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HomeMy WebLinkAboutTrussf 25-0-0 m In u u u �1T 35-0-0 u u u LJ] mm CJ3 CJS SQ ES LJI CJ3 J5 m F T11 TO T06 TO? m ti T08 m N P m m m m m 0 n cp j RC Y�CseL j m m ` T08 7 T06 T05 T04 I,!C EJ7 T03 m T01 m LCJ3CJl u u u u CJ3 18-8-0 Iy NOTES: ALL TRIFf>ES.IIN0.LDMG TRUSSES MEE VALLEY FRAMIN61 NKT RE LOMn.E1ELY OELRFD OP REFER i0 DETAL V105 FOR ALIERNATE ORACM REOUIRF T5. ALL VALLEY5 ARE TO OE GaHEMIONALLY REARM UME55 OTIERW15E NOTED. 6) 5Y42 TRUSSES MST DE MTALLED WITH THE TOP DEM W. 7.) ALL ROOF TRU55 ENN6ER5 TO DE 5LIP50N HTU261RLE% OTHERRISE NOTED. ALL FLOOR TRU55 HANGER5 TO DE 9IF50N W422 ME%OTHERWI5E NOTED. 0.) DEAWHFADERILRITEL rR) TO DE FURNI5KED DY DNLDE . TI45 UYOVT 6 THE 50.E 5DRGE FOR FAMATION OF TDFhES AFD YOI%a n EYM ARDW ICY RAL OR ME MFh UTOIR5. REYEY AND APWROWAL OF ia5 UYM 0T DE EMEIYED DEFOXE ANT TWhES'WLL DE DOLT. VERIFY ALL GDDITEM TO ISM AVAST ONNiS THAT RGL PESTLT n EXTRA CH061510 TOU. Yy�nm N�en W�. 0BUIlders . FirstSource Orlando FHONE: 407-651-2100 FAX: 407-651-7111 Plant City PHONE: 615-759-5951 FAX: 615-752-1532 K Hovnanian Homes IL: Eden -A NANTLYS: VIP; Lot 59 NT I: YurvWT: YWY: 11/19/19 Terry 2167579 I RE: EDEN MODEL - ., site Information: Customer Info: K Hovnanian Homes Wt/Block: 59 Address:., City: Port Saint Lucie Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: WS0059 Model: Eden -A Subdivision: Waterstone State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #`. Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 21 individual, 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 T18697326 CJ1 11/19 2 T18697327 CJ3 11/19 3 T18697328 CJ5 11/19 4 T18697329 EJ5 11/19 5 T18697330 EJ7 11/19 6 T18697331 HJ5 11/19 7 T18697332 HJ7 11/19 8 T18697333 T01 11/19 9 T18697334 T02 11/19 10 T18697335 T03 11/19 11 T18697336 T04 11/19 12 T18697337 T05 11/19 13 T18697338 T06 11/19 14 T18697339 T07 11/19 15 T18697340 T08 11/19 16 T18697341 T09 11/19 17 T18697342 T10 11/19 18 T18697343 T11 11/19 19 T18697344" V01 11/19 20 T18697345 V02 11/19 21 T18697346 V03 11/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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/rPl 1, Chapter 2. ORS, IN r V 4'.* �. Is... NS�. 0 618 TE .� n� •, 40 % s� NAt �1111 IIIII�I�` Velez PE o.68182 3A,Inc.F 0ed6634 rke East vd. Tamsa Fl- 33610 November 19,2019 Velez, Joaquin 1 of 1 b Truss Truss Type Oily Ply T18697326 EN_MODEL rEE CJ1 Comer Jack 10 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, B.zuu s Jul142m a MITex mausmes, Inc. rue Nov ru lu:oz: Is 2ri a Payer IDds6710CZ21 Eg4xvrhYAlx3yhPJt-IH9FDyKOblHIMm8keZCF3dngwcNojzW i5j"Hehg r 1-0.0 i 1-0-0 � Scale =1:6.5 2c4 = ST1.5xB STP = LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(L-) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaMx-P Weight: 5111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-e/Mechanical, 2=125/0-8-0, 4=9/Mechanical Max Holz 2=34(LC 8) Max Uplift 3=-B(LC 1), 2=-83(LC 8) Max Grav 3=17(LC 8), 2=125(LC 1). 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph;TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.63182 MtTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 Q WARNING- Verl/ydeslgn Pans cfereand READ NOTES ON THISANUINCLUDED MREKREFERANCEPAGEMIN4M.r . 1MDaQ916EEFORE USE. Design valid for use only with MBekO connectors. ThIs design Is based only upon parameters shown, and Is for an IndvIdual buliding component, not ��• thll a truss system. Before use, e butdmg designer must verify the applicability of deslBn parameters and properly Incorporate this design Into the overa bulldingdeslgn. Bracing Indicated Is to prevent buckling oflndlvlduoltnlss web and/or chord members only. Additional temporary and pelmonentbracIng MiTek- IsolwaysrequlredforstabilityandtopreventcollapsewithpossiblepersonolInjuryandpropertydaymoge. For general guidance regarding the trusses � D9Bd9 and 6Rl Bultlbp Component 6904 Parke East Blvd. BeLf , lnfermaNcrovallobie from Truss Plale lnsfitute, 218 N. Lae Street, Suite 312, Alxandda, VVA22314 Tampa, FL 33610 Job Job Truss Truss Truss Type Oty Ply T16697327 MODEL Comer Jack 10 EJbRf,,ehe Builders First Source, Plant City, FL- 32566, 2x4 = STP = 8.240 s Jul 14 2019 MI I eK Inmannes, Inc. I ue NGV 19 lu:az:ZU zule rage 1 IDAS671OCZ21 Eg4xvrhYAIX3yhPJt-m7ldRHLOMcP9z3MLIM4RnHAx6KwgXADfx1SNW OyHehf LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (lac) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Hom 2=68(LC 12) Max Uplift 3=-49(LC 12), 2=-88(LC 8) Max Grav 3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:10.8 PLATES GRIP MT20 244/190 Weight: II lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MI (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 2-11-41 zone; cantilever left and right exposed ;end vertical left and right exposed;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This muss 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 1001b uplift at joint(s) 3, 2. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 AWARNING-VeritydeslgnparamefersandREADNOTESONMISANDINCLUDEDNMEKREFERANCEPAGEMII-74T3rev.14,022015BEFOREUSE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown. and Is for an Individual bulltling component, not �� a truss system. Before use, me bulltling designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Addltlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lhury and property damage. For general guidance regarding the fabrication, storage. delivery, erectlon and bracing of trusses and truss systems, seeAN3U19It Quail Quarter DS9419 and BCSI Building Component Safety Infomraf ar avallable from Truss Plate InsI 218 N. lee Sheaf, Suite 312, Nosendrlo, VA 22Quarter14. 6904 PeAe East eNtl. Tampa, FL 33610 / Truss Truss Type Cry Ply T78697328 rEDrN_MODEL CJS Comer Jack 6 1 Job Reference o tonal Builders First Source, Plant City, FL - 32566, 2x4 = ST1.5xB STP= o.cwsaw wmmnu rc�u,uu�,ueo. ,r.C. ,us ,.Gig ­_ ...e... ID9s67IOCZ21Eg4xvrhYAIX3yhPJt-EfH7edMf7vXObDxXYJbgKUj2AkE7GdTo9PCXLgyHehe Scale=1:15.