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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 Lot/Block: Model: Sterling Address: unknown Subdivision: City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 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 I T13708820 a 4/6/2018 2 T13708821 al 4/6/2018 3 T13708822 a2 4/6/2018 4 T13708823 a3 4/6/2018 5 T13708824 a4 4/6/2018 6 T13708825 a5 4/6/2018 7 T13708826 ata 4/6/2018 8 T13708827 atb 4/6/2018 9 T13708828 atc 4/6/2018 10 T13708829 bha 4/6/2018 11 T13708830 gra 4/6/2018 12 T13708831 j2 4/6/2018 13 T13708832 j4 4/6/2018 14 T13708833 j6 4/6/2018 15 T13708834 j8 4/6/2018 16 T13708835 ja8 4/6/2018 17 T13708836 kj8 4/6/2018 18 T13708837 kja8 4/6/2018 The truss drawing(s) referenced above have been prepared by '• MiTek USA, Inc under my direct supervision ,P.'��� based on providedby CWameers Truss. s Design n Engineers Name:ie 9 9; ,,�%P-(ER i My license renewal date for the state of Florida is February 28, 2021. �\GEIVS4S' Florida COA: 6634 No 22839 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 ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were � STATE' OF given to MTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation designs. MTek has design 00, • of����••. C O R 1 O P' \��� e'; tssi '••• •��%`� these not independently verified the applicability of the or the s for ���� A1100 shouldeters particular design properly incorpora e°these designs j11N vedfy applicability of parameterslan Into the overall building design per ANSI/TPI 1, Chapter 2. Walter P: Finn PE No.22639 MiTak USq lift.-R. Cert 66M 6' ParkeEastalvd'TampaR.33610 April06, 2018 n, n• 1 of 1 Finn, Walter Jab , Truss Thus Type M 11472 J2 MONO TRUSS �Qlyply�CARLTON�299T13708831 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:54 2018 Page 1 ID:kFvnsnOwY4192hO nM31c6ylJ9g.EfulEE—plx_3S6tHDeCV%ag4AAgxEFOsLR2gRzTU2R -1-0-0 2-0-0 1-0-0 2-0-0 Scale = 1:7.8 3x4 = 2.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (lac) Vdefl L/d 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 We BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(L-) 0.00 7 >999 240 Weight; 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Hor4 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 CompJMax Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. 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; 13=5911; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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 3lb uplift at joint 4. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Q WARNING. VerlydeslgnperemetenendREADNOTE50NWISANDINCLUDEDMIIEKREFERANCEPAGEM674 Me 1a=e0I59E1`0REUSE- Design volltl toruse oNywim Mgel� connectors. ibis design Is based oNy upon parameters shown, antl Is for on indlvltlual building component, net �,- a I system, Before use, the bu" ing d egner must verify Me applicablliry of design parameters antl properly Incorporate this tleslgn Into ttIe overall bull0ing de sign. Bracing ln,catetl afo truA web and/oconord membe".n" Addlnon.'mrn om, and chig M(Tek- preventbucklingotlndlWtlual prmanen1le 6 plwoys required for 51ab6Ny and to prevent collapse with posUble personal Injury antl plopedy damage. For general gultlance regarding me tabrlcailon, storage, delivery, erection and bracing of busses and truss systems, seeANSViPl1 Cua11II11yy GMnp, OSa-0g antl ICSI.Uldbp Camponmt 6s04 Parke East e1v0. so'. In'.. 8orxroo6oble from Truss Plate Inu11Me. 21a N. use street- state 3, 2, Alexondtlo. VA 21; Tampa, FL 33610 Job , Truss Truss Type Illy Ply CARLTON 299 T1370B832 M11412 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fn Apr 6 09:29:56 2018 Page 1 ID:kFvnsnOWY419ZhO_nM3lc6y1J9g-A20V(w?3pYEnhQ1gK3Fzc7vNa_IIi9w9o9U9vKzTU2P -1-G-0 40-0 1-0.0 4-0-0 Scale =1:11.1 3x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4.7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(ILL) 0.02 4-7 >999 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 REACTIONS. (Ib/size) 3=87/Mechanical, 2=2D4/0-8-0, 4=49/Mechanical Max Harz 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 CompJMax Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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.Opsh h=12tt; B=59ft; L=36f ; eave=5ft; 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 to 3-10-4 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 for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3, 1591b uplift at joint 2 and 7lb uplift at joint 4. Wafter P. Finn PE NoI2839 fill ek USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 AWARPING. VeNlydeslgnP.r t...dREAONOTE50NWISANOWCLUOEOMIrEKREFERANCEPAGEMIP74nmx1M42015BEFOREUSE Design valid for use only with MBeket connectors. This design a based only upon parameters shown. and a for an individual building component, not a truss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdesgn,Bracing indicated is to prevent buckling of Individual tnnsweb and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding the MiTek' fabdCotion, storage: delivery, erection antl bracing of trusses end truss systems, seeANSVTPIT Quality Criteria, DSO-89 and SCSI Building Component 69N Parke East Blvd. Safety Informatblnvaeable from Truss Plate Institute. 218 N. Lee Sheep Sure 312. Alexandria, VA 22314. Tampa. FL 33610 Job r Truss Truss Type Cry Ply CARLTON 299 ` T73708833 M11412 J6 MONO TRUSS 8 1 Job Reference topt'pnaq Chambers TuSs, Inc., Fort I'lefce, FL In . 