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HomeMy WebLinkAboutTRUSS PAPERWORKl ., MiTeko RE: M11392 THE WINDSOR Site I Customer: Wynne Dev Corp Project Name: M11392 Subdivision: Address: unknown City: �St. Lucie County State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 WindiCode: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roof This p With ►Gl 1 2 3 4 5 6 7 8 9 10 11 12 14 15 Load: 37.0 psf Floor Load: N/A psf ackage includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet ms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. is 1# Truss Name Date T13569660 a 3/22/18 T13569661 a1 3/22/18 T13569662 a2 3/22/18 T13569663 a3 3/22/18 T13569664 a4 3/22/18 T13569665 a5 3/22/18 T13569666 ata 3/22/18 T13569667 b 3/22/18 T13569668 bha 3/22/18 T13569669 gra 3/22/18 T13569670 j1 3/22/18 T13569671 13 3122/18 T13569672 15 3/22/18 T13569673 T13569674 JJ7 kj7 3/22/18 3/22/18 The truss idrawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida CIOA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameter's or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. FILE 0"I"'YP ,,,ewur1111111% %%% E E•N • F7/y2 i C � r No 22839 • it = :?� '.• STATE OF i i s Cr �N A� Eon. Walter P. Finn PE No.22839 MITek USA, Inc. Fl- Cert 6634 6904 Parke East Blvd. Tampa Fl- 33610 March 22,2018 Finn, Walter Job Truss Truss Type Qty Ply T13569660 M11392 A HIP 1 1 �THEWINDSOI .n Job Reference (optional) cnamDers truss, Inc,,., r-Ofr rlerce, r-L o.. ov a Mal I I — I o lvu I an .. ...lw, ..1. I I I -- -1 ... I -.-- — - . -I- . ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYQiC 1-0- ! 6-10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 6-o- 0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 0- Scale = 1:60.5 4x8 = .00 12 2x3 II 2x3 4 26 5 3x6 = 4x4 = 4x8 — 2x3 6 7 27 8 9 lb IJ 3x4 = 3x4 = M = 6x8 = 3x4 = 3x6 = 3x4 3x5 = 14-11-0 LOADING (psf) I TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.57 BC 0.47 WB 0.94 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) 1/dell L/d 0.42 12-23 >572 240 0.37 12-23 >659 180 0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight:161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib size) 2=433f0-8-0, 15=1596/0 8-0, 10=669/0-8-0 M�x Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10= 799(LC 12) Mix Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2,L3= 639/108, 3-4=-396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938, 8-9= 1009/1884, 9-10=-1265/2154 BOT CHORD 2� 17=0/652, 15-17=0/430, 14-15=-704/454, 12-14= 1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17= 272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8 14=-580/997, 5-12= 958/447, 9-12=-358/600, 7-15=-1329/2190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; 1--35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 joint(s) except (jt=lb) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid forluse only with MiTel0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. iGfore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSNIPII Qua/ByCrBeft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InfonnaHomvailable from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply THE WINDSOR r T13569661 M11392 Al SPECIAL 1 1 Job Reference (optional) cnamoers r russ, m9., r-on rierce, rr . a <- _� ID:_kfiGCA6bx7j2SylHD;%w e3KX-BdcD 1-0- 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 0- 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 5x6 = 2x3 I I 3x4 = 5x6 = 4.00 12 4 21 5 6 22 7 7-7-9 Scale=1:61.3 1CP 0 ,n r IT 0 3X6 = 3X5 = ono m r r ono — 3X12 2.00 12 at_n-n 10-0-0 4-9-0 9-9-8 10-5-8 Plate Offsets (X Y)-- (2:0-0-2 Edge] (9:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 ( Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 `; Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Iblsize) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7I-8— 5324/3364, 8-9= 5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=425/410, 4-13=-354/571, 4-12= 362/617, 5-12=-269/279, 6-12= 1034/712, 6 11=-373/892, 7-11=-897/1523, 8-11— 404/435 Structural wood sheathing directly applied or 2-7-7 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced ro9f live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft L=35ft eave=5ft Cat. II; Exp C; Encl.Rpi=0.18; MW FRS (directional) and C-C Extefior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and f rces & 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) A This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 9=825. j Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. Design valid forluse only with MITek9 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 designl 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 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. seeANSUM11 QualltyCATeda, DS"9 and BCS! Building Component 6904 Parke East Blvd. Safety lnfomro�lorravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR i T13569662 M11392 A2 SPECIAL 1 1 Job Reference (optional) Linamcers I Fuss, Inc., rorr rrerce, rr_ 6 4-6-0 4.00 5x6 = 3x4 = 4 21 5 ID:—kfiGCA6bx7j2Syl HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA 22-0-0 27-4-7 35-0-0 36-0-0 7-3-0 5-4-7 7-7-9 -0-0 5x8 = 22 6 Scale=1:61.3 