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.49 Ve 1(CL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOIL 1.25 BC 0.26 Ved(CT) -0.05 2-4 >999 180 BCLL 0.D ' Rep Stress Ink r YES W B 0.00 Hom(CT) -0.00 3 n(a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 171b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Nlechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=104(LC 12) Max Uplift 3=95(LC 12), 2=-93(LC 8) Max Grav 3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exteror(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical 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 chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 fill ekl Inc. FL Cad 663E 6904 Parke East Blvd. Tampa FL 33610 Date; November 19,2019 O WARNING-VediydeslgnpenmetereeOd REAONOTES ON THMANOWCLUOEOMITEKREFERANCEPAGEMIP74" ev. IM342015BEFOREUSE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, end Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stablllry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication Voroge, delivery, erection and bracing of musses and muss systems weANSVTPIl Duality Criteria. b6Bd9 and III Hull Component Sol rnformationavallable from Truss Plate Instltute, 218 N. Lee street, Suite 312. Ala.so lo, VA 22314. 6904 Palle East BNd. Tampa, FL 33610 Truss Type Cly PlyT18697329 FEDE�MODEL EJS Jack -Open 2 1 Job Reference o tional Builders First Source, Plant City, FL- 32555, a.crusaw rrmmrvin ��uiwou,o�„,.. , IDds6710CZ21 Eg4nrhYAIX3yhPJt-EfH?edMf7vXObDzXr3bgKUj2AkE?GdTogPCx2gyHehe Scale=1:14.9 2x4 = ST1.5x8 STP = 5.0.0 si Plate Offsets (X Y) 12:0-1 14 0-0-101 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Verl(CT) -0.05 2-4 >999 too BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=104(LC 12) Max Uplift 3=-95(LC 12), 2=-93(LC 8) Max Gray 3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vascli 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0.0, Interior(l) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33619 Date: November 19,2019 AWARNING -VerflydesfgnparamefereandREADNOTES ONTN/SANGINCLUDED MIrEXREFERANCEFAGEMl1.1473...ihDalL015BEFOREUSE Design valid for use only with M6elds connectors. This design Is based only upon parameters shown, and Is for an IndNlducl building component, not a truss system. Before use, the bulltling designer must verify me oppllcabllHy, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW I Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabflCotlOn Storage, delivery, erection and bracing of fruises antl truss Systems seamfulIPII Quist lIryry CM.Aa, b9aag and Will Building CompoNnt 6904 Parke 5" Blvd. Sabi mfamnafbnovolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexcndrio. VA 22314. Tampa, FL 33810 Job Truss Type Oty Ply T78697330 EDEN MODEL TEJU7'5 Jack -Open 21 1 Jab Reference (optional) Builders First Source, Plant City, FL- 32566, 3x4 = ST1.5x8 STP = U.240 s Jul 14 20T9 MITex Industries, Inc. I us Nov 19 1 u:JCZ2 2019 rage 1 I D.1s671DCZ21 Eg4nrhYAIX3yhPJt.jsrNrzMHuDgtDNVjPn7vt!FBM7Xo?4jyO3xUaGyHehd Scale = 1:19.8 7.0-0 Plate Offsets (X Y)-- 12:0-0-10 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.71 Vert(LL) 0.11 24 >741 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.18 24 >431 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hou(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 231b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Hoa 2=140(LC 12) Max Uplift 3=-120(LC 12), 2=-106(LC 12) Max Gmv 3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or lessexcept when shown NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-114 zone; cantilever left and right exposed ; end vertical 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Peter to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) 3=120, 2=106. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MIT& USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33610 Date: November 19,2019 A WARNING - Ill design praniefers end READ NOTES ON MIS AND INCLUDED MaEKREFERANCE PAGE MIA7473 nev IGAJl BEFORE USE Design valid far use only with Mnek0connecton. This design Is bored only upon parameters shown, and Is for on Individual building Component not a hurl system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANBI/iP11 Quality CrIfsdo, DBB-69 and BCSI Building Component Sabty Inlarmatbrpvoiloble ham Truss Ploie Institute, 218 N, Lee Street Suite 312, Alexandria, VA 22314. �t MOW 6904 Parke East Blvd. I Tampa, FL 33610 Truss Truss Type Cry Ply T18697331 rEDEN HJ5 Diagonal Hip Girder 2 1 _MODEL Job Reference (optional) Builders First Source, Plant City, FL-32566, 3x4 = 8.240 s Jul 142019 MlTek Industries. Inc. Iue Nov la la.JC.ad eula rage, IDd5671GCZ21 Eg4xvrhYAJX3yhPJt.B2013JNvIXokgX4wUe8PvoLRXtokXy5djh17jyHehc Scale=1:15.7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.63 Vert(LL) -0.08 2-4 >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 24 >470 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HoR(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017ITPI2014 Matrix-SH Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=153/Mechanical, 2=315/0-10-15, 4=72/Mechanical Max Ho¢ 2=115(LC 4) Max Uplift 3=-102(LC 8), 2=-124(LC 4) ' Max Grav 3=153(LC 1), 2=315(LC 1), 4=118(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0psf; h=15ft; Cat. II; Expel; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and fight exposed; end vertical left and fight 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 2-0-0 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 1001b uplift at joint(s) except (jt=1b) 3=102,2=124. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 85 lb up at 1-4-15. 80 lb down and 85 lb up at 14-15, and 29 lb down and 43 lb up at 4-2-15, and 29 Ib down and 43 lb up at 4-2-15 on top chord, and 1 Ito down at 14-15. 1 It, down at 14-15, and 18 lb down at 4-2-15, and 18 lb down at 4.2.15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (DO Vert: 1-3=-54, 24=-20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 QWARNING-VedrydesI sssyvme1N1.d READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE MIL7473rev. laMY1015 BEFORE USE Design valid for use only with MBeka) connectors. Mis design Is based only upon parameters shown, and Is for an Indvidual building component, not a truss system. Before use, the building designer must verify the appllcablllfy of design parameters and properly Incorporate this design Into the overall building design. Bracing lndlcoted is to prevent buckling of lndNitlual truss web and/or chord members only. Additional temporary and permanent bracing A MOW Is always required for stoVil y and to prevent collapse with possale personal Injury and property damage. For general guldonce regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, seeANSURII Qualify Criteria. DSB-69 and SCSI Building Component Safety mformafbrwollable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Truss Thus Type Day PIY T18697332 FEDZMODEL HJ7 Diagonal Hip Girder 3 1 Job Reference (optional) Builders First Source, Plant City, FL-32565, o.zvvsaw I cola wet en,nuwu......... ,uo ,.... •� .. •y.