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TRUSS PAPPERWORK
RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 Lot/Block: Model: 71 Canton 3 Bedroom Rear Porch Address: unknown Subdivision: City: St. Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686490 a 4/3/2019 2 T16686491 al 4/3/2019 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 him 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 i3 4/3/2019 13 T16686502 j5 4/3/2019 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certifcation that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek 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 ANSIfTPI 1, Chapter 2. L ECEIVED CT 0 4 2019 e County, Per REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY S®CC %�P� GENSF. & - :J No 22839 :9 STATE of : �/�_ IijilONAL %%% Walter P. Finn PE 022839 MiTek USA, Inc. H. Cert 6634 M. Parks East Blvd. Tampa R.33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Ply WINDSOR T1666fi490 M11392 A HIP �Oty 1 1 [HE oh Reference (optional) l:hampers i russ, Inc., FOn Pierce, FL a.Z4US UeC 6 ZUl 6 MI I eK mousmeS, Inc. VV eU npr o 1U: LCu 14U IV 4.0012 4x8 2x3 II 3x6 = 4x4 = Ova \ 4 26 5 6 ] 27 4xB = 2x3 B 9 Seale =1:60.5 10 11 3x4 = 3.4 = 3x6 = 6x8 = 3x4 = 3vG= 3x4 = 3x5 9-H 14.11-0 20-2-13 F 26-0.o 35-0.0 Plate Offsets KY)- f2'0-0-14Edge1 f4:0-5-40-2-01 (8:0-5-40-2-01 [10:0-0-6Edae) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.3712-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 HordCT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 161 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 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) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gras, 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-639/108, 3-4_ 396/0, 4-5>967/776, 5-7=967//76, 7-8=-454/938, e-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461, 4-17= 272/451,4-15=-1087/1002,5-15=-336/386, 7-14=-766/399, 8-14=-580/997,8-12=-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=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-0-0, Extenor(2) 9-0-0 to 13-11-6, Interior(l) 13-11-6 to 26-0-0. Exterior(2)26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-" zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint 2, 1439 Ib uplift at joint 15 and 7991h uplift at joint 10. WalterP. Finn PE No.22939 MTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 0 WARNING- Vedly de95n paramer da add READ NOTES ON T N/S AND INCLUDED MNEK REFERANCE PAGE MO.74za sev. 10,03,201S BEFORE USE • Design valld for use only with MBek® connectors. Tina design Is based only upon parameters shown, and Is for on Indivaual bulltling component, not a truss system. Before use, rule building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building 0eslgn. Bracing indicated is buckling individual muss web Addlllonal temporary and permanent bracing M!Tek' to prevent of and/or chord members only. Is always required for alacrity and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fobricomon, storage: delveiy. erection and bracing of musses and truss systems. seeANSV1Pl1 CYolffy CIIMdo, DSB49 and 3=1 folding Component 69N Parke East Blvd. Tampa, FL W61 0 Soby bloenplbnwailoble mom Truss Plate Ins6fute. 218 N. Lee Sheet Sure 312. Alexandria, VA 22314. Joh Truss Truss Type Cry Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., .Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Inc. Wed Apr 310:18:44 4.00 12 pxR A 5.6 = 2x3 II 21 5 3x4 = 6 22 5x8 MT78HS = Scale = 1:61.3 13 12 3x6 = 3x5 = 5.8 MT18HS= 3z12 = 2.00 12 I 10-0-0 149-D 246-8 I 35-0-0 1 OHM 4-9-0 49.8 in-S.R Plate Offsets(XY)-- 12:0-0-2Edgel [7:0-4-00-2-31 [9:0-1d5Edge1 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.91 Vert(CT) -1.2111-12 >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/rP12014 Matrix -MS Weight: 155 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purfins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8.0, 9=1349/0-8-0 Max Hoe 2=-117(LC 10) Max Uplift 2=-825(LC 12),.9=-825(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13— 1591/2657, 11-12— 2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-1034!