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TRUSS
--I ® SCANNE0 Lumber' design values are in accordance with ANSI/TPI 1 section 6.3 n These Truss designs rely on lumber values established by others. H1&LUfjt,n1 v iTeko \�1 <'�s, s��h RE: M11392 - THE WINDSOR Site Information: Customer Info: Wynne Dev Corp Project Lot/Block: Address: unknown City: St. Lucie County Name Address and License # of Name: Address: City: General Truss Engineering Criteria & Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf me: THE WINDSOR Model: 71 division: MiTek USA, Inc. 66T904 Parke East Blvd. Carltori BedrroomlNear Porch ite: FL Engineer of Record, If there is one, for the building. License #: State: Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.1 Wind Speed: 165 mph Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date 1 T13569660 1 A 1 3/22/18 12 I T13569661 1 Al 1 3/22/18 13 1 T13569662 1 A2 1 3/22/18 14 1 T13569663 1 A3 1 3/22/18 15 1 T13569664 1 A4 1 3/22/18 6 1 T13569665 1 A5 3/22/18 7 1 T13569666 1 ATA 1 3/22/18 1 18 I T13569667 1 B 1 3/22/18 1 19 1 T13569668 1 BHA 1 3/22/18 110 1 T13569669 1 GRA 1 3/22/18 Ill I T13569670 I J1 1 3/22/18 112 I T13569671 I J3 1 3/22/18 113 I T13569672 I J5 1 3/22/18 114 I T13569673 I J7 1 3/22/18 115 I T13569674 1 KJ7 1 3/22/18 The truss drawing(s) referenced above have 1 USA, Inc. under my direct supervision based t prepared by MiTek 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. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's 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. I FILE COPY ER P. �����P•�CEN"S''�N��', V?2 0'. STATE OF •:��/ 1111111 Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Finn, Walter 1 of 1 Job Truss Truss Type city Ply THE WINDSOR T13569660 M11392 A HIP 1 1 Job Reference o tionai Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:05 2018 Page 1 r ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYQiC r1-CfQ 6-10-14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0.0 Q6-0-Q 1.0-0 6-10-14 2-1-2 5-11-0 5.3-13 5-9-3 2-1-2 6.10-14 1-0-0 Scale=1:60.5 4x8 = 4.00 12 2x3 11 3x6 = 4x4 = 4x8 = 2x3 2x3 \\ 4 26 5 6 7 27 8 9 3 25 28 24 29 M m q `I �1 2 10 11 1 �I101I�5 o d 17 16 15 14 13 12 3x4 _ 3x4 = 3x6 — 6x8 = 3x4 = 3x6 _ 3x4 = 3x5 _ 9-0-0 14-11-0 20-2-13 26-0.0 35-0-0 9-0-0 5 11-0 1 5-3-13 5-9-3 9-0-0 Plate Offsets (X Y)-- f2:0-0-14 Edge], (4:0-5-4 0-2-0] (8:0-5-4 0-2-01 [10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CS . DEFL. in (loc) Well L/d 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 W 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Ma rix-MS Weight: 161 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. REACTIONS. (Ib/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10= 799(L� 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 2 ) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exc�pt when shown. TOP CHORD 2-3=-639/108, 3-4= 396/0, 4-5=-967/776, 5-7=-967/77, 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=-1 86/938, 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= 5801997, 8-12= 958/447, 9-12=-358/600, 7-15=-1329/219D NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T JDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior( ) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 30-11-6, interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 I apable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Veriry design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only uQon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicabilityof 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. Addltional temporary and permanent bracing 9> MiT elc 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR T13569661 M11392 Al SPECIAL 1 1 Job Reference Io tional cnamners i russ, Inc., ron rlerce, rL �20 3x6 = 8-6-0 11-0-0 i 14-9-0 1 8-6-0 — 6 r 3.9 0 6x6 = 2x3 11 4.00 FIT 4 21 5 2x3 \\ 3 / �� 13 12 3x5 = 5? MT181!S = ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xW ep?Q56?zYQiE 3x4 = 5x6 = 6 22 7 2x3 8 751; 7x8 MT1 BHS = 2.00 12 ?4-6-8 9-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matl1x-MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 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( TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 7-B= 5324/3364, 8-9=-5751/3700 BOT CHORD 2-13— 1883/3007, 12-13=-1591/2657, 11-12=-2456 WEBS 3-13=-425/410, 4-13=-354/571, 4-12= 362/617, 5-1 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 BRACING - TOP CHORD BOT CHORD t when shown. -3022/2080, 6-7=-4643/2994, 9-11=-3442/5478 1/279, 6-12=-1034/712, Scale = 1:61.3 23 Im co 9 10It2 0 3x12 = PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 155 lb FT = 20% Structural wood sheathing directly applied or 2-7-7 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=o.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 & MWFRS for reactions shown; Lumber DOL=1. 30 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 non, concurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 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, 9=825. 