• ID1s6710CZ21 Eg4xvrhYAIX3yhPJt-fEy8GfOXOgwbSg16XB9Ny7LZzxDNTv2FrNObf9yHehb -1-SO 5.2.9 9.10-1 1-5-0 5.2-9 4-7-8 2x4 = 2x4 = 3s4 = Scale =1:20.6 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 NO Code FBC2017/TP12014 CS]. TC 0.39 BC 0.47 WB 0.33 Matrix-SH DEFL in Vert(LL) -0.03 Vert(CT) -0.08 Horz(CT) 0.01 (loc) Vdefl L/d 6-7 >999 240 6-7 >999 180 5 rda n/a PLATES GRIP MT20 2441190 Weight: 41 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 2=44510-10-15, 5=290/Mechanical Max Hord: 2=151(LC 22) Max Uplift 4=-102(LC 4), 2=-176(LC 4), 5=-102(LC 8) FORCES. (lb) - Max. CompufMaz Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-762/265 BOT CHORD 2-7=-331/702, 6-7=331/702 WEBS 3-6=-746/352, 3-7=0/284 NOTES- (8) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151b Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical 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 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnl(S) except Ot=lb) 4=102, 2=176, 5=102. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 Ib down and 851b up at 1-4-15, 80 lb down and 851b up at 1-4-15, 29111 down and 43111 up at 4-2-15, 29lb down and 43 Ib up at 4-2-15, and 55 lb down and 100 It, up at 7-0-14, and 55 Ib down and 100 lb up at 7-0-14 on top chord, and 1111 down at 1-4-15, 1 lb down at 1-4-15, 18lb down at 4-2-15, 18 Ib down at 4-2-15, and 3B III down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plp Vert: 14=-54, 2-5=20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 10=-75(F=38, B=38) 13=-36(F=-18, B=-18) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING- VedrVdesign peremefv...d READ NOTES ON THMAND/NCLUDED MREKREFERANCEPAGEM0.]4]a rev, InG3201SREFOREUSE Design valid for use only with Meek® connectors. lhls design Is bused only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verity the oppllcoblily of design parameters antl properly Incorporate this design Into the overall Is always requlretl for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding me building design. Bracing Indicated is fo prevent buckling of Individual truss web antl/or chord members only, Addltlonal temporary antl permanent bracing7K7 fabrication, storage, delivery. erection antl bracing oftrusses antl truss systems, weANBUB'll QualMByy Cmeda. DSB49 and BC91 Building Component B N. Lee Sheet, Suite 312, ARI.ontlrlo. VA 22314. Truss Truss Type EN_MODEL r Tru Hip Girder =QtYT78697333 ob Reference(optional)---- Builders First Source, Plam City, FL-32565, .-05 Jug ,, ._...-_-._._.__.___-.-._-. IDds6710CZ21 Eg4xvrhYAlx3yhPJt-7RWWU7P9B82S4gE14vgcUKtIgLZjCQ7041 A88byHeha -1-0-0 5-0-0 7-0-0 12-0-D 1-0-0 S-D-o 2-0-0 5-0.0 Scale = 1:21.6 3 5xB = ST1.5xS STP = 3x4 = 4x6 = o 11.5" b 11, — 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LQ -0.03 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Hom(CT) 0.02 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-SH Weight: 48 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-1 do pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 5=590/0-8-0, 2=657/0-8-0 Max Ho¢ 2=47(LC 12) Max Uplift 5=-221(LC 9), 2=-252(LC 8) FORCES. (Its) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1055/377, 3-4=-959/395, 4-5=-1098/401 BOT CHORD 2-7=-320/911, 6-7=-318/920, 5-6=-327/951 NOTES- (9) 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; BCOL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; 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 lost bottom chord live load nonconcurrent 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 5=221, 2=252. 7) Hangeds) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79lb down and 1001b up at 5-0-0, and 1841b down and 2081b up at 7-0-0 on top chord, and 113 lb down at 5-0-0, and 113 Its down at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4= 54, 4-5=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-60(F) 4=-137(F) 7=69(F) 6=-69(F) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 ,&WARNING-Veflrydesignparemetemand READ NOTES ON MMANDWCLUDEDM/1EKREFERANCEPAGEMIP7473n1 IST02015BEFORE USE Deslgn valid for use only with Mnek® connectars. This design Is based only upon parameters shaven, and is for an IndMdual bulltling Component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web antl/orchord members only. Additional temporary and permanent bracing MOW MOW is always rsquired for stoollty and to prevent collapse wlih possible personal Injury and property damage, For general guidance regarding the fabrlcanon, Voroge, delivery, erection and bracing of trusses and hum systems, seeANSVTPII Gualjryy. Criteria, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbnavallcbie from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 336f 0 Job Truss Truss Type Ory Ply T18697334 EDEN MODEL T02 Common 3 1 Jab Reference o tional Builders First Source, Plant City, 1-1--32beB, o.awa s4m yr mr nicn n,uwnmc u— .uo,.�..I �..,... ay=. IDds671OCZ21 Eg4xvrhYAIX3yhPJt-bd4uhLPnySAJi-pUecBrlYOw7Jwbxt7YJhviklyHehZ 46 = Scale=1:21.4 ST1.5xB STP = `�' ST1.5xB STP = 3x4 = 3x4 = 1% LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 4-5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.10 Horz(CT) 0.01 4 n/a Na BCDL 10.0 Code FBC2017/TP]2014 Matrix-SH Weight: 42 In FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=415/0-8-0, 2=496/0-8-0 Max Hors 2=54(LC 16) Max Uplift 4=-136(LC 13), 2=-174(LC 12) FORCES. (Ib) -Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-650/406, 3-4=-649/424 BOT CHORD 2-5=-287/536, 4-5=-287/536 WEBS 3-5=-22/266 NOTES- (6) 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=151t; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Eiredor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Intedor(1) 9-0-0 to 11-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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 nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chard 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. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) except all 4=136,2=174. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 AWARNING -Verity desgnprematenendREADNOTES ONMIS AND /NMUDEDM?EKREFERANCEPAGE MS74TSrev.faNY1015DEFOREUSE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, antl Is for on Individual bulltling component, not a truss system. Before use, me bulltling designer must verify the applicability of tlesign parameters antl properly Incorporate this design Into the overall T77 bulltling tlesign. Bracing Indicated is to prevent buckling of lntlMduol truss web antl/orchord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Win possible personal Injury antl propeM damage. For general guidance regarding the fabrication, storage. delivery, erection antl bracing of trusses and truss systems, seeANSt/IPII CualMryyy Cmedu, DSB49 and BCSI Bu9ding Component Sabh Nfoenafbmvallable tram Truss InsnNte. Plate 21B N. Lee Sheet. Suite 312, Alexantlrla VA 22314. Truss Truss Type City Ply T18697335 FJob EDEN MODEL T03 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32555, 0 .4au s ea ie m.a mu ex inuusurcs, nm. , uv ,xm m ,u.n�.�, .019 rtee , ID:1s67IOCZ21 Eg4xvrhYAIX3yhPJt-3peGvhOPjIIAJBOhCKi4alzy8BA6gCNhYL1FGUyHehY 1-0- 7-0-0 -14-0-0 21-0.0 28.0.0 35-I fi-P -o- 7-0.0 7.0.0 7-0-0 7-0.0 7-a0 -0- d 5x8 = 5.00 12 3x4 = 3z6 — 4x6 = 3 17 4 18 19 20 5 21 6 22 3x4 = 5x8 = 23 24 7 2x411 ST1.5x8 STP= ST1.Sx8 STP= 3x4= 2x411 3x6 = 643 = Sea = 3x4 = 3x4 = Seale: 3/16'i LOADING (psQ TILL 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 NO Code FBC2017/rP12014 CSI. TC 0.90 BC 0.73 WB 0.61 Matrix-SH IEI in V., LL) 0.09 VergCT) -0.16 HOrz(CT) 0.04 (loc) Well Lid 8-10 >999 240 8-10 >999 180 8 n/a n1a PLATES GRIP MT20 244/190 Weight: 1571b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc pudins. 3-5: 2x4 SP No.1, 5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at frill 6-13 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Hom 2=53(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-188(LC 27), 15=-234(LC 24), 13=-1098(LC 4). 8=-444(LC 9) Max Grav All reactions 250111 or less atjoint(s) except 2=373(LC 19), 15=435(LC 18), 13=2678(LC 20), 8=1049(LC 20) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. . TOP CHORD 2-3=-333/193, 3.4=-130/454, 4-6=-549/1363, 6-7=-1038/484, 7-8=-1946/809 BOT CHORD 2-16=-127/308, 15-16=-127/315, 13-15=-572/226, 12-13=-345/755, 10-12=-669/1741, 8-10=-667/1715 WEBS 3-15=-750/258, 4-15=-90/332,4-13=-1203/651, 6-13=-2579/1219, 6-12=-92/786, 7-12=-795/361, 7-10=-63/644 NOTES- (9) 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; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2, 2341b uplift at joint 15, 1098111 uplift at joint 13 and 444111 uplift at joint S. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 105111 down and 125 Ib up at 13-0-12, 105 lb down and 125 lb up at 15-0-12, 105 In down and 125 Ib up at 17-0-12, 105 lb down and 125 lb up at 17-11-4, 105 IS, down and 125 lb up at 19-11-4, 105 lb down and 125111 up at 21-11-4, 105 Ito down and 1251b up at 23-11-4, and 105111 down and 125 Ib up at 25-11-4, and 200 Ib down and 234lb up at 28-0-0 on top chord, and 81 Ib down at 13-0-12, 81 It, down at 15-0-12 , 81 Ib down at 17-0-12, 81 Ib down at 17-11-4, 81 lb down at 19-11-4, 81 lb down at 21-11-4, 81 Ib down at 23-11-4, and 81 Ib down at 25-11-4, and 320 In down and 1301In up at 27-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 6 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 9904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 Q WARNING - Verfly design parameters and READNOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII44Mni 10104V15 BEFORE USE. Design valid for use only wlthMril connectors , This design Is based only upon parameters shown and Is for on Individual building component not ��- a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing p�iTBk• IYII Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and hues systems, semAllill Quall Criteria. D3849 and SCSI Building Component Safety m/otmalbnovorable from num 69N Parke East Blvd. Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Trus Truss Type - Oty Ply T18697335 EDEN MODEL ]T035 Hip Girder 1 1 Job Reference optional) Builders First Source, Plant City, FL - 32565, B.Lgu s JUI 14 zu I e ill ek Inausmes, Inc. A ue nuv m mac.cu ZU J 9 Poye 2 IDds6710C721 Eg4wrhYAIX3yhPJt-X7Ce61 R2U3OOxlztml DJ6zV7uYWLPfdgm7OoowyHehX LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 2-8— 20 Concentrated Loads (Ib) 'Vert: 7=-153(F) 13=-58(F) 10=-320(F) 17=-105(F) 18=-105(F) 19=-105(F) 20=-105(F) 21=-105(F) 22=-105(F) 23=.105(F) 24= 105(F) 25=-58(F) 26=-58(F) 27=-58(F) 28=-58(F) 29_ 58(F) 30=-58(F) 31=-58(F) A WARNING -V dry design paremefers and BEAD NOTES ON MIS AND INCLUDED MITEK REFERANCE PA BE MIP74M rev. IG=015 BEFORE USE Deslgn valid for use only with M6ek�lconnectors. fits tleslgn is based only upon parameters shown, and is for an Individual bulltling component, not �!' a muss system. Before use, the bulltling designer mustverlry the appllcabllly of design parameters and properly Incorporate mis design Into the overall `■ buliding tleslgn. Bracing indicated isto prevent buckling oflndlvidual truss web oral chord members only. Addlilonaltemporary and permanent bracing MiTek Is always requlretl for stall and and toprevent collapse with posvbie personal 1, ury antl propedy damage. For general gultlance regarding the fabrlc"an storage. tleMery, erection and bracing of busses and muss systems, seeABgf/IPII GUDIBy CM�do, Bill 9 and BC31 BufdNQ Componrrnf SaNry mfoonolbnavolloble fromtruss Plate InsHNte, 218 N, Lea Smeei, 3uHe 312, Aiexandrlo. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply T18697336 EDEN_MODEL T04 Hip 1 1 Jab Reference (optional) Builders First Source, Flare lacy, hL- UZcbb, o.ceu b era it ID:1s6710CZ21 Eg4xvrhYAIX3yhPJt-7Cml JMSgFNY1ZSY3JIlYfA2P8! Scale: 3/16'=1' 5.00 12 5x6 = 3X4 = 4 19 5, 3.6 = 3X4 = 5x6 = 6 7 20 a 3x6 = 3X8 = 4x6 = 3x4 = 4X6 = 3X8 = 3x6 = LOADING (psi) 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 Inch YES Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.94 WB 0.68 Matrix-SH DEFL. in (loc) Vdefl Ud Ven(LL) -0.24 14 >999 240 Ven(CT) -0.47 14-16 >875 180 Horz(CT) 0.15 10 n/a Tura PLATES GRIP MT20 244/190 Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 10=1342/0-8-0 Max Holz 2=67(LC 16) Max Uplift 2=-455(LC 8), 10=455(LC 9) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2661/1611, 34= 2434/1429, 4-5=-2229/1385, 5-7=-2866/1707, 7-8=-2229/1385, 8-9=-2434/1429,9-10— 2661/1611 BOT CHORD 2-16=-1391/2393, 14-16=-1482/2806, 12-14=-1484/2806, 10-12— 1396/2393 WEBS 3-16=-212/289,4-16=-298/664, 5-16=-783/480, 7-12=-783/480, 8-12=-298/664, 9-12=-212/289 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=42psf; BCDL=3.Opsf; h=15111; Cat.1I; Exile B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exterior(2) 26.0-0 to 30-11-6, Interior(l) .30-11-6 to 36-0-0zone; cantilever left and right exposed ; end vertical left and right elglosed;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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 Ib uplift at joint 2 and 455 It, uplift at joint 10. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 Mi fir USA, Inc. FL Cert 6634 $904 Parke East BNd. Tampa FL 33610 Date: November 19,2019 ®WARNING - Verllydeslgnperemefereend BEAD NOTES ON MIS AND INCLUDED MOEKREFERANCE PAGE 111I1-7473me IMOYIei$ BEFORE USE. ' Design valid for use only with M6ekG, connectors. Tnls design Is based only upon parameters shown, and Is for an Individual building component, not o less system. Before use, the bulltling designer must verity Me appllcabllity of design parameters and properly Incorporate this design Into the overall building design, Broong Indicated is to prevent buckling of lncMdual truss web and/or chord members only, Additional temporary and permanent bracing Is Is always required for stoblllty and to prevent collapse will possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWIl GwlMy Cmedo, DSB49 and BCSI Building Component Inrorma8amvallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, MOW 0k• 6904 Parke East Blvd.Safety Tampa, FL 33610 Job Truss Truss Type City Ply T18697337 EDEN_MODEL T05 Hip 2 1 Job Reference (olAoni burners nrst source, i iant t,ny, m- ae000, Scale: 3/16'=l' 5x8 = 2x4 11 s nnR—, 4 18 5 19 5x8 = 6 6 3x6 = 2x4 11 3x6 = 3x8 = 3x4 = 2x4 11 3x6 = 3x4 = 3x6 = 5-9-14 11-0.0 17-fi-0 24.0.0 29-2-2 21gi S41da-e-n fi5--14 Plate Offsets (X ))-- 12:0-3-0 Edgel [4:0-5-12 0-2-81 [6:0-5-12 0-2-8] [8:0-3-0 Ednel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.20 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.38 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matii Weight: 175lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 8=1342/0-8-0 Max Harz 2=-80(LC 17) Max Uplift 2=432(LC 8), 8=-432(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2711/1566, 3-4=-2260/1365, 4-5=-2408/1513, 5-6=-2408/1513, 6.7=-2260/1365, 7-8=-2711/1566 BOT CHORD 2-16=-1348/2423, 15-16=-1348/2423, 13-15=1037/2042, 11-13=-1040/2042, 10-11=-1351/2423,8-10=-135112423 WEBS 3-15=-437/346, 4-15=-115/367,4-13=-299/568, 5-13=-398/350, 6-13=-299/568, 6-11— 115/367,7-11=-437/346 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 toll-0-0, Exterior(2) 11-0-0 W 15-11-6, Interior(1) 15-11-6 to 24-0-0, Extedor(2) 24-0-0 to 29-2-2, Interior(1) 29-2-2 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exicosed;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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 432 lb uplift at joint 2 and 432 lb uplift at joint 8. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 19,2019 ,&WARNING-vCIllydeal9nPa...fBr4and READ NOTES ON THIS AND INCLUDED MITEKHEFEHANCEPAGENS74T9ree 10411l?015 BEFORE USE. Design valid for use only with MBeId) connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verity the applicablllty of design parameters and properly Incorporate this d6Sgn Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Is nlwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Miiek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, sceANS ipll Duallly Cr foda, USE-09 and SCSI Building Component Safety Infoenotiona allobie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314, 6904 Parke East Blvd, Tampa, FL 33610 i% Job Truss Truss Type at ply Ply T18697338 EDEN MODEL TO6 Hip 2 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Nov 1910:32:31 2019 ID:ts671OCZ21 Eo4nrhYAIX3yhPJt-yatnk2TWn_obolhSRAnOkb7j4mXXcl dHTzdSP Scale: 3/16'=l' 4x6 = 3x4 = 46 = 4 518 19 6 3x6 = 2.4 11 4x6 = 3x8 = 2x4 II 3xfi = 3xB = 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL.in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) -0.24 12-13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT)-0.5012-13 >820 180 BCLL 0.0 Rep Stress Incr YES We 0.53 Horz(CT) 0.13 8 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 1731le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 8=1342/0-8-0 Max Harz 2=93(LC 12) Max Uplift 2=416(LC 12), 8=416(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2685/1519, 3-4=-2106/1266, 4-5=-1891/1244, 5-6=-1891/1244, 6-7=-2106/1266, 7-8= 2685/1519 BOT CHORD 2-15=-1296/2397, 13-15=-1296/2397, 12-13=-989/1988, 10-12=-1300/2397, 8-10=-1300/2397 WEBS 3-13=-581/423,4-13=-242/517, 5-13=-289/183, 5-12= 289/183, 6-12=-242/517, 7-12=-581/423 NOTES- (7) 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; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2) 13-0-0 to 17-11-6, Interior(1) 17-11-6 to 22-0-0, Exterior(2) 22-0-0 to 26-11-6, Interior(1) 26-11-6 to 36-0.0 zone; cantilever left and right exposed ; end vertical left and right exposed;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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 2 and 416 lb uplift at joint 8. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." m 1b Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 QWARHING-Verlry Oeslgnparametersandl? ADNOTES ON THISAND INCLUDED MR'EKREFERANCEPAGENIF74Mrov. 101W015BEFOREUSE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component. not ��- a truss system. Before use, the building designer mustverify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual imss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage, For general guidance regarding fire fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll Quality Criteria. DSB49 and BC31 Bulding Component 6904 Parke East Blvd. Saf.fy Infonnalbnovoilable from Truss Plate Institute, 218 N. Lee Street Sulfe 312, Alexandrla, VA 22314. Tampa, FL 33810 Job Truss Truss Type Ory Ply T18697339 EDEN MODEL T07 Hip 2 1 Job Reference optional) blunders rust source, rlant cny, 1-1.