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MiTek® RE: M11439 MANOR71 Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11439 Lot/Block: Model: MANOR 71 Address: UNKNOWN _. Subdivision: City: ST LUCIE COUNTY State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my sea( affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61615-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18647372 a 11/13/2019 2 T18647373 a1 11/13/2019 3 T18647374 a2 11/13/2019 4 T18647376 a3 11/13/2019 5 T18647376 a4 11/13/2019 6 T18647377 a5 11/13/2019 7 T18647378 a6 11/13/2019 8 T18647379 a7 11/13/2019 9 T18647380 b 11/13/2019 10 T18647381 11/13/2019 11 T18647382 grb 11/13/2019 12 T18647383 ji 11/13I2019 FILE COPY 13 T18647384 j3 11/13/2019 14 T18647385 j5 11/13/2019 15 T18647386 j7 11/13/2019 16 T18647387 k17 11/13/2019 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 complywilh 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 MTek 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/IPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC No 22839 p XZ ?10 'STATE OF �44!Z S1ONAlist, 0`J. Walter P. Finn PE No.22839 MIT& USA, Inc. fL Cert 6634 _6"9NParleEasl Blvd. Tampa 1133610: November 13, 2019 1 of 1 Finn, Walter Jab Tmss Truss Type Ory Ply MANOR 71 T78647372 M11439 A Common 1 1 Job Reference (Optional) Chambers Truss, Inc., Fort Pierre, FL a. isu s mart i a iu mu en iuuuswea, n u. 4.00 12 4.4 = Scale-1:59.3 3x4 = 3.6 = 6x8 = 2x3 II 3.4 = 3x4 = 3x4 = 36 = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.26 Rep Stress Incr YES Code FBC2017rrPI2014 CSI. TC 0.33 BC 0.35 We 0.52 MatdWf-MS DEFL. in (loc)/deft Lld Vert(LL) -0.13 14-15 >999 360 Vert(CT) -0.25 14-15 1999 240 Holz(CT) 0.02 14 Na Na Wind(LL) 0.1017-20 >999 240 PLATES GRIP MT20 2441190 Weight 166111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipt 6-14 REACTIONS. All bearings 0-M. (Ib)- Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at)oint(s) 12 ex xspl2=-070(LC 12), 14=904(LC 12), 10=186(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=731(LC 1), 14=1562(LC 1), 12=342(LC 22), 10=266(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. TOP CHORD 2-3=-1461/958, 3-5=-1282/878, 5.6=639/551, 6-7=261f/45, 7-9=-379/723, 9-10=-96/254 BOT CHORD 2-17=-797/1413, 15-17=-010/878 WEBS 3-17=316/317, 5-17=-333/545, 5-15=572/515, 6-15=508/854, 6-14=-1202/797, 7-14=269/324, 9-14=5291449 1 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=3.0psh h=15ft; B=71ft L=35ft; eave=5f: Cat 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exledar(2)-1-M to 2-8-0. Inte6or(1) 2-6-0 to 17-6-0, Exterlm(2) 17-6-0 to 21-" 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 fora 10.0 psf bottom chord live load noncencunent 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 = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Qt=1b) 2=470,14=904.10=186. Walter P. Finn PE1,1632839 MiTek USA, Ina FL Can 6634 '6904 Parke EastBly.1 Tampa FL 33910' Date:. November 13,2019 ®WARNING-Vedry dasignpamnmera aodREADNOTES ON TMS AND INCIUOED aSTIXREFFRF]VCEPAGEMII-T413rev. 16'03,2015BEPDRE USE. Design Witt for use a* With MTeMannectors. This design IS based only upon parameters shown, and Is for an indirfdual building component, not ��- a system. Before use, the bending designer must nenfy Ne appOtmAdy of design parameters and properly incorporate this de, gn Imo Vie overall truce dualbusswebandlorGgrdmembersmy. Adationaltamporaryandpermanentbm6ng WOW buiidiNgdesign. Bmclg diwtLLtl toprerEntbuckrMatN IsImer,s required for staixity and to prevent co0apsewiN possible persons] injury and pmpeM damage. ForgenerelguWanceregarding Ne fabrication. .forage,delivery. erection and bracing ofbusses and buss Stearns. see ANSITPI10ually CrReda,DSB-a9 and SCSI Building Component Salerylnfarmation awdablefmm Tmss Platelnsdhde,218N.Lee Street Suite312,Alex Ma,VA22314. 6904 Pme East BIM: Tampa, FL 36610 Jab Truss Truss Type Oty Ply MANOR 71 T7B647373 M 11439 Al Common 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wee Nov 13 07:41:54 2019 Page 1 ID:AJIomcsggFaOsPzA?N?xeHyeitl-sOgF8ga9WKoLg?v ubyDPE4NmU7Z1m)QiApfLyJOR 8: 2-11-1 1 I 35-0-0 O� E5 77 4{-75 2�-0-0-0' 2 -15 4-136-0-0. 4£-15 8-0-2 4.00 I2 4.5 = Scale=1:59.5 W -- 15 -- -- 14 - 12 3.6 = 2x3 11 4x6 = 3x8 = 2x3 II 3x6 = 3x8 = 4x6 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) /deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.31 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 14-15 1646 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.3514-15 >999 240 Weight 1661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1424/0-8-0, 10=1424/0-8-0 Meet Horz 2=179(1-C 10) Max Uplift 2=868(LC 12), 10=868(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=34812332, 3-5=2886/2019, 5-0=2886/2123, 6-7=2886/2123, 7-9=2886/2019, 9-10=-04812332 BOT CHORD 2-17=-2073/3261, 15-17=-2073/3261, 14-15=12802118, 12-14=-2088/d261, 10-12=2088/3261 WEBS 6-14=-044/984, 7-14=252/310, 9-14=-677/504, 6-15=4644/984, 5-15=-252/310, 3-15=-677/504 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=4.2psg BCDL=3.Opsf, h=15ft; B=71(k L=35ft; eave=5ft; Cat. If: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0. Exterior(2) 17-M to 21-0-0 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 fora 10.0 psf bottom chord live load nonconcument with any other 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.Opsc 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0WID) 2=868, 10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 15-0-0, and 75 lb down and 70 lb up at 20-M an top chord. The desigrdselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-6=54, 6-11=54, 18-21=-20 Concentrated Loads (Ib) Vert 26=-75 27=75 Walter P. Finn PE 1,16.32839 MiTek USA Int. Ft Cart 6s34 6904Parke East Blvd Tampa FL 33610. Belk, November 13,2019 A wmmNG. Verify design parunefers entlREAO NOTES ON MS AND INCLUDED tQTEK REPEREvCEPAGEW-7473 rau. 104XL2015 BEFORE USE Design vabd for use only with MTeMe connectors. This design Is based only upon parameters show, and Is for an IndiAdual building component, not a buss spleen. Before me, the