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TRUSS PAPERWORK
RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: Wynne Development Corp Project Name: M11412 SCANNED Lot/Block: Model: Sterling BY Address: unknown Subdivision: St. Lucie County City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPl2014 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 15 16 17 18 a al a2 a3 a4 a5 ata atb atc bha gra 14 16 18 rl8 kja8 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 judsdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1ofI Walter P. Finn PE No.22639 Mrrek UK Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 April 6,2018 Finn, Walter L E COPY Job Thus Truss Type Oty Ply CARLTON 299 T73708831 M11412 J2 MONO TRUSS 8 1 Jab Reference o tional Chambers Truss, Inc., ron Farce, FL O.IJV SMC, II r AM a a VJ.GJ.JYw,�,ayo, ID:kFvnsnOwY419ZhOSM3lc6ylJ9g-EfulEEylx_3S6tHDeCVxag4AAgxEFOsLY12gRzTU2R 4 3x4 = Scale = 1:7.8 2.0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(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 WB 0.00 Horz(CT) -0.00 3 n/a r✓a BCDL 10.0 Code FBC2017/TP12014 Matdx-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. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22IMechanical 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M 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=5h; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has 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 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 to uplift at joint 4. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Data: April 6,2018 Q WARNING-Verllydestgn Paremefareand READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIP7473reZ 141130015 BEFORE USE. Design valid for use only with MBekOconnectors. This design is based only upon parameters shown and is for an Individual building component, not �■ ■` a run system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design,&acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Abdironal temporary and permanent bracing Welk' 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 russes and huss systems. SeeANSVMII CuaOly Cfflil DSB-69 and BCSI Building Component 69U Perko East Blvd. Safely tnlemsalbrgvoaoble from Truss Plate Insfitute. 218 N. Lee Street. State 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply CARLTON 299 T73708832 M11412 J4 MONO TRUSS e 1 " Job Reference (optional) Gnamaers I russ, Inc., ron Memo. rt. ID:kFvnsnOwY419Zh0_nM31c6yld9g-A20V1W73pYEnh01 gK3FZ?vNa_IligAo9U9vKzTU2P 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well Vd TCLL 20.0 Plate GOP DOL 1.25 TC 0.37 Ven(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hors(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=87/Mechanical, 2=20410-8-0, 4=49/Mechanical Max Hom 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. (lb) -Max. Comp./Max. Ten. .-All forces 250 (Ib) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-0-0 oc putting. 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=12ft; B=59ft; L=36ft; eave=51`1; 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 forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 77 Ib uplift at joint 3, 159 lb uplift at joint 2 and 7 lb uplift at joint 4. Walter P. Finn PE No12839 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3381B Date: April 6,2016 A WARNING -Verily design parametersandREAO NOTES ON MIS AND INCLUDED MITEKREFERANCEPAGEMIL74MMv. 101142015BEFOREUSE. Design valid for use only with MRek® connectors. We 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 his design Into Me overall building design. Bracing Indicated is to prevent buckling of individual fare web and/or chord members only, Additional temporary and permanent bracing WOW 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 Uuss systems, seeANSVrPD Quality Criteria, DSB49 and BCSI Building Component 6904 Parka East Blvd. Safely Infomratbruvalloble from TnsM Plate Institute, 218 N. Lee Street Suite 312, Alexondrla. VA 22314. Tampa, FL W610 Job Truss Truss Type Oh( Ply T13708833 411412 J6 MONO TRUSS 8 1 �CARLTON299 Job Reference o tional wamoers rruss, mc., run name, r� 3x4 = ID:kFvnsnOwY419Zh0_nM31c6y1J9g-fjEattGOhasMeJacsunmC9CSYhOWfRc9J1 pDiRmzTU20 LOADING (psi) SPACING- 2-0-0 CSI. Ii in (too) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 VeR(CT) -0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 Horz 2=140(LC 12) Max Uplift 3— 129(LC 12), 2— 192(LC 12), 4=-8(LC 12) Max Gmv 3=148(LC 17), 2=275(LC 1).4=100(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:14.3 PLATES GRIP MT20 2441190 Weight: 201b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=4.2psi; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1 S; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for members and forces 8 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 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint 3,192 Ib uplift at joint 2 and 8 Ib uplift at joint 4. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 AWARNING-VedlydeslgnparemetersandREADNOTESONTWISANDINCLUDEDMmEKREFERANCEPAGEar*74)arev.lavals015BEFOREUSE. aaaa Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters antl 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' e 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, seeANSU1PII Quoit BByV Criteria, DSB439 and BCSI Building Component 6904 Palle East Blvd. a Safety Informalio volloble from Truss Plate Institute, 218 N. We Street Suite 312 Alexandre. VA 22314. Temp., FL 33610 Job Truss Truss Type Otr Ply CARLTON 299 T7370gg34 M11412 JB MONO TRUSS it 1 Jab Reference o tional Chambers Truss, Inc., Fart Pierce, FL 3x4 a e. i au s mar i i zu i o mu en muusues, inc. r i nyi o oa.w.ev cv,o r ayo , ID:kFvnsnOWY419Zh0_nM3lc6y1J9g-3pFOV13atNDA1 LRZvJvmr4?ube2ezvljnSM25zTU2L Scale = 1:17.4 LOADING lips, SPACING- 2-0-0 CS'. OEFL. In (too) Year Ud PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.61 Ven(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.2-9 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Met. Wind(LL) 0.26 4-7 >368 240 Weight: 261b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ib/size) 3=180/Mechanioel, 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. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=591t; 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 7-10-4 zone;C-C for members and forces & MW FRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 3, 226 Ile uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 Job Truss Truss Type Ott Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers I russ, Inc., Von rlerce, FL 3x4 = ID:kFvnsnOWY419ZhO nM3lc6ylJ9g-XOpOid9Ce4t4oBwd7cgeJ2 A7?=NO9uyRBwaXzTU2K Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ved(LL) -0.13 4-7 >721 360 MT20 2441190 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 W B 0.00 Horz(CT) -0.00 3 r✓a file BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT=20% 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 Hoe 2=175(LC 12) Max Uplift 3=-170(LC 12). 2=-223(LC 12), 4=-13(LC 12) Max Gray 3=191(LC 17). 2=342(LC 1), 4=138(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 6-0-0 oc puffins. 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=12h; B=59f ; L=36ft; eave=51t; 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 7-8-4 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 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 beading plate capable of withstanding 170 lb uplift at joint 3, 223 Ib uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 OWARNING-VaHfy✓eslSAperamefa..d READ NOTES ON TNISAND/NCLUDED MREKREFEFANCEPAGEWs7473mv. lWa.Y1p159EFONEOSE Design volld for use only with Mink® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndlcated is to prevent buckling of individual muss web and/or chard members only. Additional temporary and permanent bracing 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, delivery, erection and bracing of trusses and truss systems, seeAN6VIP11 GualIl1ttyy Cull D3b89 and W91 Building Component fabrication. mom Trust Plate Institute, 218 N. Lea Sheaf, Suite 312 Alexontlrlo, VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply CARLTON299 T73708836 M11412 KJ8 MONO TRUSS 2 1 Jab Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mr i ea mausmes, Inc. rn Apr a 09:30:03 2018 rage I ID:kFvnsnOWV419Zh0 nM3lc6ylJ9g.TOx97J5SAi7o1V4OE1tcOTicPpjDrFFBPIgOfOzTU21 -1-5-0 7.2.7 11-3.0 1-5-0 7.2.7 4.0.9 3x4 = LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ved(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress [nor NO WEI 0.35 Hom(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/rPI2014 Matdx-MS Wind(LL) -0.04 6-9 >999 240 Weight: 44lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Hoa 2=178(LC 8) Max Uplift 4=-102(LC 8). 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, "= 234/833 WEBS 3-6=0/287,3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4,2psf; BCDL=3.Opsf; h=12h; B=59h; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 102 So uplift at joint 4, 1871b uplift at joint 2 and 1181b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated foods) 39 Ile down and 581b up at 2-11-0. 39 Ito down and,58 Ito up at 2-11-0, 8 Ib down and 101 lb up at 5-8-15, 81b down and 101 Ile up at 5-8-15, and 42 Ito down and 143 Ito up at B-6-14, and 42 lb down and 1431b up at 8-6-14 on top chord, and 47 Ito down and 28 lb up at 2-11-0, 47 Ito down and 28 Ito up at 2-11-0. 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 Ib down and 14 lb up at 8-6-14, and 31 Ito down and 14 Ib up at B-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 CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F>7, 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.