3x4 = 5x8 = 3x12 ZZ 3x6 = I 2.00 12 10-0-0 1 14-9-0 22-0-0 274- 35-0-0 Plate Offsets (X Y) - (2.0-0-6 Edge] [6.0-4-0 0-2-3] (8.0-1-15 Edge) LOADING (psi) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 `; Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 160 lb FT = 20 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2A SP No.3 REACTIONS. (Ib(size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Mix Uplift 2=-825(LC 12), 8= 825(LC 12) FORCES. (11b) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2�3=-3211/2064, 3-4= 3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, d-10= 3410/5485 WEBS J-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11= 465/925, d-11=-391/277, 6-10= 1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7210; Vult=165mph (3-second gust) Vasd=128mph; TCDL11.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=5ft Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and foprces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ4te 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 hai been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bea Ing surface. 8) Provide mecha iiical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verity Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component, rot , a truss system. Before building design, use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCrtleda, DSB-89 and SCSI Sulld/ng Component 6904 Parka East Blvd. Sofaty Informollonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T13569663 M11392 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8A30 s Mar 112018 MITek Industries, Inc. I hu Mar 22 g9:13:05 201ts rage 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzYOi9 1-0- 8-6-0 15-0.0 20.0-0 24-6-8 27-4-7 35-0-0 6-0- 0- ! 8-6-0 6-6-0 5-0-0 4-6-8 2-9-15 7-7-9 -0- I I Scale = 1:62.3 3x5=I 4.00 12 5x6 = 45 = 2x3 I I 5x6 = 2.00 12 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 A-6-0 6-3-0 5.3-0 4-6-8 10-5-8 3x12 = 0 n' J 0 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.60 BC 0.95 WB 0.83 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) 0.73 11 >572 240 Vert(CT) -0.97 11-20 >432 180 Horz(CT) 0.36 9 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (IbI/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2= 155(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Nlax. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, -9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12=-2935/5103, 9-11= 3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12= 317/616, 7-12= 2727/1643, 7,-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 ha4 been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825, 9=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ® WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE ' Design valid for use only with MlTekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, hot 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. Is always required Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrlcallon, stoilage, delivery, erection and bracing of trusses and truss systems, seeAArswil GuaIByCIB®1ID, DSB-89 and SCSI BuIld/ngComponent 6904 Parke East Blvd. Safety Intormaflomivailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDS OR T13569664 M11392 A4 SPECIAL 1 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi I ek Industries, Inc. Thu Mar 22 09:13:09 201u rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bCILKEc6o6lzzFClawal HR12naXQHF54VyeliJzYQi8 1-0- 8-6-0 14-9-0 17-0-0 8-0-0 24-6-8 277 4-7 35-0-0 6-0- 0- 8-6-0 6-3-0 2-3-0 0-0 6-6-8 2-9-15 7-7-9 0- Scale = 1:62.3 4.00 12 5x6 = 4x6 = 2x3 11 6 7 1 16 15 3x12 3x5 — 2x3 I I I i LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 5x8 = 14-9-0 18-0-0 6-3-0 3-3-0 15,Edge] CSI. TC 0.59 BC 0.95 W B 0.98 Matrix -MS 2.00 FIT 10-5-8 3x12 = DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.80 13 >528 240 MT20 244/190 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 Horz(CT) 0.39 11 n/a n/a Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2 '4 SP M 30 BOT CHORD WEBS 2; SP No.3 WEBS REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) I FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8= 2380/1519, 6-10= 5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-177613045, 1 5-16=-1 776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15= 238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409, 8-14=-3146/1901, 8-13= 1034/1946, 10-13=-343/333 Structural wood sheathing directly applied or 2-6-14 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-14 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE ill 0: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl1, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interfor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between) the bottom chord and any other members. 7) Bearing at joints) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=825, 11=825. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cent 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design vaild fof Use only with MITekO conhecrors. This design Is based only upon parameters shown, and Is for on 6ndivldual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, seeANSUMII QualEyCdleda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lntomnaRonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR T13569665 M11392 A5 SPECIAL 16 1 Job Reference (optional) n4n nn4o o.,,.,. chambers I russ, Inc., Fort Pierce, FL o. I oil s Ivla1 I 1 GU 1 o 1- I ek II IUUJl1 I u I lal « L L y� , I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_tBom_Dkc01 FmzYQi7 T1-0-0 8-6-0 14-9-0 17-6-0 24-6.8 27-4-7 35-0-0 36� 1-0-0 8-6-0 6-3-0 2-9-0 7-0-8 249 7-7-9 -0-9 Scale = 1:60.3 �1 0 4.00 12 6x8 II 2.uu 112 A_a_n 1e_Q_n 9A_A_A 35-0-0 8-6.0 6-3-0 9-9-8 10-5-8 Plate Offsets (X Y) - [2.0-1-6 Edge] [8.0-3-0 Edge] [10.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,8-11. 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ibl size) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - I ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6= 2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, d-10=-573213689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13= 1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13= 861/619, 5-13= 216/264, 6-13=-300/527, 6-12=-2247/3526, 7,-12= 323/388, 9-12=-321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110- Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft Cat. II; Exp C; End GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hag, 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) 10 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 100 lb uplift at joint(s) except (jt=lb) 2=825, 10=325. I Walter P. Finn PE No.22839 MiTok USA, Inc. FL Cori 6834 8904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 1e/0311015 BEFORE USE. Design valid forluse only with MiTelcb connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPIf QualityCdleda, DSB-89 and SCSI BulldIngComponent 6904 Parke East Blvd. Safetyfnfarmak nzivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T13569666 M11392 ATA COMMON 5 1 Job Reference (optional) .. I.... 7k 11in. nn nn•iQ•11 7n10 Dona 1 chambers I russ, Inc., Pon Pierce, PL o.1 ov s Mal I 1 cv 18 ry 1 1 on II I�us 1w, 11 �.. �.�,.� �.. ,.. ..y.. . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOlOH61FeNyG7rnCzYQi6 r1-0-Q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 36-00-9 1-01 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 -0-0 Scale = 1:59.5 �1 6 4.00 12 U4 = 6 17 15 14 1L 3x6 — 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = 12-11-0 LOADING (psf) ! SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb�size) 2=1399/0-8-0, 10=1399/0-8-0 Mix Horz 2=-179(LC 10) Max Uplift 2= 775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 21-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10— 3404/1963 BOT CHORD 2-17= 1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 1�0-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15= 681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-�10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35fh eave=6fh Cat. 11; Exp C; Encl.,Il GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.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 mech ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=775, 10-, , 1 tO Im 6 Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cott 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARN/NG - VeNty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Deslgh valid for use ohiy with MlTetc®cohnecfors. This desigh Is based only upon parameters shown, and Is for an individual building compa'lent, not�®® Incorporate this design Into the a truss system. Before use, The building designer must verify the applicability of design parameters and properly overall building design!, &acing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and To prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSU1p I Cua/➢yCrB®rb, DSB 89 and BCSt Bu➢ding Componanf 6904 Parke East Blvd. S ,ww /nfomlaf/omvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply T13569667 M11392 B COMMON 2 1 �THCWINDSOR Job Reference o tional 0.,..,.4 Chambers Truss, Inc., For[ Fierce, FL o., ov a M., 11 c „yam ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?n_UyFf_41 PYgixtG28ku4wc?ohoUiFWBwtPJezYQi5 T1-0-Q 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 $6-0-Q 1-0-0 8-3-5 5-8-11 3-6-0 3-6-0 5-8-11 8-3-5 1-0-0 Scale = 1:59.3 �1 0 4.00 12 3x6 6 3x4 — 2x3 I I 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 21-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES W B 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - M x Horz 2= 179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14= 453(LC 12), 10= 371(LC 12) MaxGrav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ?-3=-945/572, 5-6— 181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17= 407/878, 12-14=-393/858, 10-12= 393/858 WEBS 3-17=5/301, 3-15= 819/591, 5-15= 277/325, 7-14=-277/326, 9-14= 819/592, 9-12=-5/301 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-i10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=5ft; Cat. II; Exp C; Encl.,! GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 Ehe bottom chord and any other members, with BCDL = 1O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 Ito uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE ' Design valid foriuse only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the appllcobillty of design parameters and properly Incorporate this design Into The overall building design,i Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS//TP/f QuaMy CiCedd, DSB-89 and BCSI Bu9d/rtg Component 6904 Parke East Blvd. Safety Intormallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) nn�o \T.L In..1r; IT.AAr ZZ /a•A Z•1Z 0r119 Dnnci Chambers Truss, inr., rorr r:erce, rL vs a 4.00 12 4x4 = 57 15 58 17 56 12 59 � 3x6 55 9 20 60 3x6 54 g 5x12 4 6 x6 = 3x4 22 2`¢1 5x12 53 26 3 11 1 19 1 23 EL27 63 14 0 52 n 28 a N 2 91 29 c I�, 6 I 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 O 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x41= I I 7-0-0 14-0-0 21-0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-0.0 7-0-0 7-0-0 Offsets (X Y)-- (32:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 I Code FBC2017/TPI2014 Matrix -MS Weight: 208lb Fr=O% LUMBER- ( BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - M�x Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 33= 1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) Max Grav All reactions 250 Ito or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28= 1129f710, 3-5=-441/520, 5-7=-436/514, 10=-436/514, 10-1136/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 1= 4 8-19=-436/514, 19-21- 382/412, 21-23= 382/412, 23-25=-382/412, 25-27= 387/41 a BOT CHORD 2-35_ 939/1572, 33-35=-909/1484, 32-33- 382/400, 30-32= 575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33= 810f782, 19-32= 772f745, 27-32=-1484/1044, 9-10=-463/453, 20-21- 462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7410; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70fh L=35ft; eave=6ft; Cat. II; Exp C; Encl.I GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical pUrtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 Ito down and 381 Ito up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 lb up at 13-0-12, 158 lb down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11 4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 Ito down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 Ib down at 11-b-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 Ib down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb flown at 21-11-4, 69 Ib down at 23-11-4, and 69 lb down at 25-11-4, and 69 lb down at 27-11-4 on bottom chord. The design/sel�ction of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 �r ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE Mf1-7473 rev. 10/03/2015 BEFORE USE. Destgn vatld fo use only with tvrirekreJ conn0ctors. this design Is based only upon parameters shciral, and Is far an indtNdual hooding component, noY a truss system.efore use,lhe building designer moV-lhst rify eaicalifdesign parametd prorlyIdesign Inthe�ATbuilding design. &acingIdicated Is to bckling prevent of Individual truss web and/or chord members only. Additional Temporyd permanent bracing I Vl� lek•Is always requlr2dforstablitytoprevent collase with possible personal InJury and property damage. For general guidanceregrdngthesodeliry,rection andbracinof trusses and truss systems, seeANSUIPI► CualltyCdledaDSg'9and BCSI BugdCompnent6904 Parke East BNd. lormraailable from Truss PlateInstitue, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP i 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s Mar 11 lute mi i el(Inausines, Inc. i nu mar zz ua:1 anv zui n rage z I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VowpbKzybOpfEMW OXzYQi3 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27= 54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(17) 49=-23(F) 50— 23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-11 (F) 55= 118(F) 56= 118(F) 57=-11B(F) 58=-118(F) 59=-118(F) 60=-118(F) 61= 118(F) 62=-118(F) 63=-118(F) I WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev, 101032015 BEFORE USE. -- Design valid fr'use only with MITekD connectors. This design Is based only upon parameters shown, and Is for on Individual building component not �' a truss system. iGfore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storbge, delivery, erection and bracing of trusses and truss systems, seeANWWII CuaIByClBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntotmaflanavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR T73569669 M 11392 GRA HIP 1 1 j Job Reference (optional) L,namoers i russ, mc., rUrr rreice, rL 1.0-0 7-0-0 14-11-( 1-0.0 7-0-0 7-11-0 5x8 MT18HS = 4.000 12 3 22 23 (6 O ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRW iY_m?eChzGytu53wzzYQi2 5-2 28-0-0 35-0-0 . 6-0-9 6.6-14 7-0-0 0-0 Scale = 1:60.3 3x5 I 3x6 = 08 = 4x8 = 24 25 4 26 27 5 28 629 30 31 32 7 15 33 34 14 35 13 36 37 38 7239 11 40 41 lU 3x4 = 2x3 11 3x6 = 5x12 3x4 = 4x6 = 2x3 I 1 3x5 _ i ,�n-n-n as-n-n I 7-0-0 7-11-0 i6-6-2 6-6-14 7-0-0 Plate Offsets (X YI)-- [3:0-5-4 0-2-81 (6:0-3-8 0-2-01 [7:0-5-4 0-2-41 [13:0-2-0 0-3-01 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2 4 SP M 30 TOP CHORD BOT CHORD 21x4 SP M 30 BOT CHORD WEBS 21i4 SP No.3 -Except` WEBS 4-i13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8), 13=-2442(LC 8), 8=-1159(LC 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 15341729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8= 2978/2565 BOT CHORD 2-15=-586/1423, 13-15= 596/1464, 12-13=-1710/1946, 10-12=-2359/2830, b-10=-2329/2789 WEBS b-15= 159/733, 3-13=-2917/1869, 4-13= 848/801, 6-13=-3504/3050, 6-12=-430/666, y-12= 9401731, 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc pudins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pis 3-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. 