-Jz00o, b 5.00 F12 5x8 = 5x6 = 5 6 axe = 2x4 II 4x6 = ax4 = 3x8 = 46 = 2x4 II 3x6 = Scale = 1:64.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.17 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT)-0.3514-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(CT) 0.13 9 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-6 0o bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 9=1342/0-8-0 Max Hom 2=106(LC 12) Max Uplift 2=-433(LC 12), 9=-433(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2655/1475, 3-5=-193211180, 5-6=1715/1172, 6-8=-1933/1180, B-9=-2655/1475 BOT CHORD 2-16=-1249/2365, 14-16=-1249/2365, 13-14=805/1714, 11-13=-1252/2365, 9-11=-1252/2365 WEBS 3-16=0/329,3-14=-733/490, 5-14=-166/445, 6-13= 190/445, 8-13=-732/490, 8-11=0/328 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exierior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 15-0-0, Extedor(2) 15-0-0 to 24-11-6, Intedor(1) 24-11-6 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and fight exposed;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) This truss has been designed for a 10.0 sat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4331b uplift at joint 2 and 433 lb uplift at joint 9. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code,* Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 O WARNING - Vergydealgn peramlv...d NERD NOTES ON THASAND/NCLUDED MREKBEFEBANCEPAGEUX74" ree 10012015BEFONE USE. Design valid for use only with MITekf) connectors, This tlesign Is based only upon parameters shown, antl b for on Individual buliding component, not a truss system, Before use, the bulltling designer must verity the oppllccbllity of tlesign parameters antl properly Incorporate this tlesign Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only, Additional temporary and permanent bracingk' L----] h always required for actuilty and W prevent collapse wlth possible personal Injury antl property damage. For general guidance regarding thefabrcotlon storage, delivery, erectlon antl bracing of trusses antl 4uss systems, seeAtil QuadMy CMeria, DSB419 antl Ill Buldin0 Component Safety Informatbmvolloble from Truss Plate Institute, 218 N. lee Sheet Suite 312, Alexandria, VA 22314. e East Blvd. L 33610 Truss Truss Type Lay Ply T78697340 FJob EDEN_MODEL T08 Hip 2 1 Job Reference (options]) Builders First Source, Plant City, FL- 32566, 8.240 s aui la zing mr en mousmes, inc. ue nuv 1s ia:oa:oo avra Page ID:ts671OCZ21Eg4wrhYAIX3yhPJt-uz7X9kVAlb2J13rgYapUp005XZAp4vnZwG6ZT7yHehS 18-00 1- q 123-13 17.0a 17-601 22-03 2040.13 360.0 36A-0 01 &13 52-10 4a�� ".3 a210 F13 1-0U 0B0 Scale = 1:64.8 5.00 12 678 6 3x4 = 3x8 = 3x4 = lea-0 09a4 1T-0-0 26-2-2 35-0-0 e9-14 0-2-2 & 822 0-944 060 Plate Offsets (X Y)-- [2:0-3-0 Edge] [6:0-3-0 0-2-4][8:0-3-0 0-2-4] [12:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Iii L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.17 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.38 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES VIB 0.62 HOrz(CT) 0.12 12 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 1711b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=134210-8-0, 12=1342/0-8-0 Max Hom 2=-120(LC 13) Max Uplift 2=447(LC 12), 12=-447(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2663/1397, 3-5=-2429/1304, 5-6=-1695/1036, 6-7— 1512/991, 7-8=-1512/991, 8-9=-1695/1036,9-11=-242911304,11-12=-266311397 SOT CHORD 2-18=-1185/2396, 16-18=-900/1926, 14-16— 907/1926, 12-14=-119212396 WEBS 3-18=-299/277, 5-18=-159/493, 5-16=-599/449, 9-16=-599/449, 9-14=-159/493, 11-14=-299/277, 7-16= 533/998 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exlerior(2) 17-0-0 to 22-8-3, Interior(1) 22-8-3 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 he uplift at joint 2 and 447 Ib uplift at joint 12. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: November 19,2019 Q WARNING -Verify design paremefens and READ NOTES ON MIS AND INCLUOEIMITEK BEFEBANCE PA BE MIP7473 rev. 10,0042015 BEFORE USE Design valid for use only with MBekO connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not �� a huss system Before use, the building designer must verify the appllcabllBy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual ruse web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse whir possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI? Cua2B�ry Ctlfeda, D8049.and BCSI Building Component Safety Infaenatlorxwcllcble from Truss Plate Institute, 218 N, Lee Sheet Suite 312, Area VA22314, 6904 Parke East Blve. Tampa, FL 33610 Job Truss Truss Type Cry Ply T18697341 EDEN—MODEL T09 Common 12 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, a240 s Jul 14 2019 MI i ex IDOusures. Inc. I us Nov 19 10:32:34 2019 5.00 rl2 4x6 = Scale=1:62.4 ly 3x6 = 31 = 3x6 = 3x6 = 3x6 = 3x4 = 3.6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TP12014 CSI. TIC0.47 BC 0.92 WB 0.63 Matrix-SH DEFL. in (too) Well Ud Vert(L-) -0.17 14 >999 240 Vert(CT)-0.3814-16 >999 180 Horz(CT) 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 10=1342/0-8-0 Max Ho¢ 2=-123(LC 13) Max Uplift 2— 451(LC 12). 10=-451(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2663/1353, 3-5=-2429/1256, 5-6=1693/994, 6-7=-1692/993, 7-9=-2411/1251, 9-10=-2650/1348 BOT CHORD 2-16=-1126/2395, 14-16=-84O/1929, 12-14=-855/1930, 10-12=-1137/2383 WEBS 6-14=-523/1010,7-14=-610/423,7-12=-155/484, 9-12= 301/275, 5-14=-609/426, 5-16— 156/493,3-16=-297/275 NOTES- (6) 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; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterl 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 2 and 451 Ib uplift at joint 10. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 Mrrak USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ®WARNING-yerrydeslgnparemetemend HEAD NOTES ON THIS AND INCLUUEUMHEKREFERANCEPAGEMIF74Taree, 1411342TISSEFORE USE Design volid for use only with MRelm1 connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a buss system. Before use, the bulltling designer must verify the applicability of. design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Adtlltional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guccnce regarding the fobrlcaaon, storage, delivery, erection end bracing of ffusses and truss systems, seeANSV1P11 CualMMyy Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd, Safety Informatbrnvallobie from Truss Plate Ine9tute, 238 N. Lee Street Suite 312, Alexantlrlo. VA 22314, Tampa, FL 33610 b Truss Truss Type Oty Ply T18697342 �EDEN MODEL T10 Hip Structural Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MITek Industries. Inc. Tue Nov 19 Scale=1:62.5 Sx6 = 3x8 — 3x6 = 3x8 = 5x6 = 5.00 12 4 20 5 6 7 21 8 17 6x8 = SX8 = ST1.SxB STP = 3x4 = 3x6 = 3x6 = LOADING (psi) SPACING- 2-0.0 CSI, DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.13 2-17 >821 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT)-0.2810-12 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.92 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-SH Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except` TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc pudins. 6-8,4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at Fit 5-17 WEBS 2x4 SP No.3 REACTIONS. All bearings 10-0-0 except (jt=length) 10=0-8-0, 16=0-8-0. (lb) - Max Hom 2=67(LC 35) Max Uplift All uplift 1001b or less atjoint(s) 16 except 2=-1192(LC 43), 17=-1039(LC 29), 10=-1829(LC 30) Max Grav All reactions 250 Re or less atjoint(s) 16 except 2=1137(LC 30), 17=1766(LC 1), 10=1918(LC 47) FORCES. (Ile) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3048/3095, 3-4=-2073/2229, 4-5=-1413/1616, 5-7=-1770/1673, 7-8=-2214/2018, B-9=-3539/3169, 9-1 0=-4688/451 0 BOT CHORD 2-17=2973/2860, 16-17=-1319/1417, 14-16=-1022/1120, 12-14— 2586/2829, 10-12=-3992/4352 WEBS 3-17=-389/432,4-17=-590/570,5-17=-2109/1907,5-14=-1026/1251, 7-14=-1057/1085, 7-12= 1058/1141,8-12=-5671730, 9-12=-385/376 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C ExteriOr(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0, Exteror(2) 26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;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) This truss has been designed for a 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.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 16 except (jt=lb) 2=1192, 17=1039, 10=1829. 7) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 250.0 pit. 8) "This manufactured pi -Act is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MI USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ®WARNMG- Verhydomignparemefersend READNOTESON THISANDINCLUDEDMREKREFERANCEPAGEMl474".. 1are1¢015BEFORELI Design valid for use only with Mnek® connectors. this design Is based only upon parameters shown, and Is for an Individual bulldIng component, not a truss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldance regarding the fabrlcallon, storage, delirery, erection and bracing of trusses and truss systems, seeANSVIPII Gui Cmedo, D5549 and BCSI Building Component 6904 Parke East Blvd.Safety Infoenationa Noble from Truss Plate Institute, 218 N. Lee Shoat, Sune 312, Alexandtla,VA 22 14 Tampa, FL 33610 Truss Truss Type Oty Ply T18697343 rECEN—MODEL T11 Hip Girder 1 1 Job Reference (optional) builders rust source, riarn wy, M- dude, Scale: 3/16'=l' 5.00 12 10.16 MT20HS I I 3 2x4 11 4x12 = 3.6 = 3x4 = 17 4 1a 195 20 21 22 6 23 7 24 25 26 5x6 = 6 m 0 d zr ze is zs av ai oz io ao ar m uo 00 3x4 = 2.4 11 ST1.518 STP= 5x6 = Sx6 W= 3x4 = 3x6 B= 6x8 = 3x6 = LOADING (pall TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.97 BC 0.85 WB 0.71 Matrix-SH DEFL. Ven(LL) Vert(CT) Horz(CT) in (too) Well Ud .0.21 11-13 >999 240 -0.4811-13 >604 18b 0.04 9 n/a n/a PLATES MT20 MT20HS Weight: 1591le GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except' TOP CHORD Structural wood sheathing directly applied. 3-6: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-15 12-14: 2x4 SP M 31 WEBS 2x4 SP No.3 "Except' 5-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=-143/0-8-0, 9=1498/0-8-0, 15=3859/0-8-0 Max Ho¢ 2=53(LC 28) Max Uplift 2= 361(LC 20), 9=-615(LC 9), 15=-1566(LC 4) Max Grav 2=220(LC 15), 9=1502(LC 20), 15=3859(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-478/1210, 3-4=-974/2407, 4-5=-974/2407, 5-7=-2295/907, 7-8= 2792/1184, 8-9=-3092/1247 BOT CHORD 2-16=-1085/487, 15-16=-1066/483, 11-13=-1211/2879, 9-11=-1075/2760 WEBS 3-16=-99/450, 5-15=-3062/1447, 5-13=-897/2699, 7-13=-1010/704, 8-11— 92/736, 4-15=-275/177, 3-15— 1914/822 NOTES- (10) 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; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 2-0-0 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 100 lb uplift at joint(s) except (jt=lb) 2=361, 9=615, 15=1566. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 125 lb up at 7-0-0, 105 Ib down and 125 lb up at 9-0-12, 1051b down and 125 Ile up at 11-0-12, 105 Ito down and 125 Ib up at 13-0-12, 105 lb down and 125 Ib up at 15-0-12, 105 lb down and 125 lb up at 17-0-12, 105 lb down and 125 lb up at 17-114, 105 Ib down and 125 Ib up at 19-11-4, 1051b down and 125 Re up at 21-11-4, 105 lb down and 125 Ile up at 23-114, and 105 lb down and 1251b up at 25-11-4, and 200 lb down and 234 Ib up at 28-0-0 on top chord, and 320 Ib down and 130 lb up at 7-0-0, 81 It, down at 9-0-12, 81 Ib down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 15-0-12, 81 Ito down at 17-0-12, 81 Ito down at 17-11-4, 81 Ib down at 19-11-4, 81 lb down at 21-114, 81 Ib down at 23-11-4, and 81 lb down at 25-11-4, and 320 lb down and 1301b up at 27-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.68182 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 MiTek' 6904 Parke Seat MO. Tampa, FL 33610 Job Truss Type City Ply EDEN_MODEL TTriulss Hip Girder t 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 S Jul 14'LO1B MI lex Inaumries, Inc. I ue NOV la I0:82:J8 LOIY Page IDAB67IOCZ21 Eg4xvrhYAIX3yhPJt-FxoOCRZJ78hcBgkoL8PgW 4wpGauglBZJ4YpK9LyHehN 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8= 54, 8-10— 54, 2-9=-20 Concentrated Loads (lb) Vert: 3=-105(B) 8=-153(13) 16=-320(B) 11=-320(B) 17=-105(B)18=-105(B) 19=-105(B)20=105(B) 21 =-105(B) 22=-1 05(B) 23— 105(B) 24=-105(B)25=-105(B) 26105(B) 27=58(B) 28=-58(8) 29=-58(B) 30=58(B) 31=58(B) 32=-58(B) 33=-58(B) 34=-58(B) 35=-58(B) 361 QWARN/NG-Verify deslge Paremefers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-74Ta rev. fa/0Y2e15 BEFORE USE. Design valid for use only with MReR® connectors. this design Is based only upon parameters show4 antl Is for an Individual building component, not a toss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bNlOing design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for slobllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and hum systems. seeANSVTP11 OualMy Cm�M, DSB49 and BCSI Building Component 6904 Parke East Blvd. East B Swap mformalbmvollable from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexantlrla, VA 22 14,33610 Tampa, FL Job Truss Type - Oty Ply T18697344 EDEN_MODEL 7vciss Valley 1 1 Job Reference (optional) BuBDers blrst bource, ream u1y, ru- 44000, y . ID:E671OCZ21 Eg4wrhYAIX3yhPJt.FxoOCRZJ78hc8gkoL8PgW4w7Ka4FIlEJ4YpK9LyHehN 2x4 II 3 5 4 2x4 4 2x4 II 2.