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TRUSS PAPERWORK
i ■riri� MiTek' RE:�! M11392 MiTek USA, Inc. I THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: Wynne Dev Corp Project Name: M11392A�� Lot/Block: Subdivision: Address: unknown City,, St. Lucie County State: FL Zfl'? 40e, County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7 Roof Load: 37.0 psf Floor Load: N/A psf This ackage includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet imy conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 j T13569660 a 3/22/18 2 T13569661 a1 3/22/18 3 T13569662 a2 3/22/18 4 T13569663 a3 3/22/18 5 T13569664 a4 3/22/18 6 T13569666 a5 3/22/18 7 T13569666 ata 3/22/18 8 T13569667 b 3/22/18 9 T13569668 bha 3/22118 10 T13569669 gra 3/22/18 11 T13569670 j1 3/22/18 12 T13569671 13 3/22/18 13 T13569672 15 3/22/18 14 T13569673 JJ7 3/22/18 15 T13569674 k 7 3/22/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based o� the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIITPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to I MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation o 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. No 22839 �-0; �O%: STATE OF •:�� f .,c,C O R, O P N_,`� Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 March 22,2018 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply THE WINDSOR < T13569660 M11,392 A HIP 1 1 Job Reference (optional) cnamoers I Fuss, Inc;, rorr Fierce, t-L 4.00 FIT I 14-11-0 2-1-2 4x8 = 2x3 11 2x3 4 26 5 D. i ov a ,mat 1 1— i o 1- 1 cn a iuumi ico, a— -. . y� ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYQiC 13 26-0-0 28-1-2 1 35-0.0 $6-04 3 5-9-3 2-1-2 6-10-14 -0-0 3x6 = 4x4 = 4X6 — 2x3 6 7 27 8 9 Scale=1:60.5 m m m 1 1D I6 O 3x4 = 3x4 = 3x6 _ axa = sxv = 3x6 = 3X4 3x5 = 20-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4I SP No.3 REACTIONS. (lb/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) M4x 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 2113— 639/108, 3-4=-396/0, 4-5— 967/776, 5-7=-967f/76, 7-8= 454/938, 8-9= 1009/1884, 9-10= 1265/2154 BOT CHORD 2117=0/652, 15-17=0/430, 14-15=-704/454, 12-14= 15861938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17=-272/451, 4-15=-1087/1002, 5-15= 336/386, 7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 In (loc) I/defl Ud 0.4212-23 >572 240 0.3712-23 >659 180 0.03 10 n/a n/a 35-0-0 PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 4-5-1 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.Ops1; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl.,IGCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL--1 �60 plate grip DOL=1.60 3) Provide adequ9te drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=235, 15=1439, 10=799. I Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert 6834 89D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIFEKREFERANCE PAGE MI1-7473 rev. 10103,2015 BEFORE USE. ' Design valid forluse only with MITekO 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 Bracing indicated is to buckling Individual truss web and/or chord members only. Addiltonal temporary and permanent bracing MOW building deslgn� prevent of 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, seeANS&VI► GualBy Cifleda, DSB-89 and BCSI BuIlding Component Tampa, FL 33610 Safefyinfoanafionavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply M11,392 Al SPECIAL 1 1ob [HEWINDSOT13669661 Reference o tional chambers I russ, Inci , tort Pierce, FL 8.6-0 6 4.00 12 5x6 = 2x3 11 4 21 5 15.1:51.0 s mar I I ZU 18 1Vll l UK II IUUOU Ieb, II IU. I I IU IVIQI ZG UV. I0-0 cv 10 rays I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-BdcDiCaDVBeO6nTjvol KfpgX?NVK4xWep?Q56?zYQiB 19-8-14 24-0-0 27-4-7 35-0-0 $6-0-Q 4-11-14 4-3-2 3-4-7 7-7-9 -0-0 3x4 = 5x6 = 6 22 7 Scale=1:61.3 13 12 3x6 = 3x5 = 5x8 MT18HS = &12 = 2.00 12 24-6-8 10-5-8 ICP 0 '` r IC, 0 LOADING (psf) ; SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 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/TPI2014 Matrix -MS Weight: 155 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x41 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 Ham 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213=-3209/2102, 3-4=-3006/2024, 4-5= 3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 718=-5324/3364, 8-9=-5751/3700 BOT CHORD 21 13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3113= 425/410, 4-13=-354/571, 4-12= 362/617, 5-12=-269/279, 6-12=-1034/712, 6111= 373/892, 7-11=-897/1523, 8-11� 404/435 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft L=35ft eave=5ft; Cat. Il; Exp C; EncL,,GCpj=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 MI 20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss haslbeen 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 he bottom chord and any other members. 