/12, 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; BCDL=3.Opsf; h=15tt; B=701t; L=35fl; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS(directional) and C-C Exterl -1-0-0 to 2-6-0, Intedor(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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0.Oaf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825lb uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Ire. FL Cart 6634 6934 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING-Vedrydealgnparametersand READNOTES ON MMMDINCLUDEDMD REPERANCEPAGEM474n5 v. 10=4?0158PORE USE valid for use only with Mrek0 connectors. Thls design b based orryupon parameters shown, and Is for an Individual building component, not Nil'Design a muss system. Before use, the building designer mustvedfy me applloab9lty, of design parameters and properly Incorporate ihb design Into Me overall building design, Broang Indicated is to prevent bucking of IndMtlual truss web and/or chord members only. Additional temporary and permanent bracing M1T®k• Is always required for stabalty and to prevent collapse win possible personal Injury and property damage. For general guldonce regarding me tabdcation, storage: delbery, erection and bracing of muses and truss systems. seeANSVrpll Quality Cmnp. VSS419 and SCSI Building Component 6904 Parke East BNtl. Safety Infotmatbrpvollabie from Truss Rate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type CityPly THE WINDSOR T16686492 M11392 A2 SPECIAL 1 1 Job Reference o lional Chambers 1 mss, Inc., FOrt Pierce, FL 6 d a.L%US Vea a CU Ia MI I ex lflUUMnUS, IIV. VV UU nVl 0 1 - 10— -- Scale = 1:61.3 5x6 = 3.4 = 5.8 = 4 21 5 22 6 - 12 3x4 = 5x8 = 3x12 = 3x6 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017lrP12014 CSI. TC 0.66 'BC 0.95 WB 0.86 Matnx-MS DEFL. in (loc) Well Ud Vert(L) 0.72 10 >585 240 Vert(CT) -0.94 10-19 >447 180 Horz(CT) 0.34 8 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 2"1190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1349/0-B-0, 8=1349/0-8-0 Max Hoa 2=136(LC 11) 'Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (Ib) - 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, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-155212629, 10-11=-1990/3441, 8-10= 3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 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; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=151p B=70fl; L=35N; eaves51pLat. II; Eim C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-" to 2-6-0, Interior(l) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a -rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using 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 825 lb uplift at joint 2 and 825 lb uplift at joint B. Walter P. Finn PE No.22839 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd, Tampa FL 33510 Date: April 3,2019 O WARNING -Verity dealgnparameters and READ NOTES ON THIS AND INCLUDED sfT REFERANCE PAGE M147473 M. fNtsveal5 BEFORE USE Design valld for use only with Mrek® connectors. Me design Is based only upon parameters shown, and Is for on indivdual banding component, not a truss system. Before use, the building designer mug verify Me applicability of design parameters and properly Incorporate this design Wo Me overoll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage, deWory. election and bracing of 1ra$$es and truss systems seeANSWIl Qualky Chub, DS349 and BCSI Bidding Component Safety Infomiatbrrnallabie from Truss Plate Insfitute, 218 N. Lee Sfreet State 31Z Alexandria, VA 22314. fi904 Parke Earl Blvd. Tam 9. ParkeEast B D33610 Jab Truss Train Type City T16686493 =Reference M11392 A3 SPECIAL 1 a1) ChambersTruss, Inc., Fort Pierce, FL a d 4.00 12 5x6 = US = 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:18:46 2019 Seale=1:62.3 14 13 3x5 = 2x3 II 5x6 = 3x12 = 2.00 12 e-fi-0 F 14-9-0 I 20.0.0 i 246-8 I 360.0 a fi�-0 5-3-0 4.6-8 10.5-8 01' Ir d .Plate Offsets (X Y)-- [2:0-1-6 Edge] 13:0-3-0 Edgel [8:0-3-003-41 [9:0-1-15 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl 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) -0.9711-20 >432 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.36 9 n/a rJa BCDL 10.0 Code FBC20177rP12014 Matdx-MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 Ste M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 Ste No.3 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. WEBS IRow at midpt 7-12 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2= 825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4— 3256/2031,4-5= 2426/1588,5-6=-2680/1790,6-7=-2829/1832,7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14— 1817/3048, 12-13— 1258/2274, 11-12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=897/636, 5-12=316/661, 6-12— 317/616, 7-12= 2727/1643, 7-11— 1072/1939, 8-11= 390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(i) 2-6-0 to 36-0-0 zone;C-C for members and farces & 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 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 