1� 8.130 S Mar 11 ZUI U MI I eK InaUstneS, Inc. Fri Apr b uBRa:01 1UI0 rage I ID:kFv nOwY419Zh0_nM3lc6ylJ99-fEaaGOhmMeJams C9C5YhOWfRc9JipDiRmzTU20 Scale=1:14.3 3x4 = 4 LOADING (psf) SPACING• 2-0-0 CS1. DEFL. in floc) Udefl Ud TCLL 20.0 Plate GripDOL 1,25 TO 0.35 Vell -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(LL) 0.11 4-7 >639 240 LUMBER- TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPNo.3 REACTIONS. (Iblsize) 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 Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 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-" oo bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 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 for a 10.0 psf bottom chord live load nonconcurrenl 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 1291b uplift at joint 3, 1921b uplift at joint 2 and 8 lb uplift at joint 4. Wafter P. Finn PE No12839 MTek USA, Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610 Dater April 6,2018 QWARNNG.Vedtydeslgnparemefenend NEADNOTES ON TN/SANDINCLUDEDMREKNEFENANCEPAGEN674TJre, IdW2015aEFORE USE Design valid for use onlywith MRek9 connectors. This design Is based only upon parameters shown, and Is for on IndNldual building component. not ��- a cuss system. Before Use, the build Ing designer must veely Me applicability of design parameters and properly Incorporate Ns design Into Me overall burdingdesign. Bracing indicated 6 to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal injury and prop" damage. For general guldonce regarding the fobticoflan, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPll Quality Cdfeda, DS&a9 and ICSI Building Component 6904 Parka East Blvd. Tampa, FL 3361D Safety Inforriarlonavollobie from Tnrss Rate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job ---J Truss ----] Truss Type Oty]PIYCARLTONT13708834 M11412 JS MONO TRUSS 11 (optional) Chambers Thus, Inc., Fort Pierce, FL 3x4 8.130 s Mar 11 2018 MITek Industries, Inc. Fn Apr 6 09:3U:UU 2Ula rage T ID:kFv n0wY419ZhO nM3lceylJ9g.3pFOV13aldDA1LRZvJvmr47ube2ezvljnSM25zTU2L 7-0.0 } 8.0-0 7.0-0 1-0.0 Scale=1:17.4 Plate Offsets (X Y)— 12.0-3-14 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.14 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -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. (IWsize) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3— 174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) 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=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1)2-7-3to 7-10A 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 togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 174111 uplift at joint 3, 226 lb uplift at joint 2 and 13In uplift at Joint 4. Walter P. Finn PE No.22839 I4Tek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: April 6,2018 ,&WARNING-Verlfydss/9n ParemefenenJREADNOTES ON MZANOWCLUOEOMREKREFERANCEPAGEM674Md V. I04112p15 BEFORE USE Design valid for use only with M7ek9 connectors. This design Is based only upon parameters shown, and Is for an hdividual building component not a truss system. Before use. the building designer must verity Me applicability of design parameters and properly Incorporate this design Into Me overall building design. Seeing Indicated is to prevent buckling of lntlMdual truss web and/or chord members oNy. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. Folgeneral guidance regarding Me MiTek' fabrlcw6or, storage, delivery, erection antl bracing of trusses and truss systems. seeANSVrPD QuaRlITCrBeea, DSO-89 antl SCSI Building Component 69M Parka East Blvd. Safety mfolmotbrpvollobie from Truss Plate In rrule, 218 N. Lee Street. Suite 312, Alexandria. VA 2214, Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T13708835 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MITek Industries, Inc. Fri Apr 6 09:30:01 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3tc6ylJ9g-XOpOid3Ce4t4oBwd7cgBJ2cA77zcN09uyRBwaXzTU2K Scale=1:17.2 Plate Offsets (X Y)-- f2:0-1-14 Edael LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Inert YES WB 0.00 Hors(CT) -0.00 3 n(a n/a BCDL 10.0 Code FSC2017)TPI2014 Matti Wind(LL) 0.24 4-7 >392 240 Weight: 26 Is FT=20% 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 Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -Al l forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc puffing. 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=12ff; B=59ft; L=3611; eave=5ft; Cat. II; E1is 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 7-8-4 zone;C-0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701Is uplift at joint 3, 223 lb uplift at joint 2 and 13 Ib uplift at joint 4. Waiter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WANNWG- Verity deslyn paremetersned READNOTES ON TMISANDINCLUDEDMRKBEFEBANCEPAGEMIF74TJrae. 14431d1SBEFOBE USE Design valid for use only with MOsid➢ 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 oppllcablllty of design parameters and properly Incorporate this design Into the overall burchgdeslgn.Bracing Indicated Istoprevent buckling ofindividual trussweband/or chord members only. Additional temporary and pemronentbrochg MiTek- Is always required for stability and to prevent collapse Win pos me personal Inlury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of imsses and truss systems seelINSVINI QuaMy Criteria. DSed9 and BCSI Building Gmpenmt 69M Parke East Blvd. Safety Nlolmm albvollable from Truss mate Institute. 