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MiTek" RE: M11392 MiTek USA, Inc. THE WINDSOR 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Site Information: Customer: Wynne Dev Corp Project Name: M11392 LotlBlock: Model: 71 Carlton 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 bha 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 i7 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 certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken Into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FIve C®pl ER P, •\GENS�y�L�'�'. No 22839 9 - STATE OF :•4U 1111111111111111116 Walter P. Hm PE No.22639 WTek NSA.Im R Ced 6634 6904 Parke East BNA. Tampa FL 33610 April 03, 2019 1 of 1 Finn, Walter Jpb Truss Truss Type City Ply THEWINDSOR T16686490 M11392 A HIP 1 1 Job Reference o Banal Chambers Thee, Inc., Fort Pierce, FL 4x8 = 2x3 II 4.00 12 2Y4 J 4 26 5 8240 a Uric u Zulu Ml lex Inaustne5, Inc. vvea Apr J lu:lts: D zulu rage l ID.OGCA6bx7j2Syl HDXFw7ye3KX-j516o6uNUIw752lcX?ocW yM5YnBOhBOwGI W RozUSCg !-13 26-0-0 28-1-2 35.0-0 36.0-0 -13 I BIT 2-1-2 I 6-10-14 Scale=1:60.5 316 = 4x4 = 4x8 6 7 27 8 9 le 14 3x4 = 30 = 3xe = 6X8 = 3x4 = 3x = ax4 = 3x5 = LOADING (psf) SPACING- 240-0 CSI. DEFL. in (too) Well Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 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 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Mamx-MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=433/0.8-0, 15=1596/0-M, 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=6a5(LC 22) FORCES. (lb) - Max. CompJMax Ten. -All fames 250 (lb) ar less except when shown. TOP CHORD 2-3=-639/108, 3-4=-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=-336I386, 7-14=-766/399, 8-14=-580/997,8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 PLATES GRIP MT20 244/190 Weight: 161 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or4-S-1 oc bracing. NOTES- 1) Unbalanced mot 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=1511; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Extedor(2) -1-0-0 to 2-", Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Intedor(1) 13-11-6 to 26-M, Exterior(2) 26-M to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;CC 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) This truss has been designed for a 10.0 pst bottom chord live load nonconcunent with any other live loads. 5) • This truss has bean 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift atjoint 2,1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cert 6934 6904 Parke East Blvd. Tampa FL 33910 Data: April 3,2019 ®WARNING- Vevaydeelgnpmemefws end READ NOTES ON TNUiAND NCLUDM AVTEKREFERANCEFAGEM0T4Mrew. 10'012015REFOREUSE Design valid for use only with Mne4® connectors. fits design 6 based only upon parameters shown, and Is for on indMtlual building component, not ��- a truss system. Before use. Me bulltling designer must verify Me cppilcoloUlty, of dedgn parameters and properly hcorporom this design into Me overall bulltling design. Bracing Indicated O to prevent budding of hdMduol truss web and/or chord members only. Additional temporary and permonent bracing MITekc Is always mqutred for staoeiry and to prevent collapse with possible personal h)ury and property damoge. For general guidance regarding the fabrication, storage. delivery. ereclbn antl bracing of trusses and truss systems S0sANSUIPII CuaBh CMedo. DSO-09 and BCSI Bullding Component 69N Parka Best Blvd. Safety Mtonnatbnavaloble from Truss Plate IratiMe. 218 N. Lee Street. Suite 31Z Asdrlm VA 22314. Tampa, FL Main Job Truss Teas Type Oty Ply THEWINDSOR T76686491 M11392 Al SPECIAL 1 1 Job Reference (optional) Ehambers Truss, Inc., Fort Pierce, FL 5x6 = 4.00 F12 2x3 II 21 5 3x4 = 6 22 8.240s Dec 6zul8 5xB MT18HS= Wed Apr 3 iu:10:99 2019 Scale = 1:61.3 13 12 3x6 = 3x5 = 5x8 MT18HS= 3x12 = 2.00 12 10-0-0 14-9-0 246-8 350-0 r 10-0-0 I d-9-0 I 9.9.8 I 10-5-8 Plate Offsets (XY)- f2,0-0-2 Edael IT0-4-00-2-31 f9:D-1-15 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Weil Ud 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 MT78HS 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/TPI2014 Matdx-MS Weight: 155 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlms. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2— 117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) ' FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=3006/2024, 4-5=-302212080, 5-6=-3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-575113700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-245613908, 9-11=-3442/5478 WEBS 3-13=-425/410,4-13=354/671, 4-12=362/617, 5-12=-269/279, 6-12=-1034f712, 6-11=373/892,7-11=-897/1523, 8-11=-4041435 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.Opsh, h=15f ; B=70ft; L=35ft; eave=5ff, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825lb uplift at joint 9. Waiter P. Finn PE No32839 k4Tek USA, Inc. FL Cert6634 6904 Padre East BNtl.Tampa FL 33610 Date: April 3,2019 Job Truss l0ry Ply THE WINDSOR T76686492 M11392 A2 �TrussType SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 12 5x6 = 3x4 = 4 21 5 8.240 s Dec 6 2018 MiTek axe = 22 6 Wed Apr 