825,lb uplift at joint 2 and 8251b uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,& WARNING -Vol y 4eslgnparemefers and READ NOTES ON THSANDINCLUDED AVFEKBEFEBANCEPAGENIF]4]J rev, fa=2015 BEFORE USE ' Design valid for use only with MTek® connectors. This design Is based onlyupon parametersshown, and later an IndMtluai building component, not a russ system. Before use, the buliding designer must verity the oppllcablliy of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent buckling ofh ivitlualtnsslwebontl/or chord members only. Addalonaltemporaryonci ermonentbracing Is always required for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fabecotim storage. delivery, erection and bracing of trusses and truss systems. seeANSVIPII Qua'Criteria, D5549 and SCSI Retail Component SSiInformatbmvollable from Truss Plate Institute, 218 N. Lee Street. State 312. Alexandria. VA 22 H 14. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply THE WINDSOR T16686494 M 11392 A4 SPECIAL 1 1 Job Reference (opt onaq 8.240 s Dec 6 2018 MiTek Inc. Wed Apr 310:18:472019 Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5x6 = 4x6 = 2.3 II 6 7 Scale=1:62.3 16 1s 6x10 2.3 11 5x8 = 3x12 = 3x5 = 2.00 12 8-&0 14.9-0 18-0.0 24-6-8 35-0-0 &6-0 63-0 3.3A 6-6-e 10-5-8 -- Plate Offsets (X Y)-. f2'0-1-6 Edgel f9:0-3-0 Edgel f11.0-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well 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 7.6 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 FBC2017/TP12014 Matdx-MS Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.6-14 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 WEBS 1 Row at midpt 8-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 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=-2920/5164, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14=-163/427, 6-14=-309/604, 6-15=-315/409,8-14=-3146/1901,8-13=-1034/1946,10-13=-343/333 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=15ff; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directionaq and C-C Exterior(2) -1-0-o to 2-6-0, Imedor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 lost bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using 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 825 lb uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 E90d Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type CRY Ply THE WINDSOR T16686495 M11392 A5 SPECIAL 16 1 Job Reference (optional) 8.240 S UeC 52018 MiTek J 1u: Chambers Truss, Inc., Fort Pierce, FL ail d 5.8 MT18HS 11 4.00 12 Scale =1:60.3 14 13 3x5 = 2x3 II 5x10 = 3,12 2.00 12 8-6-0 14-9.0 24-6-8 35.0-0 m 1 n ^ f 0 8.6-0 6.3.0 9-9-8 10-5-8 Plate Offsets (X Y)— (2:0-1-6 Edael I8:0-3-0Edael f10:0-1-15 Edael LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.81 Ved(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 >329 180 MT18H5 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 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 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-4.8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3 *Except* 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=134910-8-0 Max Hors 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 2-3=-3247/2112,3-5=-2449/1679,5-6=-2397/1763,6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303,3-13=-861/619,5-13=-216/264,6-13=.300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VaI1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; B=7011; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Intedor(1) 21-0-0 to 36-0-0 zone;C-C formembers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 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= 10.0psf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 825 lb uplift at joint 10. Walter P. Finn PE No.22839 fill risk USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING-Vedtydeslgaperva harsend BEAD NOTES ON MMANDWCLUOWMREKREFERANCEPAGEMb74 .x. iGN32015BEFOREUSE Design yard for use only with MnelkV connectors. This design Is based aNy 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 Me overall buflding design. Bracing Indicated is to buckling of lndMduol tms web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for sfablllty, and to prevent collapse with possIble personal Injury and property damage. Fw general guidance regarding the fabrication. storage, delivery, erection antl bracing of truces and truss systems, saeANSURkily iI QuaCMnko, DS849 and BC51 Budding Component Parke 6904 Parke East East Blvd. Safety mtormallonwallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tempe, O Joh Truss Truss Type Ply THE WINDSOR T1668fi496 M11392 ATA COMMON �Oty 5 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:49 2019 Page 1 ID _kfiGCA6bx712Syl HDXFw7ye3KX-YF1N29y84bgHpzCmlGv1 mDc6jCfJOT9uIXUrfSzUSca rt-0.9 8-4-0 I 12-01-0 17-6-0 22-1-0 26A 35-0-0 36.0-0 1-0.0 B-4-0 4-7-0 - 4-7-0 4-]-0'- 4-7-0 8-40 - 1-0.0 4.00 12 4x5 = Scale = 1:59.5 m d 17 .