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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek® RE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp 'Project Name: M11412 Lot/Block: Model: Sterling Address: unknown City: St Lucie County Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNEA St. Luc e county 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 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 2 3 4 5 6 7 8 9 10' 11 12 13 14 16 17 18 a al a2 a3 a4 a5 ata atb ate bha ra 14 16 IS 8 r 1 kla8 .COP**? FIkolt: g at 2 0 261 The truss drawing(s) referenced above havebeen 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, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) Identified and that the designs comply with ANSUiPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information Included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. 1of1 04ISR P 'DENS No 22839 STATE OF .4u ,0�� c� O g 1 ID P ��� sN As0 Walter P.'Rnn PE No.22839 MiTek NSA, Inc: FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 April 6,2018 Muni Walter Jo4 Truss Truss Type I City Ply CARLTON 299 T73708831 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. In Apr 6 09:29:54 2018 Page 1 - ID:kFvnsnOwY419Zh0__nM3lc6yIJ9g-EtulEEylx 9S61HDeCVXag4AAgxEFOsLrl2gRzTU2R 00 200 2-0-0 Scale = 1:7.8 3x4 = 2.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Udefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Cade FBC2017/rP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=37/Mechanical, 2=14l/08-0, 4=22MIechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12). 4=-3(LC 9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(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 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Elderiar(2) zone;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 pet bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 201 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 27 Ib uplift at Joint 3, 136 Ib uplift at joint 2 and 3 Ile uplift at joint 4. Walter P. Finn PE Na12339 Ii USA, Inc. FL Ced 6634 8904 Parke East Blvd. Tampa FL 3361D Date: April 6,2016 QWARNING- Vedrydesrgmpmmefersond READ NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGENIF14n.x 10r0342915BEFORE USE. Design valid for use only with M6eW connectors. This design Is based only upon parameters shown, and Is for an IndNlduol building component, not a truss system. Before use, the building designer must verity the appllcablllty of design parameters end properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndNldual 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, seeANSUIPII CualMy CrBoda, OSE49 and BCSI Building Component SafoM Infefmaltona,milable from Truss Plate Inre11Me, 218 N. Lee Street, Suite 312, Alexondrlo. VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I City Ply T13708832 M11412 J4 MONO TRUSS 8 1 �UAFILIUN299 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = 5.130 s Marl i But MI I ex lnaustnes, Inc. rn Apr a U9:29:be 2U115 Page I ID:kFvnsnOwY419Zh0 nM3lc6y1J9g-A2OVfw73pYEnhO1 gK3Fzc7vNa_IIi9w9o9U9vKzTU2P Scale = 1:11.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veil CL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Veft(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(CT) -0.00 3 rda n1a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SO No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All farces 250 (11 or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. 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; 11 B=591 L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10.4 zone;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 psi bottom chord live load nonconcurrent vyith 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 77 1b uplift at joint 3,159 lb uplift at joint 2 and 7 Its uplift at joint 4. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 69H Parke East Blvd. Tampa FL 3361D Date: April 6,2018 QWARNING- Ver/ly tleslgn,emmetersatid READ NOTES ON TNISANO WCLBUED MITEKREFERANCEPAGENR7473 rev. fsaillX15BEFOREOSE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling oflndlvidual 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 guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeAN9i/IPII CuaIIN Cmarla, D39A9 and BCSI Building Component 6904 Parke East Blvd. Safoty Informallarovailable ham Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22 14, Tampa, FL 3%0 Jog Truss Truss Type tlry Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference o tional wamoers cuss, no., ruu riema, r� ID:kFvnsnOwY419ZhO nM31c6yIJ9g-fEattGOhasMeJacsunmC9CSYhOWfRc9JlpDiRmzTU20 Scale = 1:14.3 3x4 = 4 LOADING (Pat) SPACING- 2-0-0 C51. DEFL. in (too) /deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Met YES WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max 12=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4= e(LC 12) Max Gray 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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=121t; B=59ft; L=36ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 