3 10:18:45 2019 Scale = 1:61.3 12 3x4 = 5xe = 3x12 = 3.6 = 2.00 12 i 149-0 I 22-0-0 8 30.0000.0 I 2618 Plate Offsets (X Y)— 12:0-0-6 Edgel f6.0-4-0G-2-31, rB:0-1-15 Edgel LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Verf(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9410-19 >447 180 MT1SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WE 0.86 Hom(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-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 or2-0-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1349/0-8-0, 8=1349/0.8-0 Malt Hop: 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) orless 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 BOTCHORD 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=-027/688, 4-12=-337/551, 5-12=-777/605, 5-11=-065/925, 6-11=-391/277, 6-10=-1318/2268,7-10=-503/530 NOTES- 1) Unbalanced mot 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-6-0, Intedor(1) 2-e-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 pat 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 atjoint(s) 8 considers parallel to grain value using ANSVrPI 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 Ib uplift at joint 8. Water P. Finn PE No22839 MTek USA, Inc. FL Celt 6634 8904 Parke East BNd Tampa FL 33610 Date: April 3,2019 ®WARNNO-yedydesignpemmetersend READNOM ON TNLSANDMCLUDED4nrENREFERANCEPAGEM414Tdrsx. 10W32e15BEFORE USE. Design valid for use oNy win, MiTek9 connectors. This design 6 based ony upon parorneters shown and b for an Individual building component not ��- a fuss system. Before use, the building designer mustverify Me applIcabeity of design porometersand properly Incorporate this de9gn Into the overall bulldingdesIgn. Bracing Indicated Is to prevent bucBing of inclMdual hssw•eb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with possible penronol Injury and Mop" damage. For genercl guidance regarding the fabticatlort storage, delivery, erection and brachxr of trusses and buss systems. seeANSVIPII Cuotly Cdleda, DS549 and SCSI Building Component 69N Parke East Bird. Safety Wamnatbrlwallable from Truss Rate IrutltWe. 218 N. Lee Sheet State 312 Alexantldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply THEWINDSOR T16686493 M11392 A3 SPECIAL 1 1 Job Reference o 5onal x `Ghambers Truss, Inc., Fort Pierce, FL 4.00 12 5x6 = 4x5 = 8.240a Dec 62018 MiTek Industies, Inc. Wed Apr 3 10:18.46 2019 Scale =1:62.3 14 13 3x5 = 2x3 II 5x8 = 3x12 = 2.00 12 LOADING (psl) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 2"1190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 180 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.83 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017JTP12014 Matrix -MS Weight: 16011a FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or2-6-15 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 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1349/0.8-0, 9=1349/0-8-0 Max Ho¢ 2=-155(LC 10) Max Uplift 2=825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. CompJMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-268011790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=3720/3554 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=01329, 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 gus) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ededor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurtent 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. Wafter P. Finn PE No22839 MTek USA, Inc. FL Curt 6634 6904 Parke East BNB Tampa FL 3361a Date: April 3,2019 AWARNING-Ved/ydestgnpenmetema dREADNOTESOMMSANDP/CLUDEDMREKREFERANCEPAGEMI7MMre. laNY1015BEFORE USE. Design valid for use only wch MBeM connectors. The all Is based only upon paanaters shown, and is for an Individual bulding component, not ��• o huss system. Before use, me bL&dhsg deslgner must ve0ry me opp5colauty of deagn parameters and properly Incorporate this design Into me overall Wading design. Brochg holcoted 6 to prevent buckting of htl'rvidual inm web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possmle personal h)ury and property damage. For general guidance regcading the fabrication, storage, delivery, erection and brachg of trusses and mass systems. seeANSVINI CuaBlsr C�orla, DSB-89 and BCSI Building Component 69N Parke East Blvd. Safety mformatlonwalable from Truss mole Institute. 218 N. Lee Street Suite 312 Alaxond4a VA 22314. Tampa, R 33610 Jab Truss Truss Type Oty Ply M11392 A4 SPECIAL 1 1b FEWINDSORT16fi86494 Reference (optional) a Chambers Truss, Inc., Fort Pierce, FL 4.00 12 SST' = 4.6 = 2v3 II 6 7 8.240s Dec 62018 Mi I eK Industries, Inc. Web Apr 31 U:la:4/ZU1e Scale =1:62.3 2Idl 16 15 6)(10 3 = 2.3 II 5a8 = 3x12 = 2.00 12 B8-6--I 35-0-0 - I 4E3-0 f-0I fi4EB8 10.5-8O Plate Offsets (X Y)— f2:0-1-6 Edcel f9:0-3.0 Edcel fl l:0-1-15 Edge) LOADING (psQ SPACING 2-0-0 PSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 172 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Stmctuml wood sheathing directly applied or2-6-14 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 8-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=134910-8-0 Max Horz 2=-175(LC 10) Max