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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. LN61B County! City: St Lucie County State: FL 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 T13708820 a 4/6/1E 2 T13708821 a 4/6/1E 3 T13708822 a2 4/6/1 E 4 T13708823 a3 4/6/1 E 5 T13708824 a4 4/6/1E 6 T13708825 a5 4/6/1 E 7 T13708826 ata 4/6/1 E 8 T13708827 atb 4/6/1 E 9 T13708828 atc 4/6/1E 10 T13708829 bha 4/6/1E 11 T13708830 gra 4/6/1E 12 T13708831 112 4/6/1E 13 T13708832 14 4/6/1E 14 T13708833 16 4/6/1E 15 T13708834 18 4/6/1E 16 T13708835 lq8 4/6/1E 17 T13708836 K18 4/6/1 E 18 T13708837 kja8 4/6/1 E The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 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 ANSIIrPI 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI(rPI 1, Chapter 2. " LE COPY DEC 2 6 2018 Walter R Finn PE No22839 MiTek LISA, Inc. FL Cart 6634 6904 Parke East Blvo. Tampa FL 33610 April 6,2018 1 of 1 Finn, Walter Job Truss Truss Type Oty Ply CARLTON 299 T13708831 fv111g12 J2 MONO TRUSS I 8 1 Job Reference (optional)_ ca e.., a nomoce ama an,.o 1 unite I Nss, Inc., non rle ., r� w ID:kFvnsnO WY4197hOSM3lc6ylJ9g-Efu1EEyIsL3S61HDeCVXag4AAgxEFOsLr?2gRzTU2R 4 3x4 = Scale = 1:7.8 2-0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(L-) 0.00 7 >999 240 Weight: 8111 FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanlcal, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Gray 3=40(LC 17). 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. CompJMax. 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=4.2psf; BCDL=3.Opsf; h=12ft; B=59N; L=36N; eave=5ft; Cat. II; Exio 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 pat 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 2711b uplift at joint 3, 136lb uplift at joint 2 and 3 Ib uplift at joint 4. Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 6,2018 Q WARNING -Vedfydesl9e commefveand READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEAl147473 rev. IGN2sp0I5 BEFORE USE. Design valid for use only with Mira& connectors. This design Is based only upon parameters shown, and Isfar on Individual bulltling component not a truss system. Before use, the building designer must verity the appllcablllty, of design parameters and properly Incorporate this design Into the overall building design. &acing indicated is to buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSIRPII 9ualMr Criteria, OSB-69 and BCS1 Building Component 690a Parke East Blvd. Safety Informalbrgvolloble from Truss Plate Institute, 218 N. We Shoat, Suite 312, Alexandria, VA 22 14, Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T73706832 A11412 J4 MONO TRUSS 6 1 Jo b Reference (ptionaD Chambers Truss, Inc., Fort Pierce, FL e.13d s Mar 11 2018 MiTek Indusides, Inc. Fri Apr 6 09:29:56 2016 Page 1 ID:kFvnsnOwY419ZhO—nM3lc6ylJ9g-A2OVfw?3pYEnhO1 gK3Fzc?vNa III9w9o9U9vKzTU2P LOADING (psi) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 n 3z4 = SPACING- 2-0-0 CSI. DEFL. In (Joe) Udefl L/d Plate Grip DOL 1.25 TO 0.37 Ved(LL) -0.01 4-7 >999 360 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.02 4-7 >999 240 Rep Stress Incr YES WE 0.00 Hom(CT) -0.00 3 Ill n/a Cade FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 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 Gmv 3=91(LC 17). 2=204(LC 1), 4=67(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - Scale < 1:11.1 PLATES GRIP MT20 244/190 Weight: 14lb FT=20% TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=165mph (3-second gust) Vascll 28mph; TCDL=4.2psh BCDL=3.Opsf, h=12ft; B=59ft; L=361t; 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(l) 2-7-3 to 3.104 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 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 girdar(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 to uplift at joint 3, 159 lb uplift at joint' 2 and 7 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING-Verlrydeafripemmetereend READ NOTES ON THISAND INCLUDED M?EKREF£RANCEPAGEMIF1473rev. 10,113,2015BEFOREUSE Design valld for use only with Mlconnectors. fits design is based only upon parameters shown. and is for an lndNltlual bulltling component, not a truss system. Before use, the building designer must verify the opplicablllfy of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of lndNiduol truss web and/or chord members only. Additional temporary and permanent bracing. Is always reculred for stability and to prevent collapse with passes personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN3VIPlt Quallfv CrHtrM, D68-09 and i Building Component Safoty Wotmafbnovollobie from Truss Plate Institute, 218 N. Lea Street Butte 312 Alaxandrfm VA 22 14. �R ■■ MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ` City Ply CARLTON 299 T13708833 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.i3D s Mar 1, 2018 MiTek Indusules, Inc. Fri Apr 6 09:29:57 2018 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g.fEattGOhasMaiacsunmC9CSYhOW fRc9J1 pDiRmzTU20 Scale = 1:14.3 y 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP T.CLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11. 