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 MITEKREFERANCE PAGE Mll-7473 rev. 10/012015 BEFORE USE. �' Design valid for use only with MITekO connectors. This design Is based only u n parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability o, 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 WeW Is always required for stability and to prevent collapse with possible personal In, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,t, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3,[12. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR T13569662 M11392 A2 SPECIAL 1 1 Job Reference o floral unarnuers i rubs, mu., rVI_.-...____..__, ...-- .-- - -- -- - - ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA t1 0 Q 8-6.0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- o n_a-n i-a!n 7-3.0 5-4-7 7-7-9 -0-0 Scale = 1:61.3 5x6 = 3x4 = 5x8 = 4.00 F12 4 1 5 22 6 2x3 2x3 3 7 20 23 �t 2 10 11 7x8 MT18HS = 3x4 - 8 9 n IC6 o 6 13 12 3x4 = Sx8 = 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)-- i2'0-0-6 Edqe) j6.04-0 0-2-3) f8'0-1-15 Edge1 LOADING (psf) SPACING- 2-0-0 CSI DEFL. in (loc) I/dell Lid 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 rVa n/a BCDL 10.0 Code FBC2017/ P12014 Mat 'x-MS Weight: 160 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Horz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less e TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 7-8=-5759/3665 BOT CHORD 2-13= 1847/3008, 12-13=1403/2418, 11-12=-1552 8-10=-3410/5485 WEBS 3-13= 420/418, 4-13= 427/688, 4-12=-337/551, 5-1 6-11= 391/277, 6-10= 131812268, 7-10— 503/530 BRACING - TOP CHORD BOT CHORD t when shown. -3379/2225, 6-7=-5242/3250, 10-11=-1990/3441, 5-11=-465/925, Structural wood sheathing directly applied or 2-6-15 oc puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; 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 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 ndnconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TP1pable angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate of withstanding 100 lb uplift at joint(s) except (jt=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 - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only ur?on parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability building design. Bracing indicated Is to prevent buckling of individual truss web of design parameters and properly incorporate this design into the overall and/or chord members only. Additional temporary and permanent bracing Mi'i',eW Is always required for stability and to prevent collapse with possible personal Iinlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Dry Ply THE WINDS OR T13569663 M11392 A3 SPECIAL 1 1 Job Reference (optional) cnamoers i russ, inc., ron rierce, rr. ,1=0-0 8-6-0 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-7okz6ucT1 ou6L5d61 D3okEmtrASCYrBwGJvBAtzYQi9 20-0-0 24-6-8 211 35-0-0 36-0-Q 5-0-0 4-6.8 2-9-15 7-7-9 1 •0-0 Scale = 1:62.3 4.00 12 5x6 = 4x5 = 5 6 3x4 % 5x6 4x6 � 7 5x6 3 4 8 ,n c? 21 22 N ,ot 2 12 4x8 13 11 7x8 MT18HS = 9 10 tr r IcS — o 14 3x5 = 2x3 I I 5x6 = 2.00 f12 3x12 = 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)-- f2:0-1-6 Edgel f3:03-0 Edge], 18:0-3-0 0-3-01 [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 0.60 Vert(L-) 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 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. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6- L 2829/1832, 7-8= 5320/3257, 8-9= 5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13= 1258/227, 11-12= 2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13= 897/636, 5-12=-316/661, 6-12= 31 7-12=-2727/1643, I/616, 7-11 =-1 07211939, 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; TC L--f.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35fh 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottorn 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 2=825, 9=825. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: j March 22,2018 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only up' on parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcability bf design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss w' eb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WeW fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suitel312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T13569664 M11392 A4 SPECIAL 1 1 Job Reference (optional) cnamoers i russ, mc., r-on coerce, t-L . . 11.1 . • • — « , . — ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bCILKEc6o6lzzFClawal HR12naXQHF54VyeliJzYQi8 8-6-0 14-9-0 17-0-0 8.0- 24.6-8 2FT 35-0-0 6-0- 0- 8-6-0 6-3-0 2-3-0 -0- 6-6-8 2-9-15 7-7-9 1-0 3x6 3x4 3 � 23 4.00 12 5x6 = 4x6 = 2x3 11 6 7 5 16 15 3x5 = 2x3 II 5x8 = 14 3x12 = 2.00 f 12 5x6 4x6 J 8 9 2x3 10 13 7x8 MT18HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2= 175(LC 10) Max Uplift 2= 825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less exce TOP CHORD 2-3= 3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7 8-10=-5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/21( 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-236/254, 7-14=-163 6-15= 315/409, 8-14=-3146/1901, 8-13� 1034/1946, 1( BRACING - TOP CHORD BOT CHORD WEBS t when shown. -2217/1501, 7-8=-2380/1519, 13-14=-2920/5154, 27, 6-14=-309/604, 3=-343/333 Scale = 1:62.3 3xl2 Zz PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 172 lb FT = 20% Structural wood sheathing directly applied or 2-6-14 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCL1L=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35111t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteffor(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. 