- 15 "' 14 ` 12 3.6 = 2x3 II 4xB = 3.8 = 2.3 II axe = 3xB = 4x6 = 12-11-0 22-1-0 2fi-8.0 35-0.0 8<-0 4-]-0 9-2-0 4-7-0 84-0 Plate Offsets KY)- f2:0-0-2 Edgel f10:0-0-2 Edgel LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Onto DOL 1.25 TC 0.59 Vert(-L) 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 W B 0.59 Hors(CT) 0.13 10 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1661b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. 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. (Ib) -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=-2801/1739; 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17= 1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 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=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Eta C; Encl., GCpt=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, Intedor(1) 21-0-0 to 36-M zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed an 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 pal bottom chord live load nonconcument 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 = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7751b uplift at joint 2 and 775 lb uplift at joint 10. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cad 6634 SON Parka East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Vellfydesfga Perzmetera BndREADNOTES OMMMANDLVCLUDEDMI KREF£RANCEPAGEM474]3rev. 1W0.2¢0159EFOREUSE valid far use only wim MiTek® connectors. ruts design Is based only upon parameters shown, and Is for an Individual building component, not wit a truss system. Before use, the building designer must verify fine opplicabillty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNidual truss web and/or chord members only. AddBlonal temporary and permanent brol MiTek' Is always required for stability and to prevent collapse with posvble personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSUIPl1 Quality Creedal DSB49 and SCSI Building Component 6904 Pare East Blvd. Safety Infonnalarpvaiiable from Truss Note Insflfute. 218 N. Lee street, Sure 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply B COMMON �Qiry 2 1b FEWINDSORT76686497 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 3 10:18:51 2019 Pagel 40012 3x6= Scale = 1:59.3 I t2 IA 3x4 = W 11 3x6 _ 3x4 = &4 = 3x6 = 2x3 11 3x4 = 8-3.5 14-0.0 21-0.0 26-8-11 35-0-0 8-3-5 15.8-11 7-0-0 5-8-11 8-3-5 Plate Offsets (X Y)— r2:0-2-6 Edael 16:0-3-0 Edger r10:0-2-6 Edael LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 14-15 >766 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.38 Vert(CT) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Inch YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 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 03-0. (Ib) - Max Horz 2= 179(LC 10) Max Uplift All uplift 1001b 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 joints) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18). 10=602(LC 1) FORCES. (Ib) -Max. CompJMax. 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 met 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=511; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Interiar(1) 2-6-0 to 17-6-0, Exterior(2) 17-8-0to 21-0-0, Interior(1) 21-0-0 to 3641-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 371 Ib 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 NoMM MiTek USA, Inc. FL Cert 66U 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WABNWG-PeritydesrgnPmemetersend NEADNOTES ON TNISANDINCLUD£DMIFEKRUEDANCEPAGEM674m., Ia9d4!0156EFONE USE Design valid for use only wIM MOeM connectors. Rib design Is based only upon parameters shown. and Is for an Individual building component, not a huss system. Before use, the building designer must verity Me appiicabllity of design parameters and property incorporate this design Into Me overall building desigh. Bracing lndlcated is to prevent bucr ing of Individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' 8 always required for stabiilty and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fabdcaitoo. storage, all erection and bracing of trusses and hug systems. seeANS/IPII Cuauty CrBula, DSB-69 and SCSI tluldbg Component 69N Parke East Blvd. Safety