5-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate'gdp 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 1291b uplift at joint 3, 1921b uplift at joint 2 and 8 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 ® WARNING -Verlrydes/gnperdmelersantlREADNOTES ONTHISANOINCLUDED MREKREFERANCEPAGEMIN4T9rev. loVI20159EFOREUSE Design valld for use only win Mi connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trusssystem. Before use. the building designer must verify the applicability of design parameters end propery 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 pp..ES I IVIjTBk• Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the foloncaaon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVWII CualNByy Coterie, DSB-B9 and BCSI Building Component Safety Informationcycilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Joh Truss Truss Type 01y Ply CARLTON 299 T13708834 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) t Tambers truss, Inc., ran rlerce, rL .., ., ."", I . .. r'• """"-"-.- . - - ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-3pFOV13atnIDA1 LRZvJvmr4?ube2ezvllnSM25zTU2L Scale = 1:17.4 3x4 —_ 4 LOADING (psf) SPACING- 2-0-0 C51. DEFL. In (loc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(L-) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ved(CT) -0.30 4-7 >310 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/rP12014 MaMx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12h; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Oaf 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 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 It, uplift at joint 4. Walter P. Finn PE No13839 MIT& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING- Vetifydedgnparemeteraarc BEAD NOTES ON MIS AND INCLUDED MREKNEFENANCE PAGE 1X474"irew IdMI OIS BEFORE USE Design void for use only wlth MBeInk connectors.. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use: the building designer must verify the appllcoblllty, of tleslgn parameters antl properly Incorporate this tleslgn Into the overall building design. Bracing lndIcated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M!Tek' Is always required for stealthy and to prevent collapse wlth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Gua11N Caloric, DSB.69 and BCSI Building Component 6904 Parke East Blvd. Safety mformatbmvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlrlo. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3.4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:30:01 2018 Page 1 ID:kFvnsnOwY4197h0_nM3lc6y1J9g-XOpOid3Ce4t4oBwd7cg8J2cA7?mN09uyRBwaXzTU2K LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Wdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rva BCDL 10.0 Code FBC2017/TP12014 Matrl%-MP Wind(LL) 0.24 4-7 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hom 2=175(LC 12) Max Uplift 3— 170(LC 12), 2=-223(LC 12). 4=-13(LC 12) Max Grew 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.2 PLATES GRIP MT20 244/190 Weight: 26111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=121D B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0.0 to 2-7-3, Interial 2-7-3 to 7-8-4 zonrl 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 psi 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 chard 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 170111 uplift at joint 3, 223111 uplift at joint 2 and 131b uplift at joint 4. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-Vedlydeal9a,rammefereend READNOIES ON rNISAND INCLUDED MREKREFERANCEPAGENIF797rarev. VIV320158EFORE USE. Deslgn valid for use only with MITI connectors. This design Is based only upon parameters shown, antl Is for an IndNltlual bullding component not a truss system. Before use. the bulltling designer must verity the appllcoblllN of design parameters antl properly Incorporate mle dorIgn Into the overallbuilding "90! design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary antl permanent bracingIs always required for stal lllty and to prevent collapse with possible personal INury and property tlamal For general guldance regartling thefabrlcatlon,storage,delivery, erecllon antl bracing of trusses antl truss systems, seeANSVIPIIQ llry Crdodo, DSB49 and BCSI Building Camponont ke East Blvd. Safof9lnformatlonavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexondrlo, VA 22314. Tampa, FL.33610 Job Truss Truss Type Oty Ply CARLTON 299 T73708836 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.1 Ju s mar 11 zura ml ex Inausmes, Inc. Fri npr a ueau:w mro rage i ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-TOx97J5SAi7ol V4OE1tcOTicPpjDrFFBPIgOfQzTU21 3x4 = -�� 3x4 = 5 7-2-7 3-10-5 -2-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ved(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress met NO WB 0.35 Horz(CT) 0.01 5 Na r✓a BCDL 10.0 Code FBC2017/TP12014 Matd%-M$ Wind(LL) -0.04 6-9 >999 240 Weight: 44111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Form 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8). 