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hor4(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 Weight: 20 Do 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Holz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4= 8(LC 12) Max Grey 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.0psf, h=12tt; B=59ft; L=36¢; 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 5-104 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 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 t(IISe to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 192 Ib uplift at joint 2 and 8lb uplift at joint 4. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWARNING-Verllytleslgnp1a,rmhmsmmf READ NOTES ON MIS AND INCLUDED M/rEKREPERANCE PAGE MIP7473mv 10=0159EFORE USE. Design valid for use only with MEek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling Component not a fuss system. Before use, the bulltling designer must verify the cppllcabllity of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndMdual 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 p Component fabrication, storage, delivery, erection and bracing of trusses and toss systems. seeANSVTPII Cuallfv Criteria. DSB-89 and BCSI Willing Parka East Blvd. East0 Safety mfomtntfor avoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. A wancida, VA 22314. Tempe, FL Job Truss Truss Type Oty Ply CARLTON 299 T73708834 41 M712 J8 MONO TRUSS 11 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 3" i 8.130 s mar l l zu la mnen nmus,ros, [JIG. rn ryn ovo.00.0. 201. royc, 'Y419ZhD__nM3lc6ylJ9g-3pFOV13atnIDA1 LRZvJvmr47ube2ezvljnSM25zTU2L 7-0-0 8� 7-0-0 Scale = 1:17.4 Plate Offsets (X Y)-- [2:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HDIz(CT) -0.00 3 n/a TVs BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/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 Gmv 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with other live loads. 3)' This truss has been designed fora 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 174 lb uplift at joint 3, 226 to uplift at joint 2 and 1311a uplift at joint 4. Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33610 Data: Apl jl 6,2018 ,&WARNING-Verlfydesl9npammetemend READ NOTES ON THISANDWCLUDEDMREKREFERANCEPAGEAI&747arev. iMM15BEFORE USE Design valid for use only with MffekD connectors. This design Is based only upon parameters shown, and Is for an Intllviduol building component, not a truss system. Before use, the bulltling designer must verity the appllcoblllty of deslgn parameters and properly Incorporate this design Into the ovarcll building deslgn. Bracing lntllaoted B to prevent buckling of Individual truss web and/or chord members only. Addlfional temporary and permanent bracing MiTek' Is always reauaed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcanon storage, delivery, erection and bracing of trusses and truss systems seeANSVTPII 9ua1BByy CrlGk. DSBA9 and BCSI BuBding Component 6904 Parke East Blvd. Safety Informutbrovo6obie from Tmss Plate Institute, 218 N. Lee Street Suite 312. Nexcntlrlo, VA22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply CARLTON 299 T73708835 M11412 JAB MONO TRUSS 11 1 Job Reference o tional 9n1R Pana 1 cnamosrs i russ, inc., rmi ID:kFvnsnOwY419ZhOSM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cg8J2cA77zcN09uyF3BwaXzTU2K Scale = 1:17.2 4 3x4 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(CL) -0.13 4-7 >721 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BOLL 0.0 Rep Stress Incr YES W B 0.00 HOrz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=184/Mechanical, 2=342/0-8-0; 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3=-170(LC 12), 2= 223(LC 12), 4=-13(LC 12) Max Grey 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. ill -Max. Comp./Max. Ten. -All forces 250 (lb) or.less except when shown. PLATES GRIP MT20 244/190 Weight: 26 lb 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; Vull 65mph'(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 Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load 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 1701b uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3300 Date: April 6,2018 A WARNING-Vet/lydesl9n Paramahstsand HEAD NOTES ON TN/SAND INCLUDED MTEKREFENANCEPAOEMU7473mv. 10,032015BEFOREUSE. Design valid for use only with MnekO connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a muss system. Before use, the building designer must verity the appllcabllity of design parameters and properly Incorporate this tleslgn Into the overall building design. Brocing Indicated is to prevent buckling of Individual muss 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 musses and truss systems seeANSVTPI I Bua1Mv CMotlo, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforimalbrpvalloble from Truss Plate Institute, 218 N. Lee Street Suite 372 Aiexandrla, VA 22914, Tempe, FL 33610 FM1 Truss Truss Type Oty Ply CARLTON 299 T73708836 412KJ8 MONO TRUSS 2 1 Job Ref ce (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6vlJ9q-TOx97J5SAi7o1 V4OE1 tcOTiePpjDrFFBPIgOfOzTU21 3x4 = 3x4 = 5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/rP12014 CS'. TC 0.21 BC 0.25 W B 0.35 Matrix -MS DEFL. in VerULL) -0.05 Vert(CT) -0.10 Horz(CT) 0.01 Wind(LL) -0.04 (loc) Well L/d 6-9 >999 360 6-9 >999 240 5 Na n/a 6-9 >999 240 PLATES GRIP MT20 244/190 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=462/0-1,175, 5=406/Mechanical Max Horz 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 (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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12tt; B=590; L=36ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 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 102 Ib uplift at joint 4, 187 Ib uplift at joint 2 and 118 lb uplift at joint 5. 