Stformationavoaabie from Truss Plate Immune, 218 N. We Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Tress Truss Type Oty, Ply THEWINDSOR T16686498 M11392 BHA BOSTON HIP 1 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:16:52 2019 cage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB?1 MW2rgR1hZOTkOrEfFPjAdpvL VjVGnzUSCX 15-6-0 21-6-0 D-0-0 ]]-0 96-0 11-6-0 135014-00 I17-6-0 35-0- a26-0 2-0-0 2a0 d-b1E-0 2-0-0 92-01_1VO 223-0 P-0E0 36-ae Scale = 1:62.4 3.4 = 4.00 12 4x4 57 15 58 17 56 1259 3x6 4 55 9 548 5x12=53 46 3 in 52 35 42 43 34 44 ' 45 46 47 33 3.6 = 6x8 = 20 fi0 22 3x6 3x4 3X6 5x12 C 26 19 1 23 6$7 48 - 49 31 50 51 30 6x8 = 3x6 = 4a0 ~— --0 I 28-0-0 0--0070 0 2 7-00 7700 7-0.0 70 3x4 = Plate Offsets (X Y)— f3:0-6-4 0-1-121 f32:0.3-8 0-Ml LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(ILL) 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/TPI2014 Matrix -MS Weight: 2081b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 3-33, 27-32 JOINTS 1 Bmce at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-565(LC 8), 33=-1269(LC 8), 32=-1017(LC 8). 28=-434(LC 8) Max Grav All reactions 2501b or less atjoint(s) except 2=812(LC 17). 33=1825(LC 1). 32=1529(LC 1), 28=626(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4=-105/259, 27-28=-1129(/10, 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=-382/412, 25-27=-387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-05_ 191/649, 27-00=0/451, 3-33=-2090/1523, 11-03=-810182, 19-32— 772J745, 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; 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., GCpl=0.18; MWFRS (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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565.lb uplift at joint 2, 1269lb uplift at joint 33, 1017 Ib uplift at joint 32 and 4341b uplift at joint 28. 8) Graphical puffin representation does not depict the she or the orientation of the pudin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2651b down and 381 It, up at 7-0-0, 158 Ib down and 206 Ib up at 9-0-12, 158 lb down and 206 Ito up at 11-0-12, 158 Ib down and 206 It, up at 13-0-12, 158 Ib down and 206 It, up at 15-0-12. 158 lb down and 206 Ib up at 17-0-12, 158 Ib down and 206 It, up at 17-114. 1581b down and 206 Ib up at 19-114, 158 Ib down and 206 Ib up at 21-114. 158 Ib down and 206 Ito up at 23-114, and 158 Ib down and 206 It, up at 25-114, and 158 Ib down and 206 Ib up at 27-114 on top chord, and 373 Ib down and 236 It, up at 7-0-0, 69 It, down at 9-0-12, 69 Is down at 11-0-12, 69 Ib down at 13-0-12, 691b down at 15-0-12, 69 lb down at 17-0-12, 69 Its down at 17-114, 69 Ib down at 19-114. 69 lb down at 21-114, 69 lb down at 23-11-4, and 69 Ib down at 25-114, and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ar Q WARNING - Verity deslgnpalametem end READ NOTES ON 7RISAND INCLUDED MOEKNEFERANCEPAGEMIP74fame fMli2015eEFOREUSE Design valid for use only with MRekO 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 me applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated 0toprevent bucMingOfindividual trusswe,and/or chord members only. Addl6onattemporaryondp "onentbracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me storage, delivery, erection and bracing of trusses and truss systems seeAN5p1P11 QuaffCriteria, D3049 and SCSI Building Component Safety mfonnalencvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22814, 6904 Para, East Blvd.fabrication, Tam a, FL Easto P Job Truss Thus Type city Ply THE WINDSOR T16686498 M11392 BHA BOSTON HIP 1 1 Job Reference fool onaD Chambers Truss, Inc., Pon Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 I D:_kfiGCA6ba7j2Syl HDXFw7ye3KK-00wuX?f7gAllaW X65_zw3mq p3PMG9UD9S2oDzUScW LOAQ 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 (Ib) Vert: 35=-373(F) 30=-23(F) 42=23(H) 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=d 18(F) 55=-11 B(F) 56=-118(F) 57=-11 B(F) 58=-118(F) 59= 11 B(F) 60=-118(F) 61=-118(F) 62=-118(F) 63>118(F) Q WMNWG-VedlydeslgnperemetereeAd READNOTES ON TN/SANDWCLUDEDMgEKNEFERANCEPAGEMI74m3re.. 1hAY1a159EFOFE USE Design valid for use only with MOek® connectors. This design Is based only upon parameters snowy and is for on IndNldual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate iris design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, o Nfonnptbmvoiloble frorm Truss Plate lretltutte, 218 N. dee Street, Suite Ie 312, Alexandra VVA 221 dd"dd OSe49 and lCSllWdlnO Component Tampa FFL 33610 Blvd. Job Truss Thus Type at Ply THEWINDSOR T16fi86499 M11392 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5x12 MT18HS = 4.00 12 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr UIU:1 U:b42a19 3x5 II 3x6 = 4x8 = JJ Ji 14 c. JO .I OO .lY II 9u YI 3x4 = 2.3 11 3x6 = 504 = 3x4 = 4x6 = En:e ME Scale =1:60.3 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ve I(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 rda n/a BCDL 10.0 Code FBC2017/TP12014 Maml Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-13 4-13: 2x6 SP No.2 2 Rows at 1/3 pis 3-13 REACTIONS. (lb/size) 2=75010-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8). 