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TRUSS PAPERWORK
RE: M11392 THE WINDSOR Site Information: - -- — Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County x F;-,.y C Y MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED Project Name: M11392 BY Model: 71 Canton 3 Bedroom Rear. Porch St Lucie Counter Subdivision: State: FL 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 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 l 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 bits 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 jl 4/3/2019 12 T16686501 i3 4/3/2019 13 T16686502 i5 4/3/2019 RFCFlL 14 T16686503 j7 4/3/2019 Fp P�qy 15 T16686504 kj7 4/3/2019 j P 5 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 certification that the engineer named is licensed in the judsdiction(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 of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. S «rn 10/9 41,0/0 SS a dnme . FigrY Ot ,,Ip11I11110,� p� BIER P, /No 22839 17: :irX .13 STATE OF Walter P. Finn PE No.22339 MiTek USA Inc. R Cert 6634 6904 Parke East Blvd. Tampa FL33610 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply T16fi86490 M11392 A HIP 1 1 �THEWINDSOR Job Reference (optional) unamaers I runs, Inc., Fart Pierce. FL N. 6 4.00 12 — 4x8 = 2x3 O 4 _ _- O.2u5 uZ OLaia MI tlR...a ]111tlY, 111G. ".. MP' J IV:IO:.C.'. ID:_)&GCA6bx7j2Syl HDXFw7ye3KX-j5l6o6uNUiw752lcX?ocWyM5YnfBOhBOwcl W I 2.3 II 3x6 = 4x4 = 4.8 = 2.x3 G 26 5 6 7 27 8 9 Scale=1:60.5 lti IJ 3x4 = 3x4 = 3x6 = 6xB = 30 = 3,6 = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) 0.37 12-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.94 Hom(CT) 0.03 10 n/a n/a BCOL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=433/0-8-0, 15=1596/0-8-0. 10=669/0-8.0 Max Ho¢ 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15=-1439(LC 12), 10= 799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1), 10=685(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-639/108, 3-0=-396/0, 4-5=-967/776, 5-7=-9671776, 7-8=-454/938,.8-9_ 1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=372/461, 4-17=-272/451,4-15=-1087/1002,5-15=-336/386,7-14=-766/399, 8-14=-580/997, B-12=-95B/447,9-12=-35B/600, 7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-". Exterior(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--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-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 235 Ib uplift at joint 2, 1439 Ito uplift at joint 15 and 7991b uplift at joint 10. Walter P. Finn PE No.22639 MTekUSA, Inc. FL Cad 6634 Stiff Parke East Blvd. Tampa FL 33810 Data: April 3,2019 A WARNWG-Vedtydesl9nperemetenand REAONOMSONWSMDWCLUDEDUl7EKNEFEFANCEPAGEM674".V. 1a=av15BEF0REUSE �■■- DeslgnvplltltoruseonlywithMReh®Connectors.lhls tleslgn is based only upon p-mmeters shown, ono is far an lntlNltlu-I bulltling component no' [■.�Ywq■ 0 Hasa system. Before use, the but In tleelgne' must vetlty the appllcoblllN of tleslgn poroma"m ontl properly Incorporate this design Int0, the overall bulltling tleslgn. Brocing hd,..ted is to buckling Incilvdual truss web and/ -'chord members ontyAddition-Itempororyand perm -rent bracing MiTek- prevent of • b -Iw-Ys requlretl for stoblllN ontl to prevent c-Ilopse with passible persanol Inlury and properly tlamage. For general gultlonce regarding the Tamp Parke Blvd. (obricofiory storage, delNery, erection and bracing of fiussas and Muss systems, se.MSU l l Gual66yy Cdl�do, DSM9 and BCSI euldAp Component 3East351 Tampa. FL 33T10 Sall arle malbrpv.liable from Truss Plate Institute, 218 N. Lee Sheet. Sdte 312 Alexandria, VA 22314. Job Thus Truss Type Oty Ply THE WINDSOR T16686491 M11392 Al SPECIAL 1 1 Job Reference o tional Chambers truss, inc., Fort Pierre, rL 6.240 S De, a 26.6 Aiien nmav, as um. vvennp, u w....44 cvm r=9=1 I0:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-BIsU?Su?F32jCKo5jKr39uFOBuXI919BGn4 EzUScf st-0-0 8-6-0 k 71-0-0 14-9-0 1&8.14 24-0-0 27-4.7 35-0-0 56.0-Q -6 8-6-0 2-6-0 &9-0 I 4-11-14 4.3-2 &47 74.9 -0-tl Seale=1:61.3 Sx6 = 2>•3 II 3x4 5x8 MT18HS= = 4.00 F12 — — --- 4 21 S 6 22 ] 13 12 3x6 = 3x5 = SxB MT18HS= ex12 = 2.00 12 Plate Offsets (X Y)-- [2:0-0-2 Edge][7'0-4-0 0-2-31 [99-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.7511-12 >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 W B 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- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ha/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Harz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-3209/2102, 3-4=3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6-12=-10341712, 6-11=-373/892,7-11=-897/1523,8-11=-404/435 Structural wood sheathing