1 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 Ib up at 2-11.0, 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at. 5-8-15, and 42'lb down and 143 lb up at 8-6-14, and 42 lb down and 143 Ib up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 Ib down at 5-8-15, 47 lb down at 5-8-15, and 31 Ib down and 14 Ib up at 8-6-14,.and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The designtselection 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 (lb) 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) Waller P. Finn PE Na.22839 MiTek USA, Inc. FL Cad 0634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Job Truss Truss Type Cry Ply CARLTON 299 T13708837 M11412 KJA8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13u s mar 11 2018 MrTek Industries, Inc. Fit Apr 6 09:30:06 2018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uzdHmL7KTciVN uyobwACJ06J6n01D2b9d5jvhGlzTU2F 2.83 12 10 3x4 12 Scala =1:19.9 I� LJ 3 14 6 15 5 2.3 II 3x4 = 3x4 = 6.10.0 11-0-3 6.10-0 4.2.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BOLL 0.0 Rep Stress lncr NO W B 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 43 lb Fr=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. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=321(LC 8), 5=-202(LC 5) FORCES. (lb) - Max. CompJMax. 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=-884/565 Structural wood sheathing directly applied or 6-0-0 cc pudins. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chard 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 107 lb uplift at joint 4, 321 Ile uplift at joint 2 and 2021b 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 lb up at 2-11-0, 39 Ile down and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 81b down and 101 lb up at 5-8-15, and 42 Ib down and 143 Ile up at 8-6-14, and 42 Ile down and 143 Ib up at M-14 on top chord, and 31 Ito up at 2-11-0, 31 lb up at 2-11-0, 10 Ile down and 30 lb up at 5-8-15, 10 Ito down and 30 lb up at 5-8-15, and 31 Ile down and 14 lb up at 8-6-14, and 31 He down and 14 go 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 +Hoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-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 No.22839 MiTek USA, Inc. FL Celt $634 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2016 ®WARNING-VedlVdesr9nparametem and READ NOTES ON MIS AND /NCLUDEOMNEKBEFEBANCE PAGE arl47473.x IWOMM15 BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon poromefea shown, and Is for an IndMduol building component, not a truss system. Before use, the building designer must verity the oppllccblmy of design parameters and properly Incorporate this design Into Me 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 fabrlcofion, storage, delivery, erection and brccing of trusses and truss systems, seeANSVTPII 6ualBv Criteria, OS349 and BCSI Building Component 6904 Parke East Blvd. Safety Informallono ollcble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexcntlda, VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T73708820 M11412 A SPECIAL 1 1 Job Reference (optional) Chambers Tmsa, Inc., tort rlerce, rL Scale=1:63.0 4.00 12 3x6 \\ 5x8 = 4x5 = 3 4 24 255 46 = 4x5 = A 7 5x12 MT18HS = 26 27 8 3x4 16 15 ex° _ 3x4 = 3x6 = 3x4 = 5x8 = 2.00 12 4x10 LOADING (pst) 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 Inor YES Code FBC2017/TPI2014 CS'. TC 0.94 BC 0.94 WS 0.91 Matrix -MS DEFL. Ven(LL) Vert(CT) HOrz(CT) Wind(LL) in (too) Vdefl Ud -0.73 13-14 >595 360 -1.3413-14 >321 240 0.45 10 n/a n/a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 Ito GRIP 2441190 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 20 SP No.3 REACTIONS. fib/size) 2=1386/0-B-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max Comp./Max Ten. -All forces 250 (lb) 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=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 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 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; 8=5911t; 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, Interfor(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 ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 lb uplift at joints) except Qt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 tdiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: Aprii 6,2016 Job Truss Truss Type Oty Ply CARLTON 299 T13708821 M11412 Al SPECIAL 1 1 Job Reference (optional) unamuurs au», nw., rv„ 1.