7) Bearing at Joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 9=825. I 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 M11-7473 rev. 1010312015 BEFORE USE. Design vald for Use only with MlTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate ]his design Into the overall building design. I Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualityCr6eda, DSO-89 and SCSI Buld/ng Component 6904 Parke East Blvd. Safety/nfo/maRorlavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR I T13569662 M11392 A2 SPECIAL 1 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8A 30 s Mar i T zui 8 iva i ex inausuies, inc. i nu ividr cc 0e: 1 o:vr cv 18 rage ID:_MiGCA6bx7j2Sy1 HDXFw7ye3KX-fpAbvYbrGUmFjx2vTVYZBODhBnrxpNMn2f9eeRzYQiA 1-0- 8-6.0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- -0- 8-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 -0- Scale=1:61.3 4.00 F12 5x6 = 3x4 = 5x8 = 4 21 5 22 6 12 3x4 = _ M= I 5x8 2.00 F12 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.26 TO 0.66 Vert(ILL) 0.72 10 >585 240 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10-19 >447 180 BOLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS LUMBER- IBRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4I' SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=134910-8-0 Ma�xHarz 2=136(LC 11) Max Uplift 2= 825(LC 12), 8=-825(LC 12) 1 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=-3379/2225, 6-7=-5242/3250, 718= 5759/3665 BOTCHORD 2113=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 10-11=-1990/3441, 8.10— 3410/5485 WEBS 3rr13= 420/418, 4-13=-427/688, 4-12=-337/551, 5-12= 777/605, 5-11=-465/925, 6}11=-391/277, 6-1 0=-1 318/2268, 7-10=-503/530 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 20% Structural wood sheathing directly applied or 2-6-15 oc purlins. 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=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 nonconcurrent with any other live loads. 6) ` This truss haslbeen designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of 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, 8=825. Walter P. Finn PE No.22636 MTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 0 WARMNG -Verity design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design Vatld to se ohiy with MlTefi.� cohhectors. ihis design is based ohly upon parameteis shown, and is for an Individual building component, not a truss system. building design. fore use, the building designer must verity the applicabllliy of design parameters and properly Incorporate this design Into the overall &acing Indicated is io buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required prevent for stability and To prevent collapse with possible personal InJury and property damage. For general guidance regarding the storage, delivery, erectton antl bracing of Trusses and truss systems, seeANSU►PlI OuaIIlyCrtledo, DSB-89 and BCSI BuBdhW Component 6904 Parke East Blvd.fabrication, Safety fnformafAonavallabte from Truss Plate Inst tote, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR ' T13569663 M11,392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. Thu Mar 22 09:1 "3:06 2018 rage 1 ID-kfiGCA6bx7j2Sy1 HDXFw7ye3KX-70kz6ucT1ou6L5d61 D3okEmtrABCYrBwGJvBAtzYQi9 1-0- 8-6-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 6-0- 0- 8-6-0 6-6-0 5-0-0 4-6-8 2-9-15 7-7-9 0- Scale = 1:62.3 3x5 = 4.00 12 SX6 = 14 13 2x3 I I 5x6 = 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 [nor YES BCDL 10.0 Code F802017lrP12014 4x5 = 2.00 F12 20-0-0 CSI. DEFL. in (loc) I/defl Ud TC 0.60 Vert(LL) 0.73 11 >572 240 BC 0.95 Vert(CT) -0.9711-20 >432 180 WB 0.83 Horz(CT) 0.36 9 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4, SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4. SP No.3 WEBS REACTIONS. (Ib/size) 2=1349/0-8-0, 9=134910-8-0 Max Horz 2= 155(LC 10) Mdx Uplift 2=-825(LC 12), 9= 825(LC 12) FORCES. (lb) - Miex. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2}I4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8T9� 5720/3554 BOT CHORD 2-14= 1817/3048, 13-14=-1817/3048, 12-13= 1258/2274, 11-12=-2935/5103, 9-' l 1= 3302t5445 WEBS 414=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12=-2727/1643, 7i11= 1072/1939, 8-11=-390/391 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160lb FT=20% Structural wood sheathing directly applied or 2-6-15 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing- 1 Row at midpt 7-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl.,1GCpi=o.18; MIN FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide 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 haslbeen designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 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. 1cp C? 0 Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6834 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 Mll-7473 rev. 101032015 BEFORE USE. " Design valid for use only with MITek-0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. ,More use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into The overall building design.) Bracing Indicated is to 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 systems, seeANSI/IPII CuafgyCf@efla, DSB-89 and BCSI BuRdhig Component 6904 Parke East Blvd. Safetv fntormatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR � T13569664 M11392 A4 SPECIAL 1 1 Job Reference (optional) n n.., nn nn.�a•nn nn�o o�,.e i Chambers Truss, Inc., Fort Pierce, FL o. ! ou a rvrar " �"' o ,v" , an " "'" '"" " ' ' ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-bC1LKEc6o61zzFClawa1 HR12naXQHF54VyeliJzYQi8 1-0- 8-6-0 14-9-0 17-0-0 8-0 24-6-8 27-4-7 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 0-0 Scale = 1:62.3 4.00 12 5x6 = 4x6 = �x3 II 6 7 16 15 3x12 2x3 I 5x8 = 3x12 = 3x5 = 2.00 12 14-9-0 10-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 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 FB02017ITP12014 Matrix -MS Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 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 8-14 REACTIONS. (Ili/size) 2=134910-8-0, 11=1349/0-8-0 M x Horz 2=-175(LC 10) M� Uplift 2= 825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3253/1989, 3-5=-2435/1560, 5-6= 2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10— 5361/3228, 10-11=-5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15— 1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS �1-16=0/334, 3-15=-882/614, 5-15— 238/254, 7-14=-163/427, 6-14=809/604, 6-15=-315/409, 8-14= 3146/1901, 8-13=-1034/1946, 10-13=-343/333 NOTES- 1) Unbalanced Topf 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=3511; eave=5ft; Cat. II; Exp C; Encl.: GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 7) Bearing at joinii(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=825, 11=8281. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: hAnrrh 90 oniR ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE Design valid fol Use only with tVtlTekO connectors. This design Is based only upon parameters shown, and is for on Individual building component not a truss system. before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buckling Individual truss chord members only. Additional temporary and permanent bracing MiTek' building design Bracing Indicated is to prevent of web and/or 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, seeANSIPPll GuamyCrl DSB-89 and BCSI BuBding Component Safety InformgNonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569665 M1 1392 A5 SPECIAL 16 1 Job Reference (optional) Chambers I fuss, Inc., Fort Pierce, I-L ts.l ou s iviar 11 zul is Ivii i eK Inuusereb, inc. i nu rvias ze ua: i a: 1 W zV r o raye r ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_tBOm_DkcOIFmzYQi7 o- 8-6-0 14-9-0 17-6-0 24-6-8 21 L 35-0-0 6-0- -0- 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 -0-0 �1 6 4.00 12 6x8 11 Scale = 1:60.3 2x3 II 5x10 = 3x12 = 3x5 = 2.00 12 1 N n Im 0 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 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 ISO MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x¢ SP M 31 'Except` TOP CHORD 1 4,8-11: 2x4 SP M 30 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS WEBS 2xJ SP No.3 `Except` 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lbJsize) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2=-179(LC 10) M i 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 913= 3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7= 5452/3624, 7-9=-5398/3482, 9 10=-5732/3689 BOT CHORD 21 14=-1865/3040, 13-14— 1865/3040, 12-13=-1223/2137, 10-12= 3431/5459 WEBS 3, 14=0/303, 3-13= 861/619, 5-13=-216/264, 6-13=-300/527, 6-12=-2247/3526, 7,-12=-323/388, 9-12=-321/306 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-12 NOTES- I 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=3511; eave=5f; Cat. II; Exp C; Encl.,!GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are M�f20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joints) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechahcal connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=825,10=825, Walter P. Finn PE No.22839 LI!Tek USA, Inc. FL Cori 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Ml1.7473 rev- 10/032015 BEFORE USE. Design valid for use only with MITekO conhectots. This design Is based only upon parameters shown, and Is for on Individual building component, riot a truss system, fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslgn�&acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWIs 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, seeANWWII CualflyCr6eda, DSB-89 and BCS/ Bugding Component 6904 Parke East Blvd. Safelyfnformationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR ' T13569666 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s Mar 11 zut 8 MI I ex industries, inc. I nu Naar zz ua:i 3:1 i 20i c rage i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-XbQ6lveMKjHhCYMgiLcVMsOOIOH6IFeNyG7rnCzYQi6 r1-0-q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 �60— f 0-0 8-4-0 4-7-0 4-7.0 4-7-0 4-7-0 8-4-0 0-0' 4.00 12 4x4 = Scale=1:59.5 17 '" 15 -- -' 14 1z 3x6 — 2x3 11 4x6 = 3x8 = 2x3 11 3x6 = 3x8 = 4x6 = 22-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 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 ` 1 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MS Weight: 166 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2A SP No.3 REACTIONS. (Iblsize) 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 shown. TOP CHORD 2 3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7= 2= 2 801/1739, 7-9807/1637, 9 10� 3404/1963 BOT CHORD 2L 17= 1724/3188, 15-17=-1724/3188, 14-15= 966/2053, 12-14=-1739/3168, 10-12=-1739/3188 WEBS 6114= 560/968, 9-14=-681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C- - for members and forces ifr MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unitiload placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss hasi been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mech ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design valid for se only with MITeM connectors. This design is based only Upon parameters shown, and Is for an individual binding component, hot a truss system. Eibfore building design. use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always required prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Gua1ByCt"da, DS"9 and BC91 BORdtng Component 6904 Parke East BNd. Safety Infonoationavailabte from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, AJexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply i T13569667 