directly applied or 2-7-7 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsC h=15ft; 3=7011; L=35ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 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 muse has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 825 lb uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- Vetlrydslgnperemefera4ntl READNOMS ONTNISANDINCLUDEDU/ KREFERANCEPAGEMIP74nS v. fbAYlpfS6EFOREUSE Design vorcl for use only wkh MBek®connectars. fib tleslgn Is based oNy upon parameters shown antl is for an IntlNltlugl builtling component, no' q tnrss system. Before use, me bullding designer musivea/y the opplkoblllry of tleslgn parameters ono properly Inwlporote this design Into rhooverall builtling tleslgn Bratlng hdiggted to to prevent bucvJlrlg oflndVitlual tnnl web and/pr chord members only. Ad on. temporary and permanent DraUng Is always required for stability and to Prevent. ollapse v4m possible personal Injury and property damage. For general gultlanCe ragortling me MiTek' 69p4 PeMe East Blvd. fabrication srorgge. tlelIv erection antl bracing of fru..s and fiuss Mtems se.MSMII Cupltiv Caeuw. DSa e9 antl aC51 Euld6sp Came en.nt Sably m/prmatbrlavgilgble ham Truv Plate Institute, 218 N. Lee 5freet Suite 312, Aiaxandrlo. VA 22 14. Tempe, FL 33610 Job Truss Truss Type Oty Ply T76686492 M11392 A2 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 S Use 6 201d MI I eK Industries. Inc. 310:18:45 2U19 4:00 12 — Sx6 = 7x4 = 5xB = 21 a 22 6 12 Scale = 1:61.3 3x4 = 5xB = 3x12 ZZ 3x6 = 2.00 72. 10-0.0 10-0.0 4AA 2-0-0 I 688 55224 10-80 Plate Offsets (X Y)-- 120-0-6 Edgel I6:0-4-0 0-2-31 18:0-1-15 Edoel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (toe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.72 10 >585 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.9410-19 >447 180 MT18HS 2441190 BCLL 0.0 Rep Stress lncr YES WB 0.86 Horz(CT) 0.34 8 rate rife BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pur ins. SOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Harz 2=136(LC 11) Max Uplift 2=-825(LC 12), 8= 825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) 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-B=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-1552/2629, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-6-0, Interior(1) 2-6-0 to 36-" 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 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 3-641 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 to uplift at joint 2 and 825 to uplift at joint S. Walter P. Finn PE No.22633 Mi rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARRING- Verify deeign parametanr ontl BEAD NOTES ON TNISANOPICLUDED MREKREFERANCEPAGEMsfi lrev. 10413V2015 BEFORE USE Design volid for use only with MBel Q connecters. ➢ is design Is based only upon parameters shown and Is for an Individual bullding component, not a truss system. Before use. me building designer must verity Me 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 ontl permanent bracing MiTek' prevent Is always required for stabllity, and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fol Orion. storage. delivery, erection and bracing of trusses and hiss system% seeANSVIPlt QuamBls, Criteria. DSB-09 and SCSI Building Component Safely Infermalanovalloble from Truss Plate Irelfil 218 N. Lea street Suite 312. Alexandria, VA 22314. 69" Parke East Blvd. Tampa, FL 331310 Job Truss Thus Typo Oty Ply T166B6493 M11392 A3 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) Gnamoers truss, Inc., Fort Pierce, FL 6.24u 6 urec a 4016 MI I eK Industries, me. Wee Apr J iun e:4a zulu ID:_kfiGCA6bx712Syl HDXFw7ye3KX-79FD7wGngliyWTBC7MKBa_bG aPD3iScZGA; 4.00 12 5.6 = 4x5 = 5 5 Scale =1:62.3 Rion e 14 13 3.5 = 2x3 II 5x6 = 3xl2 = 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 Incr YES Code FBC2017/TPI2014 CS1. TC 0.60 BC 0.95 WB 0.83 Matrix -MS DEFL. in (too) Udell Ud Vert(LL) 0.73 11 >572 240 Vert(CT) -0.9711-20 >432 180 HOrc(CT) 0.36 9 n/a n/a PLATES MT20 MT18HS Weight: 1601b GRIP 244/190 244/190 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 2x4 SP No.3 WEBS 1Row at ri 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=825(LC 12), 9— 825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.. TOP CHORD 24=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, B-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, 7-1 1=-1 07211939,8-11 =-390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; B=70ft; L=35h; eave=5D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(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 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 nonconcurent with any other live loads. 