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MiTek' Lumber des SCANNED These truss BY, St Lucie CoAk RE: M11392 -THE WINDSOR Site Information: Customer Info: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County Project Name: M11392 Subdivision: State: FL s in accordance with ANSI/TPI 1 section 6.3 on lumber values established by others. IN MiTek USA, Inc. 6904 Parke East Blvd. Tama L 33 0 4115 I: 71 Carlton 3 Bedroor�i fear orch Name Address and License # of Structural Engineer of Record, If there is one, for the building. -Name: Liceftse #: Address: City: State: General Truss Engineering Criteria & Design Loads (1 dividual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Desjg� Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf FloorlLoad: N/A psf This package includes 15 individual, dated Truss Desi( With my seal affixed to this sheet, I hereby certify that I conforms to 61 G15-31.003, section 5 of the Florida Ba No. Seal# Truss Name Date 1 T13569660 A _ 3/22/18 12 I T13569661 J Ai 13/22/18 13 1 T1 3569662 1 A2 1 3/22/18 14 I T13569663 I A3 1 3/22/18 _f 15 1 T13569664 1 A4 1 3/22/18 1 16 I T13569665 I A5 1 3/22/18 1 17 1 T13569666 1 ATA 1 3/22/18 1 18_ 1 T135696671B 1 3/22/18 19 1 T13569668 1 BHA 1 3/22/18 110 1 T13569669 1 GRA 1 3/22/18 Ill I T13569670 I J 1 1 3/22/18 112 I T13569671 I J3 1 3/22/18 13 I T13569672 I J5 13/22/18 114 I T13569673 I J7 1 3/22/18 15 J T13569674 1 KJ7 1 3/22/18 The truss drawing(s) referenced above have been pr USA, Inc. undermy direct supervision based on the provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is r IMPORTANT NOTE: The seal on these truss component desii that the engineer named is licensed in the jurisdiction(s) identified and designs comply with ANSI/TPI 1. These designs are based upon para shown (e.g., loads, supports, dimensions, shapes and design codes), given to MiTek. Any project specific information included is for MiTek file reference purpose only, and was not taken into account in the prep, these designs. MiTek has not independently verified the applicability parameters or the designs for any particular building. Before use, thel should verify applicability of design parameters and properly incorpor into the overall building design per ANSI/TPI 1, Chapter 2. 1 Drawings and 0 Additional Drawings. n the Truss Design Engineer and this index sheet I of Professional Engineers Rules. iku�k 'a' by MiTek 28, 2019. is a certification t the hlch were customers ration of the design jilding designer these designs V IIIIII/II R P �. F ii S • �s ♦ No 22839 0 r :• STATE OF .,•,c,4 O R 1 Q,•�`�,�♦ • •. 810 N A1 110 Walter P. Finn PE No.22839 M(Tek USA, Inc. FC Cert 6634 6904 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 (optional) t.:namgers I russ, Inc., rorl rrerce, rL 1-0- 6-10-14 14-11-0 -0-0 6610-14 2-1-2 5-11-0 a. 1 ov D Mal I eulo W1I wN 111--ICJ, 11— I IaUc, I D:_kfiGCA6bx7j2Syl HDXFw7ye3KK-j R3gUsZbktW XUduXL4V56bBN7zH_LSgUaLgXZYzYQiC 13 26-0-0 28-1-2 35-0-0 $6-0-Q 3 5-9-3 2-1-2 6-10-14 -0-0 Scale=1:60.5 4.00 12 4x8 = 2x3 11 6.6 = 4x4 = 4x8 — 2x3 2x3 \\ 4 26 5 6 7 27 8 9 3 25 28 n 24 29 m ci to 1 2 10 11 to o IM b 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 -3-13 5-9-3 9-0-0 Plate Offsets X,Y -- 2:0-0-14,Ed e , 4:0-5-4,0-2-0 , 8:0-5-4,0-2-0 , 10:0-0-6,Ed e LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Harz 2= 97(LC 10) Max Uplift 2=-235(LC 12), 15= 1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5=-967/776, 5-7=-967/776, 7-8=-454/938 8-9= 1009/1884, 9-10= 1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12= 1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15=-336/386, 7-11=-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 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70fh L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6- , 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 a d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all reas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of with landing 100 lb uplift at joint(s) except Qt=lb) 2=235, 15=1439, 10=799. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFE ANCE PAGE 11111-7473 rev, IWON2015 BEFORE USE. -- Design valid for use only with MITek® connectors. This design Is based only upon parameI shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design para eters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ch d members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and pro rty damage. For general guidance regarding the fuladcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrto, VA 22314. Tampa, FL 33610 Job : Truss Truss Type city Ply THE WINDSOR T13569661 M11392 Al SPECIAL 1 1 Job Reference (optional) cnamgers Luss, mc., ran rrerce, FL 20 01� 3x6 = ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xW ep?Q56?zYQiB 24-0-0 27-4-7 1 35-0.0 36-0-p 8-6-0 ' 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 5x6 = 2x3 11 3x4 5x6 = = 4.00 12 2x3 4 21 5 6 22 7 2x3 3 8 i 11 7x8 MT18HS = 13 12 3x5 = 5x8 MT18HS = 2.00 12 Scale=1:61.3 3x12 = 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 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 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 show TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13— 1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-344 WEBS 3-13=-425/410, 4-13=-354/571, 4-12= 362/617, 5-12=-269/279, 6-12T 6-11=-373/892, 7-11=-897/1523, 8-11=-404/435 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; Bf 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-E members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip 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 1 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSIIrPI 1 angle to gre capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wit 2=825, 9=825. 