bu93ng designer must very the apprimWLty of design parameters and prop" inmryomte Nis design Into the overall buildulgdesign. Bracing to aM/ordwNnumbers only. Addnonaltemporzyendpermanentbracing MiTek' isaMay utr dbrs hhywdla MwMwli MewithpossNepers Mju udMo dydamage. Forgeneralguidanceregandigthe fabrirabo, starage, de4vey. emotion aM bracing of busses and buss systems, see ANSUTPH Quality Celeda, DSB49 and BCSI Bulld/ng Component 6904 Parke Fast Blvd. Safey/nforma0on avaleWefmmTess Plate Institute,216N.Lee Sb LSuite312,Alexendda.VA22314. Tampa. FL W610 Job ss Truss Type oty Ply MANOR 71 T18647374 M11439 [AM2 Roof Special 8 1 Job Reference (optional) cnamoers I mss, me., ten MCrLe, rL o. mu s mar r ...Ic .11e1 inuumnca, , ,.. rvm. ,.,ov ,o 37.4,.55 z;,o �t d Scale =1;60.3 4.W 12 45 = 6 15 14 3x5 = 2x3 II Sx8 = 2.00 12 3x12 = 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 lncr YES Code FBC2017ITP12014 CSI. TC 0.72 BC 0.97 WB 0.93 Matti DEFL, in (loc) Udell Ud Vert(LL) -0.58 12 >725 360 Vert(CT)-1.0712-21 >393 240 Hoa(CT) 0.39 10 Na n/a Wind(LL) 0.80 12 >527 240 PLATES MT20 MT18HS Weight 162 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 24-2 oc punks. 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 7-13 REACTIONS. (lb/size) 2=134910-8-0,10=1349/0-8-0 Max Ham 2=-179(LC 10) Max Uplift 2=-825(LC 12). 10=-825(LC 12) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=3317/2151, 3-5=-2562/1755, 5-6=2355/1675, 6-7=2377/1650, 7-9=527613414, 9-10=5681/3671 BOT CHORD 2-15=-1911/3110, 14-15=-1911/3110, 13-14=14282418, 12-13=-3088/5062, 10-12=3410/5408 WEBS 3-15=0/302, 3-14=-804/562, 5-13=-357270, 6-13=730/1177, 7-13=3077/1999, 7-12=110511963, 9-12=4031372 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=71ft; 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) 246-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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. 6) Bearing atJoInt(s) 10 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except (it=1b) 2=825,10=825. Walter P. Finn PE Nc.72839. MITak U SA; In d. FL Cart 6834 6904 Parke East Blvd, Tampa F1.33810 Cato:. November 13,2019 AWARMNG.Vedydesignparameters.ndR NOTESONTMSANBINCLEfDMMrtEXREFERENLEPAGEMII-7413rew.f�ISBEFOBEUSE Design valid for use only won MReL® connectors. This design is based onry upon perimeters shown, and is for an ImMalual building component, not a truss system. Behare we, the buffil disgnermust wetly Me MufkabLtyof design parameters and papery inmtporate Nis design Into the oveall buildingdesgn. Bmchghdiratedistoprevenlbucmngofh6 dualbusswebend/orWNM= ersanty. Additional tempaary and permanent bracing WOW IsaNaysr.q Gy an inpvee popeMdamage. ForgenCni itlance69 rk .dew Wnwdbmdngofa sposside )oral SJ ANSVAn Dualdy CMeda, OSB-99 and BLSl Bullding Component ad battlendrs,21 andee Parke East BM. Sakrylnrormadw evaOaHe from Truss Plate lns0arte, 218 N. Lee Street Suite 312, Alssarrtlda, VA 22314. Safety Inormathe Madery� from Sth Suite T69(14 ampa. Tempa,R 06610 Job Truss Truss Type Oty MANOR 71 T18647375 M11439 A3 Hip 1 �PI, 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t1.Tau s mar 11 zuld col tex mcusmes, no. wee Nov to m:a nno av to raga i IDJUIommggFaOsPzA?N?xeHyeill-p u72Wb02r23vJ2F00_UU[64Zn6L1tDgtHfwkEyJBP 1-0 ]-]-15 13-7-8 17-M 2341-12 2111 35-0-0 6-0 00-0 7-7-15 5-11-9 34A -0-05.11-12 2-413 Scale-1.62.3 4.00 12 40 = 46 = 6 7 17 16 3x4 = 3.5 = 2x3 II 5,01 = 2600 12 3x12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.58 13-14 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0613-14 >395 240 MT18HS 2441190 BCLL 0.0 Rep Stress lncr YES WB O.B6 Hom(CT) 0.39 11 r/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.8013-14 >526 240 Weight 169 lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 24-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt B-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-B-0, 11=1349/0-B-0 Max Hoe 2=175(LC 11) 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=-3318/2236, 3-5=2558/1847, 5-6=2401/1788, 6-7=2265/1737, 7-8=-242211761, 8-10=5275/3598, 10-11=5687/3847 BOT CHORD 2-17=2010f3111, 16-17=2010/3111, 15-16=153112419, 14-15=-1319/2240, 13-14=-3269/5065,11-13=3578/5413 WEBS 3-17=0/304, 3-16=807/565, 5-15=320/270, 6-15=-48916D5, 7-14=-352/592, 8-14=30472096, 8-13=-1175/1985, 10-13=408/379 NOTES- 1) Unbalanced mof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; 13=711t; L=35ft; save=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-6-0, Interior(1) 2-04 to 17-M, Exterior(2) 17-" to 18-M, Interior(1) 22-11-6 to 36-0-0 zone;C-C formembers and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Doming. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 atjoint(s) I I considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 2=825, 11=825. Walter P. Finn PE11022839 MITek USA lrie. FL Cart $634 '6904 Parke East BNcL Tampa FL 33616 Data:, November 13,2019 AWARNING-Veerd, design parameters and READ NOTES ON THIS AND INLLUDW MmET(REFERENCE PAGEAM.7V3re,-. f00YtOf5 BEFORE USE Design valid for we any wah Mmekle connectors. This desyn is based only upon parameters shown, and is for an indiMdual building component, not e Was system. Before we, the balding designermwt verify me appUniWity of dealgn parameters and propeM incorporate this design Into the overall building design. Bradngindcatedis Mprevent buckrim of indi4tlual bussweb anNoroirordmembers only. Additgneltempawry and permanentbracing MiTek' is ahvays required for staMliry and fo prevent colapsewith pwarla personal injury and Moray damage. ForgenemlguidanceregaNim Me fabdco6an, stor e.delivery.erectionandbrawgof,mssecatd Wss systems. see ANS 11 Duality Cmeda, Di and BCS/ Building Component 6904 Pale East BM. Safety Informs en walea Wan Truss Plate Institute. 