M11.392 B COMMON 2 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort coerce, FL o.logy o r�ra. 1 ! �u!u .. . uo.1 , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-?n_UyFf_41 PYgixtG28ku4wc?ohOUiFW BwtPJezYQi5 t 0 q 8-3-5 14-0-0 17-6-0 21-0.0 26-8-11 35-0-0 .6-0- 1-0�� 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 6 4.00 12 3x6 = 3x4 — j 2x3 13x6 = 3x4 = 3x4 = 3x6 = 2x3 11 3x4 = 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 1 'n Io 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 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 `, Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 149lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x¢ SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2xd` SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 179(LC 10) M" Uplift 211 uplift 100 lb or less at joint(s) except 2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(LC 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 I 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-110; 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; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-� for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechaical 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 Ib uplift at joint 10. Walter P. Finn PE No.22839 Miiek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 33610 Date: KA.---, - n^44 A WARNING - Ver(ty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 component, not a truss system. �efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, &acing 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 systems, seeANSUWII QualifyCdlerla, DSB-89 and SCSI BuUdbig Component 6904 Parke East Blvd. Safety lnfannaHonovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13569668 M11392 BHA BOSTON HIP 1 �THEWINDSOR 1 Job Reference (optional) o 4�n near r onto h .. 4.00 F12 4x4 = 57 15 58 17 56 12 59 3x6 % 55 9 20 3x6 60 22 5x12 % 6 54 g 3X6 = 3x4 240 5x12 53 4 26 3 11 16 19 1 23 6g/ ® 63 14 52 r ryyj N 1 I 2, 28 29 n N I II? 42 43 34 44 45 46 47 48 49 31 50 51 35 33 32 30 3x6 = 6x8 = 6x8 = 3x6 = 3x4 = 3x4 21-0-0 7-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 208lb FT=0% LUMBER- I BRACING - TOP CHORD 2x41 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puriins. BOT CHORD 2x4!SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. WEBS 2X4ISPNo.3 WEBS 1 Row atmidpt 3-33,27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (lb) - Ma!x Horz 2=179(LC 7) Mail Uplift All uplift 100 lb or less at joint(s) except 2= 565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8), 1 28= 434(LC 8) Male Grav All reactions 250 lb or less at joint(s) except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28= 11291710, 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, 1-19=-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 3235=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32= 772f745, 27-32=-1484/1044, 9-10=-463/453, 20-21= 462/454 NOTES- I 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=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 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 te bottom chord and any other members. 7) Provide mechat ical 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 otter connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206 Ib up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 Ib up at 13-0-12, 158 lb down and 206 Ili up at 15-0-12, 158 lb down and 206 lb up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-11- , 158 lb down and 206 lb up at 21-11-4, 158 lb down and 206 lb up at 23-11-4, and 158 lb down and 206 lb up at `} Walter P. Finn PE No.22839 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 ib down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 MiTek USA, Inc. FL Cart 6634 Ib 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 6904Parke East Blvd. Tampa FL 33610 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. Date: The design/seleIction 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). March 22,2018 Q WARNING - Vefify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design valid for Use only with PAiTelob connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. building design. fore use, the buildiff ing designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required fabrication, storage, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSU1Pil GualByCrBefb, DSB-89 and SCSI BuIldfag Component 6904 Parke East Blvd. Safety Informa/lolpvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR ' T13569668 M11392 BHA BOSTON HIP 1 1 Job Reference (optional Chambers I cuss, Inc., I-ort Fierce, FL U.IJU `u IVIQI I 1 4U IU IVII I— IIIUUJII—, II IV. Ilu iuyc ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-y95ENxgEcefG304FNTAC_VOwpbKzybOpfEMWOXzYQi3 LOAD CASE(S) Standard 1) Dead + Roof Livef (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=-118(F) 54--118(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-11 B(F) 59=-118(F) 60=-118(F) 61=-118(F) 62= 118(F) 63= 118(F) I ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE " Design vaild for S1se only with MITekrV connectors. This design Is based only upon parameters shown, and Is for ati Individual building component, riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building designf 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, storgge, delivery, erection and bracing of trusses and truss systems, seeANSWil CualEyCrlleda, DSB-89 and BCSI