—, — Scale =1:63.0 5x6 = 3x8 = 5x6 = 4.00 12 4 22 5 23 6 14 13 3x4 II 3x6 = 3x4 = 5x3 = 4x10 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.61 Sc 0.95 WB 0.55 Matrix -MS DEFL. in (loc) Udefl Ud Ved(LL) -0.58 11 >749 360 Ved(CT) -1.0711-12 >402 240 Hocc(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 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. (lb/size) 2=1386/0-8-0,8=1386/0-8-0 Max Hoa 2=-141(LC 10) Max Uplift 2=346(LC 12), 8=-846(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All 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=-3499/5680,8-10= 3492/5669 WEBS 3-14=-404/391, 4-14=-5071777, 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-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMeriar(2) -1-0-0 to 2-7-3. Interior(1) 2-73 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 nonconcumant with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 1001b uplift at joint(s) except (jt=lb) 2=846, 8=846. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6934 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING- yer/fydeaf5nparamerens end READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIN4".. 101KI 015BEFORE USE Design valltl ror use only with MOek� connectors. IDIs tleslBn a based only upon parameters shown, and Is for on IntlNltlual bulltling component, not a huss ry"am. Before use, the bulltling tlesigner must vetlfy the applicablllty of tleslBn parameters antl Pro perly Incomorafa this tleslBn Info the overall bulltlingdeslgn. Bracing lndlcated is to prevent buckling of lndjNduainuss weband/orch.ld members only'Additlonal temporary antl permanent bracing pp ��aT Is always requlred for sfablllty antl fo prevent collapse with possible personal Injury antl property tlamage. For general Bultlance regammB the IVI(Iek• fobrlca6on, storoBe, tleINery, erectlon antl bracing of busses and truss systems, seeANSt/IPII G- I CMedo, DSBd9 and BCSI Bu0dm01%omponont 6804 Parke East Blvd. Saroly mfomsatksmvallable from Truss Plate Insntute, 218 N. Lee Street, Suite 312, Al...d lo, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Oty Ply 9 T73708822 70cc M11412 A2 SPECIAL 1 1 o tional unamoers uuss, no., ran nerve, 11 Scale = 1:63.0 Sz6 = 3z4 5x6 = a nnMe 4 5 6 4x6� 1s 14 T%B MI I81-15= 3x6 = 3x4 11 Sz8 = 2.00 12 4z10 LOADING (psi) SPACING- 2 1 CS1. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.58 VBn(LL) -0.55 11-12 >779 360 W20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.94 Verl(CT) -1.03 11-12 >419 240 MT18HS 244/19D BCLL 0.0 ' Rep Stress Incr YES W B 0.72 Hom(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7.0 oc punting. 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 Horz 2=1111) 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, 3A--2661/1761, 4-5=-2445/1690, 5-6=-35SW2289, 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) Unbalancedmet 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-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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 joint(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 1001b uplift at joint(s) except (it=lb) 2=846, 9=846. Walter P. Finn PE No.22939 IdTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 6,2018 QWARNING-Verily design Paramefers and READ NOTES ON MIS AND INCLUDED M/TEKREFERANCE PAGE MIF7473rov, 10,03Qe15 BEFORE USE Design valid for use only with MITelsO 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 cppllcabllity of design parameters and property Incorporate ihB design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Motional 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 fabricator, storage, calvary. erection and bracing of trusses and truss systems, seeANSVIPII CuallIryty Cdf¢de, DSB-a9 and BCSI Building Component om Safety Informationavallable fr. Truss Plate Institute. 218 N. Lee Street Sulie 312, Alexandra, VA 22314. ��- M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Ply CARLTON299 T73708823 M11412 A3 lat, SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL mi au s mar ii eu l o ran ee inauxnas, ina. n, 6 0 4.00 12 5x6 = Sx6 = Scale: 3/16-=1' 15 3x53x4 11 5x6 2.00 72 4x10 = = 20-0 441-0 4 "A02860 I 4---0 4.3.4 T2-220 1 Plate Offsets (X Y)-- 12:0-1-2 Edael [3:0-4-0 0-3-01 [7:0-3-0 Edne] 19:0-2-10.Edne1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.05 11-12 >410 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 n/a r/a BCDL 10.0 Cade FBC2017/TPI2014 Matdx-MS Wind(LL) 0.7811-12 >551 240 Weight: 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13 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. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOTCHORD 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, B-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=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, Interior(1) 2-73 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, 7) Bearing at joint(s) 9 considersparallel 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 Qt=lb) 2=846, 9=846. Walter P. Finn PE No72839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: April 6,2018 QWARNING-Verifydesl9nparemorersand READ NOTES ON TRISANDWCLUDEDMREKREFERANCEPAGEhIIF74".v. iMMIS BEFORE USE Design void for use only with Mlrek® connectors. This design Is based only upon parameters shown, antl Is for an Inc Mdual bulic ing component net a trusssystem. Before use, the bulldIng designer mustverlty the apppllcablllly of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing lndlcatedIstoprevent bucklingoflndtvdualhum weband/or chord members only. Additional temporary and permanent bracing . MITek* 6 always required for alacrity and to prevent collapse with possible personal Injury and property damage. For generd guidance regarding the fabrication storage, delivery, erection and bracing of humes and truss Systems saeANSUIPII Quo Criteria, DSB49 and BCSI Building Component Informational Informationafrom Trutt Plate Institute, 218 N. Lee Sheet Suite 312 Alexandrla. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T73708824 M11412 A4 SPECIAL �Qty 1 1 Job Reference o tional unamosrs cuss, nth., run , ru Scale: 3116'-1' 4.00 F12 5X6 = 6 3X4 i 24 25 Sv8 3X6 G 5 Sxe WB� 7 3z4 i d 8 3x4 3 9 23 26 _ 2 13 10 d 1118 dt 14 7XB MT18HS= 3x2 16 15 3X12 3x5 = 3x4 II 5XB = 2.00 12 '4X10 = jlB 13-d-0 1&0-g 246-0 2d-9N ati-U-U 8.6.0 { 62.0 O I fi-EO I 43-0 I 7-2-12 Plate Offsets (X Y)- [2:0-1-2 Edae7 [8:0-3-0Edger rl0:0-2-10 Edger 1`15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >393 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.94 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lasize) 2=1386/05-0, 10=1386/0-8-0 Max Hoa 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250.(lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 55=-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=-1130/1972,9-13=559/376 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; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0pst h=12f; B=59h; L=361t; eave=sf[; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Ededor(2) -1-0-0 to 2-7-3. Interior(1) 2-7-3 to 18-0-0. Eadedor(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 nonconcumint with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in areas where a rectangle 354) tall by 2u" wide will 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 100IIs uplift at joint(s) except (jt=1b) 2=946, 10=846. - WalterP. Finn PE No.22839 kliTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 ,&WARNING- Vedlydealpnparmndareand HEAD NOTES ON MIS ANOINCLUUEDANTEKREFERANCE PAGE Sall-7473ree. 1G21Y10f5 BEFORE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a buss system. Before use, the bulling designer must verity the appecabllity of tleslgn parameters and properly Incorporate this design .Into the overall building design. Bracing Indicated is to prevent buckling of lndIvlldual hum 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 o/trusses and huss systems, seeANSVrPIt Qualimtyy Cmeda, OS349 and BCSI Building Component from Truss Plate Institute, 218 N. lee Sheet Suite 312 6904 Parke East Blvd. Tampa, FL 33610 afe Sty Nformatbrgvallable Alexandria. VA 2231A. Job Truss Truss Type Oty Ply CARLTON 299 T13708825 M11412 A5 SPECIAL 7 1 Job Reference o bonal chambers I russ, Inc., Von Fierce, FL Scale-1:61.9 4.00 r12 6x6 = 6 3z4 5 24 25 Sx6 3z6i 5 5x6 WB__ 7 3x4 � 4 8 30 3 9 23 26 I 13 2 10 17 ,n a 1 14 7x8 MT18HS= 12 ldff 3z4 I 16 15 4z10 3,5 = 3x4 II 5x6 = 200 12 4x10 = 8-6.0 13-8-0 18.0.0 24-fi-0 28-9-4 3G0.0 A.e.a S.Aa I d.d.a a -a -a d A-d 7-2-12 'Plate Offsets (X Y)-- f2:0-1-2 Edgel 18:0-3-0 Edgel (10:0-2-10 Edgel 115:0-2-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud 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 Vert(CT) -1.13 13 >383 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.95 Horz(CT) 0.42 10 1 1 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 Us 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. (Ielsize) 2=1386/0-8-0,10=1386/0-8-0 Max Harz 2=-208(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-247211713, 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=-3134/205B, 7-13=-1130/1972, 9-13=-560/375 Structural wood sheathing directly applied or 2-6-11 oc puriins. Rigid ceiling directly applied or 2-2-0 cc bracing. 1 Row at midpt 7-14 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=36ft; eavoi Cat. 11; Exp 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 18-0-0, Exterior(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 for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.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 ANSUTPI 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 joints) except Gt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING. Verify desfgnpammetem and REAUNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE 111147473rev.. 100,12016 BEFORE USE. Design valid for use only with MBekel connectors, This design Is based only upon parameters shown. and Is for on Indvldual building component, not �■' ■` a buss system. Before use, the building designer must verity the o cpllcobllity 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 requited for stability and to prevent collapse with passible personal injury antl property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSUIPiI Qualify CMedo, DSB 89 and BCSI Building Component 6904 Palle East Slid Safety Informatbrswailable from Truss Rate Institute. 218 N. We Street Sutie 312. Alexandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T13708826 M11412 ATA COMMON �Qty 7 1 =Reference cnamoers muss, mc., run 11e .r.._..___..._...__._.......... .....____.__....__.._..