II Scale-1:21.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fFP12014. CSI. TC 0.38 BC 0.24 WB 0.10 Matrix-S DEFL. in (too) Vdefl Vd Vertn/a - 1 999 Vert(CT) n/a - rJa 999 Horz(CT) -0.00 5 n/a file PLATES GRIP MT20 2441190 Weight: 31 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-" oc putting, SOT CHORD 2x4 SP No.3 .except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-6-8, 5=156/8-6-8, 6=408/8-6-8 .Max Horz 1=199(LC 11) Max Uplift 1=-30(LC 12), 5=-62(LC 9). 6=-215(LC 12) Max Gmv 1=127(LC 18), 5=156(LC 1),'6=415(LC 17) ' FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-322/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24R; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) 0-8-12 to 3-8-12, Intefior(1) 3-8-12 to 8-0-0, Exterior(2) 8-0-0 to 8-4-12 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5 except Ot=lb) 6=215. Thomas A Albani PE No.39380 Ii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 12,2019 AWARNWG-VerlfydeslgreperumstoreendREAO NOTES ON THISANOINCLUDED MREKREiBRANCEPAGEMI4747Jrev.10=015BEFOREUSE Design valid for use only with Mnel& 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 applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lntlMdual truss web and/or chord members only. Additional temporary and permanent bracing MtTek' is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guldonce regardhg me fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII Qua[ MMyy CrBedo, DS349 and SCSI Building Component 69M Parke East Blvd. 5aM1ty Informationovoaoble from Truss Plate Institute, 218 N. Lee Steel, Suite 312, Alexondtlo, VA P2314. Tampa, FL 33610 Job Truss Truss Type City Ply CHAD HINKLE 1057790 T18102866 76117 V10 Valley 1 1 Job Reference factional) Chambers Truss, Inc., Fort Pierce, FL 8.320 S AUg 28 ZU19 vi Industries, Inc. I nu Sep 12 1H:ub:l b 2ul9 Pagel ID:SRZdzXNNgT8JxApidLWyDDz7VD8.9NOeLJzWfHzRME1 cTRpVsG8W WT5bKUTu5latm7yeMoY 3X6 = Scale = 1:25.9 3x4 II 3 4 3x4 s% 6 53x4 II 2x3 II Plate Offsets (X Y)— f3:0-3-0 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) rile - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES We 0.12 Horz(CT) -0.00 5 Na n1a BCDL 10.0 Code FBC2017/IP12014 Matrix-S Weight: 391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=161/10-6-8, 5=192/10-6-8, 6=517/10.6-8 Max Harz 1=255(LC 11) Max Uplift 1=-3B(LC 12), 5=-79(LC 9), 6=-274(LC 12) Max Grav 1=163(LC 18), 5---193(LC 17), 6=526(LC 17) FORCES. (lb) - Mal. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOPCHORD 1-2=-282/200 WEBS 2-6=-406/396 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=45ft; L=24ft; eave=4fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exarior(2), 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 10-0-0. Exterior(2) 10-0-0 to 10-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber D01--7.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0fall 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) 1, 5 except gt=lb) 6=274. Thomas A Albahi PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 12,2019 Q WARNING -yer/y tleslgn pa2meMrs and READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEMX7473 rev. 1WDY30159EFOREUSE. valid for use only with MTek® 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 design Into the overall building design. Bracing Indicated is to prevent buckling of lndvldual frass web and/or chord members only, Additional temporary antl permanent bracing Wit MOW Is always required for stobllily, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrical storage, delivery. erection antl bracing of trusses and truss systems. seeANSIRPIT Quality CMaids. DSB419 and BCSI Building Component Safety Infermalionavailoble from Truss Plate Inslitr4e. 218 N. Lee Sheaf. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 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. L7��For;4 x 2 orientation, locate plaes 0-1rid' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 X 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 `1i exIn by symbol shown and/or byIndicated 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. Industry Standards ANSVTP11: 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 6-4-8 I dimensions shown fitssixteenths t Ill (Drawings not to scc ale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCI(WISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved f wie M iTe ke MiTek 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 BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/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 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 size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or putins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted.. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. 1 =LIFE SAFETY WARNING ! Do not stand on trusses until the are braced r I.i This symbol Identifies Life Safety Warnings that y t'+ d per BCSI properly nailed to straps and hangers .. should be rpgiven special attention to all persons installing trusses. ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A STRONG BACK OF 41" 46' IN LENGTH!! SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED it HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING \. TO DETERMINE IF MULTIPLE PLY. x ' I CORNDER JACKS e • ARE NOT BEVELED. �[- =— --- ��- 36E STANDARD -- \ ENGINEERING. ( p ' v00 Hop I ' DON'T LIFT TRUSSES I WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI L -/flZ JU, to 30' Sp IT or less a pan Sure er Bar 24".O.C. THRU e CORNER JACKS 24" ONLY 60 degrees or less CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY Tag line No 1R span �� Tap line E� ®' apprmr. V2 Ia V2 of Span.n. REFER TO BCSI REFER TO BCSI Truss must be set this way N crane is used. Truss must be set this way W crane is used. Truss is an example, your truss may not match. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. All ad bearing headers, beams, ♦ lintels must be in place installed.at indicated height before trusses I re AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not 12 51— ,T 4 01-- 2-00-00 a 00 SQUARE CUT I END 2X4 TOP CHORD WALL HEIGHT 10'-0' END DETAIL: TYPICAL designed for air handlers in the roof or for any other A/C 12 requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C -- = Contractor. 4-01�� -- _- - 2-00-00 2-00-00 -! WARNING ! ��� The size of these trusses makes it necessary that they a set by a profeesional builder SQUARE CUT END familiar with and experienced in the problems and dangers of setting large span trusses. 2X4 TOP CHORD The builder and erector should consult with an engineer licensed in Florida specializing I WALL HEIGHT 10'-0" in wood roof trusses about the safe erection of these trusses. The engineer should be at END DETAIL: A the job site when trusses are erected, to provide supervision and advice. -------- -------- -- - --- _ SEAT PLATES BY CHAMBERS TRUSS REPRESENTS A HANGER �I PIGGYBACK DETAIL HANGER SCHEDULE � USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN I CARRIED CARRYING HANGER ID FASTENER FOR FASTENER FOR TRUSS TRUSS CARRIED TRUSS ! CARRYING TRUSS GRA GR4 THD26-2 12-10d 18-16d a GRB GR1 TH626-2 1210d L 18-16d -- "Please refer to Standard Engineering package for general instuction on installing hangers 1Od=0.148" x 3" 16d=0:162" x 3 1/2" UNSUPPORTED JACK CONNECTION DETAIL MTS16 strap (or equal) over Top Chord and under Bottom Chad with tad z 1.5' nails: 7 nails in Gamier Jack: 7 in Hip Garner Double straps fors Jacks I HIP CARRIED JACK ARRIER 5' MAXIMUM CANTILEVER Trusses beginning 'JU" and other unsupported truss should be installed this way. MATERIAL & LABOR TO ATTACH PIGGYBACKS IS THE RESPONSIBILITY OF THE BUILDER. FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF IROOF, INJURY, AND LOSS OF LIFE. FAILURE CAN OCCUR DURING II INSTALLATION OR LATER PIGGYBACK 8%8" 1/2" COX PLYWOOD GUSSET Continous Lateral Bracing BASE 24" MAX OC LATERAL BRACING i' TRUSS , = 36" MAX OC GUSSETS Builder/Truss Installer to attach piggyback truss to base truss with 8"x8"x1/2" Plywood Gusset @ maximum 36" on center with (4) 8d common nails in bottom chord of Piggy Back Truss and top chord of Base Truss. Gussets are oii j both faces/sides of trusses.Bottom chord of Piggy Back ! Truss and top chord of Base Truss are braced a maximum of 24" on center with 2x4 continous lateral bracing. Apply lateral bracing as base trusses are set. f Hatch Legend Imo- WALL HEIGHT 10'-0' TRUSSES CAFABRICATION AGREEMENTNNOT BE STARTED UNTIL THIS AGREEMENT TRUSSES&RETURNED he undersigned acknowledges and agrees: 1. Trusses w ll be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verified by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is famished Chambers Truss shall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option. After 10 days of delivery remedy will be according to Florida statute 558. ' 4. The undersigned acknowledges receipt of "BCSI'. summary sheet by TPI & WTCA. I 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has phe sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has rredeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer Is esponsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour Be for revisions may be charged by Chambers Truss, 7. This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if agreement a reasonable price. �nvcice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of elivery if buyer cannot accept delivery of fabricated trusses.. The undersigned agrees to pay Chambers Truss reasonable attorneys fee for collections in event of payment not timely made. 1-12 % per month service charge will be dded for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees Payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the 'undersigned agrees to pay such indebtedness including attorneys fees, if default in payment far material be made by the �ecipient 10. In the event of any lifigafion concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per '"`National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSIITPI/WTCA 4 - 2002"" 112. Warranty is per Chambers Truss Warranty attached. DATED SIGNED FOR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before setting trusses. Trusses must be set and braced per design to prevent injury 8r, damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS IN I Oleander venue Fort Pierce, Florida 34982.6423 800-551.5932 Fort Pierce 772-465.2012 ' Fax 772-465.8711 Vero Beach 772-569.2012 Stuart 772-286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM M11EK VERSION 7.4.1 43f LOADINGMESIGN CRNERIA REDUCIBLE DESIGN CRITERIA PER CODE SUCH AS SBC 1604 6.1 I . County ST. LUCIE CO. Building Department CITY OF PORT ST. LUCIE Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 15 4.2 0 ' Bottom Chord Live '10-Non Conocurent 0 Bottom Chord Dead 10 3 0 Total Load 55 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord G.B. Sheathing by builder Highest Mean Height 19'-2" Building Type Enclosed Building Category II: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2017 R.D.L.=Restraining Dead Load C.8 =Continuous Bracing I Verify DESIGN CRITERIA shown above with the building department and your engineer, Design Criteria is the responsibility of the Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 76117 SCALE: 3/16" = 1'-011 200 total trusses, 53 unique designs j Designer: RAC Reviewed by: Date:07/15/19 Revised:08/29/19 FOR DON HINKLE CONSTRUCTION DESCRIPTION: CHAD HINKLE Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76117