30 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 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 at=lb) 2=825, 11=825. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only updn parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verily the applicability ot 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 MOW prevent 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 system , seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3112, Alexandria, VA 22314: Tampa, FL 33610 Job Truss Truss Type Qly, Ply THE WINDSOR T13569665 M11392 A5 SPECIAL 16 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6 24-6-8 8.130 s Mar 112018 Mi I ex Industries, Inc. Thu Mar 22 uarlarru zuta rage I 6bx7j2Sy1 HDXFw7ye3KX-30sjXZdkZP9gaOnUed5GpfrA3_tBOm_DkcOIFmzYQi7 24-6-8 27-4-7 35-0-0 36-0-0 7-0-8 2-9-15 7-7-9 0-0 Scale = 1:60.3 Ir I 1 w 6 Plate Offsets (X Y)-- 12-0-1-6 Edge], 18.0-3-0 Edgel 110.0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSIJ II 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/TP12014 Matrix -MS Weight: 160lb FT=20% LUMBER- 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. (lb/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) -Max. Comp./Max. Ten. -All forces 250 (lb) or less exce TOP CHORD 2-3= 3247/2112, 3-5= 2449/1679, 5-6= 2397/1763, 6-i 9-10= 5732/3689 BOT CHORD 2-14=-1865/3040, 13-14— 186513040, 12-13=-1223/21' WEBS 3-14=0/303, 3-13= 861/619, 5-13=-216/264, 6-13=-30( 7-12=-323/388, 9-12=-321/306 when shown. 5452/3624, 7-9=-5398/3482, , 10-12=-3431/5459 27, 6-12= 2247/3526, 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. 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, 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load no,nconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottochord 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 ANSUTPI 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 at=lb) 2=825, 10=825. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 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. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only up¢n parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of building design. Bracing Indicated Is to prevent buckling of Individual truss web design parameters and properly Incorporate this design into the overall and/or chord members only. Additional temporary and permanent bracing K4iTek" 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job 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 11 2016 M I ex Industries, Inc. Thu Mar zz uan 3:11 2018 rage r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOlOH6IFeNyG7rnCzYQi6 r1-0-0 8-4-0 12-11-0 17.6.0 22-1-0 26-8-0 35-0-0 36-0-Q 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 drd = �1 6 3x6 = 17 151 14 14 2x3 11 4x6 = 3x8 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 FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less e TOP CHORD 2-3= 3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 1 5-17=-1 724/3188, 14-15=-966/: 10-12= 1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-1 3x8 = 2x3 I I 4x6 = 3x6 = 22-1-0 26-8-0 35.0-0 I 9-2-0 4-7-0 8-4-0 CSII DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.59 Vert(LL) 0.3314-15 >999 240 MT20 244/190 BC 0.68 Vert(CT) -0.64 14-15 >652 180 WBI 0.59 Horz(CT) 0.13 10 n/a n/a Matrix -MS Weight: 166 lb FT = 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior 21-0-0 zone;C-C for members and forces & MW FRS for reactions s 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, 4) This truss has been designed for a 10.0 psf bottom chord live load ! 5) ` This truss has been designed for a live load of 20.Opsf on the bott will Tit between the bottom chord and any other members, with BCC 6) Provide mechanical connection (by others) of truss to bearing plate 2=775, 10=775. BRACING - TOP CHORD BOT CHORD when shown. 