Building Component safety lntotrllatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11392 GRA HIP 1 1ob [HEWINDSORT13569669 Reference o tional chambers Truss, Inc., 1 0-0 4.00 FIT ' N7. tll O t-on vierce, r-L 0 14-11- 0 7-11-I 5x8 MT18HS = 3 22 23 712Sy1 H DXFw7ye3KX-QMfcaHhsNyn7hAfSxBh RW iY_m?eChzGytu53w7uYQi2 6-6-2 3x5 II 3x6 = 4x8 = 24 25 4 26 27 5 28 629 30 31 32 4x8 = 7 Scale = 1:60.3 15 33 34 14 35 13 36 37 38 1z39 11 40 41 1V 3x4 = 2x3 11 3x6 = 5x12 = 3x4 = 4x6 = 2x3 11 3x5 = 7-0-0 14-11-0 21-5-2 26 04 7-0-0 7-11-0 6-6-2 -6-1 Plate Offsets (X Y)F- [3:0-5-4 0-2-8] [6:0-3-8 0-2-01 [7:0-5-4 0-2-4] [13:0-2-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 BCLL 0.0 ' Rep Stress Incr NO W B 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -.MS LUMBER- BRACING - TOP CHORD 2x SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 443: 2x6 SP No.2 REACTIONS. (Ib%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 shown. TOP CHORD 2-3=-15341729, 3-4= 1052/1347, 4-6= 1052/1347, 6-7= 1946/1834, 7-8= 297812565 BOT CHORD Zi 15= 586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 81-10=-2329/2789 WEBS 3 15=-159/733, 3-13= 2917/1869, 4-13= 848/801, 6-13=-3504/3050, 6-12=-430/666, 7�12=-9401731, 7-10= 489/690 7-0-0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 153 lb FT = 20% Structural wood sheathing directly applied or 3-9-5 oc puffins. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl.,IGCpi=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 MIIF20 plates unless otherwise indicated. 5) This truss has tleen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or ot�er connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17 -11-4, 90 ib 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 23-11-4, and 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb up at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 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 CA, SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Walter P. Finn PE No.12839 MiTek USA, Inc. Fl. Cert 6834 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 Mll-7473 rev. 1010312015 BEFORE USE Design valid for bse only with MITe'k8 connectors. This design is based only upon parameters shown, and is for an Individual bu"sding 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 deslgn.l 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 fabrication, storpge, delivery, erection and bracing of trusses and truss systems, seeANSVMII CuaBfy CrRedo, DS849 and BCSI80dhrg Component 6904 Parke East Blvd. Safety lntonnatlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THE WINDSOR T13569669 M1 %392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Ind., Fort Pierce, FL a. i au s 1viai r r cu l o ivu l en a luum ems, 5s'. u ar ; : , ,-y,- LOAD CASES) StLdard I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-QMfcaHhsNyn7hAfSxBh RW iY_m?eChzGytu53wzzYQi2 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19= 20 Concentrated Loads (lb) Vert. 3= 147(12i) 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(6) 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) I ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFEAANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek-1 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. tore use, the building designer must verify the applicability of design parameters 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' bullding design. prevent of 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, seeANSUIPII Qua/OyCrtleda, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety (ntoRnotbrravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply M11.392 J1 MONO TRUSS 8 1b EEWINDSORT13569670 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar i i 2018 Mi I ek industries, Inc. Thu Martz 09. r o:1 o 20 i o rage I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-QMfcaH hsNyn7hAfSxBhR W iYAk?oOhCgytu53wzzYQi2 -1-0.0 1-0-0 • 1-0-0 1-0-0 Scale = 1:6.1 3x4 = i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 5lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Mak Uplift 3=-4(LC 9), 2— 140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL�1.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has ,been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at joint 2, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE M11.7473 rev. 10/0=015 BEFORE USE. Design valid for Ilse only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system, building design. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required prevent 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, seeANS1/1p11 GualBy Crderla, DS"9 and BCSI Bunding Component 6904 Parke Easf Blvd. Tampa, FL 33610 Satety/nformufAonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply THE WINDSOR • T13569671 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uYD?odiVBFvzJJEeVuCg3w5LNP6_Qf466YrcSPzYQi1 -1-0-0 3-0-0 3x4 = Scale = 1:9.4 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 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 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight:11 lb FT=0% LUMBER- IBRACING- TOP CHORD 2x� SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purfins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical M x 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. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vutt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; EncI.,1GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has Been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss hash been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 147 lb uplift at joint 2 and 4 lb uplift at joint 4. I Walter P. Finn PE No.22639 MITek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0=15 BEFORE USE. Design valld for use only with MiTekb connectors. This design Is based only upon parameters shown, and Is for an Individual bufiding component, riot a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn.l 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 fabricaflom storage, delivery, erection and bracing of trusses and truss systems, seeANSWII QuatCyCiderb, DSB.49 and BCSI Bugdfng Component 6904 Parke East Blvd. Safety Informatlonovailable 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 I J5 MONO TRUSS 8 1 i Job Reference o tional Chambers I russ, Inc., tort Fierce, 1--l- 1-0-0 3x4 = ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNcpKF96KFLCaA_szYQiO 5-0-0 1 Scale = 1:12.7 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 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: 17lb FT = 0 LUMBER- IBRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lbI 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) Mx 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: ASCE 7-h0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=70ft; L=35ft eave=6ft Cat. 11; Exp C; Encl.,1 GCpj=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb Liplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 99 901A ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITSK REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for Use only with MiTekb connectors. This design is based only upon parameters shown, and Is for an EndE ,dual 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 M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 CuaOty CtBerld DSB-89 and BCSI BuOding Component 6904 Parke East Btvd. Safety rnformallorgvailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THEWINDSOR T13569673 M11392 I J7 MONO TRUSS 24 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Thu Mar 22 09:13:11 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dRbpO6g6KFLCaA_szYQiO -1-0-0 7-0-0 1-0-0 7-0-0 3x4 = Scale: 3/4°=1' 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress [net YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 23lb FT=0% LUMBER- BRACING - TOP CHORD 2x� SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ibsize) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanicai Max Horz 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 shown. NOTES- 1) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: nnnrrh 00 7111A ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 10/03,2015 BEFORE USE. Design vaild forjuse only with Wflek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not �� a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design�Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity 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, se0ANWW11 AualCyCrBedo, DSB-89 and BCS1 Buddkg Component 6904 Parke East Blvd. Safety lntarmaflonnvoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T13569674 M11392 �K,17 MONO TRUSS 4 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL ou veal i i �v i .. w i. Uol u ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-gxLlDljlgt9hYdOlcJE88LAgbCnNuWgPZsKjXlzYQi? -1-5-0 8_8_1P 9-10-1 • 1_5_0 6-8-12 3-1-5 Scale = 1:20.6 '— 3x4= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 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 FBC2017/TPI2014 Matrix -MS Weight: 381b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ibl/size) 4=127/Mechanical, 2=379/0-11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7�10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; 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 bearing plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 jib uplift at joint 5. 6) In the LOAD C A SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 210(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-to-5— 49(F=-15, B=-15) Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. � Design void for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall buliding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with. possible personal Injury and property damage. For general guidance regarding the East 6904 ParkeEast Blvd. fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMII Quality Cl8eft DSB-89 and SCSI Bufldhxg Component Safety ►nfaaaat6n3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tam P a, Symbols PLATE LOCATION AND ORIENTATION 31 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1rrA' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location detar7s available in MiTek20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or 1 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/TPII-:--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 dimensions shown in ff-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 CLI U a- O JOINTS ARE GENERALLY NUMBEREDAETTERED 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 M!Tek° MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 ® General Safety Nantes Failure to Follow Could Cause Properly 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 I Wo at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff, 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.-Reviewingpictures-alone-- is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.