218 N. Lea Sbeat Swte 312, Aletmttlda, VA 22314. Tampa. FL 36610 Job Truss Type Oty Ply MANOR 71 T78647376 M11439 A4 �Trusa Hip 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL o. isu smar, i au,a moan nmu>me>, mu. vv=e,vovZ v,..5�...,� Scale=1:62.3 4.00 12 4xe = 3x4 4x6 = 5 6 7 Sx6 2x3 G 5x8 8 5x8 MT18HS a 25 26 4 9 10 3 us uh 24 27 3 11 W 1 2 14 7x8 WIBHS = 12] d 15 4x8 = 17 16 as It 3x4 = 5x8 — 3.12 = dins = 2.00 12 7-7-15 13-741 15-0-0 20-0-0 23-11-12 350-0 111-n o.0.13 s.2a Plate Offsets (X Y)— 12:0-1-6 Edael 13:0-1-4 0-M] [3:0-PO 0-1-121 16:0-54 0-2-0] [10:04-0 Edge] (1 t0-1-15 Ednel [76:0-2-4 0-2-81 LOADING (psf) SPACING- 2-0-0 C51. DEFL, in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.53 13 >792 360 MT20 2441190 TCDL 7.0 LumberOOL 1.25 BC 0.97 =CT) -0.9913-23 >423 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 H. (CT) 0.36 11 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.73 13 >575 240 Weight 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 24-13 o: pudins. BOT CHORD 20 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=1349/0-8-0 Max Holz 2=155(LC 11) Max Uplift 2=-825(LC 12), 11=825(LC 12) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 24=-3316/2376, 4-5=2563/1968, 5-0=2462/1977, 6-7=2800/2203; 7-8=2948/2252, 8-9=-5229/3788, 9-11=5692/4100 BOT CHORD 2-17=2144/3109, 16-17=2144/3109, 15-16=1635/2413, 14-15=1547/2362, 13-14=-3431/5004, 11-13=3821/5419 WEBS 4.17=0/301, 4.16=-806/577, 5-15=225/264, 6-15=-239/292, 6-14=476/680, 7-14=406/661, 8-14=2564/1843, 8-13=1246/1955, 9-13=-463/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf, h=15ft; B=71ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Extedor(2) 15-0-0 to 20-0-0, Interiol(1) 24-11-6 to 3641-0 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 pointing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chard live bad nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide will 6t between the bottom chord and any other members. 7) Bearing at joint(s)11 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb) 2=825, 11=825. WaltarP. Finn PE N_o]2939' MiTek US0.1nc. FL Cer 680I 6904Puke East BNd. Tampa FL33610 Date: November 13,2019 AWARMNG-Vedly designpaamefsrs and READ NOTES ON MS AND INCLUDED IRITSNC FERENCEPAGEMII-7473 rev. fQ103 0f5 BEFORE USE Design valid for use on1yweh Waco connectors. Tills design is based only upon parameters shown, and is (ar an individual building component, not a truss system. Before use, Me building designermustwaiv me app6ratiiety of demgn parameters and property incorporate this design Into the overall bWldhgdwlgm Bracing Indicated istoprevembucidigofindividualbusswebandlorcimNmembers only. Additional temporary and pmmanentbracing MiTek- Isalways re9ueedfor slablLry and to prevent co8apse with peense personal injury and"pedy damage. Forgenardlguldanceregardingthe fabrication, sbrege. delivery erection andbacing ofmsses andbusssystems.see ARSUFPIf Quality Wlfeda,OSB-89 and SCSI Building component 6904 Parke East Blvd Saferylnfarmafion ovailablefmm Tree Plateln54tute,218N.Lea Sbeet,Buite312,Alexe .VA22314. Tampa. FL M610 Job ss Tress Type Ply MANOR71 T78667377 M11439 [A�5 Hip �Qty 1 1 Job Reference (optional) ChambersTress, Inc., Fort Pierce, FL 8.130 is Mar 112018 MiTek Industries, Inc. Wed Nov 13 07:41:58 2019 Page 1 ID:AJiommggFaOsPzA?N?xeHyeill4A3m_BdgaYlm9cCe7ROya4F3vaohVpl7Ub81o7yJflN 1-0 ]715 I 5I 28-913 4 2-0V2.115 -0-71108 4EI1-11-12 I -13 36-0{l -0-0 Scale-1:61.3 3A II 3x6 = 3.4 = 45 = 4x6 C 15 14 .._..._.._ 3x5 = 2.3 II 5.12 = 2.00 12 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lox) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.9912-21 >426 240 MT18HS 2441190 BCLL 0.0 Rep Stress lnor YES WB 0.72 Horz(CT) 0.35 10 n/a rda BCOL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.72 12 >580 240 Weight 160lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2.4-15 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 REACTIONS. (lb/size) 2=1349/0-8-0,10=1349/0-M Max Horz 2=136(LC 10) Max Uplift 2=825(LC 12), 10=A25(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3302/2424, 3-4=-2589/1988, 4-5=-2410/1948, 5-6=2430/1959, 6-7=-35BO/2713, 7-8=-372812795, 8-9=5216/3822, 9-10=5695/4205 BOT CHORD 2-15=2188/3094, 14-15=-2188/3094,13-14=2124/3102,12-13=-3448/4977, 10-12=3922/5422 WEBS 3-15=0/288, 3-14=-756/612,6-14=-953f755, 6-13=-373/685,7-13=.6971994, 8-13=2051/1540, 8-12=1293/1901, 9-12=-074/482, 5-14=381/608 NOTES- 1) Unbalanced mot live loads have been considered for -this design. 2) Wind: ASCE 7-10: Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; B=71ft 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. Intedor(1) 25-0 to 13-0-0, Extedor(2) 13-M to 27-0-9, Interior(1) 27-0-9 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 am MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift aljolnt(s) except Qt=lb) 2=825,10=825. Walter P. Fmn'PE HoXt839. MiTek IJBA,1no: FL Cert 6674 '6904Parko East Blvd Tampa FL 3381E VIA:r November 13,2019 A wAR,WNG- VedweslgnpaamoursuodRE010N07ES ON MSMVINCLUDEDM/rEKREFERENCEPAGEMll.7173reu. 1W03/201SBFFOREUSE Design valid foruse oMrv,M MTeM connectors. Thu design is basetlmJy upon parameters shown, and is foren IndMtlual building component, not e hose system. Before me. the bu9tliM desgnermust very Me applicability of design pemmetem and M,,eily in=Wmte this design into the overall buildmgdesgn. BmdngmdiwtedistopreventbuckrugafindduMWsswebaMordro membemony. AddtionaltnsWunryandpermanenibraciig MiTek' is always reguiredfor stability and to pmvent collope with pouible personal injury and M,xrty damage. ftr general guidance regarding Me fabrication,stage,delivery, museum and bracing of meses and buss systems, see ANSVTPJlQual4y Crileda, DSB-49 and SCSI Building Component 6904 Papa east Blvd. Salefylnformallem avaiTabi.fmm Truss PWtelutiUe.218N.L.Sb LSWi 312, AIexandra.VAM14. Tampa,FL XM0 Job Truss Truss Type Ply MANOR71 Tu8647370 M11439 A6 Hip �Qty 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 5 Mar 112018 MTek Industries, Inc. Wed Nov 13 07:41:59 2019 Page 1 ID:AliommggFaOsPzA7N4xeHyelll-DMd8BXeILsQdmmngh8XB6loE0 80EIvGjFtaLZyJnM i1-0.02 I I 35-0-0 -&-0I 75]7-13-014 37 -1 1 S1-0 A&315 6:1- Scale = 1:61.3 5.8 = 4.00 12 3x5 = 3.4 = 5x8 MT18HS = 5 24 25 6 26 7 p:a 15 14 13 3x4 3x6 = 2x3 II 3x4 = 5.8 = 3x12 2.00 uz 7-7-2 11-0-0 1&7-8 1&1041 23-11-12 2 -021 1 3so-0 7-7-2 i 3d-14 2-7-0 i S&1 { Si-0 0. -0 2.8.1 1 8315 Plate Offsets (X Y)— 12:0-0-2 Edcel (4:0-5-4 0-2-81 [7:0-4-00-2J] (9:0-1-15 Edge] (13:0-2-0 0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.56 11-12 ,748 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0311-21 1408 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.36 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.78 11-12 >542 240 Weight 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purling. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS, (lb/size) 2=1349/0-8-0, 9=1349/0-" Max Hors 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) -Max. CompJMax.Ten.-Allforces 250(to) or less except when shown. TOP CHORD 2-3=3312/2471, 3-0=2801/2173, 4-5=-2937/2307, 5-6 -402713051, 6-7=4954/3675, 7-8=5236/3830, 8-9=-5685/4263 BOT CHORD 2-15=2231/3105, 14-15=-2231/3105, 13-14=1815/2626, 12-13=2030/2953, 11-12-2817/4091, 9-11=3974/5411 WEBS 3-15=1266, 3-14=-613/527, 4.14=282/373, 4-13=455/612, 5-13=8331718, 5.12=-896/1276, 6-12=-675/575,6-11=-670/1004, 8-11=440/553, 7-11=997/1469 NOTES- 1) Unbalanced mof 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=71ft; 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, Interim(1) 2-0-0 to 11-0-0. Exlerioi(2) 11-0-0 to 28-11-0, Interior(1) 2811-0 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) Provide adequate drainage to prevent water cording. 4) All plates am 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 atjoint(s) 9 considers parallel to grain value using ANSI/TP1 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 1001b uplift at)oint(s) except Qt=lb) 2=825, 9=825. Walter P. Finn PE No23839' MiTek US0.lnc. FL Cod 6674 '6904Parke East Blvd Tampa FL 33610' Data: November 13,2019 A wARaONG-VxlydeYgnparameWrs andREADNOTES ON MIS ANDINCLUDW IWUIVC EFERENCEPAGEWI-7473rev. f4%=I5BElOREUSE Design wed foruse onlyw MITeMoseredurs. This design Is based only upon parameters shdr and is Wren indmMal building component, not a truss system. Before use, Me bu6dmg designer must verily Ore applicability of design Parameters and prepedy Incorporate Ws design Into Me overse bWllgdalgn Bradng tdiratcdbWprevent burJding of lndMMel Wss wet aMlardwM member only. Addonatempra,.rdpermanentbraGng MiTek' IseAray MueedforsMbWmdMMwMmHapsewltpossiNepersonWinjm wdmMrtydamage. Frorgenerel guldenco regeNing Me faMmWn,str e,derivery,eredbnaMbmdgofbussmmdbusssyslems,sea ANS/RP/10vallry CrNeda,OS&e9 and BC5l Bulltlmg Component 6904 PaM: East Blvd. Safefylnhrmaf/oo awilable fmm Truss Plate Institute, 218 N. Lee street Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Tmss Type ON PN MANOR 71T78647379 M11439 [,uss 7 Hip 1 1 Job Reference National) Chambers Truss. Inc., ton Pierce, FL 4.00 72 4.8 = 2.3 II 3.6 = 3x4 = 2v3 � 4 526 6 ] 27 ass = 2.3 O 8 9 Scale=1:60.5 I IJ 3x4 = 3x4 = 34 — fall= 3x4 = 3xG = 3x4 — 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.13 12-23 >999 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.29 12-23 >BB4 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Hoa(CT) 0.03 10 n/a Na BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.1312-23 >999 240 Weight 1611h FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Sbuctural wood sheathing directly applied or 6-8-3 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directlyapplied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-15 REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=256(LC 12),15=-933(LC 12). 10=-460(LC 12) Max Grav 2=390(LC 21), 15=1620(LC 1), 10=731(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=355/278, 4-5=521/823, 5-7=521/823, 7-8=646/514, 8-9=11551896, 9-10=1409/1091 BOT CHORD 2-17=1601325, 14-15=280/646, 12-14=-638/1078, 10-12=938/1311 WEBS 3-17=396/473,4-17=310/444,4-15=-942(713, 5-15=-3261367,7-15=-1554/1143, 7-14=128/406, 8-14=-5161399, 8-12=283/444, 9-12=355/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=71ft; L=35ft: eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) A-M to 2-5-0, Interior(1) 2-6-0 to 9-M, Extedor(2) 9-0-0 to 30-11-6, Interior(1) 30-11-6 to 35-0-0 zone;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt-lb) 2=256,15=933.10=460. Waiter P. Finn PE 11e.21839. MITek USA. Ina Fl. Cer168]4 6904 Parka East Blvd Tampa FL33610' Data; November 13,2019 ®WARNING-Valfy design parameters mdREAD NOTES ON MS AND INCLUDED WEKfZFERENCEPAGEAUI.7V3 rev. id WMI5 BEFOFE USE Design vaild for use only vMh MTeM connectors. Tbis design Is owed only upon parameters shorn, and is for an Whir ual building component not a buss system. Before use, the bua3ng designer must verify Me applicability of design minameten and propeM incoryomre Mrs design Into the overall Indicated is to buWing truss andfarchmd members only. Additionetemporaandpermanenlbracing WO_ bWdigdeagn. Bracing prevent ofindividuel web ry Is aysrep dforst ElymdbpreveMmbpsewilhpossidopems inluryand Mrs nydamage. Forgeneralguldenceregan Ne fabdcalionstorage. deliver,.creation andbradngoftmsses andbusssplems,see AN5 11 quality Cdtxl;DSO-69 and BCS1 Building Campanent 6904 Parke Fast Blvd. S.&WInkrmatfon available from Truss Plata Institute, 218 N. Lee Street. Suite 312. Alexandria VA22314. Tampa. FL 36610 Job TrussType Oty Ply MANOR 71T78647380 M11439 Past Roof Special 7 1 0b Reference o donal ChambersTmss, Inc., Fort Pierre, FL 8.130 s Mat 112018 MiTek Industries. Inc. Wed Nov 1307:42:01 2019 Page 1 ID:AJiomcsggFaOsPzA?N?xeHyeil1-911ucDfYtTgLO4xDoZafBjtcPop0i9e7AZMhPRyJfiK -1-0-0 6-7-10 12- V 1]-6-0 23-11-12 2&g41 353-0 6-0- -0-0 6]-10 6-3-7 44L15 fi-&12 2-9-12 Scale=1:60.3 4.00 12 5x10 = 3x4 I 6 7 3x4 =46 = 410 = 3x4 II 2.00 12 3x12 = 3x5 = 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 CS]. TC 0.63 BC 0.90.807 WB Matrix -MS DEFL. in (loc) Well Lid Vert(LL) -0.55 13 >764 360 Vert(Dn-1.0213-24 >412 240 Horz(CT) 0.38 11 n/a n1a Wind(LL) 0.76 13 >556 240 PLATES MT20 MT18HS Weight 1731b GRIP 2441190 2441190 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc puriins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-15: 2x4 SP No.3 WEBS 1 Row at midpt 8-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=134910-8-0 Max Horz 2=179(1_C 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -AII