5=-118(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128al TCDL=4.2psf; BCDL=3.Opsf, h=12ft; B=59R; L=36ft; eave=5fl; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 102 lb uplift at joint 4, 187 lb uplift at joint 2 and 118 It, uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ib down and 58 Us up at 2-11-0, 39 lb down and 58111 up at 2-11-0, 8 Ib down and 101 lb up at 5-8-15, 8 Ib down and 101 Ito up at 5-8-15, and 42 Ib down and 1431b up at 8-6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 47 In down and 28 Ib up at 2-11-0, 47111 down and 28 Ib up at 2-11-0, 47 IS, down at 5-8-15, 47 Ib down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 Ib down and 14 lb up at 8-6-14 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). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=80(F=4Q B=40) 11=-2(F=-i, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=10, B=-10) 15=-50(F=-25, B_ 25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-Veritydeslgnparemeler4and READ NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEMIF7473rev. 100120155EFORE USE. Design valid for use only with MTea connectors. This design Is based only upon parameters shown, and Is for an Indlvlduol bulltling component, not a truss system. Before use, the building all must verity the applicability of design parameters and properly Incorporate this design Into the overall bulltling design, Bracing Indicated is to prevent buckling of lndNltlual truss web and/or chord members only, Additional temporary and permanent bracing MiTek• Is always required for stablIty antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSVIPiI GualMv Criteria, DSBA9 and BOSI Building Component 6904 Parke East Blvd. Safety Informallorravoilable from Truss Plate Institute, 218 N. Lee Street, Sure 372, Alexcntlrla, VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708837 M11412 KJAB MONO TRUSS 2 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL C. 1 Jus Marl l euio Nr e eKuIuuaaie$ uic. rrnyi ovo.w.w cv,a Poeu1 ID:kFvnsnOwy419ZhO nM3lc6ylJ9g-uzdHmL7KTdVNuyobwADJ06J6n01D2b9d51vhGlzTU2F scale=1:19.9 3x4 = 3x4 = 6-10.0 14-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vart(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Ved(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stresslncr NO WB 0.34 HOR(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Harz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2= 321(LC 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 Structural wood sheathing directly applied or 6.0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.0psf; Ill B=59ft; L=36ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 4, 321 Ile uplift at joint 2 and 202 to uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ito down and 58 It, up at 2-11-0, 39 Ito down and 58 lb up at 2-11-0, 81b down and 101 Ib up at 5-8-15, 8 Ito down and 101 Ib up at 5-8-15, and 42 Ito down and 143'I11 up at 8-6-14, and 42 lb down and 143 Ito up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 Ito up at 2-11-0, 10 It, down and 30 Ib up at 5-8-15, 101b down and 30111 up at 5-8-15, and 31 Ito down and 14 Ito up at 8-6-14, and 31 Ito down and 141b up. at 8-644 on bottom chord. The design/selection of such connection devices) 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). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-7= 20 Concentrated Loads (lb) Vert: 10=80(F=40,8=40) 11=-2(F=-1,B=-1)12=-83(F=-42, B=42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 O WARNING -Verify deslgnparamefersand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MfiuMnrev. fePo.W2015 BEFORE USE. Deslgn valid for use only with MOekO 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 verity the al of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSUIPII Guallly Cmulo, DSB49 and BCSI Bull Component 6904 Parke East BNd. Safety Informat$onavoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandre, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oiy Ply CARLTON 299 T73708820 M11412 A SPECIAL 1 1 Job Reference (optional) cnamoers i russ, ini ran rierae, rL 4.00 12 Eke = 3.6 \\ 3 4 24 5x12 MT18H6= 4x5 = 4x6 = 45 = 255 6 7 26 27 8 3x4 Scale=1:63.0 16 15 axe — 3x4 = 3x6 = 31 = axe = 2.00 F12 4x10 = LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip COL. 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.94 BC 0.94 W B 0.91 Matrix -MS DEFL. Veri(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Wall Ud -0.73 13-14 >595 360 -1.34 13-14 >321 240 0.45 10 n/a rJa 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 1611b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 "Except" TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hoe 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10= 846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-676614392, 6-9=5629/3608, 9-10=-5945/3B56 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13= 3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=413/669, 4-15=-535/785, 5-15=-975(733, 5-14=-1198/1876, 7-14= 851/667,7-13=-962/1695, 8-13=-1260/1909, 8-12=-45/349, 9-12=-319/328 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=4.2ps1; BCDL--3.OpsY