�. Scale = 1:61.0 4.00 12 8z6 = 6 17 - rD I ,c 3x8 = 3x4 11 46 = 3xe _ 3xB = 4x6 = 3x4 11 3xS 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/FP12014 CSI. TC 0.53 BC 0.67 WB 0.60 Matdx-MS DEFL. Ved(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.28 14-10 >999 360 -0.59 14-15 >730 240 0.14 10 rVa n/a 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=143610-8-0, 10=1436/0-8-0 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 (lb) 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=12h; B=59N; L--36N; eave=5N; Cat. II; Exp C; Encl., GCpi=0.I S; MW FRS (directional) and C-C Exlerior(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 tomes & MWFRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 3) 100.011b AC unit load placed on the top chord, 18-0-04rom 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) except at=1b) 2=796, 10=796. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ®WARNING-Ver/fydesfgnperameMmand READ NOTES ON THISANDWCLUDEDMNEKREFERANCEPAGEMIN4mmx. 10/0a201SSEFOFEUSE. Design valid for use only with Mnekle connectors. This design Is based only upon parameters shown; and Is for an Individual bulltling component, not a muss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web andfor 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, seeANSU1Pl1 Quail CMerla, DSB-69 and BCSI Building Component fisoa Pella East Blvd. Safety Informotinrravailabie from Truss Plate Institute, 218 N. Ise Street, Suite 312, Alexantlrlo. VA 22 14. Tampa, FL 33610 Jab Truss - Truss Typa ' Oty Ply CARLTON 299 T73708827 M11412 ATB COMMON 1 1 Job Reference o tional u,namoers i rues, mc., Searle-1:60.9 4.00 12 5x6 6 3x5 = 3x4 II 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II 3x5 = LOADING (psi) TCLL 20.0 TCDL 7.0 SCLL 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 0.37 BC 0.40 W B 0.68 Matrix -MS DEFL. in (loc) Udell L/d VBn(LL) -0.10 18-21 >999 360 Vert(CT) -0.2218-21 >944 240 Hom(CT) 0.02 15 n/a n/a Wind(L-) 0.15 18-21 >999 240 PLATES GRIP MT20 244/190 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 1Raw at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 15 except 2=-433(LC 12), 14=-e66(LC 12), 10=-240(LC 12) Max Grav All reactions 250 Ib 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. CompJMax. 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=-2721773, 7-9= 3761778, 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.Ops1; h=12ft1 B=59f; L=36f ; eave=5h; Cat. II; Exp 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 to18-0-0, Exterior(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) 100.0lb AC unit load placed on the top chord, 18-0-0 from left and, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an 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 beading plate capable of withstanding 1001b uplift at joint(s) 15 except Qt=1b) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6934 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 �WARNNG- Vedtydesignparamehers end READ NOTES ONTN/S AND INCLUDED MmEKREFERANCEPAGEMX747a rev. 1a/a'Y1015 eEFOREUSE Design valid for use only with MOekS connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a rust system. Before use, the bulltling designer must vasty the applicability of desgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of indNitlual hers web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required for stability, and to prevent collapse wilh pas9ble personal briery and property damage. For general guldance regarding the fobdoalon, storage, delivery. erection and bracing of trusses and tees systems, seeANSIMII Qualls, Cdlodo, DSB49 and BCSI Building Component 6904 Parke East Blvd. Salary informatbnovaloble from Tma Plane IntBMe: 218 N. We Skeet, Suite 312 Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type 'Dry Ply CARLTON 211 T13708828 M11412 ATC COMMON 1 1 Job Reference (optional) GnaMDOM 1 toss, mC, rwr raa, , r� 4.00 F12 5x6 = 6 Scale = 1:60.9 3x5 = 3x4 11 3x6 = 6xe = 6x8 = 3x6 = 3x4 II 3x5 A-1.1 1A-in-2 .1&2-n. 22-1-14 222.7 27-10-15 36-0-0 8-1-1 5.9-1 1-3.14 6-11-14 0-6-9 5.8-8 8.1.1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(CT) -0.2218-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied Or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at micipt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz 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 Gfav 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 (lb) or less except when shown. TOPCHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272/773, 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) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12R; B=59tt; L=36tt; eave=5tt; Cat. II; Exit 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, 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= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001It uplift at joints) 15 except (jt=lb) 2=433, 14=866, 10=240. Waller P. Finn PE No.22639 MiTek USA, Inc. FL Can 6934 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING- Vedly dealgnparsmefersead READ NOTES ON THISAND INCLUDED MI/EKREFERANCEPAGEM674xame ldi 01SaEFOREUSE Design vaiitl for use only with MBek®connectors, lbls design Is basetl only upon parameters shown, and a lot an Indlvlduai buliOing component, not W1 a truss system. Before use, the bulltling tlesigner mustveo(y the appllcobllHy of design Parameters and properly Incorporate this design Into the overall bulltling design.