13=-2442(LC 8). 8i 159(LC 8) Max Grant 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1534t729,3-4=-1052/1347;4-6=-1052/1347,6-7— 1946/1834,7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-232912789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13=3504/3050, 6-12=-430/666, 7-12=-940/731, 7-10=-489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch night exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. ' 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448lb 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 concentrated load(s) 2031b down and 329lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 Ib down and 155 lb up at 11-0-12, 90 Ib down and 155 lb up at 13-0-12, 90 lb down and 155 Ib up at 15-0-12, 90 lb down and 155 lb up at 17-0-12, 90 Ib down and 155 lb up at 17-11-4, 90 Do down and 155 lb up at 19-11-4, 901b 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 3lb up at 11-0-12, 63 Ib down and 3lb up at 13-0-12, 63 Ib down and 3lb up at 15-0-12, 631b down and 3lb up at 17-0-12, 631b down and 3 lb up at 17-11.4, 631b down and 3 Ib up at 19-11-4, 63 Ib down and 3lb up at 21-11 d, 63 Ib down and Walter P. Finn PE No.22639 3 lb up at 23-11-4, and 63 lb down and 3lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The MTek USA, Inc. FL Cart 6634 design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard April 3,2019 O WARNING -Verity design oaa..hc..hd READ NOTES ON THISANDINCLUDEDMREKHEFENANCEPAGE111i rev. laT1,2015BEFOBEUSE Design valid for use only with Mdek® connectors. This design Is based only upon parameters shown, end Is for an Individual building component not a taus system. Before use. Me building designer must verity the applicability of design parameters and properly incorporate this doegn Into the overall bulldingdeslgn.Bracing Indicated is to prevent bucNing of Individual two web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stabalry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVrpll CuUmy CrBnb, DS00419 and ®CSI Building Component Safety Informatbrgvollable from Truss Plate Milli 218 N. Lee Sheet. Suite 312, Alexondna, VA 22314. 69M Parka East BNd. Tampa, FL 33610 Job Truss Truss Type Ply THEWINDSOR T1668fi499 M11392 GRA HIP �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:18:54'L019 Page e ID:JdiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHUBIZwk5jgpVCTGJuxONe5el aRpCcKBUScV LOAQ CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9= 54, 16-19=-20 Concentrated Loads (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(8)27=-90(B)28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(B) 34=-40(B)35=-40(B) 36=-40(B) 37=-40(B) 38=-40(B) 39=-40(B)40=-40(B) 41=40(B) Q WARNMG-Vert/yds19nperemefersantl READ NOTES ON TNISANDMCLUDEDM?EKREFERANCEPAGEM/7473rev. 1�15BEFORE USE Design valid for use only with MBek® connectors. IDIS design IS based only upon parameters shown, and b for on Individual bulltling component not o hues system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual huss web and/or chard 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. storage. delivery. erection and bracing of trusses and hiss systems. socANSUn'il QUO Criteria. OS349 and SCSI Building Component 6904 Parka East Blvd. Safely (nlormatbflavailable ham Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa. R 33610 Job Truss Thus Type Ory Ply M11392 J1 MONO TRUSS 8 1b FEWINDSORT7668fi500 Reference (optional) Vnambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MPOeJC1vfROOXufvEWOR7UrEfds3pKmgTx9t6zUSCU 3x4 = Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grid 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 Inch YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5111 FT=O% LUMBER - TOP CHORD 2x4 SPNo.