11; Exp C; Encll, GCpi=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are NIT20 plates unless otherwise indicated. 5) This truss has peen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 11159 lb uplift at joint 8. 8) Hanger(s) or Aer connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb Lip at 15-0-12, 90 lb down and 155 lb Lip at 17-0-12, 90 lb down and 155 lb Lip at 17-11-4, 90 lb down and 155 lb Lip at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb,up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 Ib'down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD OASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) (Standard Walter P. Finn PE No.22939 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid foj use only with MITek1V connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall atrUSSsystem.building desigrrBracing Indicated Is to buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing Welk' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto[age, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII pualflyCdl®}b, DSO-69 and SCSI BuYdlrrp Componont 6904 Parke East Blvd. SafetvInformaHonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply THE WINDSOR T13569669 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - 0. ion a [vial i i cu jo ivu " —i .a' i.;,. 6 "1 y� ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert: 3-147(B) 7=-147(B) 15= 452(B) 13= 40(B) 4=-90(B) 10=-452(B) 22=-90(B) 23=-90(B) 24= 90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31= 90(B) 32=-90(B) 33=-40(B) 34=-40(B) 35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39= 40(B)40= 40(B) 41=-40(B) A WARNING - Ver7ty design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Incorporate this design into the � a truss system. E building design afore use. The building designer must verify the applicability of design parameters and properly overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeANS&VII CuafCyCrlfedb, DSB-89 and BCS18uBdIng Component 6904 Parke East Blvd. Safety folorma/lbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job i Truss, Truss Type Qty Ply THE WINDSOR ' T13569670 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 1-0-0 8.130 s Mar 112018 MITek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiYAk?oOhCgytu53wzzYQi2 3x4 = Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(ILL)0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BOLL 0.0 '' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 0 % LUMBER- I BRACING - TOP CHORD 2,0 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3— 4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has1been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 © WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev- 10/03/2015 BEFORE USE. Design valid for Ase only with MITek®cohnectors. This design Is based ohly Upon parametersshown, and is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANR/111711 GualltyCdtede, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informagbnavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T13569671 M11392 1 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Iric., I Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiV8FvzJJEeVuCg3w5LNP6_Qf466YrcSPzYQi1 -1-0-0 3-0-0 1-0-0 3-0-0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 'i Rep Stress incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- I TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 Scale = 1:9.4 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.01 4-7 >999 240 MT20 244/190 Vert(CT) -0.01 4-7 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb'size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3= 54(LC 12), 2= 147(LC 12), 4= 4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - 1 ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7,110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; End I GCpi=0.18, MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 2-11-8 zone;C-C for members and f?orces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ithe bottom chord and any other members. 4) Refer to girderts) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift, at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design vaild for use only with MiIckO connectors, This design is based ohiy upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall bullding designl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOei'(° Is always requlrgd 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, seeANSUMIt CualltyC/Oelit; DSO-89 and BCS1 Building Component 6904 Parke East Blvd. Safety lntormationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T13569672 M11392 J5 MONO TRUSS 8 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inic., Fort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ili/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3= 104(LC 12), 2= 177(LC 12), 4— 9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNcpKF96KFLCaA_szYQiO 5-0-0 5-0-0 DEFL. in (loc) I/deft Ud Vert(LL) 0.07 4-7 >863 240 Vert(CT) -0.06 4-7 >964 180 Horz(CT) -0.00 3 n/a n/a Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7i10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=7011; L=35ft; eave=611; Cat. II; Exp C; Encl. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha4 been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 Ib plift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING -Verily Design valid for design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. use only with MrfekC connectors. This design is based only upon parameters shown, and is for can individual building component, hot � a truss system. I bullding design More use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always requir prevent d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVM11 CualtlyCrBeda, DSO-89 and BCS1 Bu0dhlg Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informafionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Job ! Truss Truss Type Qty Ply THE WINDSOR T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, Iric., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:17 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dRbpO696KFLCaA_szYQiO -1-0-0 7-0-0 1-0-0 7-0-0 3x4 = Scale: 3/4"=l' ' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0-0 ' Rep Stress Incr YES W13 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift 3= 153(LC 12), 2= 211(LC 12), 4=-12(LC 12) MI x Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - tylax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7110, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=6ft; Cat. 11; Exp C; Encl] GCpi=0,18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hag been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 16 uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid 0 Use only with MITekO 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 Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding 1he fabrication, stolage, delivery, erection and bracing of Trusses and truss systems, seeANSUM11 Qua/HyCi11eda, DSB-89 and BCS1 BuBding Component 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR � T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6-8-12 6-8-12 ts.1 JU s rviar 11 eu m IVII I ere HILIUsll leb, H IU. I I lu Ivldl LL VU. I J. I V Gu iv rdye I I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gxLl Dljlgt9hYdO1 cJ E88LAgbCnNuW gPZsKjXlzYQi? 3-1-5 3x4 = Scale = 1:20.6 I LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 38lb FT=0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2> 4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (I'/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4= 131(LC 8), 2= 262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7= 487/798, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7110; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has peen 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 2381b uplift at joint 5. 6) In the LOAD CgSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) (Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads, (plf) Vert: 1;-2=-54 Trapezoidal Loads (plf) Vert:=O(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) i Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 8904 Parka East Blvd. Tampa Fl. 33610 Date: March 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valld fo use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, rat' a truss system, fore 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 7T ek+ fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMI1 Cual9yCiBado, DSB-89 and BCS1 BuUdhrg Component 6904 Parke East Blvd. Safety/nformgHoinvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols - Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x, y 1 /4 offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0-�Ib' CI-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves o WEBS 4 wide spacing, may require bracing, or alternative Tor I c 0 bracing should be considered. 1 19 U 3. Never exceed the design loading shown and never inadequately braced trusses. a�° 1 stack materials on 0 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate c7-8 cva cis BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-11ia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available in M�Tek20/2D CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/6 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for fire ICC-ES Reports: use with retardant preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing of 10 is spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings Occur. 17, Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �fp 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 191 - ANSI/FPF1=National-Design-SpeGif C-Gtion-fGr-Metal— ---- 19, 9evlew all portions of this design front back words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015