6) ' This Imss has been 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 joints) 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 8251b uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cart 6634 B904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WAHNWG-Vfifydeslgnparemefereand BEADNOTES ON TNISANDWCLUDEDMrEKHEFEBANCEPAGEM&74M.Y. laMa&OI5BEFORE USE Design valid for weonly with Mmek®connectors. This design B based only upon perometors shown, and is for on Individual building component. not �■- o■ a Fuss system. Before use, the building designer must veAy the opplicablllty, of design parameters and properly Incorporate this design Into the overall buidingdeslgn. BraoingIndicated Istoprevent buckling ofindividual tmnweb and/or chord members only. ,Addiflonaltemporary and permanentbrodng 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; creation and bracing of Fusses and Fuss systems. seeANSV1PH QuitNy Criteria. DSB49 and BCSI Building Component 69N Park. East Blvd. Sabfy Infamsaflonwoiloble from Truss Plate ImtIA4t Suite e. 218 N. Lee Sheet. 312, Alexontltlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply T1fi686494 M11392 A4 SPECIAL 1 1 �THEWINDSOR Job Reference (optional) s,uama.. truss, Inc., non nerce, r� I Scale =1:62.3 4.00 FIT Sx6 = 46 = oa II 6 7 16 15 We 3x5 = 2x3 II 5.8 = 3x12 = 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 FBC2017/7PI2014 CSI. TC 0.59 BC 0.95 W B 0.98 Matrix -MS DEFL. in Ved(LL) 0.80 Vert(CT) -1.05 Horz(CT) 0.39 (too) I/defl Ltd 13 >528 240 13 >400 180 11 n1a n/a PLATES MT20 MT18HS Weight: 1721b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ore-6-14 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=134910-8-0 Max Horz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) .FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (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 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=-0146/1901, 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; TCOL=4.2psh 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 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 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 36-0 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 ANSVI-PI 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 Ito uplift at joint 2 and 8251b uplift at joint 11. Walter F. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WANNWG-Ve4fydeslgnperamerereend NEADNOTE50NTMI5ANDINCLUDEDMNEKNEFENANCEVAGEM&74Tmv. 10MO20159EFONEUSE Design valid for use only with MBekG connectors. This design Is based only upon parameters sbown, and Is for an Individual building component, not Ml a truss system. Before use, the building designer must verity the applicablley, of design parameters and properly Incorporate ihB design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanentbrocing MiTek' Is always requlred for stability antl to prevent collopse with possible personal injury and property damage. For general guidance regarding the ' Beat B eg04 Perim East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Pl1 Dualdv Crill DSB-89 and BC51 Building Component FL Tampa,33610 Safety mformatbmvallabie from Truss Plate In l ltute. 218 N. Lee Street. Suite 312, Alexandria. VA 22 14 Jab Truss Truss Type ly THE WINDSOR T16686495 M11392 AS SPECIAL �16'y 1 JobReference o tional Chambers Truss, Inc.; Fort Pierce, FL o.zqu s use o eummn en muusuree, nm. vve npr u rv. SxBMTIBHS II 4.00 12 Scale = 1:60.3 14 13 3x5 = 2x3 11 5x10 = 2.00 12 3x12 = B-6-0 14.9-0 24-6-8 35-0-0 a 1 m n 8-6-0 6.3-0 9-9-8 10-5-8 Plate Offsets (X Y)-- f2'0-1-6 Edoel f8:0-3-0 Edge] f10:0-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ven(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress )net YES WB 0.74 Horz(CT) 0.36 10 n/a n/a - BCDL 10.0 Code FBC20171TPI2014 Mardi Weight: 1601b 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=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6=-2397/1763, 6-7=5452/3624, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCp1=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0. Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 joints) 10 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251b uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O wARMWG-Verhydesfgnperdmetersand READ NOTES OMTHLAMDIMCLUDEDMRENREFERANCEPAGEMr47473rev. IDaa4015BEFORE USE Design volid for use only vAna Mirada connectors. This design Is based any upon parameters shown, and Is for an Individual building component, not a tnm system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingde9gn. Bracing Indicated Is to prevent Wooing ofIndividual trueweb and/or chord members only., Additional temporary and permanent bracing fsA MlTek is always required for stability and to prevent collapse Wth possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellran/. erection and bracing of misses and truss systems, wOANSVWII Quality CmDSB-59 and SCSI building Component Vast Blvd. 6904 Parke East Bedo, Safety krfatmal onavalloble from Truss Plate Inaiii 218 N. We Street. Suite 312. Alexandra, VA 22314. Tampa, FL P Job Thus Truss Type Ott, Ply THE WINDSOR T76686496 M11392 ATA COMMON 5 1 Job Reference (optional) Chambers truss, inc., Fart Fierce, FL o.240sUee • -_" ID:_KiGCA6bxTl2Syl HDXFw7ye3KX-YF1N29y84bgHpzCmtGv1 mDc6jCfJOT9ulXUrfSzUSca rJ d Scale=1:59.5 4.00 12 4x5 = 11 17 '" 15 "" "' 14 12 3.6 = 2x3 II 4x6 = 3xB = 2.3 11 3xB = 3x8 = 46 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.59 BC 0.68 W B 0.59 Matrix -MS DEFL. in (loc) Udell Ud Vert(LL) 0.33 14-15 >999 240 Vert(CT)-0.6414-15 >652 180 Horz(CT) 0.13 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-1-15 act pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=139910-8-0, 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 (Ib) 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=-96FJ2053, 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: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedur(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Intedor(1) 21-0-0 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) 100.01b AC unit load placed on the top chard, 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb Uplift at joint 2 and 775 lb uplift at joint 10. 1 I,� d Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart $634 6906 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 OWARNING-Ved1y Ee5150psl01nefer4eaCREADN0TE5 ON THISANDINCLUOEDM/TEKREFERANCEPAGEMIF7473rex. 101732015BEFORE USE Deegn valitl for use aNy with Mael� connectors. ID'a tleslgn Is based only upon parameters shown, antl U for an IntlMduai building component. not �� a truss system. B.fore use, me bulltling tlesiBner must verify Me applkablliN of tleslgn parameters and properly incorporate thh daslgn Into the overall bulltling tleslgn. Bracing Indicated is to prevent bucNing of lndNltlualtNss web and/or chortl members only. Atldlllonal temporary and permanenfbrocing b al ways requlretl for sfabHiN antl topr.. collapse with possible personal lnlury and property damage. For general guidon.. regarding Me M!Tek' Tama Parke Blvd. fobrlcoeon, storage, delNery, erection and bracing of husses and buss systems, weANSI/IPIf CuaO0l1yy CM0M, D" It mid BC316u1dbp Component 3361 Tampa, FL 3361m Spbry Nfarmalbrxrvolloble ham truss Pate Ins6fule, 21B N. Lee Sheet, SUte 312. Alexand0a, VA 22314. Job Truss Truss Type Oty Ply M11392 B COMMON 2 1b rEWINDSORT16686497 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62016 MiTek Industries, Inc. Wed Apr 310:18:51 2019 Page 1 Scale = 1:59.3 4.00 Fl2 3x6 = 1tO I,I, 6 3x4 = 2x3 II 3.6 = 30 = 3x4 = 3x6 = 2x3 11 3x4 = 0-3-5 14-0.0 21-0.0 26-8-11 i 35-0-0 8-3-5 &8-11 ]-0-0 5-8-11 &3-5 Plate Offsets (X Y)-- 12:0-2-6 Edael 16:0-3-0 Edge] f 10:0-2-6 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (fee) Vclefl Ld 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) -0.2417-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hom(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 Matrix -MS Weight: 1491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 1001b or less at joint(s) excepl2=-371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10= 371(LC 12) Max Grav All reactions 2501b or less aljoint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (Ib) -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=319/591, 5-15=277/325, 7-14=-277/326, 9-14=-819/592, 9-12= 5/301 NOTES- 1) Unbalanced root 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.Opst h=1511; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-1 Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 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) This truss has been designed for a 10.0 list 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 mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453lb uplift at joint 15, 4531b uplift at joint 14 and 371 Ib uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad $834 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 A& WABNWG- Verity design parameters end BEAD NOTES ON TIUSAND INCLUDED MNEKBEFEBANCEPAGEMLL7413 rev. fiscal BEFORE USE Dosgnlvaild for use only with MiTek® connectors. This desgn Is based only upon parameters shown, and Is for on Individual buliding component, not a truss system. Before use, the building designer must verify the applicability of design parametea and property incorporate this design Into the overall bulldingdesign. Bracing Indicated