h=1211; B=59ft; L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 21 on thebottom 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 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 It, uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No.22039 IIITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING- Vedy deslgaparameferseed READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEM/F7479rev. 70N11,2015BEFORE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �'• a truss system. Before use, the building designer must verify Me applicabillty of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of indivldual truss web and/or chord members only. Addmonol 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 fobrlcotlon, storage, livery, erection and bracing of trusses and muss systems, seeANSVTPII Gua1Bv Criteria, DSBd9 and SCSI Building Component Sal,y Into_. TOvollable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, MiTek' 69N Parke East Blvd. Tampa, FL 33610 Truss Truss Type 0 y Ply CARLTON 299T73708821 1412 rMl Al SPECIAL 1 1 Job Reference o lional GnamberS r russ, Inc., ran rleroe, rL o.,wo,.,o,,....�....���.... �.....,,,...__, ...... .....�. ___.__.._ ,n.,. �. n......,n-n-n _..ni_c..iin..,.-.nC,C..r FnrlOm•mA(li•,rl-ALneYi•n.nl Scale =1:63.0 5x6 = 3.8 = Sx6 = 4.00 F12 4 22 5 23 6 14 13 3x4 II '-- axe = 3x4 = 5x6 = 4x10 0 2.00 12 LOADING (Pat) 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 CSI. TC 0.61 BC 0.95 W B 0.55 Matrix -MS DEFL. in (loc) Well Ud Ven(LL) -0.58 11 >749 360 Vert(CT)-1.0711-12 >402 240 Hom(CT) 0.40 8 n/a n/a Wind(L-) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 163 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 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 WEBS 1Row at micipt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159,3-4=-3358/2292, 4-5=-279B/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13= 2399/3926, 11-12=-2400/3924, 10-11=3499/5680, 8-10= 3492/5669 WEBS 3-14=-404/391, 4-14=-507/777,4-13=-151/409, 5-13=1376/890, 5-11=-557/1048, 6-11=-849/1449, 7-11=-641/463 NOTES - I) Unbalanced root live loads have been considered for this design. 2) W ind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-73, Intedor(1) 2-7-3 to 37-0-0 zone;C-Qfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 8 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 In uplift at joint(s) except jt=11h) 2=846, 8=846. Walter P. Finn PE No22839 Mil USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING-Vedty design parameters and READ NOTES ON MIS AND INCLUDED UffEKREFERANCE PAGE 41II-7473mv. 10/031015 BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the appllcabillty of tleslgn parameters and properly Incorporate this design Into the overall bulltling tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Addttlonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regartling the fobrlcotlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Guen CrlMrla, DSB-BV and BC51 Building Component 6904 Parke East Blvd. Safety Informatbmvallable from Truss Plate Institute, 218 N. Lee Street, Sune 312, Araxandtla, VA 22914, Tampa, FL 33610 Job Truss Truss Type dty Ply=Reference T13708822 M11412 A2 SPECIAL i Chambers Truss, Inc., Fort Pierce, FL B.I aU s Mar Tl zum MI ex industries, no. rn mpr o ee:ee:r e en Rn Sx6 = 5x6 — 3x4 = 46 15 14 rxo 11 iana— 3x6 = 3x4 11 5x8 = 2.00 12 Scale = 1:63.0 4,10 = LOADING (pat) 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/TPI2014 CS'. TC 0.58 BC 0.94 WE 0.72 Matrix -MS DEFL. Ven(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl Ud -0.5511-12 >779 360 -1.0311-12 >419 240 0.39 9 n/a We 0.7711-12 >564 240 PLATES Mi MT18HS Weight: 167 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD 2x4 SO M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SO No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7= 3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14= 1826/3099, 12-13=-3016/5125, 11-12=-3433/5679,9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=588/1003, 7-13=-2219/1408, 7d2=-l137/1893, 8-12= 628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12tt; B=59ft; L=36ft; eave=5tt; Cat. II; E>is C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=846, 9=846. Waller P. Finn PE No.22839 Mill USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 WARNING -Vedly dealgnparamefersanCREAD NOTES ON THISANOINCLUDED MREKREFERANCEPAGEMl4T4T3 rev. 11103ANUSBEFORE USE Design valid for use only with Mil Connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicabllity 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 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems, seeANSU1PI1 QualNNyy Clitoris. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatbnavolloble from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexantlrlo. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oly Ply CARLTON 291 T13708823 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, hL o.mos ma, rr eo,o im icn ,,,uua,,,=a ,,,c. ,, r•w ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-bMAC]BrH6FTmOGuW 77h22KxALNYOft5a_5P 4.00 12 5x6 = 5x6 = 15 3x4 II 5x6 = 3x5 = 2.00 12 Scale: 3/16'=l' 4xl0 = LOADING last) 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/TP12014 CSL TC 0.56 BC 0.94 W B 0.74 Matrix -MS DEFL. Ven(LL) Ven(CT) Horz(CT) Wind(LL) in (loc) Well III -0.57 11-12 >761 360 -1.0511-12 >410 240 0.40 9 n/a Na 0.7811-12 >551 240 PLATES MT20 MT18HS Weight: 1671b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (Ill -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290, 8-9=5960/3616 BOT CHORD 2-15=-1886/3159, 14-15= 1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=3368/5675. 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13= 285/671, 5-13=-379002, 6 13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12ft; B=59ft; L=36tt; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and forces S, MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at loint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 9=846. Waller P. Finn PE No22839 1,11I USA, Inc. FL Cen 6614 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 AWARNING-VerdydeslgnparametemendREADNOTESONMISANDINCLUDEDMREKREFERANCEPAGENIIl4TareV.1041YldfeBEFOREUSE Design valid for use only with MBeale connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a hass system. Before use. the building designer must verify the applicability of design parameters and propetly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stabilly and to prevent collclase with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/IPII CualMy CMorh, DSSd9 and SCSI Building Componont 6904 Parke East Blvd. Safoh, Informatbnavallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314 Tampa, FL 33810 Job Truss Truss Type Oty Ply T73708824 M11412 A4 SPECIAL 1 =CA 1 (optional) Chambers I rues, Inc., FOn Fiscal, I-L. 4.00 12 5x6 = 6 3x4 3x6 5 24 3x4 -- 4 3 2 _ 14 16 15 3x12 = 3x5 =' 3x4 11 Sx8 = 2.00 F12 y. V419Zh0_nM3lc6ylJ9g.3YkbxUrvtYbddOYA3rW waFt5011 r93vFpegzxazTU2c 0 28-9-4 36-0-0 37-0-o 1 4-3.4 —1 7-2-12 -a- Scale: 3/16'=1- 25 5x6 7> 8 3x4 C 9 26 3 ^I^ 7x8 MT18HS= 12 1011 3x4 II c 4x10 = LOADING (pat) SPACING- 2-0-0 CS'. DEFL. in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LI.) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Verl -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WE 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matril Whirl 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purflns. 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 111 7-14 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Ho z 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/183115-6=-2458/1735, 6-7=-2481/1719, 7-9_ 5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16_ 1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6-14= 731/1202, 7-14_ 3120/2048, 7-13=-113011972, 9-13=-559/376 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=12f[; B=591t, L=36ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18;MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSIrrPI 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 joint(s) except Qt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING-Verlfy Eeslgnparamefenend READ NOTES ON THISAND INCLUDED M?EKREFERANCEPAGENI47413 rev. fN0.Y10f5BEFOREUSE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual bUltling component not ��- a truss system. Before use. Me 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 lndtvidual truss web and/or chard members only. Additional temporary and permanent bracing MiTek- Is always required for Stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the topical storage, delivery, erection end bracing of trusses and truss systems seeANSVIPiI Qua] Hv Cidel DS&89 and SCSI Building Component 69N Parke East Blvd. Safety Nformatbro olloble from Truss Plate Tall218 M Lee Street Suite 312. Make tlrlo. VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply T13708826 M11412 A5 SPECIAL 7 1 IGAIILTON299 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL e.TJu a Mar 1l zu1 a ml eK Industries, Inc. Fri Apr o 09z=.44 co 4.0o FIT Sx6 = Scale=1:61.9 16 15 O 3x5 = 30 11 5x8 = 4x10 2.00 F12 = &60 13-8-0 76.0.0 24-6.0 26.9.4 36-0-0 8 6.0 5 2 0 4-4-0 fi-fi-0. 4-3-4 7-2-12 Plate Offsets (X Y)-- [2:0-1-2 Edgel [8:0-3-0 Edael [10:0-2-10 Edge][15:0-2-12 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress III YES WB 0.95 Horil 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10_ 846(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6= 2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3184/5190, 12-13= 3510/5666,10-12=-3504/5656 WEBS 3-16=0/315,3-15= 799/546,5-14=-355/272,6-14=-743/1219,7-14=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 Structural wood sheathing directly applied or 2-6-11 Oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 7-14 NOTES- 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=12N; B=59tt; L=36ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 wit fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 2=846,10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING -pedry Design pamaretersend HEAD NOTES ON TH/SANDINCLUDED MREKHEFEHANCEPAGEN1F74" rev. 1DN9iIpf5 BEFONEUSE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the iobi storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII GuolMv CMorh, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ajexantltla, VA 22314. Tampa, FL.33610 Job Truss Truss Type Oty Ply T73708826 M11412 ATA COMMON 7 1 ICARLTON299 Jab Reference (optional) unamoers I was, mc., run nelce," 4.00 12 5x6 = 6 Scale = 1:61.0 17 15 14 1Z 3xB = 3x4 II 44 = 3x8'=. 