034/712, )psf; h=15ft B=70ft; L=35ft; eave=5ft; Cat. ior(1) 2-6-0 to 36-0-0 zone;C-C for .60 i any other live loads. gas where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify ending 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF: RANCE PAGE MIF7473 rev, 1010312016 BEFORE USE. � Design valid for use oNy with MITek® connectors. This design is based only upon parameTe shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parcmeters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or c ord members only. Additional temporary and permanent bracing M iTe W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance 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, Suite 312, Alexand(la, VA 22314. Tampa, FL 33610 Job °, Truss Truss Type Qty Ply T13569662 M11392 A2 SPECIAL 1 �THEWINDSOR 1 Job Reference o tional cnamners truss, inc., t-on coerce, rL i 0.1—.'°"' ' '." r^'" 4-6-0 ' 1-9-0 ' 7-3-0 5-4-7 Scale = 1:61.3 5x6 = 3x4 = Sx8 = 4.00 12 4 21 5 22 6 2x3 \\ 2x3 3 7 20 37 23 r n 2 11 10 ° 8 1 7x8 MT18HS 3x4 = d 6 13 12 3x4 = Sx8 = 3x12 = M= 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)-- [2:0-0-6 Edge] [6:0-4-0 0-2-3] [8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 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 n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 160lb 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 Harz 2=136(LC 11) Max Uplift 2= 825(LC 12), 8=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when show TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13= 1403/2418, 11-12=-1552/2629, 10-11=-19 i 8-10= 3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11_ 6-11=-391/277, 6-10= 1318/2268, 7-10= 503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; B( 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-E members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 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 1 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to gra capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of witr 2=82518=825. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 0 )psf; h=15ft; B=70ft; L=35ft; eave=5fh Cat. ior(1) 2-6-0 to 36-0-0 zone;C-C for .60 h any other live loads. :as where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify anding 100 lb uplift at joint(s) except at=lb) Walter P. Finn PE No.22639 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 M/TEK REFFRANCE PAGE MII-7473 rev. 1e/03=15 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 verity the applicability of design par, meters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or c rd members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and prperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/ril 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, Alexandpa, VA 22314. Tampa, FL 33610 Job - Truss Truss Type city Ply THEWINDSOR T13569663 M11392 A3 SPECIAL 1 1 Job Reference o floral .. i.... 7ti nnno nrntn•na 9MR Pane 1 Chambers Truss, Inc., Fort Pierce, FL o. � ou � �� , 1 2.1. ,.,� , _, n US 1.60, � . .. �-.- ,- . ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-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- 4-6-8 2-9-15 7-7-9 4 -0- Scale = 1:62.3 4.00 F12 5X6 = 4x5 = 5 6 3x4 5x6 4X6 7 5x6 4 3 8 '^ N 21 22 O 2 11 9 10 2 W1 12 7x8 MT18HS = tm 6 4x8 o 14 13 2x3 11 5x6 = 3x12 = 3x5 = 2.00 F12 8-6-0 14-9-0 2 -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,Ed e , 3:0-3-0 Ed e , 8:0-3-0,0-3-0 , 9:0-1-15,Ed e 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(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 W B 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1601b 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, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shol TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6= 2680/1790, 6-7=-2829/1832 8-9— 5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12= 2S 9-11=-3302/5445 WEBS 4-14=0/329, 4-13= 897/636, 5-12= 316/661, 6-12= 317/616, 7-12= ; 7-11 =-1 072/1939, 8-11=-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; B( II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6 members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 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 1 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all 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 gra capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of witf' 2=825, 9=825. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 103, 1643, h=15ft; B=70ft; L=35fh eave=5fh Cat. ) 2-6-0 to 36-0-0 zone;C-C for .60 i any other live loads. sas where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify anding 1 OD lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 NCE PAGEMII-7473 rev. 1010312015 BEFORE USE. © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFt:iers Design valid for use only with MITek® connectors. This design is based only upon parameteown, and Is for an individual building component, not �' a truss system. Before use. the building designer must verify the applicability, design pars and properly incorporate this design Into the overall indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal Injury and proorty damage. For general guidance regarding the 6904 Parke East Blvd. fabrication• storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIyI Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexand* VA 22314. Tampa, FL 33610 Job '„ Truss Truss Type Qty Ply THE WINDSOR T73569664 M11392 A4 SPECIAL 1 1 Job Reference o tional I..,J..,.I.:nn Inn Tr.,, KAon (10 1q no on1A Dana 1 Chambers Truss, Inc., Pori Pierce, FL G. 130 s vial1' 1 — �, ua i icy i,.,. , i �� ,.�.+, « ..... �.,...,. ,-., •.- ..y.. I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bCILKEc6o61 zzFClawal HR12naXQHF54VyeliJzYQiB t-O-Q 8-6-0 14-9-0 17-0-0 18-0 0 24-6-8 27-4-7 35.0-0 Q6-0-0 -0- 8-6.0 } 6-3-0 2-3-0 -0- 6.6-8 2-9-15 7.7-9 -0- Scale = 1:62.3 4.00 12 5x6 = 4x6 = 2x3 I I 6 7 5 5x6 3x6 4x6 3x4 % 8 4 9 2x3 3 10 n 23 24 N 2 13 11 t2 In n N 1 r� 7xB MTIBHS = Icy o — 14 — o 16 15 3x12 2x3 11 5x8 = 3x12 = 3x5 = 2.00 12 8-6-0 14-9-0 18-0-0 24-6-B 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,Edge], 9:0-3-0,Edge], fl1:0-1-15,Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.59 Vert(LL) 0.80 13 >628 240 MT20 244/190 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 Code FBC2017lrP12014 Matrix -MS Weight: 172 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, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-14 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 2-16= 1776/3045, 15-16=-1776/3045, 14-15= 1117/2168, 13-14= 292 /5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15= 238/254, 7-14=-163/427, 6-14= 3 9/604, 6-15=-315/409, 8-14=-3146/1901, 8-13= 1034/1946, 10-13— 343/333 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; B( II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-E members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 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 1 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all 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 gi capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of wit 2=825, 11=825. 3.Opsf; h=15fh B=70ft; L=35fh eave=5ft; Cat. Interior(1) 2-6-0 to 36-0-0 zone;C-C for tL=1.60 any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify 100 lb uplift at joint(s) except (Jt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11--7473 rev. 101032015 BEFORE USE. Design valid for use only with Mnek® connectors. Tnls 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 property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ch rd 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 fabricatiorL storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TP 1 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, Alexandra, VA 22314. Tampa, FL 33610 Job r Truss Truss Type Qty Ply T13569665 M11392 A5 SPECIAL 16 1 �THEWINDSII Job Reference o tional 44 —40 KMi -n Inrli,cfrioc hai near 22 no•1z•1n 2n1a Pane 1 Chamgers Truss, Inc., roar rrerce, rL �.,.sv a in"i i , �.. �.. ,.,, �. �.............. ��.... ..... __.. _.. _ __ . _ _ _ ID:_kfiGCA6bx7j2Syl 21 24 N1 2 12 ° 1011Nn 26 7x10 MT18HS = Ir:, 6 25 0 14 13 3x5 = 2x3 I I 5x10 = 2.00 12 3x12 8-6-0 14-9.0 24.6-8 35-0.0 8.6-0 6-3-0 9-9-8 10-5-8 Plate Offsets (X Y)-- [2:0-1-6 Edge] [8.0-3-0 Edge] [10.0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix -MS Weight: 160lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Horz 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 except when shown TOP CHORD 2-3= 3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=-5452/3624, i 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14� 1865/3040, 12-13=-1223/2137, 10-12=-343 WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-21 7-12=-323/388, 9-12=-321/306 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; B 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterlor(2) -1-0-0 to 2-( 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all 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 ANSI/TPI 1 angle to g capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of will 2=825, 10=825. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 /5459 3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft Cat. Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to L=1.60 plate grip DOL=1.60 any other live loads. as where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify lding 100 lb uplift at joint(s) except Ot=lb) Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33810 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MRIEKREFE ANCE PAGE Mf1-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an individual building coriiponent, not a truss system. Before use, the building designer must verify the applicability of design para eters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or cho d members only. Additional temporary and permanent bracing WeIC Is always required for stability and to prevent collapse with possible personal Injury and pro Ay damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIAlexanddc�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. , VA 22314. Tampa, FL 33610 Job y Truss Truss Type city Ply T13569666 M11392 ATA COMMON 5 1 �THEWII\1113011 Job Reference o tional .