Upli82=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max CompJMax Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 23=-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=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=4.2psY BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss 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-M 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 verity 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. Wafter P. Finn PE No2283B MTek USA, Inc. FL Cert 6634 (M Parke East Blvd. Tampa FL 33810 Date: April 3,2019 A WARNP/G-VedfydeVgn Pbmmeremand READNOMSONTNISANDMCLUDEDM REFERANCEPAGEM674M4 , 1OaY1015BEFOREUSE. Dedgn valid for use only with Mnek®tonnectom This de*p 4 based only upon parameters shown. and is for an individual building component not o buss system. Before use, the building dedgnermudvemy the opplicoUlty of design parameterscurd properlyincorporate tM design Into the overall Waring design. Bracing Indicated Is to prevent buckling of individual loss web and/or chord members only. AddlNonal temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse vnth pomble personal Iryury and property damage. For general guidance regarding Inc fabdcanon, storage, deltvery, erection and bidding of Vanes and huts systems weANSUTPII Quoply Cdodn, DSBA9 and BCSI Building Component 6904 Parke East Bind. Safety Infonnatblxlvagoble from Tins Rate hutitute. 218 M. We Sheet. Sulte 312 Alexantld¢ VA22314. Tampa, FL M610 Job Truss Taus Type Oty Ply THEWINDSOR T166B6495 M11392 A5 SPECIAL 16 1 Job Reference (optional) Chambers Tress, Inc., Fort Pierce, FL 4.00 12 5xBMT1BHS II 8.240 a Lac 6 2016 MI I ex Irlaustnes, Ira. Wed Apr 31u: Scale=1:60.3 14 13 3x5 0 2X3 II Sx10 = 3x12 = 2.00 12 B-6-0 149-0 24-6-8 35-0.0 11�1 d 8-6-0 6.3-0 9-9-8 10-5-8 Plate Offsets (XY)-- 12'0-1-6 Edael 18:0-3-0Edgel r10'0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) 0.80 12-13 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 10 rda rda 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 puriins. 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-e-0, 10=134910-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=825(LC 12), 10=-825(LC 12) FORCES. fib) - 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=-5399/3482, 9-10=-573PJ3689 BOT CHORD 2-14=-1865/3040, 13-14=-186513040,12-13=-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; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 9=70tt; L=35ft; save=5f; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (dimc0onal) and C-C Eldedor(2) -1-0-0 to 2-6-0, Interior(1) 246-0 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 & 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 20.0psf 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, with BCDL =1 O.Opsf. 6) Bearing at joints) 10 considers parallel to gmin value using ANSVTP11 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 825 lb uplift at joint 2 and 825 lb uplift at joint 10. Wafter P. Finn PE No.22838 64TekOSA, Ina FL Ced6634 6904 Parke East BNB Tampa FL 33610 Data: April 3,2019 AWARNWG-Vedtydes/gnperemetemand READNOMSONMXMDWCLUDWMDEKREPERANCEPAGEM&7M) y.ida:Y101ESEFOREUSE. Design valid for use ody with Mll connectors. This design Is based only upon parameters shown, and Is for an IndMdual bulcing component, not ��- a truss; system. Before use, he build'omg designer must verity 6a appliccbtily of design parameters and property Incorporate his design Into the overall building design. Bracing Indicated Is to prevent Ducking of Individual taus web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability crx1 to prevent collapsewmn pos4ble personal Wury and Property damage. For general guidance regarding he fobncaton. storage, delivery. erection and bracing of tenses cad tam systems weANSWII Cuaft CrBedo, D36-09 and BCSI Building Component 6904 Pahl Best BMtl. Safety hfolmatio avolable from Tnm Rate institute. 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314. Tampa FL W610 Job Truss Truss Type Oly Ply THEWINDSOR T76686496 M11392 ATA COMMON S i Job Reference (optional) cnamoers i runs, ma, run Maros, rL 4.00 FIT 4x5 = 6 U.z4u s uec ti'LUI N Mi l eK InaUstnes, inc. wea Apr J 1 U:I15:49 Z019 Scale=1:59.5 17 '" 15 '" "' 14 12 3x8 = 2.3 II 4x6 = 3x8 = 2x3 If 3x6 = 3x8 = 46 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.69 BC 0.68 WB 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Hoa(CT) in (loc) WellL/d 0.33 14-15 >999 240 -0.6414-15 >652 180 0.13 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 166 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctuml wood sheathing directly applied or 3-1-15 oc 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=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. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3404/1963,3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2.801/1739,7-9= 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-sewnd gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; 13=7011; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directorial) and C-C Exte ior(2) -1-0-D to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0to 36-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) 100.0lb AC unit load placed on the top chord, 17-6-0 from left end, supported et two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads. 5) ' 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, with BCDL= I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 2 and 775 fib uplift at Joint 10. l7altefP. Rim PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke EntBN4 Tampa FL 33610 Date: April 3,2019 O WARNWG-Vedrydeetgnp meteme dNEAGNOT ONMZMDWUUBEBN REFEN4NCEPAGEMM17Mmv. 1d 01SBEFOREUSE Design void for use only WM MTek® connectors. This design b based only upon parcmeters shown. and Is for on Individual bulldIng component. not a truss system. Before use, the buk1hit designer must verify me opplk;abaHy of design parameters and properly incorporate this design Into the overall bWdng design Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent brocing Is always required for sfobllity and to preventcollapse w8h possbie personal IrIM and property damage. Forgenerdgiadanaeregadingthe fabricallom storage, delivery, erection and bracing of trusses and hiss systems sseMSVrMi QuaMy Criteria, OSM9 and SCSI Building Component Safety lnformatbrpvailable from Tn Plate ImStute. 218 N. lee Street. Suite 312 Alexandria VA 22314. MOW 69" Parke Esst BNd. Tampa, M. W610 Job Truss Tess Type Cry Ply T76686997 M11392 B COMMON 2 1 �THEWINDSOR Job Reference (options]) Chambers Truss, Inc., Fort Pierce, FL 6 d 8.240SUeC 62018MIlex IndUSIneS, Inc. Wea Apr J1U:16:61ZUIU Scale=1:59.3 4.00 FI2 3X6 3x4 = 2.3 II 3x6 = 3x4 = 3x4 = US = 2x3 II 3x4 = 8-3-5 14-M 21-0-0 26.8-11 1 3540 8-3-5 5-8-11 I7-0-0 5.8.11 8.3-5 Plate Offsets (X Y)— f2:0-2.6 Edael f6.0-M Edael 110:0-2-6 Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.34 Vert(LL) -0.11 14.15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code 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 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. Allbearings0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=371(LC 12), 15=-453(LC 12), 14=-453(LC 12), 10=-371(1_C 12) Max Grav All reactions 250 lb or less atjoint(s) except 2--602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-0=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17=-407/878, 12-14=393r858, 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 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.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-6-0, 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 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 Ib uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 Ih uplift at joint 10. WalterP. Finn PE No.22839 MITek USA, Inc. FL Cert6634 6904 Parke East ENd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type Oty Ply THE WINDSOR T76686498 M11392 BHA BOSTON HIP 1 1 Jab Reference (optional) 'Chambers Tess, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 ID:-MGCA6bx7j2Sy1 HDXFW7ye3KK-ygLWhB71MW2rgWd-ZOTkOrEfFPjAdpvL_V)VGn UScX 1560 21-6-0 1 7-0-0 9Ga 11.6-0 13601 17-fi-0 190-0 21-0-0 23-6-0 256-0 2800 35-0-0 1-00 ]-0O 26-0 2-0-0 2-0-0 1iW 2-0-0 2-0-0 1-6-0 8 2-0-0 2b0 26-0 ]-0-0 I Scale = 1:62.4 4.00 12 4z4 = 57 15 58 17 56 12 59 3x6 55 8 20 3x6 2 54g 60 22 5z12 —53 4 6 z6 = 3x4 210 Sz12 3 6` 9 1 26 E7 .� * 231 63 14 52 n ;''v,1j�7I 2 �8 �N 1 281m l G 35 42 43 34 44 45 46 47 48 32 49 31 50 51 30 d 3x6 = 6x8 = 6x8 = ax6 = 3x4 = 3z4 = i 400 -0 20-0 370-07lA00 7.% I 2740H I 7-0I 50-0 Plate Offsets MY)- 13:0-&4,0-1-12],[32:0-3-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CS). DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ved(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.65 Horz(CT) 0.04 28 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -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. BOTCHORD 2x4 SP M30 BOTCHORD Rigid ceiling directly applied or 6-0-0oc 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 Harz 2=179(LC 7) Max Uplift All uplift 100111 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 250111 or less at joints) emept 2=812(LC 17), 33=1825(LC 1). 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-436/514,11-13=-436/514,13-16=-036/514,16-18=-436J514, 18-19=-036/514, 19-21=-382/412, 21-23=-382/412, 23-25=-082/412, 25-27=-387/418 BOTCHORD 2-35=-939/1572, 33-35=-909/1484, 32-33— 382/400, 30-32=-575/1004, 2"0=-568/1039 WEBS 3-35=-191/649,27-30=0/451,3-33=-2090/1523,11-33=-8101782,19-32=-7721/45, 2732=-1484/1044, 9-10-463/453, 20-21=-462/454 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=O.