3xB = 46 3x4 11 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.28 14-15 >999 360 MT20 2"A 90 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Verl -0.5914-15 >730 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.60 HDR(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 14-15 >999 240 Weight: 1721b FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (Up) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOT CHORD 2-17=-1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14= 783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 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=1211; B=598; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extenor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011a AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11p) 2=796, 10=796. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cod all 6904 Parka East Blvd. Tampa FL 33810 Date: April 6,2018 Q WARNING- yedlydeslgn Peremefersend READ NOTES ON MIS AND INCLUDED MmaKREFERANCEPAGEMIl4Tl rev. I"WO150EFONEUSE Design valid for use only with MReklo connectors. This design Is based only upon parameters shown, and Is for an IndNlduvl bulltling component, not o truss system. Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this tleslgn Info the overall bullring design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty 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, seemSvrpjl CualMMyy Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informotblgvolloble from Truss Plate Institute, 218 N. tee Street Suite 312, Alexantlaa, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708827 M11412 ATB COMMON 1 7 Join Reference (optional) wamoers Truss, no., rue rieme, r� .................. __._..... _.....___...__, ... _......,.. _ ____. _ __ _ 6 d Scale = 1:60.9 4.00 12 Sx6 = 6 3x5 = 3x4 It 3x6 = 6x8 = 6xB = 3x6 = 3x4 II 3x5 = 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 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TIC 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL. in (lac) Vdefl Ud Vert(LL)-0.1018-21 >999 360 Vert(CT) -0.22 18-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(ILL) 0.15 18-21 >999 240 PLATES GRIP MT20 244/190 Weight: 17216 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 old bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 2=208(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (II -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=437/333, 5-6=-432/448, 6-7=-272f773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18= 587/1178, 16-18=587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683,7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616,3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vascli 28mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOI plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points. 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20glisf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1CD Ib uplift at joint(s) 15 except Qt=1b) 2=433, 14=866, 10=240. WalterP. Finn PE No.22839 MiTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 6,2018 AWARNING. Verity design peremeteraendREAD NOTES ONTNISANO/NCLUOEOMREKNEFENANCEPAGEMg74]arev.1M022015SEFONEII Design valid for use only with Mlfekest 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 verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual I 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 guidance regarding the fabrication,storage,delivery, erection and bracing of fusses and truss systems. seeANSVPII CuallryCrdeda, DSB419 and BCSI funding Component 6904 Parka East BNd. Tampa, FL 33610 Safely Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314.. Job Truss Truss Type ty Ply CARLTON 299 T1370BB28 M11412 INTO COMMON i 1 Job Reference o tional Larambers I russ, Inc., ran rlerce, rL a d Scale = 1:60.9 4.00 12 5x6 = 6 3x5 = 3x4 II 3x0 = 6,8 = 6x8 = 3x6 = 3x4 II 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 FBC2017/7PI2014 CS'. TO 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL. in (Joe) Udefl L/d Vert(LL) -0.10 18-21 >999 360 Vert(CT)-0.2218-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(LL) 0.15 18-21 >999 240 PLATES GRIP MT20 244/190 Weight: 1721la FIF=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except at=length) 14=0-11-5. (II - Max Horz 2=-208(LC 10) Max_Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6_ 432/448, 6-7=-2727773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683,7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16_ 302/279, 3-16=-890/616,3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vascll 28mph; TCDL=4.2psf; BCDL=3.Opsf; Irl2ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 