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING- Verify design paramelenand READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEM147413rev. 10T12015BEFOREUSE Design valid for use only with M6ekV connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulldng designer must verify the appllcablllN of design parameters and properly Incorporate /his design Into the overall building design. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is olwpys required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me fabrication, storage. delivery. erection and bracing of fusses and truss systems seeANSI/TPIT Cuanfy Criteria, DS3439 and SCSI Balding Component 69U Parka East Blvd. Safety Infonnatbnavallable from Truss Plate InsBuite, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Trans., FL 33610 Job Truss Truss Type Dry Ply CARLTON 299 T73708837 M11412 KJAB MONOTRUSS 2 1 Job Reference a floral Chambers Truss, Inc., Fort Pierce, FL 10 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 609:30:062018 Pagel ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-uzdHmL7KTdVNuyobwAOJ06J6n0ID2b9d5jvhGlzTU2F 12 2.83 12 3x4 / Scale=1:19.9 13 14 15 5 B 2.3 11 3x4 = 3x4 = 6-10-0 11-0-3 6-10.0 4-2.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(L-) 0.06 6-9 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.23 Vart(CT) -0.08 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.34 Hom(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/rP12014 MatffX-M$ Weight: 43111 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-" oc bracing. WEBS 2x4 SP ND.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. (III) -Max. Comfedlvl , Ten. -All forces 250 (Ib) 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=-8B4/565 NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; 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 107111 uplift at joint 4, 321111 uplift at joint 2 and 202111 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 lb up at 2-11-0, 39 lb down and 58 Ib up at 2-11-0. 8lb down and 101 lb up at 5-8-15, 8 Ib down and 101 lb up at 5-8-15, and 42 lb down and 143lb up at 8-6-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 31111 up at 2-11-0, 31 lb up at 2-11-0, 10 lb down and 30 lb up at 5-8-15, 10 Ib down and 30 Ib up at 5-8-15, and 31 lb down and 14lb up at 8-6-14. and 31 lb down and 141b 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: 1-0=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=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) Walter P. Finn PE No32839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING - VerllydesSo Peremehomand READ NOTES ON MIS AND /NCLUD£DMIT£KREFERANCEPAGEMX74nmv. IGN12015BEFORE USE ��' Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a huss system. Before use, the building designer must verity the appllcabllity, 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 fabrlcanon, storage, delivery, erection and bracing of trusses and truss systems, weANSVIPl1 CuaT1Myy CrBerb, DSB-89 and BCS7 Balding Component 6904 Parke East Blvd. Safety Informalbnovallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Type Ply CARLTON 299 T73708820 ]Truss M11412 A SPECIAL �Dty. 1 1 Job Reference o tional Chambers truss, Inc., Von Prsrae, FL ' 7-0- 8-&0 -10.0 13.8.0 o.,ev a Nlaf I1 201G. n wn umw--- --- 9 ID:kFvnsnOwY419Zh0 nM3lc6yIJ9g-AnU456oOgK5C9pEOg7R_OPiK 7MkDFVfuOslopzTU2g 19-5-3 26-2-0 28-9-4 35.0.0 7-0- -0- 8.6.0 7.4.0 3-10-0 5.9.3 6-8-73 2.7.4 7-2-12 -0- Scale = 1:63.0 5x8 = 5x12 MT18HS = 4.00 12 3x6 \\ 4x5 = 4x6= 4x5 = 3 4 24 255 6 7 26 27 8 30 16 15 AM SO0 3x6 = 30 = 5x8 = 2.00 12 4x10 9-10-0 13-8-0 19.5.3 24.6.0 26-2-0 36.0-0 oen.n I s.m-n s.p-� sn.1a 1.a.n 1 a-1n-n Plate Offsets (X Y)-- t2:0-0-2 Edeel 14:0-54 0-2-81 t6:0-3-0 Edgel 18:0-9-0 0-2-81 C10:0-2-10 Edgel 115:0-1-12 0-2-121 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 1611b 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 Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3338/2212, 34=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=5945/3856 BOTCHORD 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=4.2psh, BCDL=3.Opst h=12ff; B=59ff; L=36h; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pet bottom chord live load nonconcurent 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-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cull 6834 9904 Parke East Blvd. Tampa FL 33610 Dale: April 6,2018 AIVAHNING-VerilydealgnparemefereandREAD NOMSONMIS AND INCLUDED MIrEKNEFENANCEPAGEMX74Zirev.16NYJ0159EFONEUSE Design valid for use only with Mrek® connectors. rhls 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 bucIdIng of lndNldual huss web and/or chard members only. AddlH MOW 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 busses and truss systems, w.ANSUIPl1 Quo" ry Creoles. DSSdg and SCSI Balding Component 6904 Parke East Blvd. Sabts, erformationovalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexontlrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 • T73708821 fa111412 Al SPECIAL 1 1 Job Reference o tional Gnambers I was, Inc., ran rlerc6, rl o. wv o ,nu• ca o •n„o,. n,..,..,..._+. �..... .