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=4(1_C 9), 2=-140(LC 12) Max Gray, 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=70111; L=351f eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown;, Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 lost 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 beading plate capable of withstanding 41b uplift at joint 3 and 1401b uplift at joint 2. Walter P. Finn PE No.US39 Sir ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WA6INWG-Vedrydesrgnpe .Mmand READNOTIFS ON WSANDWCLUD£DMDEKREFERANCEPAGEMIL74M.m lacass015BEFOREUSE Design valid for use only with MBed!) connectors. this design Is based only upon parameters shown. and Is for on Individual building component. not a truss system. Before use, me bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to buckling oflndNlduaitruss web and/or chord members only. Addiflonaltemporaryondpermonentbracing M(Tek* prevent 6 always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcalfoa storage, delivery, erection and brocing of trusses and truss systems. aseANSV P11 Quality CmrrM, DSB419 and BCSI Building Component 69e l Parke East Blvd. Safety lnfoanationwollable from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THEWINDSOR T16686501 M11392 J3 MONO TRUSS 8 1 Job Reference (optional) wamoers i russ, inc., ran rierce, rL o.zau s uec b 201B MN ex Inaustnes. me. wea Apr a runmbo zuTa rage i i 30 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vart (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 lncr YES 'WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3= 54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Gmv 3=64(LC 1), 2=173(LC 1), 4d0(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 111b FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1).2-6-0 to 2-11-8 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 54 lb uplift at joint 3, 1471b uplift at joint 2 and 4 lb uplift at joint 4. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Can (i 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNING-Vedlydeslgnpammetenend READNOTES ON MIS AND INCLVDWAwrEKBFFERANCEPAGEN/F7473rev. 1010stsRO15 BEFORE USE Design valid for use only with MgekG) connectors. IDB tle9gn is based only upon parameters shown, and Is for an hall building component, not a truss system. Before use, the bulldIng designer must venfy the applicability of design parameters and properly Incorporate this design Into the overall building design.&acing Indicated is to prevent buckling of mtlividucl truss web and/or chord members only. Addlflonai temporary and permanent brocing MiTew is always required for stability and to prevent collopse with possble personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Cdfeda, DSI-59 and BCSI Building Component. Safety Infoenallorwallable from Truss Plate Institute. 218 N. lee Street. Sulte 312, Alexandria VA 22314. 69M Parke East BNd. Tampa, FL 33610- Job Truss Truss Type Oty Ply T76686502 M11392 J5 MONO TRUSS 6 1 �THEWINDSOR Job Reference (optional) Ghambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:56 2019 Page 1 ID:_kfiGCA6bx712Syl HDXFw7ye3KX.rbal W Y2XOIYH92E6oEXgYhOGnO2hYn5wv7NPYzUSCT -1-ao s-ao Scale =1:12.7 3x4 = 5.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(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 their YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purins. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 1 O-M oc bracing. REACTIONS. (Ib/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Hord. 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 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=7011; L=35ft; eave=6ft; Cat. II; E>io C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-8 zone;C-C for members and forces & 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 In uplift at joint 3, 177 lb uplift at joint 2 and 9lb uplift at joint 4. Walter P. Finn PE No.22839 NTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: April 3,2019 AWARNING- VedrydeelshP..OwsandREADNOTES ONTMSANDWCLUDWRM KREFENANCEPAGEM674MJ v.fGAVN15aEFONEUSE Design valid for use only with Mfiek® connectors. This design Is based only upon parameters shown, and Is for an IndNidual building component, not a truss system. Before use, the builtling designer must verify the applicability of tlesign parameters and propery Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of individual flues web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Wth possible personal Injury and properly damage. For general guidance regarding the fabrication storage, dellvery, erection and bracing of tosses and truss systems. seeANsyryll Quality CdtNria, DSB-69 and BCSI Building Component Safety Ddormatbrrwalloble from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply THE W INDSOR T1668fi503 M11392 J7 MONO TRUSS 24 i Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed 3x4 = Seale: 3/4'=1' Plate