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 10.0losf bottom chord live load nonconcunem 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 5t between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 5651b uplift at joint 2, 1269 Ib uplift at joint 33, 1017 lb uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hangets) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265111 down and 381111 up at 7-0-0, 158111 down and 2061b up at 9-0-12, 158 Ito down and 206111 up at 11-0-12, 158 lb down and 206 Ib up at 13-0-12, 158111 down and 206111 up at 15-0-12, 158 Its down and 206111 up at 17-0-12, 158 lb down and 206111 up at 17-11-0, 158111 down and 206 Ito up at 19-11.4, 158 lb down and 206 lb up at 21-11-4, 158111 down and 206 lb up at 23-11-4, and 158111 down and 206111 up at 25-11-4, and 158 lb down and 2061b up at 27-11-4 on top chord, and 373111 down and 236111 up at 7-0-0, 69111 down at 9-0-12, 69 Ib down at 11-0-12, 691b down at 13-0-12, 69111 down at 15-0-12, 691b down at 17-0-12, 691b down at 17-11-4, 691b down at 19-11-4, 691b down at 21-11-4, 69111 down at 23-11-0, and 69 lb down at 25-11-4, and 691b 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 (8). lyader P. Finn PE NoI2839 tATek USA, Inc. FL Cert 6634 8904 Padre East BNB Tampa FL 33810 Date: April 3,2019 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOTCHORD 2x4 SP M30 BOTCHORD Rigid ceiling directly applied or 6-0-0oc 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 Harz 2=179(LC 7) Max Uplift All uplift 100111 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 250111 or less at joints) emept 2=812(LC 17), 33=1825(LC 1). 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1692/1103, 3-4=-105/259, 27-28=-1129/710, 3-5=-441/520, 5-7=-436/514, 7-10=-436/514,10-11=-436/514,11-13=-436/514,13-16=-036/514,16-18=-436J514, 18-19=-036/514, 19-21=-382/412, 21-23=-382/412, 23-25=-082/412, 25-27=-387/418 BOTCHORD 2-35=-939/1572, 33-35=-909/1484, 32-33— 382/400, 30-32=-575/1004, 2"0=-568/1039 WEBS 3-35=-191/649,27-30=0/451,3-33=-2090/1523,11-33=-8101782,19-32=-7721/45, 2732=-1484/1044, 9-10-463/453, 20-21=-462/454 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0psf; h=15ft; B=70ft; L=35ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=O.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 10.0losf bottom chord live load nonconcunem 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 5t between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 5651b uplift at joint 2, 1269 Ib uplift at joint 33, 1017 lb uplift at joint 32 and 434 Ib uplift at joint 28. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) Hangets) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265111 down and 381111 up at 7-0-0, 158111 down and 2061b up at 9-0-12, 158 Ito down and 206111 up at 11-0-12, 158 lb down and 206 Ib up at 13-0-12, 158111 down and 206111 up at 15-0-12, 158 Its down and 206111 up at 17-0-12, 158 lb down and 206111 up at 17-11-0, 158111 down and 206 Ito up at 19-11.4, 158 lb down and 206 lb up at 21-11-4, 158111 down and 206 lb up at 23-11-4, and 158111 down and 206111 up at 25-11-4, and 158 lb down and 2061b up at 27-11-4 on top chord, and 373111 down and 236111 up at 7-0-0, 69111 down at 9-0-12, 69 Ib down at 11-0-12, 691b down at 13-0-12, 69111 down at 15-0-12, 691b down at 17-0-12, 691b down at 17-11-4, 691b down at 19-11-4, 691b down at 21-11-4, 69111 down at 23-11-0, and 69 lb down at 25-11-4, and 691b 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 (8). lyader P. Finn PE NoI2839 tATek USA, Inc. FL Cert 6634 8904 Padre East BNB Tampa FL 33810 Date: April 3,2019 QWARNWG-Verity deslgnparametus andRE'Ap NOTES ON THISANO INCLUOEOaU/Efffi NCERAGEM67473re¢ 141232e15BEFOREUS& Design valid for use mywim Wake, connectors. This design is based only upon parameters shown. and Is form Individual building component, not a tnss system. Before use. me building designer must verify the epplicabaly of design parameters and property Incorporate this design Into me overall building design. Brocing ln6lcated is to prevent buclning of lndMdual truss web and/or chord members my. Additional temporary and permanent bracing T Ml lek( b always regu red for stabairy and to prevent collepse with possible personal 09ury and property damage. For general guidance regarding the rabdcatlor storage. delivery, erection and bracing of trusses and truss systems. seeANSUiPII Quality CiNotb, DSB-59 end SCSI Building Component 6904 Palle East Bind. Safety Wormefbriavaaable from Truss Rate Imtllute. 218 N. We Street Suite 312, Alexcnddm VA 22J14. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T76686498 M11392 BHA BOSTON HIP 1 1 �THEWINDSOR Job Reference p Tonal Chambers Truss, Inc., Fort Pierce, FL 8.240SDec 62U76MIIexlndustnes,lnc. W6a Apr J1u:1a:wzu1e ragez ID:_xfiGCA6bx7j2Syl HDXFw7ye3KX-DOvuuX7f7gAilaW X65_zw3mgy3PMG9UD9S2oDzUSCW LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39= 20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Loads (lb) Vert: 35=273(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45— 23(F) 41 47=-23(F) 48=-23(F) 49=-23(F) 50=23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-118(F) 55=-118(F) 56=-118(F) 57=-118(F)58=-118(F)59=-118(F) 60=-118(F) 61=-118(F)62=-118(F)63— 118(F) O WARNING •Verify deslsn paramefera and READ NOTES ON TNLS AND WCLUDED M REFERANCEFAGE M&797a rev. MUMS BEFORE USE Design valid for use only with MlToM connectors. Thin design is based only upon parametersw shoran. and b for an individual bulldhg component not a Imss system. Before use, the bulding designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall butchgdesign. Bracing Indicated Is to prevent bucWing of individual tnssweb and/or chord members only. Additional temporary antl permanent bracing MiTek' b olwa/s required for stoblllty and to prevent collapse with possble personal 94hay and property damage. For general guidance fegarding the fabrication, storage, delivery, erection antl bracing of imses and tnss systems seeANSU1P11 Quality CfBedo, DSBA9 and BCSI Bu9tlig Component 6904 Parke Fast Blvd. Safety Wormationa ble from Tess Plate Institute, 218 N. Lee Sheet Suite 31Z Alesandda. VA 22314. Tempe, FL W610 Job Tess Thus Type Oty Ply THEWINDSOR T76686499 M11392 GRA HIP 1 1 Job Reference (options]) chambers Truss, Inc., Fort Pierce, FL 8.240 s Uee 6 201B MI fex Industries, Inc. W ea Apr 3 10:1B:54 2019 Vogel ID:JcfiGCA6bx7j2Sy1HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNeSeteRpCcKfzUScV 1-0. 7-0.0 14-11-0 21-5.2 28-0.0 35-0.0 6-0- -0- 7-0.0 7-11-0 6-fi-2 fi-fi-14 7-0.0 4i Scale .1:60.3 5x12 MT18HS = 4. DO FIT 3.5 II 3x8 = 4x8 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 3x4 = 2x3 11 JJ �. 3x6 —o0 6x14 = o0 0, oa 3x4 = 4.6 = V ~, 2�La II 3x5 = 77�vn f I 14-11-0 I 21-8-2 2&0.0 I 35-0-0 7.11.n a.a.� a.a.lb 7-nn Plate Offsets(XY)— f3:0-9-00-2-81.f6:0-3-80-2-01 f7:0-5-40-2-41 f73:0-0-0D-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(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 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 HOR(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 153 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'Except' WEBS 4-13: 2x6 SP No.2 REACTIONS. (IWsize) 2=750/D-8-0, 13=3223/0-8-0, 8=1225/0-8-0 Max Hoa 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 tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1534729, 34=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOTCHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-1 D=-2329/2789 WEBS 3-15=-159f733,3-13=-2917/1869,4-13=-848/801, 6-13=-3504/3050, 6-12=430/666, 7-12=-9401731, 7-10=-489/690 Structural wood sheathing directly applied or 3-9-5 oc pudins. Rigid ceiling directly applied or 4.6.8 oc bracing. i Row at midpt 6-13 2 Rows at 113 pts 3-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat II; Exp C; Encl., GCpl--0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate gdp 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 nonconcument with any other live loads. 6) ' This tress 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 Ib uplift at joint 2, 2442 Ito uplift at joint 13 and 1159 It, uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12. 90 It, down and 15516 up at 11-0-12, 90 Ib down and 155 lb up at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 It, down and 155 lb up at 17-0-12, 9016 down and 155 lb up at 17-114, 90 Ib down and 155 lb up at 19-114. 901b down and 155 lb up at 21-114, 90 lb down and 155 Ib up at 23-114, and 90 lb down and 155 lb up at 25-114, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb dawn and 263 lb up at 7-0-0, 63 lb down and 3 Ito up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3lb up at 13-0-12, 63 lb down and 3lb up at 15-0-12, 63 lb down and 3lb up at 17-0-12, 63 Ib down and 3lb up at 17-11-4, 631b down and 3 Ib up at 19-114, 63 Ib down and 3 Ib up at 21-114, 63 Ib down and 31b up at 23-114, and 631b down and 3lb up at 25-114, and 4521b down and 2631b up at 27.114 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Wafter P. Finn PE No22839 1ATek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASEISI Rtnnd.rd ADril 3.2019 Job Truss Oty Ply THEWINDSOR �TrussType T166B6499 M11392 GRA HIP t 1 Job Reference (optional) Oh ambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 M7ek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID:_kfiGCA6b:7j2Syl HDXFw7ye3KX-uDTG6sOHu8lZwksigpVCTGJusd)Ne5el eFlpCcKfzUScV LOAD 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 (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(S)37=-40(B)38=40(13)39=-40(B)40=-40(B)41=-40(B) O WARNWG-Verity destgnpammefervand READNOTES ON THIS AND WCLUDEOMREKREPERANCEPAGEMX74mJ v. 1a1)J 916SEPORE USE Design valid far use only with MRek®connectom This design Is based only upon parameters shown. and is for an Incilvitlual building component, not �� a hsusystem. Before use, the bulldog designer mudverify the appllcabhity of design parameters chat properly incorporate Mis design into the overall bWdhgdeslgn. Bracing Indicated is to prevent bucWing of indlNdual hmsweb and/or chard members only. Additionaltemporaryandpennanernbracing M!Tek' B always gwed for stability and to prevent collapse Win posble personal U*" and property damage. For general Guidance regarding the fobrk:atbn, storage, delivery. erection and bracing of truces and ftws systems. WeANSVIPH CuaTBtTs. Cd1a1N, DSOd9 and SCSI BuYdIng Component 6904 Parke East Blvd. Safoly infonnatbnaooilable from Truss Pale Institute, 218 N. Lee Sheet, $age 31Z Mexandda, VA 22314. Tampa, FL 33610 Job Toss Truss Type Oty Ply M11392 J1 MONO TRUSS B 1b FEWINDSORT16686500 Reference (optional) 'Chambers Truss, Inc., Fort Pierce, FL B.