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc)/deft L/d TCLL 20'0 Plate Gap DOL 1,25 TIC0.20 Vert(LL) Na - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - Na 999 BCLL 0.0 Rep Stress Incr YES W B 0.09 HOrz(CT) 0.00 4 Na rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=55/5-11-6, 4=84/5-11-6, 5=238/5-11-6 Max Horz 1=109(LC 9) Max Uplift 1=-l(LC 8), 4=-35(LC 9), 5=-118(LC 12) Max Great 1=60(LC 20), 4=84(LC 1), 5=238(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=174/311 Scale: 3/4'=P PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-9-1 to 3-9-1, 1nterfor(1) 3-9-1 to 5-10-4 zone; cantilever left and right exposed ; end vertical 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) Gable requires Continuous bottom chord bearing. 3) This truss has been designed for a 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1, 4 except 61=11a) 5=118. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Joaquin Velez PE No.68182 IIII USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 ®WARNING- kiediydeslgnpam afersend REAONOTES ON WISAND INCLUDED M?EKREFERANCEPAGEMIF7473re, IeNYla15 BEFORE USE Oasign valid for use only with Mnek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use, the bulltling designer must verity the oppllcablllly of tleslgn parameters and properly Incorporate this tleslgn Into the overall bulltling deal Bracing Indicated is to prevent buckling of Intllvltlual truss web and/or chord members only. Additional temporary and permanent bracing A MiTek- Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcallono, storage, delivery, erection and bracing of Trusses and truss systems, seeANS1mPl1 Oaa11M CM*rp, DSB-89 and SCSI Buldbp Component 69M Parke East Blvd. Safety Infamrc8orxsvallable from Truss Plate Institute, 218 N. Lee Street Suite 372, Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type r Orly Ply T18697345 EDEN_MODEL V02 Valley 1 1 Job Reference (optional) Builders ri st Source, I'lant Glly, rL - 32bub, u.L4u sdu114 zule ml leR muusmes, Inc. roe JVOV IV IV;04]Jemry reyn i ID:ts6710CZ21 Eg4xvrhYAIX3yhPJl-j7Mo0nZxuRpTl J_vr 3HS8b_PLUmwSICZuhnyHehM 2x4 G 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=115/3-ii-6,3=115/3-11-6 Max Horz 1=67(LC 9) Max Uplift 1=-39(LC 12), 3=-50(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2 3 Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 13lb FT=20% Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; 1=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: November 19,2019 A WARNWG-VeNfydeslgnperemet...dREAD NOTES ON TNISANDINCLUDEDMITEKREFERANCEPAGEMX74MJ , 14=2015BEFORE USE. Design valid for use only with WOO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate the design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, sseANsNIPII CuolMByy Cmeda, DSB-B9 and BCSI BuildingComponent 69N Parke East Blvd. SONty mloenafbrpvolloble hom Truss Plate Instliufe, 218 N. Lee Street, Suite 312, Aiexantlrlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly P ly T78697346 EDEN MODEL V03 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 2x4 6.24USJUl 14 ZUla MI I OK InaUsmes, Inc. I UB NOVI e l UIJZ:4U ZUla rages ID:ts671OC221 Eg4xvrhYAIX3yhPJl-BJwBd7aZflxJNStBTZRSbV?OcOnBDDAbXsIRDDyHehL 5.00 12 46 = 2 3 LOADING (ps() SPACING- 2-0-0 CS'. DEFL, in (too) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Veff(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress 1, YES WB 0.00 Holz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=41/1-11-6, 3=41/1-11-6 Max Hoe 1=24(LC 9) Max Uplift 1=-14(LC 12), 3_ 18(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:6.9 PLATES GRIP MT20 244/190 Weight: 511b FT=20% Structural wood sheathing directly applied or 2-0-0 act puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 act bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) 1, 3. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.° Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 19,2019 O WARNING. VerilydeslgnpemmehmamdBEADNOTES ON THISANOINCLUOEOMREKBEFEBANCEPAGEMIP74M.V. 14/ 015BEFOBE USE Design valid for use only wl}h Mnei connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use, the building designer must verify Me oppllcobllity of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of lndivltlual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wl}h possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and broclng of trusses and truss systems, seeMSvrpll Quail CMedo, 03Sd9 and BCSI Building Component Safety NfomsoNonavollable from Truss Plate Institute, 218 N, Lee Street Suite 312, Alexandria, VA 22314, MiTek' 6904 ParEat st Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless Y. y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed Teeth. 1/ldr LLt For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION '7 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 I 6-4-8 1 dimensions shown in bdeenths scale) (Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCI(NISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362 ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addlihonal stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANS17TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 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 calling Is installed, unless otherwise noted., 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.