2801/1739, 7-9=-2807/1637, 12-14=-1739/3188, Structural wood sheathing directly applied or 3-1-15 oc purtins. Rigid ceiling directly applied or 5-2-15 oc bracing. )L=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=6fh Cat. 1 -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to )wn; Lumber DOL=1.60 plate grip DOL=1.60 pported at two points, 5-0-0 apart. nconcurrent with any other live loads. n chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide = 10.0psf. apable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only u n parameters shown. and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability f design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to buckling of Individual truss eb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is for to collapse with Injury and damage. For general guidance regarding the always required stability and prevent possible personal fabrication, storage, delivery, erection and bracing of trusses and truss sy,, 9 property s, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WIND OR T13569667 M11392 B COMMON 2 1 Job Reference (optional cnamDers I russ, Inc., Ton Tierce, rL I I 1 v . ,... .w 1Y141 � wy I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?n_UyFf_41 PYgixtG28ku4wc?ohoUiFW BwtPJezYQi5 1-0-Q 8-3-5 14-0-0 17-6-0 21-0-0 1 26.8-11 1 35-0-0 96-0-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 2 o G 3x4 = 24 4.00 12I 3x6 = 6 2x3 II 2x3 11 3x6 IS 7 3x4 4 3 a 17 16 115 2x3 11 3x6 = 3x4 = 14-0-0 21-0-0 4' 13 3x4 = 3x6 = 3x6 8 3x4 9 12 2x3 11 25 10 11 Io 3x4 = maie unseis (h y t-- I'['U-'L-b tugel Ib'U-J-U COUeI I rU-U-Z-a CUget I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC I 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 FBC2017fTP12014 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 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) - Max 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) 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) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3945/572, 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- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior 21-0-0 zone;C-C for members and forces & MWFRS for reactions e 3) This truss has been designed for a 10.0 psf bottom chord live load I 4) ' This truss has been designed for a live load of 20.Opsf on the bott will fit between the bottom chord and any other members, with BCC 5) Provide mechanical connection (by others) of truss to bearing plate joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. )L=4.2psf; BCDL=3.Opsf; h=1511; B=70ft; L=35ft; eave=5ft; Cat. 1 -1-0-0 to 2-6-0, Intefior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to )wn; Lumber DOL=1.60 plate grip DOL=1.60 nconcurrent with any other live loads. 1 chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide =10.Opsf. ipable of withstanding 371 lb uplift at joint 2, 453 lb uplift at Walter P. Finn PE No.22839 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 M1TEK REFERANCE RAGE MIF7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek6 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 appllcabflit� of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss and/or chord members only. Additional temporary and permanent bracing MOW Web 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, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, SuIt2 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THE WINDSOR � T13569668 M11392 BHA lCity BOSTON HIP 1 1 Job Reference o tional Chambers I cuss, inc., . 1-0- Pon Pierce, FL 7-0-0 9-6-0 11-6-0 13-6-0 15-6.0 1 -0 0 uJ ou s iviar n zut a mu i ex mausmes, Inc. I nu 1Aar zz ua:13:i 3 zu-ia rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-UzXsAbfcrKXPRsV3pmfzRHT14B_kDS9gQacyr5zYQi4 21-6-0 17-6-0 19-6-0 21-0-0 23.6-0 25.6.0 28-0-0 35-0-0 6-0- 1 -0.0 7-0-0 2-6-0 2-0-0 2-0-0� -6- 1 2-0-0 1-6-0 -6- 2-0-0 2.0.0 2-6-0 7.0-0 1-0-0 Scale = 1:62.4 4.00112 4x4 = 57 15 58 17 56 12 3x6 55 9 20 3x6 zz 54 8 1 80 22 5x12 %53 4 6 x6 = T3x42�1 5x12 1 26 3 11 ig9 1 2 6-27 63 M52 ,n a 2 r 26 a N 29 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 O 3x6 6x8 = 6x8 = 3x6 = 3x4 = 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 Plate Offsets (X,Y)-- 132:0-3-8,0-3-01 LOADING (pst) SPACING- 2-0-0 CSI DEFL. in (loc) I/defl 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 M 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208lb FT=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) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-5 5(L(, 8), 33=-1269(LC 8); 32- 1017(LC 8), 28= 434(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 11), 33=1825(1-C 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=-1051259, 27-28=-1129/710, 3-5=1441/520, 5-7=-436/514, 7-10=-436/514, 10-11 =-436/514,11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27= 387/418 BOT CHORD 2-35= 939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32= 575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33 1-810/782, 19-32=-772/745, 27-32- 1484/1044, 9-10= 463/453, 20-21=-462/454 1 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=4.2psf; BCDL=3.0psf; h=1511t; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.601plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 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 purlin 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 tolsupport concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 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, 156 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, and1373 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 down 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/selection 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). Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ®WARNING - Vadly design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability o6design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss weiS and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal in ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system seeANSI/TPI I Quality Criterla, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, I-L a. i SU 3 IVIel I I cv 10 IVII I en inuualntla, 111- i aye ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzYQi3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 25 Uniform Loads (pit) 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) 45L23(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=-11B(F) 56= 118(F) 57=-11B(F) 58— 11B(F) 59I-118(F) 60=-11B(F) 61=-118(F) 62=-11B(F) 63=-118(F) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based orgy upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability building design. Bracing indicated Is to prevent buckling of Individual truss v;eb of design parameters and properly incorporate this design Into the overall and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible persona! fabrication, storage, delivery, erection and bracing of trusses and truss systems, Injury and property damage. For general guidance regarding the seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suites 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WIND SOR T13569669 M11392 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar 11 2D1 S Mr b etc industries, inc. Thu Mar 22 uan 3:1 o 2018 rage r I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-QMfcaHhsNyn7hAfSxBhR W iY_m?eChzGytu53wzzYQi2 1-0 q 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 96-0-Q 41-100 7-0-0 7.11-0 6-6-2 6-6-14 7-0-0 0.0 Scale = 1:60.3 5x8 MT18HS = 4.00 12 3x5 I 3x6 = 4x8 = 4x8 = 3 22 23 241 25 4 26 27 5 28 629 30 31 32 7 v>1 2 B 9 ,n a c� lm o 15 33 34 14 35 bk 13 36 37 38 1239 11 40 41 10 3x4 = 2x3 13x6 = 5x12 = 3x4 = 4x6 = 2x3 I I 3x5 = 7-0-0 14-11-0 I 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 Plate Offsets (X Y)-- (3:0-5-4 0-2-81 16:0-3-8 0-2-01 17:0-5-4 0-2-41 f13:0-2-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 BC1 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Me 4rix-MS Weight: 153lb FT=20% LUMBER - TOP CHORD 2x4 SP.M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Harz 2=-78(LC 6) Max Uplift 2— 448(LC 8), 13=-2442(LC 8), 8=-1159(LC Max Grant 2=755(LC 17), 13=3223(LC 1), 8=1225(LC ' FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less TOP CHORD 2-3= 1534/729, 3-4=-1052/1347, 4-6=-1052/1347, BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1 8-10=-2329/2789 WEBS 3-15=-1591733, 3-13=-2917/1869, 4-13=-848/801, 7-12=-940/731, 7-10= 489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T, II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch right expo; 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 I 6) ' This truss has been designed for a live load of 20.Opsf on the bott will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate joint 13 and 1159 Ib uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient 7-0-0, 90 Ib down and 155 Ib up at 9-0-12, 90 Ib down and 155 Ib u and 155 Ib up at 15-0-12, 90 Ib down and 155 Ib up at 17-0-12, 90 19-11-4, 90 Ib down and 155 lb up at 21-11-4, 90 Ib down and 155 203 Ib down and 329 Ib up at 28-0-0 on top chord, and 452 Ib dowr down and 3 Ib up at 11-0-12, 63 Ib down and 3lb up at 13-0-12, 6, 17-0-12, 63 Ib down and 3 Ib up at 17-11-4, 63 Ib down and 3 Ib up 3 Ib up at 23-11-4, and 63 Ib down and 3 Ib up at 25-11-4, and 45e design/selection of such connection device(s) is the responsibility o 9) In the LOAD CASE(S) section, loads applied to the face of the truss LOAD CASE(S) Standard BRACING - TOP CHORD BOT CHORD WEBS tt when shown. 1946/1834, 7-8= 2978/2565 10-12=-2359/2830, 6-12= 430/666, Structural wood sheathing directly applied or 3-9-5 oc pudins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row atmidpt 6-13 2 Rows at 1/3 pts 3-13 =4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=5ft; Cat. Lumber DOL=1.60 plate grip DOL=1.60 ;oncurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 448 Ib uplift at joint 2, 2442 Ib uplift at :o support concentrated load(s) 203 Ib down and 329 Ib up at i at 11-0-12, 90 Ib down and 155 Ib up at 13-0-12, 90 Ib down b down and 155 Ib up at 17-11-4, 90 Ib down and 155 Ib up at up at 23-11-4, and 90 Ib down and 155 lb up at 25-11-4, and and 263 Ib up at 7-0-0, 63 Ib down and 3 Ib up at 9-0-12, 63 Ib Ib down and 3 Ib up at 15-0-12, 63 Ib down and 3 Ib up at 3t 19-11-4, 63 Ib down and 3 Ib up at 21-11-4, 63 Ib down and Ib down and 263 Ib up at 27-11-4 on bottom chord. The others. are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTsk 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 PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 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 applicabUIN,, of design parameters and property 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 MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSI11PI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fabrication, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suit; 