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10;18:55 2019 Page 1 ID_kfiGCA6bx7j2Syl HDXFW7ye3KK-MPOeJC1NROOXufvEWOR7UrEfds3p"Tx9t6zUScU -1-0-0 1.0.0 ' 1-PO I 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2--48(LC 12) Max Uplift 3=-0(LC 9), 2=-140(LC 12) Max Gray 3=11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) - Max CompJMax. Ten. -All farces 250 (Ib) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-M oc puffins. BOT CHORD Rigid ceiling directly applied or 1O-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; It=15f ; B=70f; L=35ff, eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 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 lost bottom chord live load nuncuncumant 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 3-641 tall by 2-0-0 wide will fit between the baaom 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 41b uplift at joint 3 and 140 lb uplift at joint 2. Wafter P. Finn PE No12839 NTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNWG-Verity deslgnperamefen end READ NOTES ON WSANO/NCLUOEOMREKREFERANLEPAGEMX747a env. laeWoNBEFORE USE Designvalld far use only with MiTek0 cowmectors. Thisdesign Is based only upon parametersshown, and Is laran Individual bul ding component, not a truss system. Before use, the bu3ci ng designer must veMy the appllcobg3y of design parameters and propery Incorporate this design Into Me overall building design. Bracing indicated is to prevent buclding of lndMduol tans web and/or chord members only. Addmonol temporary and permanent bracing Is always required for stcWfty and to prevent collapse with possble personal Injury and property damage. For general guidance regwdhg the fcbrleatom slorcge. delivery, erection and bracing of tosses and toss systems. WeANSVTPi1 Quo Criteria. DS549 and SCSI Building Component Saltly Mfmmatbrxmoacble from Truss Plate Instilute. 218 N. lea street Suite 312, Almantlria VA 22314. ��' MiTek' 69M Parke East Blvd. Tampa, FL 33810 Job Truss Truss Type Qty Ply THEWINDSOR T76686501 M11392 J3 MONO TRUSS 8 1 Job Reference o Donal Chambers Tess, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-MPOeJC1 vlRQQXufvEWOR7UrEYdgQpKmgTxgt6zUScU -1-0-0 3.0.0 1-0-0 3.0.0 Scale =1:9.4 3x4 = 3.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rL/a n/a BCDL 10.0 Cade FBC2017ITP12014 Matrix -MP Weight: ll 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 dimodyapplied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3—(A/Mechanical, 2=17310-8-0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph.(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fU 6=70ft; L=35ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf 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, 147 Ib uplift at joint 2 and 4 lb uplift at joint 4. WaSerP. Finn PE No228H MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 A WANNNG- VeHtytles/gnper.me( a dR8 ONOTESONMZMDNCLUOEOMRFXflEFENANCEPAGEN 74MJ V. 1G=015BEACREUSE Design volid for use only with MTek®connectors. This dedgn b basest cNy upon Morretersshown, anal is for on IntlNlduol bulldLng component. not ��- a tma system. Before use. Me bWding designer must veMy Me applicoNtly of design parameters and properly Incorporate this design Into the overoll buUdhg design, Bracing indkote! is to prevent bucWhrig of Individual truss web anal/or choral members only. Additional temporary and permanent bracing MiTek' Is always required for stabaily and to prevent collapse wim possible personal lnlury and property damage. For general guidance regarding Me fabrication storage. delNery, erection and bracing of tenses and buss systems seeANSVIPIt QUO' y Creedu, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Woonalbrlavaloble from Truss Pate Institute. 218 N. Lee Sheet. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 lob Truss Thus Type Oty Ply THE WINDSOR T76686502 M11392 JS MONOTRUSS 8 1 Job Reference (optional) bhambers Tress, Inc., Fort Pierce, FL 3" = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:56 2019 Page 1 ID _OGCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XOIYH92E6oEX9YhOGnO2hYn5wv7NPYzUSCT Scale=1:12.7 aao LOADING (psp SPACING- 2-0-0 CSI. DEFL in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.07 4-7 >863 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Coda FBC2017/TPI2014 Matrix -MP Weight: 17lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-M oc.racing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0.8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max CompJMax 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.Opsf; h=15R; B=70fb L=3511; esve=6f ; Cat II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -"-O to 2-6-0, Interior(l) 2.6-0 to 4-11-8 zone;G-C for members and tomes & MWFRS for reactions show; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 part 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 3-8-0 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 104 lb uplift at joint 3,177 lb uplift at joint 2 and 9 lb uplift at joint 4. WalterP. Finn PE No.22839 WrellUSA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33B10 Date: April 3,2019 AWARNWG-VcriydesgnpaanrehrsandREADNOTES ONWISANDINCLUDEDMITEKREFERANCEPAGENIH473rey..1a9Y1015eEF0HEUSE Design valid far use only wnh MBek® connectors. This design Is based Only upon parameters shown and h for an IndMdual building component not a true system. Before use, the b ding designer must verity the applicability of design parameters and property incorporate this design into the Overoll building design Bracing lndicaled Is to prevent WcWhg of lndMdual rnrss web and/or chord members only. Additional temporary and permanent bracing MOW h always required for stability and to prevent collapse winl possible personal injury and property damage. FIX general guidance recording the fabticciron storage, delNery, erection and bracing of tosses and truss systems, see/ SSMIt Quail. ClBeda, DS549 and BCBI Building Component 6904 Parke East Blvd. Safoty Woveatlorxavoaable from Tess Rate InsliMe. 