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TRUSS PAPERWORK
MiTek' RE: M11392 THE WEVDSOR MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Situ Information: Project Customer: Wynne Dev Corp Project Name: M11392 -GANNO Lot/Block: Subdivision: IV Address: unknown City: St. Lucie County Stater FL st Lwe eft dv General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Des'lign Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph . Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load: 37.0 psf Floor Load: N/A psf This ' ackage includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. W ith �my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13569660 a 3/22/18 2 T13569661 al 3/22/18 3 T13569662 a2 3/22/18 4 T13569663 a3 3/22/18 5 T13569664 a4 3/22/18 6 T13569665 a5 3/22/18 7 T13569666 ata 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22/18 10 T13569669 gra 3/22/18 11 T13569670 ji 3/22/18 12 T13569671 13 3/22/18 13 T13569672 15 3/22/18 14 T13569673 JJ7 3/22/18 15 1 T13569674 kj7 3/22/18 The truss drawing(s) referenced above have been prepared by MiTek IUSA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida �COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes.and design codes), which were given to I 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 parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Iof1 P 1 i�P E rv�'L'• No 22839 is STATE OF '4 O R 110 P CjN Walter P. Han PE No.22639 MITek USA, Inc. FL Cert MM 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 Finn, Walter OCT c vd J615 Truss Truss Type Qty Ply T13569660 M11392 A HIP 1 1 �THEWINDSOR Job Reference (optional) cnamoers i russ, mc., run riurce, rL 1-0- 6-10-14 9-0-0 14-11-0 0-0 6-10-14 2-1-2 5-11-0 3x4 = 4x8 = 12 2x3 \\ 4 3 25 2x3 11 26 5 17 16 15 3x4 = 3x6 = 6x8 14-1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-j R3gUsZbktW XUduXL4V56b8N7zH_LSgUaLgXZYZYQiC 13 26.0-0 28-1-2 i 35-0-0 W-0-Q 3 5-9-3 2-1-2 6-10-14 Scale=1:60.5 3x6 = 4x4 = 4x8 — 2x3 6 7 27 8 9 28 m 29 m Ch 10 11 Im a 14 13 12 3x4 — 3x6 = 3x4 = 3x5 = 26-0-0 35-0-C 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 , TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight:161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x i SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 tM Horz 2= 97(LC 10) M Uplift 2= 235(LC 12), 15= 1439(LC 12), 10= 799(LC 12) Me x Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 3= 639/108, 3-4=-396/0, 4-5= 967/776, 5-7=-967f776, 7-8=-454/938, 8-9= 1009/1884, 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 317=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-766/399, 8� 14=-580/997, 8-12=-958/447, 9-12= 358/600, 7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-, 0; Vuit=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., 3Cpi=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=1.30 plate grip DOL=1.60 3) Provide adequae drainage to prevent water ponding. 4) This truss has b Den designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has I' 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 t e bottom chord and any other members. 6) Provide mechar)ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ® WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 101031MIS BEFORE USE. is for an Individual building component not No t Design valid fot Use a truss system. only wlih Milek0 connectors. This design is based only upon parameters shown, and fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design Is always required Bracing Indicated prevent of 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/MII QualityCr&erla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnath.movailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jot Truss Truss Type City Ply T13569661 M11392 Al SPECIAL 1 1 �THEWINDSOR Job Reference o tional T, o KIi1 A .,.a.:,... 1 7k Ed or on no !Q•na oniQ Deno 1 Chambers Truss, mc., 1-0- rorr Fierce, t-L 8-6-0 11-0-0 14-9-0 19-8-14 o. , ov a ry,a, , , cv, v ,vu , o,. w....a,,,o� ,„. , ,,.. ,•,�, «..... ,...�.. �..... ..y.. . ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BdcDiCaDVBe06nTjvol KfpgX?NVK4xW ep?056?zYQiB 24-0-0 27-4-7 35-0-0 0- 8-6-0 2-6-0 3-9-0 4-11-14 16-0- 4-3-2 3-4-7 7-7-9 -0- Scale=1:61.3 5x6 = 2x3 [I 5x6 = 4.00 F12 4 21 5 3x4 = 6 22 7 2x3 �� 2x3 1 3 8 20 23 II� �1 2 j 11 9 10jnrl� 0 7x8 MT18HS = n 6 12 13 3x6 = 36 = 5x8 MT18HS = 3x12 = 2.00 12 10-0-0 14-9-0 24-6-8 35-0-0 , Plate Offsets (X Y) - 12.0-0-2 Edge] [9:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ved(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (111 ize) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6— 3022/2080, 6-7=-4643/2994, 7 8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2 13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11� 3442/5478 WEBS 3 13=-425/410,4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-10341712, 6 11= 373/892, 7-11=-897/1523, 8-11= 404/435 NOTES- 1 ) Unbalanced too live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequa a drainage to prevent water ponding. 