forces 260 (lb) or less except when shown. TOP CHORD 23=334512225, 3-5=2959/1946, 5-6=-2099/1519, 6-7=2745/1985, 7-8=-279111918, 8-10=5241/3361, 10-11=-5691/3687 BOT CHORD 2-18=199513150,16-18=1479/2456, 7-14=206/271, 13-14=3019/5016, 11-13=3425/5418 WEBS 3-18=474/463, 5-18=238/563, 5.16=705/569, 6-16=-413/224, 10-13=463/431, 8-13=1109/1943,8-14=2684/1670,14-16=-1136/2094,6-14=1261A888 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=711t; 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. Intenor(1) 2-M to 17-6-0, Exterior(2) 17-6-0to 21-M zone;C4: 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) II considers parallel to grain value using ANSli 1 angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) except at -lb) 2=825,11=825. Walter P. Finn PE No.72839. MTek.USA, 1ria FL Cart 6634 69M Parke East Blvd Tampa FE $3616 Date:. November 13,2019 ®WARNING-Ved/ydeVarParameters and REA AtiONMIS MDINCLUDWMNFKREF£RENCEPAGEhm-7473re,101 2015BEMIREUSE Design valid forme only wan MiTek® cormecUm. This design Is based only upon parameters shown, and is roman individual building component, not a "a s system. Si use, the among designer must verily the eppilcabliily of design Pervasive and pmpedybmrporate this design into the owm6 buldingtlesgm Bad, Indicated h M prevent bucRing ofindiNdual was web aii chord members orgy. Additonal temporary and permanent bracing MITek' Is always required forstabi6ly and to prevent collapse with possible personal Injury and properly damage. Forgervin l guidanceregarding the fabrication, storage, dadw ry, eredbn and bacirg of msses and miss systems, see ANSVTPIf Doaldy Crams, 0SB49 and SCSI Building Component 6904 Parke East Blvd. Safeylnforma hon avalabin from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aleuntl4a. VA 22314. Tampa. FL W610 Job Truss Truss Type Oty Ply MANOR 71 T18647381 M11439 BHA Hip Ginter 1 1 Jab Reference (optional Gnarmers ImSS, Inc., tnn YRree, FL a.1.3e s mar n Lula hall Ierc InCUSMm, Inc. lived Nov lJ UTAZ VJ Zola rage 1 ID:AJiomcsggFaOsPzA7N7xeHyeill67sflvhpO5W3FN5bw c7HSys7baRA4nsetmUKyJflI E-0 V-60 iLO }1g 1 -0-z0 111 Sl I= I17LIUX 21-0 W I2s31-1-z2 4a �M1. 4 0o-o-0 Scale=1:64.8 NAILED NAILED 3x6 Special 438 4x8 =42 4 3 41 4.00 12 4x4 = NAILED 44 10 9 34 53 54 33 55 3z6 Special NAILED TO = = NAILED NAILED 12 46 14 47 16 rNAI 48 NAILED NAILED 19 49 41 3x6 a NAILED t = t LED 23`90 25 4x8 = r LED 20 51 52 I ull all I'll 56 32 57 58 59 31 30 6o 61 29 NAILED 3.5 = NAILED 3.6 = NAILED NAILED 6xi0 =NAILED NAILED 28o-0 3x4 = LOADING (psf) TCLL 20.0 T. 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.98 BC 0.68 WB 0.76 Matrix -MS DEFL Ven(LLj Vert(CT) Horz(CT) in floc) Vdefl LJd 0.29 33-34 >906 240 -0.32 33-34 >822 240 0.08 31 r1a n/a PLATES GRIP MT20 2441190 Weight 215lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 36-10 oc.puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3*Except' IRaw at midpt 3-9 20-31,26-29; 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1Row at midpt 9-32.15-31, 26-31 JOINTS 1 Brace at Jt(s): 9, 15, 20. 13 REACTIONS. All bearings 06-0. (Ib) - Max Horz 2=179(LC 6) Max Uplift All uplift 100 to or less at joint(s) except 2=-1087(LC 8), 27=279(LC 25), 31=2164(LC 8), 29=-245(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=1443(LC 1), 27=323(LC 14). 31=3029(LC 1). 29=550(LC 30) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=3649/2731, 3-4=-363/201, 46=294/149, 8-10=312/196, 10-12=312/244, 12-14=-274/247,3-5=-3015/2291,5-7=3016/2292, 7-9=-3016/2292, 9-11=-861/637, 11-13=661/637, 13-15=-861/637, 15-17=1507/2247, 17-18=-1507/2247, 18-20=-1507/2247, 20-22=150712247, 22-24=1507/2247, 24-26=1513/2254, 14-16=-282/256, 16-19=-321/248, 19-21=288/178, 21.25=-296/145, 25-26=-322/143, 26-27=-472ROI BOT CHORD 2-34=248W,128, 33-34=2435/3370, 32-33=218413241, 31-32=-544/1121, 29J7=593/476, 27-29=-599/492 WEBS 9-33=142/449, 9-32=2348/1799, 1"2=756/1254, 15-31=3513/2423, 20-31=519/518, 3-34=-070/647, 26-29=-310/237, 26-31=1576/1233, 3-33=-114/270, 18-19=-3231320, 76=352/336 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=711t; L=35ft; gave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI7rPl 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates am 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pit bottom chard live load nonconcurent with any other live loads. Walter P. Finn PE tlo.72639 MIT& 0SA bie.PC tort 6634 8) • 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-M wide Forks East Staff Tampa F4.39670' will fit between the bottom chord and any other members. Date: ; 9) Provide mechanical connection (by others] of truss to bearing plate capable of withstanding 10871b uplift at joint 2, 279 lb uplift at joint 27, 2164 to uplift at joint 31 and 245 IS uplift at joint 29. November 13,2019 AWARMNG-VMfydeslgnpa7amerersandR NOMS ON7mSAND1NCLUSEDMI'MIZEFENEf10EPAG15 ➢7473reu. 10103120168EPoREUSE Design se6e for use o*v M Mrek®wnnectors. This design K based only upon parameters shown, ant Is for an individual building component, not a truss system. Before use, me building designer must verify me app6coNtlty of design parameters and prepedymospomte INS design Into the overall buildigdesiga BmciMNdimtMistoprevent WrkgngofN duallnu baMorchordmemWmoNy. Addgbraltemporeryandpetmenentbtadng WOW Is always required(orstab?ry and to prevent dollops wish polMole personal injury and popeity damage. Nrgeneralguldanoeregardingtim rabdratba access. delivery, erection and bracing of basses and buss systems, see ANSI?PN Congo, CMM., DSS-89 and SCSI Building Component 6904 Perke East BIM. Saretylerarmedan avaaaMeB mTruss Plate Irls4Me,218N.Lee StmLSuite312,AlevenMa,VA22314. Tampa, R. 36610 Job Truss ype Oty Ply MANOR 71 T1B647381 M11439 BHA Ginter TPSST 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d.1JV s Mar I [alb MI I as Inausmes, roc. Wed nev is ocrcw m m rage c I D:AliommggFaOsPv17N7xeHyei1667sf l vhpO5w3FN5bw_c7H8ys2baRA4nsetmUKyJ81 NOTES- 11)'NAILED' indicates 3-10d (0.148 x3') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 328 lb up at 7-M on top chord, and 402 Ib down and 504 