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply THE WINDSOR ,M11392 T13569669 GRA HIP 1 1 Job Reference o tional Gnambers I russ, Inc., I -on Fierce, FL o. i ov b mat i i cv i o rvu 1 an 11 — I ico, n— a iu m.1 . . to ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 LOAD CASE(S) Standard I 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=11.25 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(131) 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) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only Opon parameters shown, and Is for on Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of building design. Bracing Indicated Is to prevent buckling of individual truss design parameters and properly incorporate this design Into the overall and/or chord members only. Additional temporary and permanent bracing MOW iweb is always required for stability and to prevent collapse with possible personpi Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply THE WINDSOR T13569670 M11392 J1 MONO TRUSS �Qty 8 1 Job Reference o floral GnamDerS I russ, Inc., ron Fierce, rL o• row o inai 1 1 �� �� ini �^ �����������, � .. „u '��— , I ID:_kfiGCA6bx7j2Sy1HDXFw7y.3-QMfcaHhsNyn7hAfSxBhRWiYAk?oOhCgytu53wzzYQi2 • -1-0-0 1.0.0 1-0-0 1-0-0 Scale = 1:6.1 3 4.00 12 2 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CS. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1,25 TC 0.18 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Ma Fix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mech Max Harz 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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior 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 I 3) ` This truss has been designed for a live load of 20.Opsf on the bott 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 joint 2. when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. zone;C-C for members and forces & MW FRS for reactions concurrent with any other live loads. chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 4 lb uplift at joint 3 and 140 lb uplift at 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 MI1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mitek8 connectors. This design Is based only ui�'on parameters shown, and Is for an 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 building design. Bracingp� Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T W Is always required for stability and to prevent collapse with possible personoI injury and property damage. For general guidance regarding the IVY e 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THE WINDSOR T13569671 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) .... _ r_._ - .-_, .,:____ a 130 s Mar 11 2018 MiTek InHL-trig-s Inc. Thu Mar 22 09A3,16 2018 Paae 1 �narnoers i fuss, mu., run riewe, r� .,...,_ ....._... __ . _ ..... _.....-----._-• --.-- ---- - - - ID: _kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiVBFvzJJEeVuCg3w5LNP6_Qf466YrcSPZYQi1 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.4 8 3 4.00 12 2 3x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 Tq 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 ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Wrix-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Meer 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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; l II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior members and forces & MW FRS for reactions shown; Lumber DOL 2) This truss has been designed for a 10.0 psf bottom chord live load 3) ' This truss has been designed for a live load of 20.Opsf on the bot 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 2 and 4 Ito uplift at joint 4. when shown. 4 PLATES GRIP MT20 244/190 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. )L=4.2psf, BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. j -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for .60 plate grip DOL=1.60 nconcurrent with any other live loads. n chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 54 lb uplift at joint 3, 147 Ib uplift at joint 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 INCLI UDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Deslgn valid for use only with MiTek® connectors. This design Is baseclonly upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability building design. Bracing Indicated Is to prevent buckling of Individual truss of design parameters and properly Incorporate this design Into the overall web and/or chord members only. Additional temporary and permanent bracing MeW Is always required for stability and to prevent collapse with possible personal fabrication, storage, delivery, erection and bracing of trusses and truss sntems, Injury and property damage. For general guidance regarding the seeANSf/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569672 M11392 J5 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.i3u s Mar i I zu is Iwr I UK uluubuleb, IIIV. agE 1 I D:_kfiGCA6bx7j2Sy 1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNcpKF96KFLCaA_szYQi0 1-0-0 5-0-0 1 T 5-0-0 Scale = 1:12.7 3x4 = 5-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TCI 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BG 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -MP Weight: 17lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SIP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max 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. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; T II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior members and forces & MWFRS for reactions shown; Lumber DOL: 2) This truss has been designed for a 10.0 psf bottom chord live load i 3) ' This truss has been designed for a live load of 20.Opsf on the bott 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 joint 2 and 9 lb uplift at joint 4. )L=4.2psf; BCDL=3.opsf; h=15ft; B=7011; L=35ft; eave=6ft; Cat. 1 -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for .60 plate grip DOL=1.60 nconcurrent with any other live loads. n chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 104 lb uplift at joint 3, 177 lb uplift at Walter P. Finn PE No.22839 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 MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only Npon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the buliding 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 Mii'eW 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, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWIND SOR T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) Dann 1 GnamDerS i russ, inc., rorr rierce, r-L -1-0-0 2 3x4 = 81 9 4.00 ri2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dRbpO696KFLCaA_szYQiO 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 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/TP12014 M�trix-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/ME Max Horz 2=161(LC 12) Max Uplift 3— 153(LC 12), 2=-211(LC 12), 4=-12(LC Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less( NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; l II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterio members and forces & MW FRS for reactions shown; Lumber DOL 2) This truss has been designed for a 10.0 psf bottom chord live load 3) . This truss has been designed for a live load of 20.0psf on the boll 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 plat( joint 2 and 12 lb uplift at joint 4. when shown. Scale: 3/4"=1' 3 4 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. )L=4.2psf; BCDL=3.Opsf; h=15ft B=70ft; L=35ft; eave=6ft; Cat. ) -1-0-0 to 2-6-0, Interjor(1) 2-6-0 to 6-11-8 zone;C-C for .60 plate grip DOL=1.60 nconcurrent with any other live loads. n chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22.2018 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the 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 iryss web and/or chord members only. Additional temporary and permanent bracing p� e' MiT ele 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, seeANSUTPI I Quality Criteria, DSB. 89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR _ I T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 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/ Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC E Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13.1 a 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gxLlDljlgt9hYdO1cJE88LAgbCnNuWgPZsKjXlzYQi? 2.83 12 3x4 9-10.1 5 3x4 = Scale = 1:20.6 DEFL. in (loc) I/defl Ud PLATES GRIP 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 0.26 Vert(CT) -0.08 7-10 >999 180 0.24 Horz(CT) 0.01 5 n/a n/a _MS Weight: 38 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=126m Ih; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 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 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 bearingiplate 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). i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate In! crease=1.25 Uniform Loads (plf) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)40-4= 133(F_ 39, B=-39), 8=0(F=10, B=10)-to-5=-49(F= 15, B=-15) Welter P. Finn PE No.22839 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 PAGE MII-7473 rev. 10MY2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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, 0-1/11. For 4 x 2 orientation, locate plates 0-'n4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MLTek 20/20 software or upon request. PLATE SIZE /� The first dimension is the plate 4 4 x 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, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: 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 ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 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 g M!Tek� MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required, See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/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 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and —In all respects,-equal-to-or-better-ttian 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. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.