&acing lndlwted ato preventbucWing of lndMtluol lnm web and/or cheldmembers only. Additionaltemporary and pelmonentbracing MiTek' Is al ways required for staoSiry and t.P_ tcollapse wtth pos4ble personal Injury and property damage. For general guidance regarding the fabrication, sbroge. tlelNery. erection and bracing of husses ontl truss systems. seeAN5U1P11 CuolMItyy CM9M, DSB49 and BC51 BuOding Component 6904 Parke East Bbd. Safety N/ormaUp.. loble from Truss Plate InsiBute, 218 N. Lee Sheet, Sulte 312 Alexandria, VA 22314. Tampa, FL 33810 Job Truss Type Oly Ply CARLTON 299T13708829 M11412 TBHA COMMON 1 1 Job Reference o tional Chambers Truss, Inc., Port Pierce, FL " w o �G' '' ��,� .,,,� .��w..=� .,._.... .... __.__.__ __._ . . ID:kFvnsnOwV419Zh0_nM3lc6ylJ9g-MufEPLxJEiUezVaWy8ZNkfGaZCNIFUHODI ghgzTU2V ' 16-o-o zaco 0o Boo 2a14oSV e2oato-1 L: o 7z0oto a-0o 14 zo 1 1-1-1 Scale: 3/16'=1' 5x6 = 12 14 3a6 II 4x6 = 6x8 = 6xB = 3x6 11 3x5 = 3x6 = 3x6 = 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 NO Code FBC2017/TPI2014 CS'. Tr 0.73 BC 0.56 W B 0.83 Matrix -MS DEFL in (loc) Vdefl L/d Ved(LL) -0.14 28-31 >999 360 Vert(CT)-0.2523-34 >619 240 Horz(CT) 0.04 21 rVa n/a Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 2081to 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 1Row at midpt 20-25 2 Rows at 113 pis 3-26 JOINTS 1 Brace at Jt(s): 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 at joint(s) except 2=-583(LC 8), 26=1557(LC 8), 25=-1259(LC 8). 21=-455(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=983(LC 13), 2113), 25=2457(LC 14), 21=757(LC 14) FORCES. (lb) - Max CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2242/1142, 20-21=-1473/724, 3.4= 213f718, 4-6=-213f718, 6-8=-213/718, e-10= 213/f18, 10-11=-213f718, 11-13= 213/718, 13-15=-213f7l8, 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, 16-18=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=-979/756,3-28=-419/1254,3-26=-3236/1698, 20-23=-45a/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=4.2psh BCDL=3.Opsf; h=12ft;,B=59ft; L=36111; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This tmss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8). Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5831to uplift at joint 2, 1557 lb uplift at joint 26, 1259 lb uplift at joint 25 and 4551to uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical puffin 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) 9671b down and 461 lb up at 28-0-0, and 967 Ib down and 461 lb up at B-0-0 on bottom chord. The designtselection 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 Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 d,QAEhGAKffiijoftndarc1 .®WARNING-VedfydesfynPammefersanOREADNOTES ON WSAND/NCLUOEDMFr£KBEFEBANCEPAGEMIF74TJrev. 1NRY1015 BEFORE USE Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for an IndlvIdual bulltling component, not a truss system. Before use, the bulltling deslgner must verify the oppllcobllity, of design parameters and properly Incorporate this design Into the overall loWlding tlesign. Bracing Indicated is to prevent buckling of IntlNWual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always requked for stability and to prevent collapse with parable personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and hwa system& seeANSI/IPl1 CuallBryy CMorlo, DSBA9 antl SCSI BuOding Component 6904 Parke East BNd. W Safety Informarnvollable from Russ Plate Immune. 218 N. lee Sheet Sulfa 312. Alexantlrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708829 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Fn Apr 6 09:29:50 2018 Page 2 ID:kFV nOWY419ZhO_nM3lc6ylJ9g-MulEPWEiUezVaW—pBZNkfGaZCNIFUHOD7ghgzTU2V LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads P11) Vert 1-3= 54, 20-22=64, 28-29=-20, 23-28=-47(F=-27), 2332=-20, 3-12— 126(F— 72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) AWARNWG-Verdydeslgn Perametereend READ NOTES ON TMSANDINCLUDED MITEKREFERANCEPAGEM&74z;rev. iDPoY2ofSSEFORE USE. Design valid for we only With Mgea connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, the bulltling designer must verify the appllcabllliy of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is o prevent buc4Jing of lndlvldual truss web and/or Additional temporary chord members any. and permanent bracing B always required for stability and to prevent collapse with polabie personal Injury and properly damage. For general guldonce regarding the MiTek' fabrication storage, delNery, erection and bracng of busses and Mass systems seeANSNIPIt Cual1lIttyy Criteria, DS549 and SCSI BuDdIng Component Safety Wormationavo0oble from Truss Rate Institute, 218 N. Lee Street Suite 31Z Alexandria. 6904 Parke East Blvd. VA 22314. Tampa, FL 33610 Job Truss Truss Type any Ply CARLTON 299 T73708830 M11412 GRA HIP 1 1 Job Reference (optional) _.. ___..._... __ _._ - _ Scale=1:61.9 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 II 5x8 = 3x4 II 3 22 23 24 254 26 27 5 28 629 30 31 32 33 7 a4 14 Da :fo ai Jo -- ii w/ 3.5 = 3x4 II 4x6 = 6.12 = 602 = 4x6 = 3x4 II 3x5 = LOADING (psQ TCLL 20.0 TCDL 7.0 SCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017/TPI2014 CS'. TIC0.71 BC 0.76 WE 0.84 MaMx-MS OEFL. Vert(LL) Ven(CT) Horz(CT) Wind(LL) in (too) Well Ud -0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 8 n/a n/a 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 1611b 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 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13. 