^� ..p -, .....�...�., �..... Scale=1:63.0 Sx6 = 3xB = Sx6 = 4,00 FIT 4 22 5 23 6 14 13 3.4 II 3.6 = 3x4 = 5x6 2.0012 = 4x10 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL I ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017/rP12014 CS'. TC 0.61 BC 0.95 W B 0.55 Matrix -MS DEFL. in (roc) Udefl Ud Vert(LL) -0.58 11 >749 360 Vert(CT)-1.0711-12 >402 240 Horz(CT) 0.40 8 n1a n1a Wind(LL) 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 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 5-13 REACTIONS. (Ib/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. (Ib) -Max. CompJMax. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159,3-4=-3358/2292,4-5=-2798/1921,5-6=-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, B-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- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-secand gust) Vasd=128mph; TCDL=4.2psti BCDL=3.Opsf; h=12tt; B=59tt; L=3614 eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent 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-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb), 2=846, 8=846. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 6,2018 OWARNING-VbIWdesl9nparemeteraand READ NOTES ON TNISANOWCLUOEDMREKRE RANCEPAGEMIF74]3mv. 10141142015BEFOREUSE 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 applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of lndNitluaI truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sfabllity and to prevent collapse with passible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. accl Niumpil Quality Criteria, DSB49 and BCSI Building Component 6904 ParV» East Blvd. Safety Informa6onrocllable from Truss Rate Institute, 218 N. Lee Sheet Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Ply CARLTON 299 • T73708822 M11412 A2 - SPECIAL �Cny 7 1 Job Reference (optional) lAamoers I runs, ma., ran nercn, " 5x6 = 4.00 F12 4 3x4 = 5x6 = 5 6 4x6 C Scale = 1:63.0 15 14 7xB NNIBHS= 3x8 = 3x4 11 5x6 = 2,00F12 400 = LOADING (psf) TOLL 20.0 TCDL 7.0 BOLL 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. TO 0.58 BC 0.94 WB 0.72 Matrix -MS DEFL. Veri(LL) Vert(CT) Hom(CT) Wind(LL) in (loc) Vdefl Ud -0.55 11-12 >779 360 -1.0311-12 >419 240 0.39 9 n/a n/a 0.77 11-12 >564 240 PLATES MT20 MT18HS Weight: 167 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0.9=1386/0-8-0 Max Hoe 2=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=-2219/1408,7-12=-1137/1893, 8-12=-628/443 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; 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 37-0-0 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • 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. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of beadng surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=846, 9=846. WalterP. Finn PE No.22839 61iTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 AWARNING -VedtytlaslgnparametersendREAD NOTES ONTNISANDINCLUDED MREKREFERANCEPAGEMIF)473mx.1eAa/La15aEFOREUSE. Design valid for use only with MBea connectors.,Thls design Is based only upon parameters shown, and Is for an Individual building component, not a truss 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 fabdcallon, storage.delivery, erection and bracing of fusses and tress systems, weAN5VIP11 QuoCmedp, D36AP and aC51 Building Component Safetymfarmgibrpvoiloble from truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexantltlo. VA22 14. MiTek' Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type OIK Ply • T73708823 M11412 A3 SPECIAL 1 1 �CARILTON299 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.raus mar i i 4ura muexinuusmas, rra. F,inpr 609.29.422016 dJ d Scale: V16'=1' 4.00 12 5x6'= 5x6 = 15 " 3x4 II 5x6 — 4x10 = 3z5 = 2.00 12 LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.40 9 n/a rl/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.7811-12 >551 240 Weight: 167 to 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 Horz2=185(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=-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=-379/702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59tt; L=36N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1$ MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and fomes & 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 nonconcurent with any other live loads. 6) ' 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. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=946, 9=846. Walter P. Finn PE No12839 MiTek USA Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M&74TJ rev. ln=15 BEFORE USE Design valid for use only wlth Mmekle connectors, The 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 appllcablllN of design parameters and properly Incorporate this tleslgn Into the overall building tleslgn. Bracing lndlcated is to prevent buckling of Individual truss web and/or chord members only.Additlonol temporary and permanent bracing MiTek' 4 always required for stablllfy, and to prevent collapse with possible personal lhury and properly damage. For general guldance regarding the fabflootloot storage, dellvery, erection and bracing of twOes and truss systems, seeANSID9N Guailty Criteria, DSB-69 and Best Bulding Camponent 69N Parke East Blvd. Safety Informatbrpvolloble from Truss Hate Institute, 218 N. Lee Sheet, Suite 312 Alexandria VA 22314. Tampa, FL 33810 Job Truss buss Type ay Ply CARLTON 299 • T73708824 M11412 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4.00 rl2 5x6 = 6 3x4 3x6 5 24 3x4 4 3 0 ifi 15 3x12 = 3x5= 3x4 II 5.8 = 2.00 12 Scale: 3/16'=1' 25 5x6 7 8 3x4 9 — 2fi 13 01 2 1 m a 7x8 Mi18HS= Ira 3x4 II b 4x10 = I 352--00 80-0 24.6 36-0-0 66-0 I 4 44 7-2-12800 r Plate Offsets (X,Y)— 12:0-1-2,Edgel,18:0-3.0,Edgel,110:0-2-10,Edgel,115:0-2-12,03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.60 Ven(LL) -0.61 13 >709 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ver(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hoa(CT) 0.42 10 1 rJa BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 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 or2-6-11 oc pur ins. 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. (lb/size) 2=1386/0-8-0, 10=13B6/0-8-0 Max Hoa 2=-207(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3361/2183, 3-5=-2660/1831, 5-6=-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=01315, 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 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.Ops1; h=12ft; B=59ff; L=36tt; 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 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 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) Bearing at joints) 10 considers parallel to grain value using ANSUrPI 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 Ql=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MTek USA Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 AWARNING-VedrydeslenparametersandREADNOTESONMISANDINCLUDEDMREKREFERANCEPAGEMIF74"reK1Gt132015BEFOREUSE. Design valid for use only with Vi connectors. This design Is based only upon parameters shown, and Is for on IntlNltluaI building component, not a truss system. Before use, the building designer must verify the appllcablllry of design parameters and properly Incorporate thls deelgn 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 MTek• Is always required for stobiilty and to prevent collapse with possba personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII Quaid fyry Cmrrrla, DSB-89 and SCSI Buldbg Component 69N Parke Easl Blvd. Safety Inlormatbnovarabie ham Truss Rate Institute, 218 N. We Sheet, Suite 312 Almantlda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ott Ply CARLTON299 • T73708825 Kit 1412 AS SPECIAL 7 1 Joh Reference (optional). unamoers r Fuss, Inc., ran nerce," 4.00 12 Sx6 = 6 Scale =1:61.9 t1t2 l6 16 15 3x5 = 3x4 11 5x8 = 4x10 2.00 12 6.6.0 5.2-0 Tze T34 T2712 Plate Offsets (X Y)-- [2:0-1-2 Edge] [8:0-3-0 Edgel [10:0-2-10 Edgel [15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 2441190 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 Incr YES WE 0.95 Hom(CT) 0.42 10 Na 111 BCDL 10.0 Code FBC201717P12014 Matdx-MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb F7=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. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Holz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=846(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) 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 2-0-11 oc purlins. 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.Ops1; h=12fb B=59ft; L=36111; DOVe=Stt; Cat. 11; 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, Extedor(2) 18-0-0 to 21-7-3 zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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-M wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSLITPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) 2=846, 10=846. Walter P. Finn PE No]2839 MiTek USA Inc. FL Cat 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING- Vedtydeslgn jxamelersnnd READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMIF7473 rev. 10N312015BEFOREUSE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Indlviduai 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 Is always required for stablllN and to prevent. collapse with possible personal injury and property courage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CtNeda. DSad9 and 001 lluidbp Component Safety Nformationmvoiloble from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, 1 33610 Job Truss Truss Type ON Ply CARLTON 299 • T13708826 M11412 ATA