lb up at 7-0-0 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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 1-3=54, 3-14=54, 14-26=54, 26-28=-54, 35-38=20 I Concentrated Loads (lb) Vert: 34=402(F) 41=146(F) 42=-111(F) 43=-111(F) 44=-11l(F) 45=-111(F) 46=111(F) 47=111(F) 48=-1l l(F) 49=-111(F) 50=-111(F) 51=111(F) 52=-111(F) 53=-68(F) 64=68(F) 55=-08(F) 56=-68(F) 57=-68(F) 58=68(F) 59=-68(F) 60=-68(F) 61=68(F) AWAIWNG-VMryd-egnpammelers MdRw NomsONTHIs ANGINCLu0E0fdREK�PAGEr411.703re lwo3l2gl5BEF UUSE Design va6tl/muse oNywiN MTele®cormectors. This designis basedonlyupon parameters shmw and ufroenrielMdualbuilding mmponeM,not a wss system. Before use, the busdi g desgnarmust verify Me applicability of design parameters and Psi Incorporate this design into Me ovemll MiTek' buildinflil rtBracigIndicatedLstoprawmitbucklilgoflniiNdualtrusswebandNorchordmembersonly.Ad6lionallemporetyMdpelmanentbmdng Is always method for stability and to prevent collapse wim possible personal Injury and laocedydareage. Forgenemlguidancelegsminglhe fabdca8on.aromge. de%v . eretiionaM bracing ofbassm and Voss systems. see MS IIQ..MyC .I.,DSB.89an0BCSIBulldng Component 6904 Papa Ball Blvd. Salefylnldrmadan to sJeNe from Truss Plate lnsVWte, 218 N. Lee Street, Suite 31Z Me rvedtla, VA 22314. Tempo. R 36610 Job Truss Truss Type Ply M11439 GRB HIPGIRDER �Qty 1 1 �IMOR71T78647382 Job Reference (optional) Chambers Times. Inc., Fort Pierce, FL u.1Ju s Mar n zuld mu ea mausmes, roc, vvea .0v 14 w:ae:w zum rage i ID:AJiommggFaOsPzA7N7xeHyeill-2W_PSbi3yABnuhE_l PebMZ1 DGPBHexa95BKuYDyJflG 3-10.14 7-0-0 10-0-0 1341-0 18-5-15 23-2.1 21-M 31-1-2 35d-0 6-0 -0-0 3-10-14 3.1-2 3-0-0 3-0-0 49-15 48.9 49-15 3-1-2 3-10-14 -0d Sale-1:60.3 NAILED 5x12 WISHS = NAILED NAILED WAILED NAILED NAILED Special 4.00 12 Special NAILED NAILED 2.3 II 3.6 = 3.8 = NAILED 3x4 = NAILED 5.6 = 3 23 24 25426 27 5 28 296 30 31 32 7 33 34 e 3x4 = 2x3 II NAILED uo 3.6 =a502 = ao WILED�3x5 = », Sx8IVT18HS = NAILED SO 4x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017/TPI2014 CSI. TC 0.90 BC 0.98 WB 0.93 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wroi in (loc) Udefl Ud -0.3411-13 >751 360 -0.7611-13 >339 240 0.08 9 Na n/a 0.3711-13 >696 240 PLATES MT20 MT18HS Weight 155111 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.6-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Raw at midpt 6-14.3-14 4-14: 2x6 SP No.2 REACTIONS. (Ib/size) 2=504/0-8-0, 14=3752/".0, 9=1326/0-" Max Horz 2=78(LC 7) Max Uplift 2=652(LC 8). 14=2840(LC 8), 9=1012(LC 8) Max Grav 2=513(LC 17), 14=3752(LC 1).9=1327(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=778/990, 3-4=-1513/2146, 4-6=1513/2146, 6-7=-1267/775, 7-8=3171/2427, 8-9=-3362/2486 BOT CHORD 2-16=8361704, 1416=876/744, 13-14=612/1267, 11-13=-1937/2770, 9-11=2245/3137 WEBS 3-16=-6461742,4-14=-772/685, 6-14=3794/2549,6-13=-671/1191, 7-13=1685/1485, 7-11=-370/570,8-11=-323/635, 3-14=-3037/2708 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=3.0pst 4=1511; B=71ft L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl 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 2-041 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 652 In uplift at joint 2, 2840 lb uplift at joint 14 and 1012 lb uplift at joint 9. 8)'NAILED' Indicates 3-1Od (0.148x3') or3-12d (0.148 x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 111 down and 316 lb up at 7-M. and 193 in down and 316 lb up at 284)-0 on top chord, and 402 lb down and 419 In up at 7-", and 402 Ib down and 504 lb up at 27-114 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert 1J=54, 3-8=-54, 8-10=-54, 17-20=-20 1� Walter P. Finn PE Ne12839 MiTok USA,1rie.TL Cert 66M 6964 Parke East Blvd Tampa FL33610 Dais:. November 13,2019 AWARNING-Verrydeslgnparamet=rs die NOT WTMSANBINCLUOEDMRO(FEFFNENCEPAGEIAI.74rlrev. I4V3/20f5BEFOREUSE, Design valid Kruse ortywth Meek® connectors: Ties design is based onlyupon pammeters shown, and is for. Ineffectual tutors component, not ��• a muss system. Before we, the building designer must verily the applicability of design parameters and pmpedy inmmomte ties design into the ovemn dualtr members only. ABNtimestemporeryanspemlamotbracins WOW bwNrtgdesign. Boring Indicated is to prevert Wu ngofin mba orch Is ahseys meutedforsleblity and 0 trowel collapsew4h possiole personal Irks, and pioperty damage. Fargenerel guidance regerdrg iha fabdation.mmage,delivery, erection and fool of busses and truss systems,see ANSUTP/f Oualdy Cd da,DSB-89and SCSIBuilding CompneM 6904 Petra East BIM. SahylnlormaUon available Wm Truss Plate hugOde, 218 N. Lee Street Suite 312, Alevaodda. VA M314. Tampa, FL 36640 Job Truss Truss Type Oty Ply T18647382 M11439 GRB HIP GIRDER 1 1 L71 rence (optimal) Chambers Tmss, Inc., Fort Pierce, FL 8.130 s Mar 112018 Mirek Industries, Inc. Wed Nov 13 07.4105 2019 Page 2 I DAliommggFaOsPzAlNPxeHyeill-2 W_PSb13%iBnUhE_I PebMZ1 DGPBHexa95BKuYDyJBG LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 3=146(B) 8=146(13) 16=-402(B) 11=-402(B) 23=-111(B) 24=111(B) 25=111(B) 27=111(B) 28=-111(13) 29=-111(B) 30=111(B) 32=-111(B) 33=111(13) 34=111(B) 35=-68(B) 36=-68(B) 37=68(B) 38=68(B) 39=68(B) 40=-68(13) 41=68(B) 42=-68(B) 43=68(B) 44=-68(B) ,&WAR W-VedfydeslgnpaamelersandR NOTES ON TIOSANDINUUDEDMREXREFERENLEPAGEM.7C3m 10'OW015BEFOREUSE Design raid bruse ont wini MiTeWcormectms. Tins design is baud only upon parameters shown, aM te loran hMMdml bW ding component, not a truss system. Before use. the bu6ding desgner meet verity Ne applirabifiy of design parameters and pmpedy imommate Nis design into the overall bffdhg design. Bracing Indicated a to prevent buckles elle"dual puss web deeper chortl members only. Ad&Wo temporeryend permeneni bmdag M OIC N always re9ulmd forstabithly and to prevent collapsewith possible personal injury and property damage. ForgenerepmemesMardirg Ne pentameter. storage. ddbery. erection and bracing of busses and buss systems, see ANSM11 Clearly ., DSB-09 and SCSI Building Componart SafetylnlormaUon avalaa ofmm Truss Plat imbWte.218N.Lee Str LSOte312,AlexanM..VA23314. 