4) All plates are M 20 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 peen 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 bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 9=825. 1 Walter P. Finn PE No.22839 MTek USA, Inc. FL cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon patameters shown, and is for on individual building component, not �� a truss system. Before building design. use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storo e, delivery, erection and bracing of Trusses and truss systems, seeANSMII Quality Ci feda, DSO-69 and BCSI Bu9ding Component 6904 Parke East Blvd. Sa/efythlbanaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JoG Truss Truss Type Qty Ply ITHE WINDSOR T13569662 M11392 A2 SPECIAL 1 1 I Job Reference (optional) ...J....,.:,.,. 1..,. Tk �,1,.. nn An•4Q n-r 7n44 Done 1 Chambers I russ, Inc., Pon Pierce, rL o. i on s mar i i c wu i cn iuuus r— ,m .. y.. ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA 1-0- 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- 0- 8-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 1-04 Scale = 1:61.3 5x6 = 3x4 = 5x8 = 4.00 F12 4 21 5 22 6 2x3 \\ 2x3 3 7 rn 20 23 r` n 2 10 11 8 9 m r- 1 7x8 MT18HS = I(h 3x4 = o 13 12 3x4 = 5x8 = 3x12 = 3x6 = 2.00 12 10-0-0 14-9-0 22-0-0 24-6-8 35-0-0 10-0-0 4-9-0 7-3-0 2-6-8 10-5-8 Plate Offsets (X Y)j- [2:0-0-6 Edge] [6:0-4-0,0-2-3] [8:0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 FBC2017/TP12014 Matrix -MS Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x SP No.3 REACTIONS. M?size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) MAXUplift 2=-825(LC 12), 8= 825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except_ when shown. TOP CHORD 21rr3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6= 3379/2225, 6-7= 5242/3250, 718=-5759/3665 BOTCHORD 213=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 81 10=-3410/5485 WEBS 3jj13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6}11=-391/277, 6-1 0=-1 318/2268, 7-10= 503/530 NOTES- 1) Unbalanced to( 2) Wind: ASCE 7- II; Exp C; Encl., members and fi 3) Provide adequa 4) All plates are M 5) This truss has t 6) ` This truss has will fit between 7) Bearing at joint) capacity of bear 8) Provide mechai 2=825,8=825. live loads have been considered for this design. 0; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. 20 plates unless otherwise indicated. )en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )een 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 le bottom chord and any other members. ,) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ig surface. cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Vally design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. IOIW12015 BEFORE USE Design valid for L se only with MITek® connectors. This design Is based only upon parameters shown, 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 Nl OW Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storddddge, delivery, erection and bracing of trusses and truss systems, seeAMSI/IPII QualifyCrCerla, DSO-69 and BCSI Building Component 6904 Parke East Blvd. Satotvinfotma►(6r available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Joff Truss Truss Type Qty Ply T13569663 M11392 A3 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) I. I..,J�.,. 1.;,.,. I.... Tk �A..• nn nD•i�]•no nni o Dnnn i Chambers I russ, in,,, 1-011 rlerce, I-L 6.130 s I� al I I <� 1 LII 1 a II n.us i ems, II L . III Llvl « y , ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-70kz6ucT1 ou6L5d61 D3okEmtrABCYrBwGJvBAtzYQi9 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- Scale = 1:62.3 4.00 12 5x6 = 45 = 5 6 3x4 5x6 4x6 7 5x6 4 8 05 N 21 22 n 2 11 9 10 n _ di1 12 7x8 MT18HS = IC" d 4x8 o 14 13 2x3 I 5x6 = 3x12 = 3x5 = 2.00 12 8-6-0 14-9-0 20-0-0 24-6-8 35-0-0 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets (X Y),- (2:0-1-6 Edge] f3.0-3-0 Edge] f8:0-3-0 0-3-0] (9:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.97 11-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2. SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puriins. BOT CHORD 2' SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Ma, Harz 2=-155(LC 10) M Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-�4=-3256/2031, 4-5— 2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8 = 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 roo live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has b designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hastZin 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bead ig surface. 8) Provide mechanJcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825,9=825. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - VeI1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/0MIS BEFORE USE. Desigh vaild for use ordy wtitT1 TvllTetr� connectors. ihds design Is based arty upon paidmetels showh, and Is for on Individual building component not 1• a Truss system. Before use- The building designer must veiny The applicabfllty of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent W."' g of individual truss web anseed/or chord members only. Additional temporary and permanent bracing iu�iTek' Is always require for stability and To prevent collapse weh possible personal InJury and property damage. For general guidance regarding the truss systems ere. � DSB�9 and BCSl BuIldGrg Component Blvd. So/e/v(nlonnat navallable from Truss plate Institute, 218 N. Lee Street, Sul a 312, AtexANadar VGA 2 4. Tampa, FL 33610 Jodi Truss Truss Type Qty Ply T73569664 M11392 A4 SPECIAL 1 1 �TIIEWINDSOR Job Reference (optional) o 47n � NA— i i 9ni a hliTek Industries Inc This Mar 22 09.13:09 2018 Pana 1 Chambers Truss, Inc ror L nvrce, r, . , �., . _ ..... _.....___...__I ..._. ..._ ..._' -- _-' ----- __ . _ - - - ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bCILKEc6o61 zzFClawal HR12naXQHF54VyeIiJzYQiB 1-0- 8-6-0 14-9-0 17-0-0 8-0- 24-6-8 —o 27-4-7 35-0-0 6-0- 0- 8-6-0 6-3-0 2-3-0 6-6-8 2-9-15 7-7-9 0- Scale = 1:62.3 4.00 12 5x6 = 4x8 = 2x3 II 6 7 5 5x6 3x6 % 4x6 C 3x4 % 8 4 9 2x3 3 :;;?13 10 2 23 24 N I ii 11 O 11 I' W 1 2 7x8 MT18HS = 12 Ic5 o 14 16 15 3x12 2x3 11 5x8 = 3x12 = — 3x5 — 2.00 12 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-6-0 6-3-0 3-3-0 6-6-8 10-5-8 Plate Offsets X,Y - 2:0-1-6,Ed e , 9:0-3-0,Ed e , fl1:0-1-15,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 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2xz SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly appfied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 ME x Horz 2=-175(LC 10) ME x Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2}3=-3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8 10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2�I16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3.16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14= 309/604, 6115= 315/409, 8-14=-3146/1901, 8-13=-1034/1946, 10-13= 343/333 NOTES- 1) Unbalanced too 2) Wind: ASCE 7 II; Exp C; Encl., members and R 3) Provide adequa 4) All plates are M 5) This truss has b 6) " This truss has will fit between t 7) Bearing at joint( capacity of bear 8) Provide mechar 2=825,11=825. live loads have been considered for this design. 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 3Cpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 e drainage to prevent water ponding. 20 plates unless otherwise indicated. ;en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )een 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 le bottom chord and any other members. ,) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify ,rg surface. Ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Ve design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE. Design vald for - only with MiTeM connectors. This deslgn Is based only upon paaneters shown, and Is for an Individual building component, not a truss system. BE fore use, the building designer must verify the applicab lity 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 requIrel 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, seeANSUTPII QuaillyCiBeda, DS8-89 and BC51 Bugdhlg Component 6904 Parke East Blvd. Safety intoimallginvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 jot) ° Truss Truss Type Qty Ply THEWINDSOR T13569665 M11392 A5 SPECIAL 16 1 Job Reference (optional) Chambers Truss, mc., MR rrerce, M o. 130 s Mar r r cv 18 rvu I Gn In US iGS, r 1C. U w ar cc v : . aye ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_tBOm_DkcOIFmzYQi7 1-0- 8-6-0 14-9-0 17-6-0 24-6.8 27-4-7 35-0-0 6-0- 0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 0- Scale = 1:60.3 4.00 12 6x8 6 2x3 II 22 5 P3 2x3 I 3x6 5x6 WB� 3x4 % 4 7 8 2x3 3 9 21 24 012 12 ° 10 11 N n ;i 26 7x10 MT18HS 6 25 6 14 13 2x3 II 5x10 = 3x12 = 3x5 = 2.00 12 1 6-0 14-9-0 24-6-8 35-0-0 8-6-0 6-3-0 9-9-8 10-5-8 Plate Offsets (XY)r- (2:0-1-6 Edge] [8:0-3-0 Edgel (10:0-1-15 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 0.81 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/TPI2014 Matrix -MS Weight: 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x� SP M 31 *Except* TOP CHORD 1-4 8-11: 2x4 SP M 30 BOT CHORD BOT CHORD 2x� SP M 30 WEBS WEBS 2x4 SP No.3 `Except* 6-12: 2x4 SP M 30 OTHERS 2x SP No.3 REACTIONS. (lb size) 2=1349/0-8-0, 10=1349/0-8-0 Mc x Horz 2=-179(LC 10) M x Uplift 2= 825(LC 12), 10=-825(LC 12) FORCES. (lb) -IV 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, 9 10= 5732/3689 BOT CHORD 2114=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3tt14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7112=-323/388, 9-12=-321/306 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-12 NOTES- 1) Unbalanced roo live loads have been considered for this design. 2) Wind: ASCE 7 0; 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., Cpi=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-Ci for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has b en 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) Bearing at joint($) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beanng surface. 7) Provide mechanjcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=825, 10=825. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/0312015 BEFORE USE. Design valid fa use a truss system. Before only with mn I.KD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. acing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing p� Is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYI�Tek° systems. , DSB�9 and BCSI BuQdLng Component Blvd. Safetyinfomlof mva"able from Truss Plate Institute, 218 N. Lee Sheet, ite 312, AI�v>�a, VA 2� 4 Tampa, FL 33610 Joo Truss Truss Type City Ply THE WINDSOR T13569666 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:11 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOIOH61FeNyG7rnCzYQi6 1-0- 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 6-0- 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale=1:59.5 4.00 12 4x4 = 6 2x3 125 26 27 28 2x3 II 3x6 % 5 7 3x6 zzz 3x4 5- 4 8 3x4 3 9 24 29 10 `o n 1 2 11 I� d 17 16 15 30 31 14 13 12 24 11 4x6 = 3x8 = 24 11 3x6 = 3x6 —_ 3x8 = 4x6 = 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 Plate Offsets X,Y -- 2:0-0-2,Ed e , 10:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 F802017/TPI2014 Matrix -MS Weight: 166lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x SP No.3 REACTIONS. (ib(size) 2=1399/0-8-0, 10=1399/0-8-0 Mix Horz 2=-179(LC 10) M UpIli 2= 775(LC 12), 10=-775(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2�3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 91 10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15= 681/524 NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp C; Encl. 21-0-0 zone;G 3) 100.Olb AC uni 4) This truss has 5) ' This truss ha will fit between 6) Provide mechs 2=775, 10=77f f live loads have been considered for this design. 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 he bottom chord and any other members, with BCDL = 10.Opsf. ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Walter P. Finn PE No.22839 MjTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - V1m'y design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGE MI1-7473 rev. 10/022015 BEFORE USE. resign valid for 1}}+se only with MiTekb connectors. This design Is based only upon parameters shown, and Is for or i Individual building component, not a truss system. B$fore building design. use, the building designer must verify 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 MiTek" Is always required fabrication, storage, prevent ) for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANS)pPIT Gaa►ay Credo, DSB-89 and BCSI Banding Component 6904 Parke East Blvd. Safety lnformaponovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13569667 M11392 B COMMON 2 1 �THEWINDSOR Job Reference o tional o 40n � AA— i i onifl hdiTnlr InA s!ries his Aar 22 no-1:3.12 2018 Pane 1 Chambers Truss, Inc., rorL rrerce, FL ,.+.. .� ,.,.., , , �., �.. �.�� .,.. �............... Inc...... ..._ Mar __ __.. _.._ . _ . _ 4.00 12 3x6 6 2x3 II 2x3 11 5 7 3x6 3x6 3x4 % 4 8 3x4 3 9 24 25 u� 1 2 �J 10 11 rn I6 o 17 16 15 14 13 12 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 3x4 — 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Offsets (X Y) i- (2:0-2-6 Edge] [6:0-3-0 Edge] (10:0-2-6 Edgel LOADING (pst) 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 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 149lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x SP No.3 REACTIONS. A I bearings 0-8-0. (lb) - Max Horz 2= 179(LC 10) M6x 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) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) - N ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 3= 945/572, 5-6= 181/256, 6-7— 1811258, 9-10= 945/574 BOT CHORD 2117= 407/878, 15-17= 4071878, 12-14=-3931858, 10-12=-393/858 WEBS 3ii17- 5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/592, 9}12= 5/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35ft; eave=51ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has ben 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 t!1e bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechar]ical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22639 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 MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for t)se only with MITek(D 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 vedty the applicability of design parameters and properly Incorporate this design Into the 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 requlre�f for stablllt and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and Truss systems, seeANS&VII ®UoICy Citlello, DSB-89 and =1 BuIldhig Component 6904 Parke East Blvd. safety lnfennaflonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 J06 Truss Truss Type Qty Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference o tional cnatnners I russ, n1 22 o 3x4 ran rierce, rL - .,-1 - ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B-kD89gQacyr5zYQi4 15-6-0 21-6-0 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0-0 35-0-0 6-0- 7-0-0 2-6-0 2-0-0 2-0-0 -6- 1-6-0 2-0-0 2-0-0 1-6-0 -6- 2-0-0 2-0-0 2-6-0 7-0-0 Scale=1:62.4 4.00 F12 4x4 = 57 15 58 17 56 12 59 3x6 % 55 9 20 3x6 60 22 54 g Sxi 2 % 4 6 x6 = 3x4 2,61 5x12 53 26 3 11 16 19 1 23 �7 63 14 n 52 r 28 29 N IC6 42 43 34 44 45 46 47 48 49 31 50 51 35 32 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 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 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code F802017ITP12014 Matrix -MS Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc pudins. BOT CHORD 2x SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. A I bearings 0-8-0. (lb) - Me x Harz 2=179(LC 7) MexUplift All uplift 100 lb or less at joints) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 28=-434(LC 8) MaxGrav All reactions 250 lb or less at joints) except 2=812(LC 14 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=-1129/710, 3-5=-441/520, 5-7= 436/514, 7�LL10=-436/514, 10-11= 436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 15-19=-436/514, 19-21= 382/412, 21-23= 3821412, 23-25=-382/412, 25-27=-387/418 BOT CHORD 2135=-939/1572, 33-35= 909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3T35=-191/649, 27-30=0/451, 3-33= 2090/1523, 11-33=-810/782, 19-32= 772l745, 27-32=-1484/1044, 9-10=-463/453, 20-21=-462/454 NOTES- 1) Unbalanced rJ 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=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequa#e drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2, 1269 lb uplift at joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical puriln representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 9) Hanger(s) or ott ier connection device(s) shall be provided sufficient to support concentrated load(s) 265 (b down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 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 19-11-158 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 15B lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 19-11-4, 69 lb d6wn at 21-11-4, 69 lb 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/selelction of such connection device(s) is the responsibility of others. 10) In the LOAD GPSE(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 ` ® WARNING - Ve{'Ily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vaild for rise only with M11e49 connectors. This design Is based only upon parameters shown, and Is for ati 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 require for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeAAIWIPI► Qualdy 0ftdo, DSB-89 and SCSI Bu9d/ng Component 6904 Parke East Blvd. Sam Intormaflgtlavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jo Truss Truss Type Qty Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, In Fort Pierce, FL u.t au s rwar t t zu i o rvn en muusu ros, mc. 1 Hu Y ai cc va. 1 o— cv r o rage Z ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzYQi3 LOAD CASE(S) S andard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ()If) Vert: 36I139= 20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Lc ads (lb) Vert: 35� 373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48=-23(F) 49=-23(F) 50— 23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55= 11 B(F) 56=-118(F) 57— 11 B(F) 58=-11 B(F) 59= 118(F) 60=-118(F) 61=-118(F) 62=-118(F) 63=-118(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MII-7473 rev. IOM312015 BEFORE USE. Design valid tot t�se only with MITakV connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. BE building design. "ore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/p W If le,k" Is always require( for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stora je, delivery, erection and bracing of trusses and truss systems, seeANSUIPN QualifyCdleda, DSO-69 and BCSI BuRdbW Componanf 6904 Parke East Blvd. Safe/y/nfoneath navattable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13569669 M 11392 GRA HIP 1 1 �THEWINDSOII Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 1-0-0 7-0-0 14-11-0 21.5.2 28-0-0 35-0-0 6-0- -0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 -0-0 1 4.00 12 5x8 MT18HS = 3x5 I 3x6 = 4x8 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 15 33 34 14 35 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 I 3x6 = 5x12 2x3 3x4 = 4x6 = I I Scale=1:60.3 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.94 BC 0.67 WB 1.00 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.30 10-21 >792 240 Vert(CT) -0.30 10-12 >812 180 Horz(CT) 0.09 8 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pts 3-13 REACTIONS. (Ib/size) 2=750/0-8-0, 13=322310-8-0, 8=1225/0-8-0 Max Harz 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. (lb) - IVax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3= 1534729, 3-4=-1052/1347, 4-6= 1052M347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2 15=-586/1423, 13-15= 596/1464, 12-13=-1710/1946, 10-12= 2359/2830, 8 10=-2329/2789 WEBS 3 15=-1591733, 3-13= 2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-12=-430/666, 7-12— 9401731, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vasd=128mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ib uplift at joint 2, 2442 Ib uplift at joint 13 and 1159 Ib uplift at joint 8. 