IstobucklingofIndividual thus web and/or chord members only. Adomonaltemporary and permcnentbracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Blvd. Paula East B8 fabrication, storage, delivery. erection coal bracing of Muses and truss systems, seeANSVMII Gua11 Criteria. DSB419 and SCSI Building Component Tam a, FL East Safety Informotbfpvollabie from Truss Plate Institute, 218 N. Lee Street. State 312, Alexandria. VA 22314. P Job Truss Truss Type Oty Ply THEWINDSOR T1668fi498 M11392 BHA BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:52 2019 Page 1 ID_kfiGCA6bx7j2Sy1 HDXFw7ye3KK-ygLWhB71 MW2rgRxLZOTkOrEIFPjAdpvl-- jVGnzUScx 15-6.0 21-6-0 1-0- ]UD 9-6-0 11-GO 13-6-01 - 17-6-0 196-0 21-0-0 23-6-0 256-0 2e-0-0 35-0-0 6-0- 1-0.0 ]-0.0 9H%o 2-0-0 2-D-0"-of-6-0 2i1-0 2-0.0 1-60 6- 2-0-0 2.0-0 2-0-0 7-0-0 Scale = 1:62.4 o'C 30 = 52 4.00 12 4x4 = 57 15 58 17 _ 56 12 59 3x6 % 55 9 20 3x6 546 60 22 5x12 —53 4 6 ' xfi = 3x4 21¢' 5x12 c 26 3 �@ 11 16 19 1 23 6F7 35 42 43 M 44 � 45 46 47 48 - 49 31 50 51 30 3.6 = 6.8 = 6x8 = 3x6 = 3x4 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.51 Vart (L) 0.13 353E >999 240 MT20 244119D 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 Matdx-MS Weight: 208 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 'SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7, 23 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-565(LC 8),33=-1269(LC 8), 32=-1017(LC 8), 28--A34(LC 8) Max Grav All reactions 2501to or less atjoint(s) except 2=812(LC 17), 33=1825(LC 1). 32=1529(LC 1), 28=626(LC 1) FORCES. fib) - Max. CompJMax. 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, 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=-909/1494, 32-33=382/400, 30-32=-575/10D4, 2830=-568/1039 WEBS 3-35=-191/649, 27-30=01451, 3-33=-2090/1523, 1133= 810/782, 19-32= 7727745, 27-32=-1484/1044,9-10=-463/453, 20-21=462/454 NOTES- 1) Unbalanced root 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.OpsY h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=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 tmss has been designed fare 10.0 psf bottom chord live load nonconcument with anyother live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565,lb uplift at joint 2, 1269 lb uplift at joint 33, 1017lb uplift at joint 32 and 4341b.uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0, 158 lb down and 206111 up at 9-0-12, 158 lb down and 206 Its up at 11-0-12. 158 lb down and 206 Ib up at 13-0-12, 158 lb down and 206111 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 19-11-4. 15B lb down and 206 lb up at 21-11-4, 158111 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 206111 up at 27-11-4 on top chord, and 373 lb down and 236111 up at 7-0-0, 69 lb down at 9-0-12, 69 MiTek USA, Inc. FL Cod 6634 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12, 69 lb down at 17-11-4. 69 lb down at 6904 Parke East Blvd. Tampa FL 33810 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69111 down at 25-11-4, and 69 lb dawn at 27-11-4 on bottom chord. Date: 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 (8). April 3,2019 LUAU LAZIZIa) an ar ,&WARNING - Verlydeegnparometers end READ NOTES ON 771ISANOINCLOOEO M?EKREFERANCEGAGEM4)4]3rev. 1MAY1015BEFORE USE Design valid for use only with Mnek® connectors. This design Is based onlyupon parameters shown. and Is for an individual building component, not �■ e■ a tiuss system. Before use, the building designer must verity me applicability of design parameters and propeay Incorporate this design Into the overall bulltling design. Bracing Indicated s to prevent buckling of individual irussweb and/or chord members any. Additional temporary and permanent bracing MiTek' 4 always required for statol ly anal to prevent collapse with possible personal injury and property daBymage. For general guidance regarding me Sue 22314Me�' OSSd9 and BCSI6aldbp Component 6904 Palle East Blvd. Tampa, FL 33610 Safety Informortlonovallable from Truss Plate Institute, 218 N. Lee Sheet, 312. Al xa�a, VA Job Truss Truss Type Illy Ply T76686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTeIr Industries, Inc. Wed Apr 3 10:18:53 2019 Paget ID:_)MGCA6bx7j2Sy1 HDXFw7ye3KX-QOvuuX7f7gAilaWX65_zw3mq_p3PMG9UD9S20DZUScW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 36-39=-20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29i 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=-11 B(F) 54=-118(F)55=-118(F) 56— 118(F) 57= 11 B(F) 58=-118(F)59i 1 B(F) 60=-118(F) 61=-118(F) 62= 118(F)63=-11 B(F) QWA NUIG-Vedydeslgnparomefemend FEADNOTES ON MSAND/NCLUDEDMIFEKNEFENANCEPAGEMM174mmv. 1N0.4¢aISHEFONE USE Design valid for use only with Mier connectors. This design Is based only upon parameters