6904 Pafae Fast BIM: Tampa, FL W610 Job Truss Tress Type City Ply MANOR 71 T78647383 M11439 J1 JACK -OPEN 8 1 Job Reference o Donal Chambers Truss. [no.. I -On Memo, FL 3x4 = Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Verll -0.00 6 >999 240 BCLL 0.0 Rep Stress Iner YES We 0.00 Horz(CT) 0.00 4 nta n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechaniml, 2=118/0-", 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=4(LC 9), 2=-140(LC 12) Max Gmv 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purins. 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.Opsf, h=1511; B=71ft; L=35ft; eave=5ft; Cat II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chard 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 chard 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 4lb uplift at joint 3 and 140 to uplift at joint 2. Waltar P: Finn PE Na328a9 MiTek US,A lne. FL Ced663G '69MParke East Blvd Tampa FL 3361V Oak November 13,2019 AWARMNG.VbfydeslgnparamelenandR NOTESONMSMDINCLUDEDMN RFFFRENCEPAGEfAF7Ml ..f0'OY30155EFCNEUM Design rdlid forme mlywm MTeM connectors. TNs desgn In, based only upon parameters shown, and Is form Ntllridual building component, not �'- a Ourssystem.Beforewe,Nabulditgdws nermusty theepplimNftyofdesignpammetemend Ma dy w"mo N¢dwgnintotheov roll AdditbrWtemporaryendpermanentbrecing MiTek' budd'vgdesign. Bracing Indicated isle prevent building of lndMdual buss web aMlorchord members ends. is always mounted forstabliy and to prevent collapsewth possible Personal injury and pmWgdamage. For generet guidancenstime g the fabdcetim, storage, delivery, erection and union of busses and buss systems, see ANSI/rPlf Dualdy Marta, Ma-59 and SCSI Building Componenf 6904 Parke Essl Blvd. SehW/nlmmaUen, available from Truss Plate Institute, 218 N. Lee Sis Suite 312. Alexaadda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply T78647384 M11439 J3 JACK -OPEN �Qty 8 1 �MANOR711 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Wed Nov 13 07:42:06 2019 Page 1 ID:AJiomcsggFaOsPzA7N7xeHyei l l-WiYnfxjhhOJe6rpAb69qumaYZph6NcKIKr4S4fyJffF I4 0 Scale =1:9.4 3-" LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 SCLL 0.0 Rep Stress lncr YES WE! 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-M oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechaniml, 2=172/0-8-0, 4=36/MechaniwI Max Hoa 2=85(LC 12) Max Uplift 3=.67(LC 12), 2=-207(LC 12), 4=51(LC 12) Max Gray 3=63(LC 1), 2=172(LC 1). 4=50(LC 3) FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 13=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) -1-0-0 to 2-6-0, Interior(1) 2-641 to 2-114 zone; porch left and right exposed;C-C for members and forces 8 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 nonconcument 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 67 lb uplift at joint 3, 207 lb uplift at joint 2 and 51 Ib uplift at joint 4. Walter P: Finn PE No.22819 MiTek USA, Ire. FL Can 66M `6904Parke Ent BNd:Tampa FIE 33610' oato:: November 13,2019 AWARNING-Val/yo'eslgnWy atvsandRFADNOTESOMMSAND/NCLUDWMrrEl(REFEftE PAGEM-7V3rev. 1642M?OISBEFOFEU5 Desgn valid for use onywkh MTek® connectors. This design he based only upon parameters siown. and is foren Individual building component, not ��- abi.•systnn. Before use, the building desgnermmtvw4meappba tyofdeslgnparameters and pmp"Miziporate thisdesign into the overall building design. Bmdrg Ndicated is fopreventbu iMofNWduWt swebanor&oMmemMmoH,. AdditionallemporeryaMpernanenibrztlng MiTek' Is alloys reamed forstabtiy and to prevent collal>sewith possible personal injury and pmpedy damage. Forgenerslguiderm regamirg the fabdaWn, storage, delivery, erecion and bmgng of trusses and truss systems, see ANS)77Pl1 Quality Crdena, DSB-a9 and SCSI Building Cmpenent 6904 P.*. East BIM. safeylnfonnatfon. availade ran Truss Plate Institute. 218 N. Lee Seen. Suite 312, Alexandra, VA 22314. Tampa. FL M610 Job Trims Tmss Type Ply MANOR71 T18647385 M11439 J5 JACK -OPEN �Qty 8 1 Jab Reference (optional) cnamoers lmss. Inc.. ron Fierce, rL 3A = o. mu s mar Ll LVlp mu enmuu5ma.. ml.v royc, ID:AliomusggFaOsPzA7N7xeHyeill_v69tGkJSJRVk70M9gh3R_7ikDOz63aSZVp7d5yJ6E LOADING (cast) SPACING- 2-0-0 CSI. OEFL. in (loc) I/tlefl Utl TCLL 20.0 Plate Grp DOL 1.25 TC 0.32 Vert(LL) 0.11 4-7 >522 240 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na nla BCDL 10.0 Code FBC2017/TPI2014 MabbI LUNIBER- TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-122(LC 12), 2=278(LC 12), 4=-92(LC 12) Max Gran, 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (Ili -Max. CompJMax.Ten.-All forces 250(lb) or less exceptwhen shown. PLATES GRIP MT20 2441190 Weight 17111 FT=20k BRACING - TOP CHORD Structural mod sheathing directly applied or5-" oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fl; B=711t, L=35R; 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(1) 2-6-010 4-11-4 zone; parch left and right exposed;C-C for members and forces 8. 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 nonconcunent 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-M 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 122111 uplift at joint 3, 2781b uplift at joint 2 and 92111 uplift at joint 4. Walter P. Finn PE NoS3839; Mirk U$A.lno: FL Oed 6634 6904 ParRe East BNd Tampa FF33616 �atox November 13,2019 AWARMNO-Vedfydas/gnparamm wdRE MONSON 7NISANDINCLUDEDWEKREFERENCEP4OEMR-74nrw. 104012015BEFOREUSE Design valid for use only w e, MiTeM mmecmrs. This design Is based a* upon parameters strewn, and Is for an Individual budding component, rot a buss system. Before use, Me building designermust redly to epplimbilily of design parameters and property inmrporete Mls design Into the overall bWd'v,gdesgm Bradng lndimted is to butldig ofintivldual truss web aMlord,om members only. AddienrlaltemporerysWinermanenlhrerJng MiTek' prevent U aAvays required for stability and M prevent mllapsevAM passible personal Mlury and Manny damage. Forgeneruguidancengardi,g Me fa Wn.smrage,delin,%ereWneM ctW ofbusswwdWsssystems.see ANSI?PBDeallfy CrItene, DSB49 and BCSI Building CompuneM Sarefylnrmmaflon avallaCle from Truse Plate Ins6Me, 218 N. Lee Street. Suite 312, Alexandre. VA 22314. 