- AA... i 11 onto nnTnL Inrinetrinc 1— Th., nnar 99 no-1R•11 9niR Pane 1 ChamT)ers Truss, Inc., fort Pierce, F - ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ61veMKjHhCYMgiLcVMsOOlOH6IFeNyG7mCzYQi6 1-0- 8-4.0 12-11.0 17-6-0 22-1-0 26-8-0 35-0-0 6-0- 1-oo 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 7 = 6 2x3 II 25 26 1 27 28 2x3 II 3x6 % 5 7 3x6 3x4 % q g 3x4 3 9 29 24 10 10 N 11 2 I� m �1 d 17 16 15 30 31 14 13 12 2x3 II 4x6 = 3x8 = 2x3 II 3x6 = 3x6 = 3x8 = 4x6 = B-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,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 166 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD F Structural wood sheathing directly applied or 3-1-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when show . TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6= 2801/1739, 6-7=-2801/1739,[-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-173 /3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=70ft; L=35ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-61-0, 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; LumberlDOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 17-6-0 from left end, supported at t o points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent ith any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in al 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wiShstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parame ers shown, and is for an individual bu0ding component, not a truss system. Before use, the building designer must verify the applicability of design rameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing Mew 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, Suite 312. Atexagdtia, VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply THE WINDSOR T13569667 M11392 B COMMON 2 1 Job Reference (optional) ,. KA.,, 41 nn10 AAiTntr Tn,A„erriee Inc Thu Mar 77 09:13:12 2018 Pane 1 ChamRers Truss, utc., Pp ron melee, rr_ .,. ,.,.. �,.,.., „�.. ... ......... ................ ...... ..... ...- ---- - --- - - HDXFw7ye3KX-?n_UyFf_41 PYgixtG28ku4wc?ohOUiFW BwtPJezYQi5 1-0- 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 6-0- -0-0 8-3-5 5-8-11 3-6-0 3-6-0 5-8-11 8-3-5 -0-0 Scale=1:59.3 4.00 12 6 — 6 2x3 II 2x3 11 5 7 3x6 3x6 3x4 4 8 3x4 zzr 3 9 24 25 n1 2 10 11 i Id, o 17 16 15 14 13 12 2x3 11 3x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 3x4 _ 8-3-5 14-0-0 1 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 - 2:0-2-6,Ed e , 6:0-3-0,Ed e , 10:0-2-6 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 Rep Stress [nor 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 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 Harz 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 (lb) or less except when sho n. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2 17=-407/878, 15-17= 407/878, 12-14=-393/858, 10 12=-393/858 WEBS 3-17=-5/301, 3-15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14— 819/592, 9-12= 5/301 T 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;PCDL=3.Opsf; h=15ft; B=70ft; L=35fh eave=5fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 6-0, Interlor(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; Lumb r DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurre t with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in KII areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKPEFERANCE PAGE MI1-7473 rev- fa(03)2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based ody upon paTters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of desirameters and properly Incorporate this design into the overall bulldtng design. Bracing Indicated Is to prevent buckling of Individual truss web anhord members only. Additional temporary and permanent txacirtq MiTekIs always required for stability and to prevent collapse with possible personal injury roperty damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of ftusses and truss systems, seeTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslilule, 218 N. Lee Street, Suite 312, Adrla, VA 22314. Tampa, FL 33610 Job . Truss Truss Type Qty Ply �THEWINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference o tional I..,J..,. 1.:,... 1.... Tk f,A on na•i 4.1 ] 7n14 Dino 1 L;harnoers I russ, mc., Fort Fierce, FL o. I4v s ar I Ic-I UO 1I�� AfcID:_kfiGCA6bx7j2Syl HDXFw7ye3X-UzXsfKXPRsV3I ,p,.m, f.z,.R.HT14B_kD89g. Qacyr5- z.-Yy.Q. i4 15-6-0 I 21-6-0 7.0.9.6-00 11-06--0 13-6-01-00 17-6-0 0 23.6-0 56-0 0 35-0.0 6-0 2 1-6-0•6-0-0 -6-2-0 -6-0 2-0 2.0.0 000 0-01100 Scale=1:62.4 4.00 12 4x4 = 5 15 58 17 56 12 59 3x6 55 9 20 60 22 3x6 54 8 5x12 % 4 6 x6 3x4 2,61 5x12 53 26 3 11 16 19 1 23 697 63 1 4 n 52 r 2829 m N u1 2 o iM O 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 0 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 - 32:0-3-8,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(L-) 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 FBC2017/TP12014 Matrix -MS Weight: 208 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 2=-565(LC 8), 3 28=-434(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=812(LC 1 28=626(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 1269(LC 8), 32=-1017(LC 8), 33=1825(LC 1), 32=1529(LC 1), FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shoe n. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=1129/710, 3-5= 441/520, 5-7= 436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514, 19-21=-382/412, 21-23- 382/412, 23-25=-382/41 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1604, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 1Ib-32=-772/745, 27-32=-1484/1044, 9-10= 463/453, 20-21=-462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLllt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip 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 nonconcurre 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the 9) Hanger(s) or other connection device(s) shall be provided sufficient to support 7-0-0, 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11- down and 206 lb up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb lb up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb d lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb dow 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 lb down at 25I 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 note L=3.Opsf; h=15ft; B=70ft; L=35fh eave=6ft; Cat. =1.60 Ot with any other live loads. 611 areas where a rectangle 3-6-0 tall by 2-0-0 wide Iithstanding 565 lb uplift at joint 2, 1269 lb uplift at purlin along the top and/or bottom chord. oncentrated load(s) 265 lb down and 381 lb up at -12, 158 lb down and 206 lb up at 13-0-12, 158 lb own and 2061b up at 17-11-4, 1581b down and 206 b up at 23-11-4, and 158 lb down and 206 lb up at wn and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 at 17-0-12, 69 lb down at 17-11-4, 69 lb down at 11-4, and 69 lb down at 27-11-4 on bottom chord. as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: March 22,2018 ` ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK EFERANCE PAGE Mll--7473 rev. 10/032015 BEFORE USE ' Design valid for use only with Mr[ekt9 connectors. This design Is based only upon param ters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design rameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/o chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury andproperfy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Irusses and truss systems, seeAN I/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- Suite. 312. AlexgnddcL VA 22,114. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11392 BHA BOSTON HIPob [HEWINDSORT13569666 Reference (optional) ,. I..,. TL.,, �.1�r rJn na•1 •1.1A 7niA Dann rJ Chambers Truss, Inc., Fort Pierce, FL 2Syl HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VowpbKzybOpfEMWOXzYQi3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29= 54 Concentrated Loads (lb) Vert: 35=-373(F) 30= 23(F) 42=-23(F) 43= 23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47= 23(F) 48=-23(F) 49— 23(F) 50=-23(F) 51= 23(F) 52=-169(F) 53=-116(F) 54=-118(F) 55= 118(F) 56=-118(F) 57= 118(F) 58— 118(F) 59=-118(F) 60=-118( )61=-118(F) 62=-118(F) 63=-118(F) © WARNING -Verify design parernerers and READ NOTES ON THIS AND INCLUDED MRE REFERANCE PAGE 11,1I1-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon par meters 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. &acing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing C KWIC is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPII 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. Al xandrla, VA 22314. Tempe, FL 33610 Job'. Truss Truss Type Qty Ply T13569669 M11392 GRA HIP 1 1 �THEWINDSQR Job Reference o tional cnamoers I russ, inc., rorr rrerce, rL 1.0-Q 7-0-0 1-1 7-0-0 5x8 MT18HS = 4.00 12 3 N1 2 6 3x4 = 15 2x3 II 3x5 I I 22 23 24 25 4 33 34 14 35 13 3x6 = 5xl2 = 14-11 ID:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-QMfcaHhsNyn7hAtSxBhRW iY_m?eChzGytu53wzzYQi2 -5-2 28-0-0 35-0-0 36-0-Q R-9 6-6-14 7-0-0 -0- Scale = 1:60.3 3x6 = 4x8 = 4x8 = 27 5 28 629 30 31 32 7 37 38 1239 11 40 41 10 3x4 = 4x6 = 2x3 11 3x5 = 35-0-0 LOADING (psf) SPACING- 2-0-0 CS1. I DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 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 FBC2017/TP12014 Matrix -MS Weight: 153 Ib 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 8) Max Grav 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 2-3=-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1 i BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13= 1710/1946, 10-12 8-10=-2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13= 3504/ 7-12= 940/731, 7-10= 489/690 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at mldpt 6-13 2 Rows at 1/3 pts 3-13 7-8=-2978/2565 6-12= 430/666, 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); 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 nonconcurre t 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 ithstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support oncentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down arld 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 2 -11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down Ind 3 lb up at 15-0-12, 63 Ito down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down And 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard I Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is (.used only upon para eters 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/ r chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury an property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeA SI/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, Suite 312, Me andda, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T13569669 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference o tional Chambers I russ, Inc., I-ort Fierce, rL o. iova mat i i cui o wu icn uiuuouiw, nn,. , ..y...- ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiY_m?eChzGytu53wzzYQi2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) Vert: 3— 147(B) 7=-147(B) 15= 452(B) 13— 40(B) 4=-90(B) 10= 452(B) 22=-90(B 23= 90(B) 24= 90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30= 90(B) 31=-90(B) 32= 90(B) 33=-40(B) 34=-40(B) 35= 40(B) 36=-40(B) 37= 40(B) 38=-40(B) 39=--40(B)40= 40(13)41=-40(B) A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon par meters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must veritythe applicability of cll iz building design. Bracing indicated Is to buckling of Individual truss web an parameters and properly Incorporate this design into the overall /or chord members orgy. Addifional 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see NSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component Safety Information available from Truss Plale Institute, 218 N. Lee Street, Suite 312, AJ rOandda, VA 22314. Tampa, FL 33610 Job' Truss Truss Type Qty Ply T13569670 M11392 J1 MONO TRUSS 8 1 �THEWINDSOR Job Reference (optional) cnamoers I russ, Inc., tort Tierce, rL 2 4.00 O. IJV D"" 1 I LV Io"I Ien,,,uu 11cam, II'.,¢Vc, ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-QMfcaHhsNyn7hAfSxBhRWiYAk7oOhCgytu53wzzYQi2 1-0-0 1-0-0 Scale = 1:6.1 3 3x4 = 1-0.0 4 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) -0.00 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 WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 5 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2= 140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s own. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=35ft eave=6fF Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;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 nonconcurr nt with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord i 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. X 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 M I EKREFERANCE PAGE M11-7473 rev. 10/03&015 BEFORE USE Design valid for use only with MlTekm connectors. This design is based only upon parameters shown, and Is for an Individual buading component, not -- ' a truss system. Before use, the building designer must verify the appllcabfllty of de gn parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web a d/or chord members only. Additional temporary and permanent tracing i�iTek' Is always required for stability and to prevent collapse with possible personal InJ and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inrss systems,'geANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Nexandrta. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job'. Truss Truss Type City Ply WINDSOR T13569671 M11392 J3 MONO TRUSS I 8 1 �THE Job Reference o tionai cnamoers i cuss, inc., ran tierce, rL a. i 0.. s rviai 1 1 eu 10 rvn 1 en uruusu ies, un rc. r u rvidr cc Ua: 10: ro cW ro rays 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-uYD?odiV8FvzJJEeVuCg3w5LNP6_af466YrcSPzYQi 1 1-0-0 3-0-0 �_n_n I a-n-n i 2 3x4 = 4.00 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11, 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 FBC2017ITP12014 Matrix -MP Scale = 1:9.4 3 4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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 NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft B=70ft L=35ft eave=6fF Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to -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 has been designed for a live load of 20.0psf on the bottom chord inII areas where a rectangle 3-6-0 tali 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 ithstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND WCLUDED MrrEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with Mlrek® connectors. This design is based only upon par�rmeters 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 a/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury qnd property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see NSI/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, Suite 312, Al)exandda. VA 22314. Tampa, FL 33610 Job' Truss Truss Type City Ply THE WINDSOR T13569672 M11392 J5 MONO TRUSS 8 1 Job Reference o tional l.namDers r Fuss, InC., tort tierce, rL -1-0-0 2 3x4 = 4.00 o. i uv a mat r r c� r o inr t en muuou tea, a ayc I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7d NcpKF96KFLCaA_szYQiO 5-0-0 r-n-n 8 3 4 Scale = 1:12.7 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP 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 pudins. 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 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 shq n. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; CDL=3.Opsf; h=15ft; B=70ft L=35fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2 6-0, Interior(1) 2-6-0 to 4-11-6 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 III 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 v�ithstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 EFERANCE PAGE MIh7473 rev. 10103/2015 BEFORE USE A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED METE��11, ° Design valid for use oNy with Miiek® connectors. This design is based only upon pareters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicablllty, , des(garameters and properly Incorporate this design Into the overall building design. Bracing IndMated Is to prevent buckling of indivkual truss web and chord membersoNy. Additional temporary and permanent bracing k' MOW is always required for stability and to prevent collapse with possible personal i.Juryo property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and muss systems, see" Si/TP11 9 lity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 218 N. Lee Street, Suite 312, Ale andria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply THE WINDSOR T13569673 M11392 J7 MONO TRUSS 24 1 Job Reference (optional) cnamvers i russ, inc., run rrerce, rL 8 9 4.00 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7d RbpO696KFLCaA_szYQio 7-0-0 7-0-0 3 4 Scale: 314'=1' LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud I 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 I Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 23 lb FT = 0% 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/Mechanical Max Harz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2= 211(LC 12), 4=-12(LC 12) 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 except when sl NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate g 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrel 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord.in 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 joint 2 and 12 lb uplift at joint 4. 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. CDL=3.Opsf; h=15ft 13=70ft; L=3511t; eave=6ft Cat. 3-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for r DOL=1.60 With any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide 153 lb uplift at joint 3, 211 lb uplift at Walter P. Finn PE No.22839 NliTek 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 MITE REFERANCE PAGE M&7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon par meters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appilcabillty of de Mg parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web a /or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury cad property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Al�xandrla, VA 22314. Tampa, FL 33610 Job'. Truss Truss Type Qty Ply �THEWINDSOR T13569674 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tional cnampers truss, Inc., rorr Nierce, rL 2 R 1 3x4 = 6-8-12 M I au s Mar 11 zu 10 rva r eK aruusuies, inc. i nu iviai ze ua: i s to eu i s raye i I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-gxLl Dljlgt9hYd01 cJE88LAgbCnNuW q PZSKjXlzYQi? 9-10-1 3-1-5 4 2.83 12 3x4 3 7 6 2x3 11 5 3x4 = Scale =1:20.6 6-8.12 13-1-5 r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 38 lb FT = 0% 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/Mechanical Max Harz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when TOP CHORD 2-3=-838/366 BOT CHORD 2-7= 487f798, 6-7= 487/798 WEBS 3-7=0/307, 3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrel 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In 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 v 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 a 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=0(F=27, B=27)-to-4=-133(F= 39, B=-39), 8=0(F=10, B=10; BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. h=15ft; B=70ft; L=35ft eave=6ft; Cat. OL=1.60 with any other live loads. areas where a rectangle 3-6-0 tall by 2-0-0 wide hstanding 131 lb uplift at joint 4, 262 lb uplift at front (F) or back (B). 15, B=-15) 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 MII-7473 rev. 10/032015 BEFORE USF- Design valid for use only with Mrfek® connectors. This design is based only upon par Imeters shown, and is for an individual building component not Before the building designer the design Incorporate this design Into the overall a truss system. use, must verity applicability of parameters and properly building design. Bracing Indicated is to prevent budding of Individual Truss web and/or chord members only. Additional temporary and permanent bracing M!Te k° is always required for stability and to prevent collapse With possible personal Injury arW 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 BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Algxandria, VA 22314. Tampa, FL 33610 e Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/16rr For 4 x 2 orientation, locate plates 0-1/141 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. 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, 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 ,K MiTek � 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 BCSL 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane 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. is a non-structural consideration and is the comber 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 out 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.