shown, and b for an Individual building component, not a truss system. Before use, the building designer must verity the cpplloablllN of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated Is to prevent buckling ofindividual huss web and/or chord members only. Additional temporary and pennonembrocing M)Tek' Is always required for stability and to prevent collapse with posslale personal Injury and property damage. For general guidance regarding the East B fi904 Parke East Bald. Parke fabrication. storage, delivery, erection and bracing of misses and Inrss systems, seeANSDIPII Quo' CMnlo, DSB49 and SCSI Building Component Tampa, Safety Informallonava0able from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexantltla. VA 22 14. P ,33610 Job Truss Truss Type City Ply T76686499 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Ina., Fort Pierce, FL 502 MT18HS = 4.00.12 3 22 23 UZ4U5UEL 02a1OMIIeKInausme5,Ina. weo Apr 3lu:la:>9Zutd ID_k6GCA6bx7j2Syl HD%Fw7ye3K%-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5el eRpCcl 3.5 11 34 = 4x8 = 4x8 — 24 25 4 26 27 5 28 629 30 31 32 7 Scale=1:60.3 44 ar w 3x4 = 2x3 11 3x6 = 5rt14 = 3rt4 = 4x6 = 2x3 11 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 10-12 >812 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WE 1.00 Hom(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 153 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-5 cc patina. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-6-8 cc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 6-13 4-13: 2x6 SP No.2 2 Rows at 113 pts 3-13 REACTIONS, f ialsize) 2=750/0-8-0, 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), 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=-1534/729,3-4=-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=-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=-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. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); parch right 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.0pst 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 4481b uplift at joint 2, 244211b uplift at joint 13 and 1159 Its uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 329lb up at 7-0-0, 90 lb down and 155 Its up at 9-0-12, 90 Its down and 155 Is up at 11-0-12, 901b down and 155 Is up at 13-0-12, 90 lb down and 1551b up at 15-0-12, 90 Ib down and 155 He up at 17-0-12, 90 lb down and 155 to up at 17-11-4, 90 Its down and 155 lb up at 19-11-4. 90 lb down and 1551b up at 21-11-4. 90 Ib down and 155 Ib up at 23-11-4, and 90 lb down and 155 Ib up at 25-11-4, and 203 It, down and 329 lb up at 28-0-0 on top chord, and 4521b down and 2631b up at 7-0-0, 63 Ib down and 3Ib up at 9-0-12, 63 He down and 3Ib up at 11-0-12, 63 Its down and 3 It, up at 13-0-12, 63 It, down and 3 Its up at 15-0-12, 63 Ile down and 3 Ib up at 17-0-12, 63 lb down and 3Ib up at 17-11-0, 63 It, down and 3Ib up at 19-11-4, 63 Ib down and 3Ib up at 21-11-4. 63 Ile down and Walter P. Finn PE No.22839 3Ib up at 23-11-4, and 631b down and 3Ib up at 25-11-4. and 452 Ib down and 2631b up at 27-11.4 on bottom chord. The Mi rek USA, Inc. FL Cad 6634 desigNselection of such connection device(s) is the responsibility of others. 8904 Parke East Blvd. Tampa FL 3361D 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Data: LOAD CASE(S) Standard April 3,2019 QWARNING-Verily Eealga parameters and READ NOTES ON THISAND/NCLUDEDWEKREFERANCEPAGEMM17473rce faN3ROr59EFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify Me applicability of design parameters and properly incorporate this design Into the overall building tlesign. Bracing indicated is to prevent buckling of Individual tens web and/or chord members only. Adtlitional temporary chat permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 69N Parke East Blvd. - fabrication storage, delivery, erection and bracing of trusses and trade systems, seaAN31/1PIt Quality Cdfedu, DSB49 and BCSI Building Component Tampa, FL 33610 Safety Nfenaatk navalloble from Truss Plate Institute, 218 N. toe Sheet We 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T16686499 M11392 GRA HIP 1 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID:_kfiGCA6bx7j2Syl HD%Fw7ye3"-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5eleRpCcKhUScV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 19=-54, 3-7=-54, 7-9— 54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-147(B) 7= 147(B) 15=-452(B) 13=-40(B) 4=-90(B) 10=-452(B) 22=90(B) 23=-90(B) 24=-90(B) 26_ 90(B) 27— 90(B) 28=-90(B) 30= 90(B) 31=-90(B) 32=-90(B)33=40(B) 34=-40(B)35=-40(B) 36=-40(B) 37=-40(B)38=-40(B) 39=-40(B) 40=-40(B) 41=-40(B) Q WARNING -Venryddlgnperelnetersand READ NOTES ON TNISANO INCLUDEOMREKREFERANCEPAGEMa74 .. 