15 except at --lb) 2=433, 14=866, 10=240. WalterP. Finn PE No22839 Mll USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING -Vsdl desrmperemefersend HEAD NOTES ON TN/SANDINCLUDED MREKREFEFANCEPAGEMIP7473 rev. 10/030015BEFORE USE. Design valid for use only with Mnek& connectors. This design is based only upon parameters shown, and is for an Individual building component, not a torn system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulldfng design. Bracing Indicated is to prevent buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing e. a MjTek* Is always re9ulred for stablllty and to prevent collapse with possible personal lnfury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and Me systems, seeANSUIPII GualMy Ciffe6a, DSB-89 and BCSI Building Component 6904 Palle East Blvd.fabrication, Batty Informatbnavollobie from Truss Plate Institute, 216 N. Lee Sheet, Suite 312; Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Cry Ply=T13708829 M11412 BHA COMMON 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fit Apr 6 09:29:502018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-M ufEPtxl EiUezVaW—pBZNkfGsZCNIFUHODl ghgzTU2V 1&0-0 24-0-0 1-09 B-0-0 12-0-0 14-0-0 15-8-0 18-0-p 20-e-0 22-0-02yy-10- 6 2B-0-0 36-0-0 37-00 -- 01 0 a-0-0 4-0-0 2-0-0 '1 14� 2-0-0 "a 0!10-0j6 4-0-0 8-0-0 4-PO 1-1-1 Scala: 3/16l Bra = 12 14 N 21d N 3x6 = 3.6 II 4x6 = 6x8 = 6x8 = 3.6 II 3x5 = 3x6 = 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 FBC2017fTP12014 CS'. TC 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL. in (Joe) Well L/d Vert(LL) -0.14 28-31 >999 360 Verl -0.2523-34 >619 240 HoR(CT) 0.04 21 r1a n/a Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT78HS Weight: 208111 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at JI(s): e, 4, 14, 16, 18 REACTIONS. Alllbeaffngs 0-8-0 except jjt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 to or less at joint(s) except 2=-583(LC8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Grav All reactions 250111 or less at joint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2242/1142, 20-21=-1473f724, 3-4=-213f718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718,10-11=-213/718,11-13=-2131718,13-15=-2131718,15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 57— 112/391, 7-9=-33/344, 12-14=0/257, 16-18= 67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008, 17-25=-979f756, 3-28=-419/1254, 3-26= 3236/1698, 20-23=458/1210, 20-25=-2385/1201,9-10=-7061569, 6-7=-307/241, 15-16— 462/372,18-19=497/418 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=12ft; B=59ft; L=361t; eave=5ft;'Cat. 11; Exp C; Encl.,.GCpi=0.18; MW FRS (directional); 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) All plates are 3x4 MT20 unless otherwise indicated.. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583111 uplift at joint 2, 15571b uplift at joint 26, 125916 uplift at joint 25 and 4551b uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967111 down and 461 Ib up at 28-0-0, and 967111 down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Waller P. Finn PE No.22839 MITek USA, Inc. FL Ced 6834 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ndard AWARNING-VerifydesienPeremeteraendREADNOTESONTHISANoINCLUDEDbiREFEHANCEPABENIP74M3 v.fe/0Y2e1SBEFORE USE, Design valid for use only with Mire® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A M!Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deWery, erection and bracing of purses and truss systems seeANSVWII GaalBy Criteria. Dti and BCSI Building Component 69N Parke East Blvd. Safety Informational from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type allyPly CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL tl.I yv a Mar i i zul is Mill ea lnausmes, Inc. rn NpT aVY:e7:au cola rayuc ID:kFvnsnOwY419ZhOSM3lc6ylJ9g-MufEPtnlEiUezVaWy8ZNkfGaZCNIFUHODI ghgzTU2V LOAD CASE(S) Standard 1) Dead +Roof Livel(balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 20-22=-54, 28-29= 20, 23-28=-47(F=-27), 23-32— 20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641() QWABNING-Veflfy dea(gn perametenend BEAD NOTES ON THISANDINCLUDED M?EKBEFEBANCEPAGENIP74" mv. 1040:31 SBEFOFEUBE Design valid for use only with MITeWO 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 appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual huss web and/or chord members only, Additional temporary and permanent bracing �� Wek' Is always requlred for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the recreation, storage, delivery, erection and brocing of trusses and truss systems seeANSVWII Quarry Criteria. DSB49 and BCSI Building Component Safety Informatbrpvolloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. 