218 N. lee Sroat. State 312. Mexcndda. VA 22 14. Tampa FL 33810 Sob Truss Truss Type Oty Ply J7 MONO TRUSS 24 1 [HEWINDSORT16686503M11392 ob Reference (options)) 'Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MITeK IndUstnes, Inc. Wee Apr 310:18:b/ ZU19 rage 1 ID�_kfiGCA6bx7j2Sy1 HDXFw7ye3KKJo8Pku29B3h6nCplLx2v5vxV WOSnHEL48nDGx_zUScS Scale: 3/4'=1' Plate Offsets (X Y)-- 12:0-1-14 Edcel LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 23 lb FT=O% 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=42(LC 12) Max Gmv 3=165(LC 1). 2=315(LC 1), 4=125(LC 3) FORCES. (Ila) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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.Opsh, h=15ff; B=70f; L=35f; eave=6f; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-64), Interior(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 tmss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for muss to bursa connections. 5) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE No22839 fdTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 ob Truss City Ply THEWINDSOR T76686504 Ml 1392 KJ7 �Truiu;Type MONO TRUSS 4 1 Job Reference (optional) 'Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:18:57 2019 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale-1:20.6 3x4 = 5 3x4 = 6-8-12 1 &1-5 SPACING- 2-0-0 CSI. DEFL. in (lox) Vdefl Ud PLATES GRIP Plate Grip DOL 1.25 TO 020 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 Lumber DOL 1.25 BC 026 Vert(CT) -0.08 7-10 >999 180 Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n(a Code FBC2017/TP12014 Matrix -MS Weight: 38 lb FT=O% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 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 Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--838/366 BOTCHORD 2-7=-487/798,6-7=-487/798 WEBS 3-7=01307,21-6-9201561 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Cpst h=15ft; B=70N; L=35N; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurr nt with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 4, 262 Ib 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 (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=54 Trapezoidal Loads (plQ Vert: 2=0(F=27, B=27)-10-4=-133(F=39, B= 39), 8=0(F=10, B=10)-t0-5=-49(F=-15, B=-15) WalterP. Finn PE No22839 MTek USA, Inc. FL Cert6634 6904 Parke Ent Blvd. Tampa FL 33810 Date: April 3,2019 QwARN1NG-Vedrydeeignparemexemerd REAONOTES ON TNISMD011CLUOEDAUTEKREFERANCEPAGENR7473mv. 10N310150EFORE USE DeSign valid for use only with MBek0 connectors. Tins design b based only upon parameters snows, and b for an Inctedud building component, not ��- a hum system. Before use, Me bulidmg deslgner must verifMa appllcobtfly of design parameters and properly incorporate this design Into Me overall burdhg design. Bracing lndicote l is to prevent budding of Ndvldual truss web and/or chord members only. Additional temporary and permanent bracing MOW b ehvoys required for stability and to prevent collapse with possible personal inkry and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of hoses and buss systems seeANSMII Cug Criteria, DSBae and SCSI Building Component 6904 Parke East BNtl. Safety Mfonnatbnovolloble earn Tnm Rate Institute. 218 N. Lee Sheet, Sulfe 312. Alexandria VA 22314. Tampa, FL 336f 0 Symbols PLATE LOCATION AND ORIENTATION 1 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. 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 detalls available In Milek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is The length parallel to slots. LATERAL BRACING LOCATION 5 Indicated by symbol shown and/or 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 6-4-8 I dimensions shown Inffsixteenths t scale) III (Drawings not o scale) 0 Of O U U o_ 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, ESR3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MIt0 MiTek' 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. Addftional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For vide 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/1PI 1. 7. Design assumes trusses will be suitably protected from The environment in accord with ANSI/rPI 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-structurol consideration and Is The responsibliity of truss fabricator. General practice is to camber for dead toad deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. . 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no celling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Instal 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.