101112015BEFORE USE Design valid for use only with Mpek® connectors. This design is based only upon parameters shown, and Is for on Individual building component. not �� a truss system. Before use, line building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndcoted 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 guldance regarding Me fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVIPII Quality C1Bpdp; DS349 and BCSI Buldhp Component 6904 Perks East Blvd. Safety M6rrtbnavclloble from Truss Rote Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Thus Truss Type OtY Ply THEWINDSOR T16686500 M11392 J1 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 10:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MPOeJC1 vfROOXutvE W OR?UrEfds3pKmgTxgt6zUScU 3x4 = Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 W B 0.00 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=O% 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. (Ib/size) 3=9/Mechanical, 2=118/0-e-0, 4=0/Mechanical , Max Holz 2=48(LC 12) Max Uplift 3=4(LC 9), 2=-140(LC 12) Max Grav 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Compu'Max. Ten. -All fames 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 nonconcument with anyother live loads. 3) " This truss has been designed for a live load of 20.Opsf onthebottom 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 4lb uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No,22839. MTek USA, Inc. FL Cert 663E 690E Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-Verirydeslgnparameteisand READ NOTES ON TN/SANDINCLUDEDMIIEKREFERANCEPAGEM/N4MMK fa0228156EFORE USE. Design valid for use only with Mre'x® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated Is to prevent buckling oflndWidualtrussweb and/or chord members only., Additional temporary and perma'embracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 69M Parke East BNtl. fabricafion. storage, delivery. erection and bracing of trusses and Muss systems. sealed PII Quarry CAbda. DSB49 and SCSI Bu1tlh0 CampoMnt Tampa, FL 33610 Safety Informatbrpvaroble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Job Truss Truss Type Dry Ply THE WINDSOR T16686501 M11392 J3 MONO TRUSS 8 1 Job Reference o tional GDamDere I runs, Inc., Von VIerae, M Scale =1:9.4 3-0-0 .LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) pdefl L/d PLATES GRIP TCLL 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 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8-0; 4=37/Mechanical - MaxHorz 2=85(LC 12) - Max Uplift 3=-54(LC 12), 2=-147(LC 12); 4=-4(LC 12) Max Grant 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All tortes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 tomes & 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 20.0psf 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. 4) Refer togirder(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. Walter P. Finn PE No.22839. MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 • &WARNMG-Verityde6gnperameferoeed READNOTEBONTHASANDWCLUDEDMI KREFEHANCEPAGEAVT7Trev. 14,'11,302015BEFOFE USE Design valid for use only with Miler connectors. fits design a based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the cpplicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to buckling lndivlduoltruss web chord members only.. Additional temporary and pe"onent bracing MjTek• prevent of and/or Is always required for stablllly antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parka East • fabrlcalion. storage. delivery, erection and bracing of Trusses and truss systems, seeANSVrPII Quo 11N CMeM, D56�9 and SCSI Building Wmponone Safely Inlormationavaeoble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22 14. Tampa, FL 33610 . Job Thus Truss Type Ory Ply THE WINDSOR T76686502 M11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:56 2019 Page 1 ID _KGCA6bx7j2Syl HDXFw7ye3KX.rbal WY2XOIYH92E6oEXgYhOGn02hYn5wv7hiPYzUScT Scale=1:12.7 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 WE 0.00 Horz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP Weight: 17 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SPNo.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 ac bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanioal Max Horz 2=123(LC 12) Max Uplift 3=-1 WILD 12), 2= 177(LC 12), 4=-9(LC 12) Max Grey, 3=115(LC 1). 2=243(LC 1). 