5-13 4-13,6-12: 2x6 SP N0.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Hoa 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. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 34=-1158/2051, 4-5=-1 l5B/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=-2461452, 10-12=1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13= 256B/1568,4-13=-640/587,5-13=-2900/1855,5-12— 1172/2196, 6-12=-611/569, 7-12=-558/375,7-10= 194/651 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=4.2psf; BCDL=3.Opst h=12ft; Bd9ft; L=36ft; eave=51f 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 ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.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, 21071b uplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137111 down and 301 Ib up at 7-10-0, 103 lb down and 170 Ito up at 10-0-12, 103 Ib down and 170 lb up at 12-0-12, 103 Do down and 170 to up at 14-0-12, 103 lb down and 170 Ill, up at 16-0-12, 1031b down and 170 It, up at 18-0-12, 1031b down and 1701b up at 19-114, 103 Ib down and 170 to up at 21.11-4, 103 lb down and 170 Ib up at 23-11-4, and 103 Ib down and 170111 up at 25-11-4, and 137 lb down and 301 Ib up at 28-20 on top chord, and 340111 down and 223 Ito up at 7-10-0. 77 It, down and 1 Ili up at B-0-12, 77 Ib down and 1 lb up at 10-0-12, 77 lb down and 1 Ib up at 12-0-12, 77 lb down and 1 Ib up at 14-0-12, 77 lb down and 1 Ito up at 16-0-12, 77Ib down and 1 Ib up at 18-0-12, 77 lb down and 1 lb up at 19-11-4. 77 It, down and 1 Ita up at 21-11-4, 77 lb down and 1 Ito up at 23-11-4, 77 go Walter P. Finn PE No.22839 down and 1 III up at 25-114, and 77111 down and 1 lb up at 27-11-4, and 3401b down and 223 Ib up at 28-2-0 on bottom chord. MTek USA, Inc, FL Cell 6634 The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). Date: LOAD CASE(S) Standard April 6,2018 Q WARNING - Nd!YdesImPeremetersem/REAONOTES ON TN/SANOWCLUOEOMREKREFERANCEPAGEM674Mmi, rt4Da2ar58EFORE USE. Design volld for use only with M6ekS connectors, this design Is based only upon parameters shown, and Is for on IncMduol building component, not a truss system. Before use, fie bulltling dedgner must verify the oppllcobllity of design parameters and properly Incorporate this design Into the overall bWCingdedgn. Bracing lndieated a to prevent buckling otindMdual truss web and/or chord members only. Addillonal temporary and permanent bracing Mffek' Ls always requmed for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fobdcatlon, storage, delivery, erection and bracing of trusses and truss systems seeANSIr1PI I Guerin Criteria. DSE419 antl ICSI BulldmD Component 69" Parke East Bind. Safety Idfarmcllonavallable from Two Plate Institute, 218 N. Lee Street, Suite 312, Alexontlrla, VA 22314, Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T13708830 M11412 GRA HIP �Oty 1 i Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6" Ja s mar I I aura mu art inuusuies, nra. rn npr o w.ce.au cmo rcye n ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-mTKN1 uzBXdsDgyJ5fxhG MHm2nBxVb6j6BFU17zTU2S LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) 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(B) 39=-49(B) 40=-49(B) QWARNING-Verity deslgnparamefere end READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMb74mmv. davassin56EFORE USE. Deslgn valid for use only Win MBek® connectors. This design Is based only upon parameters shown, and a for an Individual building component, notveral a truss system. Before use, the building designer must verify Me oppllcabllHy of design parameters and properly Incorporate this design Into the ol building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing `w M!Tek' Is always mWired 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 seeANSVWII Cuatddyy Cdteda, DSd-89 and BCSI Budding Component - Suley N tformalbawallabla from Truss Plate Insdtufe, 210 K Ise Street. Suite 312, Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y 14- 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-'aa' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MTek20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION 7 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 dle�� reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I dimensions shown Insixteenths t scale) (Drawings not to scale) 2 3 TOP CHORDS 0 Of O 0 U a O 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-131 1, 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 ANSIlrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MM W1 e MiTeka MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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 ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shot 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. Comber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to comber 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 purtins provided at spacing indicated on design.. 14. Bottom chords require lateral brccing 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. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable envlronmenlaL 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 ANSVIPI 1 Quality Criteria.