Offsets (X Y)-- [2:0-1-14,Edgel LOADING (psq SPACING- 2-041 CSI. DEFL. in (loc) Udefl 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 lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 231b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2=211(LC 12), 4=-12(LC 12) Max Gray 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=70ft; L=35ft; eave=6f; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-"to 6-11-8 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 pat bottom chord live load nonconcurrem 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-" 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 Ito uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Con 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 QWARNING-Va'1rvdslgnparemefers.dRuFAONOTE50N TN/SANOINCLUOEORN RuF NCEPAGEM67M.3 . Ta232015fill USE Design valid for use only with MiTek® connectors, this design 4 based only upon parameters shown. and Is for an IndNlducl building component not a truss system. Before use, the building designer must verify the cpplicoblllfy of design Parameters and properly Incorporate this tleslgn Into the overall butt ng design. Bracing Indicated h to prevent buckling of IndMdual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldonce regarding Me fabrication, storage, calvary. erection and bracing of musses and truss systems. seeANSIRPII Quality Carew, D3349 and SCSI Building Component Safely Infomlallonc ilable from Truss Plate Institute. 218 N. Lee Street. Suite 31Z Aloxondrla, VA 22 14. ��• MiTek' 69N Pella East Blvd. Temps, FL 33610 Job Truss Truss Type Oty T16686504 M11392 KJ7 MONO TRUSS 4 =ptionat Chambers Tmse, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Scale = 1:20.6 3x4 = L 3x4 = 6-8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 160 BOLL 0.0 Rep Stress lncr NO WB 0.24 Horz(CT) 0.01 5 n/a rJa BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 38 lb FT=O% 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 Hors: 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. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6.7=487/798 WEBS 3-7=0/307, 36=920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=70ft; L=351t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate fill 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 36-0 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 238lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD. CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B=-39), 8=0(F=10, B=10)-t0-5=-49(F=-15, B- 15) Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-Vedfyddgnperemefemend READNOTES ON MMANDNCLUDFOMgEKREFERANCEPAGEMM174mmx leDY1015e170RE USE Design valid for use oNywith MReId) connectors. the design Is based only upon parameters shown. and is for an Individual bu aing component. not a huss system. Before use, the building designer must verify the applicability of des In parameters and properly Incorporate this design Into the overall bulldIng design. Bracing hdIcated is to buckling of lnOMdual Musa web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for slabillty and to prevent collapse with possible paschal Injury and property damage. For general guacnce regarding the fabrication storage, delivery, erection and bracing of trusses and huss systems WeANSVIPII CuallM CM�M, DBtld9 and 1C31 luldhp Component 6904 Perko East Blvd. Baby mlormatbrravoiloble from Truss Plate IretlMe. 218 N. We Sheet, State 312 Alexontldo. VA 22 14. Tampa, FL 3aa10 Symbols PLATE LOCATION AND ORIENTATION 14- 13 /4 Center plate on Joint unless x, y offsets are Indicated. Dimensions are in ff-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. �/ldr LT'� For 4 x 2 orientation, locate plates 0-1n9'from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. 'Plate location details available in MTek 20/20 software or upon request. 9Fa\1*Jr/a The first dimension is the plate width measured perpendicular 4 x 4 to slots. Secondidimension 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/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 I dimensions shown Inffsixteenths t scale) III (Drawings not To scale) 0 of O x U a. O 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-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/rPI 1. 7. Design assumes trusses will be sultably protected from the environment in accord with ANSI/1PI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unlessexpressly 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, sae, 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 purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.