69o4 Padre East BM. Tampa. FL M610 Job Truss Truss Type oy Ply MANOR 71 T18647386 M11439 J7 JACK -OPEN 24 1 Job Reference a tlonal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Wed Nov 13 07:42:07 2019 Page 1 ID'NiommggFaOsPzA7N?xeHyeill-_v69tGkJSJRVk70Mggh3R 7gTDO063aSZVp?d5yJeE -0-0 7-0-0 1-0-0 T" 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 4-7 >976 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.18 4-7 >451 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda r9a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wmd(LL) 0.17 4-7 >497 240 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=881Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-152(LC 12), 2=210(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1).2=315(LC 1), 4=124(LC 3) FORCES. (Ib)-Mon. CompJMax.Ten.-All forces 250(lb) or less except when shown. Scale =1:162 PLATES GRIP MT20 2441190 Weight 231b FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 cc pudins. 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=4.2ps1; BCDL=3.Opsh h=15ft; B=71111; 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, Intedor(1) 2-6-0 to 6-11-4 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 nonwitcunent with anyother live loads. 3) • This truss has been designed for a rive load of 20.Opsf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 3, 2101b uplift at joint 2 and 12 In uplift at joint 4. Walter P. Finn PE Ne.vifig. MiTek U9A,lnc. FL dart 6874 16904 Parka East Blvd Tampa FL 33610' dald:. November 13,2019 AwA sx;- Venfy dealer, parameters and READ N07ES ON THIS ANDRYCLUDEDWEK NEFFRENCEPAGE W-703 rev-10 =15 BEFORE USE Design old for use only With Were comecdms. The design Is based only upon parameters dawn, and is for an uxiM al building component rot ��- a Mum system. Before use, Me buedag designer must verity Me applicabifty of design parameters and MpeM incomaate Nis design Ino the owma Wssweban Mmembemony. Addromltenporayandpemanentbacing WOW buikErVdrsgm Bmdng NdimtedbtolxevmlburJd'MoflndMdual ord Isakve nimp'nd for stability and to W,mnd coaaia ith possible personal injury and Property damage. Porgeneml guidance regaNirg Me fabrication, storage, delivery, erection aM bating of busses and buss systems. see ANS9TPll Washiy Cnefe, DSBd9 and SCSI Bulldlne Component social Parke East Blvd Safelylnformaffon swilablefmm Tnas Plalelnsti .218N.Lee Sbeet,Su4 312.Ale mdda,VA22314. Tempe. R. 316610 Job Truss Truss Type Ply MANOR 71 T18647387 M11439 KJ7 DIAGONAL HIP GIRDER �Qty 4 1 Job Reference a 8ona1 Chambers Truss. Inc., Fart Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Wed Nov 13 07:42:08 2019 Page 1 IONiomaggFaOsPzA7N7xeHyei l IS5gY4GxOdZML9z2)%CI_BfvgcNgrOdbn9ZY9%yJOD -1-5-0 5-6-11 k 9.10-1 r 1.10 5-6-11 4-3_6 3x4 = NAILED NAILED NAILED Scale=1:21.2 l� 5-6.11 4-3-6 LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ved(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 HoR(CT) -0.02 5 n1a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 391b FT=20% LUMBER- TOPCHORD 2x4SPM30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=111/Mechanicel, 2=501/0-10-15, 5=362/Mechanical Max Harz 2=161(LC 21) Max Uplift 4=117(LC 8), 2=-574(LC 8), 5=-443(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1031/1087 BOT CHORD 2-7=1148/990, 6-7=1148/990 WEBS 3-7=298/284, 3-6=-1044/1211 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-04) oc putting. BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0pst h=15ft; B=71ft, L=35ft; eave=5ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 117 to uplift at joint 4, 5741b uplift at joint 2 and 4431b uplift at joint 5. 6)'NAILED' Indicates 3-1Od (0.1485G4•) or2-12d (0.148•x3.25') toe -nails per NDS guidlines. 7) 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 14=54, 55=20 Concentrated Loads (Ib) Vert II=3(F=1, 13=1) 12=-76(F=S8, B=S8) 13=-7(F=-3, B=3) 14=20(F=l 0, B=-10) 15=69(F=34, B=-34) Wallar P. Finn PE NuJillil) MTak USA;Inc. FL dart 661f4 6904 Parke East Blvd. Tampa FL 33610' Date: November 13,2019 A WARMNG- Verify design parameters mdREAD NOTES ON MS MD INCLUDED MITE3( REFERENCE PAGE,W W3 rev. 14032016 BI 11E USE Design valid Muse only with MTeMconnectors. This design is based any upon parameter shown, and 5 for an Indsidust bu66rg component, not a tens system. Before use, the budding desgner must verily Ma applicability of design parameters and pmpedy recuperate the design into the oeemll buildingdesign. Bracing NNcaledistepreventbucklingofindvdualtrisswebandforchordmembereonly. Adducenaltempomryarnipermanentbmcing MiTek- Is always requbetl forstaNiryand to prevent co0apse wit passible personal injuryand property damage. Fargenerel guidance regmtling to fabrication, stmege, degvery,erection ends bmrJng oftmises endrnss systems. see ANSU 110uality Cdfeda,DSB-69andSCSIBu//ding Compmmf 69G4 Parke East 8W. Safelylnfameflon a zi . bom Truss Plate Insebte.218 N. Lee Street, Suite 312. AlexeeMe. VA 22314. Temps. FL U610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION �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. O'ytfi r For 4 x 2 orientation, locate plates 0- o,." from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. loons vary but 41� reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI1rPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design StandardforBracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. "a _ J dimensions shown sixteenths (I�I (Drawings not too scale) of O U a O F JOINTS ARE GENERALLY NUMBEREWLETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved W1 a MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is ahvays required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIRPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSUTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. UNess 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 defection. 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 punins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 It. 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 ANSlrrPI 1 Quality Criteria.