8) Hanger(s) or otter connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 329 Ib up at 7-0-0, 90 Ib dow and 155 Ib up at 9-0-12, 90 Ib down and 155 Ib up at 11-0-12, 90 Ib down and 155 Ib up at 13-0-12, 90 Ib down and 155 Ib up at�15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 90 Ib down and 155 Ib up at 17-11-4, 90 Ib down and 155 lb up at 19-11-4, 90 Ib down and 155 Ib up at 21-11-4, 90 Ib down and 155 Ib up at 23-11-4, and 90 Ib down and 155 Ib up at 25-11-4, and 203 Ib down and 329 Ib up at 28-0-0 on top chord, and 452 Ib down and 263 Ib up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 63 Ib down and 3 Ib up at 11-0-12, 63 Ib down and 3 Ib up at 13-0-12, 63 Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3 Ib up at 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 63 Ib down and Walter P. Finn PE No.22839 3 Ib up at 23-114, and 63 Ib down and 3 Ib up at 25-11-4, and 452 Ib down and 263 Ib up at 27-11-4 on bottom chord. The MiTek USA, Inc. FL Cert 6634 design/selectlon�of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard March 22,2018 ® WARNING - Ve" design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1.7473 rev. 10/03,2015 BEFORE USE. Design valid for Use only with PvtiTe;N9 connectors. This design Is based only upon parameters shown, and Is for on Individual binding 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 building design. indicated is to buckling of Individual Truss web and/or chord members only. Additional Temporary and permanent bracing MiTek �racIng prevent Is always required for slablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, sTorat�e, delivery, erection and bracing of trusses and truss systems, seeANSt/IPlf AuaIIIyCrBerla, DSB-89 and SCSI BuBd/ng Component Safely IntormaSonavallable Bom Truss Piafe Institute, 218 N. Lee street.Suite 312, Alexandria, 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 8.13() b Iviur r r 40 r o rvu , en a iuuaa Ics, inc. i "w w ar « vim. oe8 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?echzGytu53wzzYQi2 LOAD CASE(S) Standard 1) Dead + Roof Liv (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1- =-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Lads (lb) Vert: 3=i147(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(p) 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) ® WARNING - Vefi/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for qw only with MlTekS connectors. This design is based only upon parameters shown, and Is for an Individual binding component not a truss system. Bgfore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, stora0e, delivery, erection and bracing of Trusses and truss systems, seeAMSVWI► CualffyCdleda, DS8-89 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety Infotmat/gnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jon Truss Truss Type city Ply T13569670 M11392 J1 MONO TRUSS 8 �THEWINDSOR 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8A 30 s Ivlar 71 20l8 1vH I eK industries, Inc. r HU rvim cc 0a, 1 J. 1 a M o rayo i I D:_kfiGCA6bx7j2Syi HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRW iYAk?oOhCgytu53wzzYQi2 1-0-0 ' 1-0-0 3x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -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 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ili/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gram 3=11(1-0 17), 2=118(LC 1), 4=17(LC 12) FORCES, (lb) - I$W. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- I 1) Wind: ASCE 7-10; VUlt=1651mph (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; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hall been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.12839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - V reify deslgn parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Wife' � connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. I efore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requir6d 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, seeAfIsylpll GuaOtyCRedo, DS949 and BCSI Bulldhig Component 6904 Parke East Blvd. Safety lntom7affanovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569671 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.1 su s near i i zui c Mi Tek inausiries, inc. i nu rvmr 22 aa: r o: i o 40 i o rage j ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiV8FvzJJEeVuCg3w5LNP6_Qf466YrcSPzYQi1 -1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP LUMBER - TOP CHORD 2x SP No.3 BOT CHORD 2xi SP No.3 REACTIONS. (lb%size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4= 4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb Fr = 0 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft Cat. II; Exp C; Encl., IGCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & 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 hasIbeen 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() 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.22639 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 THO AND INCLUDED MR'EK REFERANCE PAGE M11•7473 rev. 10/03/2015 BEFORE USE. 11TekJ cohnectors. I.design Is based ohly upon parameters shown, and Is for an Individual building component, not Design valid for se only with I-"'. a truss system. fore use, the building designer must verify the appilcabilny of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated is fo buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing iwiTek° prevent Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrlcalion, storQge, delivery, erection and bracing of trusses and Truss systems, seeANSUIPII GualltyCiBedd, DSO-89 and SCSI Building Component Tamp Parke East SatetyMfoimaMorn�vallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. 