4=87(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Interior(l) 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 fora 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 Ike uplift at joint 3, 1771b uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22639 IdiTek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: April 3,2019 • QWARAIl Vedydes/ynpzrzmetersand READNOTES ON THS AND INCLUDED MIrEKREFERANCEPAGEMU74TJrue 10AM015BEFOREUSE volld for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component, not Nat a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this deslgn Into me overall building design. Brocing Indicated is to prevent buckling of lndNlaual truss web and/or chord members any.. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding Me fabrication storage, delivery, erection and bracing of }noses and truss systems, seeANSVTPIT CualRy Cdlodo. DS549 and BCSI BuldhD Component Saby Inlorma6prmcilable from Truss Plate Institute, 218 69N Pella East Blvd. Tampa, FL 33610 N. Lee Street. Butte 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T76686503 M11392 J7 MONO TRUSS 24 1 �THEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:57 2019 Page 1 ID_kfiGCA6bx7j2Syl HDXFw7ye3KX-Jo8Pku29B3hBnCplL 2v5"VWOSnHEL48nOGx_zUScS Scale: 3/4'=1' Plate Offsets (X Y)-- f2:0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TIC 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 >447 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 ril n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 23 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max 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 (Ib) or less except when shown. BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=70ft; L=35f ; eave=6h; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-6-0. Intedor(1) 2-6-0 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 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has beendesigned 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 1531b uplift at joint 3, 211 Ib uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 B904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 - QWARN/NG- Verilydeslgnpars.0imand REAP NOTES ON THOANOINCLUDEOMN KREFERANCEPAGEMIF74M.r . laNY101SBEFORE USE. Design valid for use only with MiTek® connectors. This design a based only upon parameters shown, and b for an Individual building component, not a truss system. Before use, the belong designer must verity Me applicability of design parameters and property Incorporate this design Into the overall bulldingici Bracing Indicated is to prevent bucking of Individual hum web and/or chord members only. Additional temporary and permanent bracing Is always mauled for s1obIlly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricoHon, storage. delivery, creation and bracing of trusses and muss systems. seeANSI/IPI1 CupISyCMiM, DS549 and SCSI Building Component' Safely Nformalbrxrvallable mom Truss Plate Institute. 218 N. Lee Sheet Suite 312 Rexontld¢ VA 22314, �i' KWIC 6904 Parke East 6Nd. Tampa, FL 33610 Job Thus Truss Type Qly Ply THEWINDSOR T76686504 M11392 KJ7 MONO TRUSS 4 1 Job Reference (options]) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 vi I ek Ind851neS, Inc. Wed Apr 3 10:18:b/ 2019 3x4 = a 3x4 = Scale = 1:20.6 6-8-12 3-1-5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(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 Inor NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 38lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS . 2x4 SP No.3 - REACTIONS. (lb/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 Gmv 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15h; B=70h; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0.pst 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 131 It, uplift at joint 4, 2621b uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-10-4=-133(F= 39, B=-09), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) WalterP. Finn PE No.22839 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 3,2019 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 171dr For 4 x 2 orientation, locate plates 0-14' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MBek 20/20 software or upon request. PLATE SIZE Thefirst dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION text in by symbol shown and/or by by text in the bracing section of The output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry 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 6-48 dimensions shown Inftsixteenths tsc (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITekO All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1.. Addi lonal stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 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 ANSI1TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection, 1.1. 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 Indicatedon 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. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.