6904 Palle East Blvtl. Tempe, FL 33670 Job Truss Truss Type Oty Ply CARLT01,1299 T73708830 M11412 GRA HIP 1 1 Job Reference (optional) - '...I ruse, am., 5x8 MT18HS= 4.00 12 3x4 II 5x8 = 5x8 MT18HS= Scale = 1:61.9 15 34 14 13 35 36 37 38 12 39 11 40 10 3x5 = 3x4 II 4x6 = 6x12 = 6x12 = 4x6 = 3x4 II 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BGDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress III NO Code FBC2017/TPI2014 CSI. TC 0.71 BC 0.76 W B 0.84 Matdx-MS DEFL. Vea(LL) Veri Horz(CT) Wind(LL) in (too) Well Ud .0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 8 1 Na 0.22 10-21 >999 240 PLATES MT20 MT78HS Weight: 161 Ile GRIP 244/190 244/190 FT=20% LUMBER- :BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 34-6 on purlins. BOT CHORD 2x4 SP M 30 BOT.CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP I *Except* WEBS 1 Row at midi 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-" ' Max 12=-97(LC 6) Max Uplift 2= 292(LC 8). 13=-2107(LC 8), 8=-799(LC 8) Max Grav, 2=417(LC 17), 13=3546(LC 1).8=1256(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5.6= 2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15= 201/342, 12-13=-246/452, 10-12= 1588/2818, 8-10=-1578/2786 WEBS 3-15=181/648, 3-13=-2568/1568, 4-13=-640/587, 5-13=2900/1855, 5-12=-1172/2196, 6-12=611/569, 7-12=-558/375, 7-10=-184/651 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=4.2ps1; BCDL=3.Opsf; h=12tt; B=59ft; L=36f ; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 nonconcurrenl with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2; 2107 Ito uplift at joint 13 and 7991b uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 Ib down and 170 lb up at 10112, 103 lb down and 170 to up at 12-0-12, 103 lb down and 170 Ib up at 14-0-12, 103 lb down and 170 Ib up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 to up at 19-11-4, 10316 down and 170 lb up at 21-11-4, 103 Ib down and 170 lb up at 23-11-4, and 103 Ito down and 170 Ito up at 25-114, and 137 Ile down and 301 lb up at 28-2-0 on top chord, and 340 Ib down and 223 Ito up at 7-10-0, 77 lb down and 1111 up at 8-0-12, 77 Ib down and 1 lb up at 10-0-12, 77 lb down and 1 lb up at 12-0-12, 77 lb down and 1 Ile up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 Ito down and 1 Ile up at 19-11-4, 77 Ito down and 1 lb up at 21-11-4, 771b down and 1 lb up at 23-11-4, 77 lb Walter P. Finn PE No.22639 down and 1 lb up at 25-11-4, and 77 lb down and 1 Ib up at 27-11-4, and 3401b down and 223 lb up at 28-2-0 on bottom chord. MiTek USA, Inc. FL Cad 6634 The design/selection of such connection device(s) is the responsibility of others. Parke East Blvd. Tampa FL 39610 9) In the LOAD CASE(S).section, loads applied to the face of the truss are noted as front (F) or back (B). Date Date: LOAD CASE(S) Standard April 6,2018 ,&WARNING - Verdydmrshavensfarsand READ NOTES ON THISAND INCLUDED MPEKREFERANCEPAGENIF7472rev. IWpffip15 BEFORE USE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a hum system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW s always required for comity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, search and bracing of trusses and truss systems, sseANSU1P11 Cuallry Caloric, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infotmatbmontlrlo. vallabie from Truss Plate Institute, 218 N. Lee Street Sulfe 312, AlexVA 22314. Tampa, FL 33610 Job Truss Truss Type any Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6J30 s Nasr i 1 2016 mi i en muusmee, ", A'r u 03.3. 1 ago. ID:kFvnsnOwV419Zh0_nM3lc6ylJ9g-mTKN1 uzBXdsDgyJSf)MG_MHm2nBxVb6j6BFU17zTU2S LOAD CASE(S) Standard 1) Dead +Roof Live'(balanced): Lumber Increase=1.25, Plate Increase=1.25 Unitonn Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) Vert: 3=-137(B) 5=-103(B)7= 137(B) 14=-49(B) 15= 389(B) 10=-389(B) 11=-49(B) 22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29=-103(13) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B)36=-49(B) 37=-49(B) 38=-49(B) 39=-49(B)40=-49(B) ,&WARNING -Verity design parameMrs antl READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF74"mre 111,11341015 BEFORE USE. Design volld for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the appllcablllTy of design parameters and property 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 MiTek' a always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guldanceregardingthe fabrication, storage, delivery, erectllon and bracing of trusses and truss systems. seeANSUIPII CualBy CrttorW, 11311419 and BCSI Building Compon urt 6904 Palle East Blvd. Safety Informaflo available from Truss Plate Institute, 218 N. Lee Street Suite 312, Aiexondrto, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed Teeth. For 4 x 2 orientation, locate plates 0-'a€ from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in Miiek20/20 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 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but 4e� reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : Notional Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System j 6'48 I dimensions shown in sixteenths sc II"II (Drawings not To scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1 311, ESR-1 352, ESR1 988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal 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 stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 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 ff. spacing, or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Crilerio.