0 Tampa, FL 33610 J06 Truss Truss Type City Ply THE WINDSOR T13569672 M11392 J5 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8J au s iviar II eui c iva i eK muusmes, mc. i rru iviar LG va. to— cv,v rayu I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNcpKF96KFLCaA_szYQiO 1-0-0 5-0-0 1-0-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matfix-MP Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb,/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2= 177(LC 12), 4� 9(LC 12) Max Gram 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-j10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. ll; 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 farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb i plift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid fort use only with MITekb connectors. This design Is based only upon parameters shown, and Is for or, Individual building component, not a truss system. �efore 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 Welk' Is always requir6d 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, seeANSI/IPII CualRyCrBeft DSO-89 and SCSI BuOdlrig Component 6904 Parke East Blvd. Safety/nlonnallonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Chambers Truss, tic., Fort Pierce, FL 1-0-0 3x4 = 8.130 s Mar 112018 MITek industries, Inc. Thu Mar 22 09:13:1 / 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7d RbpO696KFLCaA_szYQiO Scale: 3/4"=1' 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.,0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23lb FT = 0% LUMBER- BRACING - TOP CHORD 21 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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) MaxGrav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7;10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFPS (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 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ' Design valld fot] use only with MITeka connectors. This design Is based only upon parameters shown, and Is for a,7111divldual binding component riot 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 MoTek* Is always recluir6d 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, seeANSI/IPII GualfyCiHelfa, DSB-89 and BCSI BuBdhig Component 6904 Parke East Blvd. Safety /ntonnaHon3vallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL a.i 3u s Na itar i i zui mu ak inuusmes, mc. r nu rvrar ec ua: i o: to cv 10 raye r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gxLlDijlgt9hYd01cJE88LAgbCnNuWgPZsKjXlzYQi? -1-5-0 6.8-12 9-10-1 1-5-0 6-8-12 3-1-5 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 NO BCDL 10.0 Code FBC2017ITP12014 6-8-12 CSI. DEFL. in (loc) I/defl Ud TC 0.20 Vert(LL) -0.04 7-10 >999 240 BC 0.26 Vert(CT) -0.08 7-10 >999 180 WB 0.24 Horz(CT) 0.01 5 n/a n/a Matrix -MS LUMBER - TOP CHORD 2 4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No-3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) ax Uplift 4=-131(LC 8), 2= 262(LC 8), 5= 238(LC 8) ax 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 �-7= 487/798, 6-7=-487/798 WEBS 3-7=0/307, 3-6= 920/561 Scale = 1:20.6 3x4 = PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7I10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=bit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between) the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) [Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 54 Trapezoidal Loads (pif) Vert: 2=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) Walter P. Finn PE N0.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: hAarrrh 00 01`11A ® WARNING - VeH/y design parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, hot �' a truss system. use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall iBefore building deslgn. 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, seeANSYMIJ Qualify Ct6edq DSB-89 and SCSI BuEdfng Component 6904 Parke East Blvd. SafetvintormcMonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 31, Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-%I.r For 4 x 2 orientation, locate plates 0-11,a' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details avalable in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standard --ANSI/TPI-1�—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 6-4-8 1 dimensions shown in ff-In-sixteenths (Drawings not to scale) 2 TOP CHORDS BOTTOM CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 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 atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.