COMMON 7 1 Job Reference a floral Chambers Truss, Inc., Fort YIM%YL is mar i r m ra muen 111 n ny, ow.cana �o,o 61 d Scale = 1:61.0 4.0012 Sac= 6 17 '" 15 "'" "' 14 "' 12 3x8 = 3x4 II 46 = 3xB = 3x8 = 46 3x4 II 3x8 = LOADING (psf) 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 YES Code FBC2017/TPI2014 C51. TC 0.53 BC 0.67 W EI0.60 Matni DEFL. VoR(LL) Vert(CT) Horz(CT) Wind(LL) in (lac) Well Lid -0.28 14-15 >999 360 -0.5914-15 1730 240 0.14 10 rife Na 0.3414-15 >999 240 PLATES GRIP MT20 24W790 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc punting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SO No.3 REACTIONS. (Ib/size) 2=1436/0-8-0, 10=143610-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-0544/2053, 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, 91 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) Vascli 28mph; TCDL=4.2psY BCDL=3.Opsf; h=12f ; B=59f : L=36fC eave=5fb Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(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) 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.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 100lb uplift at joint(s) except (jt=lb) 2=796, 10=796. Water P. Finn PE NOI2839 MiTek USA, Inc. FL Cent 8634 69H Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-Ver/y design aassnaters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MIF747arev. 10•112QDIS BEFORE USE. aaas Design valid for use only with Mneldd connectors. fits design Is based only upon parameters shown, and Is for an Individual building component, not �a• e a trusystem. 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 Buss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequiredforstabllityandtopreventcollapsewlthposslblepersonallnjuryandpropertydamage. For general guidance regarding the fabdcari storage, delivery, erection and bracing of Busses and truss systems, seeANSIMIt peallly Cdferla, DSi and BCSI Bull Component 6904 Parke East BNd. Safety Nfomralbw rallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexantlrio. VA 2M4. Tampa, FL 33610 Job Truss Truss Type OtY Ply CARLTON 299 T73708627 A11412 ATB COMMON 1 1 Job Reference (optional) unamoers muss, Inc., ran rierce, ru 4.00 F12 5x6 6 Scale = 1:60.9 tN 1es 3x5 = 3x4 II 3x6 = 6.8 = 6xB = 3x6 = 3x4 II 3x5 = R.1d 1.'L1n.9 15.9.n. 91d0.a 99.1.14 97.1n-15 3,,_n 84- 5-9-1 1-344 6-8-0 0- - 4 5-9-1 8.1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.37 Ven(LL) -0.10 18-21 >999 360 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.40 Val -0.22 18-21 >844 240 BOLL 0.0 ' Rep Stress [nor YES W B 0.68 Horz(CT) 0.02 15 n1a rare BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at m[dpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Ham 2=-208(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250111 or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 7-9=-376/7/8, 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) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; 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.Olb 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 chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 15 except (jt=lb) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cad 663E 6904 Parke East Blvd. Tamps FL 33610 Date: April 6,2018 AWARNING - Verify dssignparatefenreal READ NOTES ONTHIS AND /NCLUDEDMREKREF£RANCEPAGE MIP7473rev. I&TIG 15BEFOREUSE. Design volld for use only with MnekG connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Bofors use, the building designer must verify the oppncabllity of tleslgn parameters and properly Incorporate thb design Into the overall] bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. ACEltlonal temporary and permanent bracing MiTek' Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seaANSTrp11 Quo0h CkKM, DSB49 and 1IC51 Buill Camponr nt 6904 Parke East Blvd. Safety Informationovollabie from Truss Plate Institute, 218 N. Lee street. eet.. Suite 312 Next;VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 • T73708828 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers 1f11ss, Inc., Fort VIOM0, tL 67 d Scale = 1:60.9 4.00 12 5v6 = 6 3x5 = 3v4 II 3x6 = 6x8 = five = 3x6 = 3x4 II 3x5 = BEE 19d0A .15-9-n. 99.1.14 22.9-7 27-10-15 36.0.0 8l 5.9-1 1-3-04 6-11-14 0- .9 5-8-8 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a Na BCDL 10.0 Code FBC2017fTPI2014 Matdx-MS Wind(LL) 0.15 18-21 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at mil 6-14 REACTIONS. All bearings 08-0 except (jt=length) 14=0-11-5. (Ib) - Max Hom 2=-20B(LC 10) Max Uplift All uplift 100 Its or less at joinl(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less at Jolnt(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) -Max. Comp.Rvtax. Ten. -All forces 250111 or less except when shown. TOP CHORD 2-3=-12391`757, 3-5=-437/333, 58=-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: ASIDE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MI (directional) and C-C Extedor(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) 100.011D 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Waller P. Finn PE No.22639 MiTak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWABN/NG- Vedrydeslgnpammefersend READ NOTES ON MIS AND INCLUDED MmEKREFE1ANCEPAGEMlF7473rex. 10,01140fa BEFORE USE Design valid for use only with M6ea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicablllty of c eslgn parameters and properly Incorporate Mls design Into the overall bulltling design. BroclnDlndicated is to prevent buckling of lndMduai truss web and/or chord members only. Adtlltlonal temporary and permanent bracing ��• MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regording the fabrication storage, delNery, erection and bracing of trusses and buss systems, seeANSVIPII Qua'IXTy Criteria, DSB419 and SCSI full Component mfomrationavoiloble from Truss Plate Institute, 218 N. Lee Sheet. Sulte 312 Alevantltla. VA 22314. 69o4 Parke East Blvd.Safety Tempe, FL 33610 Job Taus Thus Type City Ply ' T73708829 M11412 BHA COMMON 1 1 �CAFILTON299 Jah Reference o tonal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 09:29:50 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-MufEPtxlEiUezVaW p8ZNkfGaZCNIFUHCiDIghgzTU2V ' 184}0 24-M 1-09 9-0-0 12-0.0 14-0-0 15 60 18 :2 2OQ0 224A22-10. 5 28-0-0 3fi-0-0 37-0-0 Ot 0 8-0-0 d-0-0 2.0-0 11.6�-6�] 2-o-o 2 e 0-10 16 4-0-0 I 9 o-o 1-o-0 1-1-1 Scale: 3/16'=1' 5x6 = 12 14 N 2 m N iQ a 3x6 = 3x6 It 46 = 6x8 = 6x8 = 3x6 11 3x5 3x6 = :8.0.0 15.6.0 22-10-15 28-0-0 36-0-0 60-0 ~ 7.6A 74-75 I 5.1-1 8 7D Plate Offsets (X,1)-- 12:0-0-2,Edgel,13:0-3-8,Edgel.111:0-3-0,0-3-01,120:"-B,Edgel,121:0-2-8,Edgel,125:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Ved(CT) -0.25 23-34 >619 240 MTI8HS 2441190 BCLL 0.0 ' Rep Stress der NO WB 0.83 Horz(CT) 0.04 21 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.20 28-31 >909 240 Weight: 208 lb FIF=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 20-25 2 Rows at 113 pts 3-26 JOINTS 1 Brace at Jt(s)i 8, 4, 14, 16. 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-583(LC 8), 26— 1557(LC 8), 25_ 1259(LC 8), 21=-455(LC 8) Max Grav All reactions 250 to or less at joints) 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=-1473/724, 34=-213/718, 4-6=-213/718, 6-8=-2131718, 8-10=-213/718,10-11=-213/718,ll-13=-213/718,13-15=-213/718,15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=-199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257, 16-10-67/301, 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 B-26=-1333/1008, 17-25=-979/756, 3-28=419/1254, 3-26=3236/1698, 20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 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=12tt; B=59h; L=36ff; eave=5ft; Cat. II; Elga C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Ali plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Ops1 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 583 lb uplift at joint 2, 15571b uplift at joint 26, 12591b uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 to down and 461 Ib up at 28-0-0, and 9671b 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 (8). Walter P. Finn PE No22339 Mi rok USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: ADril 6.2018 ndard ' OWARNING. Verifxdeslgnpersmetem=dREADNOTE50NTNISANDWC000EDMrtEKREFERANCEPAGEMII-74nmr 100.Y1015BEFOREUSE Design valid for use only with MnekB connectors. IDIs 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 bucWing of Indlvidualtruse 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 properly damage. For general guidance regarding the fabricator storage, delivery, erection and bracing of fusses and mass systems, seeANSVIPII CuM1y CrBeda, D$649 and BCSI Building Component 6904 Parke East Blvd. Safety mformotbnavallable from Truss Note InsMute, 218 N. We sheet Shoe 312. Alexondria VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oly Ply CARLTON 299 T73708829 A11412 BHA COMMON 1 1 Join Reference o gonal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:502018 Page 2 ID:kFvnsnOWY419ZhO nM3lc6ylJ9g-MtdEPtxlEiUezVaWy8ZNkfGaZCNIFUHODI ghgzTU2V LOAD CASE(S) Standard 1) Dead+ Roof Live (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(F) QWARN/NG-Vedlydeslgn peramelersend READ NOTES ON THISAND/NCLUDED UREKREFERANCEPAGEMIL7073 rev. 10,15UP2015BEFOREUSE Design yard for use only with MBekO connectors. This design Is based only upon perameters shown, and Is for on Individuol bulltling component, not a truss system. Before use, the bulltling deelgner must verify the applicablllfy of design parameters and properly Incorporate this design Into the overall bulltling tleslgn Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members any. Accitlonal temporary and permanent bracing e always required for stcb0lty, and to prevent collapse with pomble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hard systems. seeANSVwll Quaffly Criteria. OSS-89 and SCSI Wilding Component Safety Nformatbnwolloble from Truss Plate Institute, 218 N, We Street. Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply 299 T73708830 U11412 GRA HIP 1 1 �CARLTOI,1 Jab Reference (Optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 aft Is% mammas, Inc. HD Apr a u9:29:b3 Zulu Page 1 ID:kFvnsnOwy419ZhO_nM3lc6ylJ9g-mTKN 1 mBXdsDgyJ5fxhG_MHm2nBxVb6j6BFUI7zTU2S • 1-0.013-8-0 16.0.0 22.4.0 26-2-0 36-0-0 37-0-0 -0- 7-10-0 5-10-0 4-4-0 4-4.0 5-10-0 7-10.0 -0-0 Scale =1:61.9 5x8 MT18HS= 5x8 MT18HS= 4.00 12 30 II 5x8 = 3x4 11 3 22 23 24 25 4.26 27 5 2B 629 30 31 32 33 7 N IN d 44 14 44, 4G 4r 4a __ II au 3x5 = 3.4 II 46 = 6x12 = 6.12 = 4x6 = 3x4 11 3x5 = ]-1G0 13-8-0 22-4-0 28.2.0 36-0.0 7-10-0 { 5-10-0 H 8.8.0 6.10-0 7-1b0 Plate Offsets (X,V)-- 13:0-5-4,0-2-81, f5:0-4-0,0-3-01,17:0-5.4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4412-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [net NO W B 0.84 Horz(CT) 0.06 8 rda rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wmd(LL) 0.22 10-21 >999 240 Weight: 161 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13,6-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-6 ac puffins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS IRow at mldpt 3-13.5-13 REACTIONS. (lb/size) 2=39810-8-0, 13=3546/0-8-0. 8=1252/0-8-0 Max Horz 2=-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. (Ile) -Max Comp./Max. Ten. -Aft 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/l568, 4-13=7640/587, 5-13— 2900/1855, 5-12=-1172/2196, 6-12= 611/569, 7-12=-55B/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=4.2pst BCDL=3.Opsf; h=12N; B=59N; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 lost bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 2, 21071b uplift at joint 13 and 799111 uplift at joint B. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137111 down and 301111 up at 7-10-0, 103 Its down and 170111 up at 10-0-12, 103111 down and 170 It, up at 12-0-12, 103 lb down and 170 to up at 14-0-12, 103111 down and 170 lb up at 16-0-12, 103 lb down and 170111 up at 18-0-12, 103 It, down and 170 lb up at 19-11-4, 103 lb down and 170 III up at 21-11-4, 103 lb down and 1701b up at 23-11-4, and 103111 down and 170 lb up at 25-11-4, and 137 Ib down and 301 Its up at 28-2-0 on top chard, and 340 Ib down and 223111 up at 7-10-0, 77 lb down and 1 Ib up at 8-0-12, 77 Ib down and 1 Its up at 10-0-12, 77 Ib down and 1 It, up at 12-0-12, 77 Ib down and 1 III up at 14-0-12, 77 lb down and 1 to up at 16-0-12, 77 Ib down and 1 lb up at 18-0-12, 77 Ib down and 1 lb up at 19-11-4, 77 lb dawn and 1 lb up at 21-11.4, 77 lb down and 1 Its up at 23-11-4. 77 lb down and 1111 up at 25-11-4, and 77 Ib down and 1 Its up at 27-11-4, and 340 Its down and 223 Ile up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-NH1Ydesr9nyerameW. And READNa7EB ON MMMDWCLUDEOMREKREFERANCEPAGEM67479rev. 1M1a2015BEFOREUSE Design valid for use only with Meek® connectors. This design is based only upon parameters shown. and Is for on IndiOdual bullding component, not a truss system. Before use, the bulldlng designer must verify the oppllcab0ty, of deslgn parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of lndNltlual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and truce systems seeANS171P11 CusuMw Cdfedp, DSB419 =d BC51 BuldMg Componnnt Safety Informdtiorarvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra. VA 22314, M!Tek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply i T13708830 M11412 GRA HIP 1 1 �CARLTON299 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL midu a mar i i 4V10 mi ieR lnuu5me5, hic. F6 Api 6V9.29.53 cVm rayca ID:kFvnsnOwY419ZhO_nM3lc6y1J9g.mTKN1 uzBKdsOgyJ5fxhG_MHm2nB:Vb6j6BFU17zTUZS LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) 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(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=49(B) 37=-49(B) 38=49(8) 39=-49(B) 40= 49(B) Symbols PLATE LOCATION AND ORIENTATION 1 3/, Center plate on joint unless x, y —101 14-offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1/16" For 4 x 2 orientation, locate plates 0-1h4' 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/rPll : 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 I dimensions shown Inftc sixteenths t s (Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ]CC -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 ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MiTek® 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. Additional stability bracing for truss system, e.g. diagonal or X-bracing,'is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-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 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. Instal and load vedically 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.