218 N. Lee 3heet.9ulie 312 Alexantlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type CRY Ply CARLTON 299 T13708836 M11412 KJ I MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mil Industries, Inc. Fn Apr 6 09:30:03 2018 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6y1J9g.TOx97J5SAi7o1 V4OE1tcOTicPpjDrFFBPIgOfOzTU21 -1-5-0 7.2-7 k 11-3.0_ 1.5-0 7 2 7 4-0-9 2x3 II 3x4 = 3x4 = 5 7-2-7 3-10-5 -2- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=90/Mechanical, 2=462/0-11-5, 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. CompJMax. 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59N; L=36ft; eave=511t; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 4, 187 lb 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 load(s) 39 He down and 58 Ill up at 2-11-0. 39 lb down and 58 Ib up at 2-11-0, 8Ib down and 101 lb up at 5-8-15, 81b down and 101 Ib up at 5-8-15, and 42 Ib down and 143 Ib up at 8-6-14, 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 It, down and 28 Ib up at 2-11-0, 47 lb down at 5-8-15, 47 Ib down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 Ile up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, 8=40) 11=-2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B= 25) Walter P. Finn PE No.22939 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWABNING- Verdydeslgn Pammefereaad HEADNOTES ON THIS AND WCLUDEDMIFEKNEFEBANCEPAGEM67473re¢ 10103cs015BEFONE USE Oeslgn valld for use only with MTek®connectars. Mls dedin k based only upon parameters shown. and B for on Individual bullding component, not a truss system. Before use, true building designer must verity the appllcabalN of design parameters and properly Incorporate this design Into he overall buedingdedgn. Bracing lndleafedIstoprevent buckling ofindMdualtruss, web and/or chord membersoNy. Additional temporary end permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Mas systems, scoANSUIPI I Quo" Criteria. D3349 antl 1051 Building Component Sahty Informotbmvallable earn Truss Plate Insntule. 218 N. Lee Street. Sulte 312, Alexandria. VA 21114. ��- MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply=Referenw T13708837 M11412 KJAB MONO TRUSS 2 Chambers Truss, Inc., Fort Pierce, FL 10 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:30:06 2018 Page 1 1D:kFvnsnOwy4192h0 nM3lc6ylJ9g-uzdHmL7KTdVNuyobwAOJ06J6n01D2b9d5jvhGIzTU2F 12 2.83 12 3x4 5 / Scale =1:19.9 • � 13 14 6 15 5 2x3 11 3x4 = 3x4 = 6-10-0 11-0.3 6.10.0 i 4-2-3 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Ved(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Hoa(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix -MS Weight: 431b 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=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Hoa 2=175(LC 8) Max Uplift 4=-107(LC 8), 2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23-.-946/526 BOTCHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5= 884/565 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=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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This buss 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 muss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 lb uplift at joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided suit clent to support concentrated load(s) 391b down and 58 lb up at 2-11-0, 39 It, down and 58 Ib up at 2-11-0, 8lb down and 101 lb up at 5-8-15. 8 lb down and 101 He up at 5-8-15, and 42 lb down and 143 Ib up at 8-5-14, and 421b down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 Ile up at 2-11-0, 10 He down and 30lb up at 5-8-15, 101b down and 30 lb up at 5-8-15, and 31 lb down and 14 It, up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S). section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7= 20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1,9=-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 No12839 k1Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Apri16,2018 Job Thus Truss Type Only Ply CARLTON 299 T13708820 M11412 A SPECIAL 1 1 Job Reference (optional) Chambers I russ, Inc., Port Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 Scale =1:63.0 Sx8 = 5,12 MT18HS= 4.00 12 3x6 \\ 45 = 46 = 4x5 = ^ 16 15 4x4 = 3x4 = 3x6 = 3x4 — Sx8 — 2.00 12 4x10 = 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 0.94 BC 0.94 WB 0.91 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(L-) in (Ion) Vdefl Ud -0.73 13-14 >595 360 -1.34 13-14 >321 240 0.45 10 n1a n/a 1.01 13-14 >428 240 PLATES MT20 MT18HS Weight: 161 Ib GRIP 244/190 2441190 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, 1D=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (Ito) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-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=-019/328 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=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; 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 37-M zone;C-C for members and fames & 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-M wide will fit between the bottom chord and any other members. 7) Beading at joint(s) 10 considers parallel to grain value using ANSVrPI 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 100lb uplift at joint(s) except (jt=1b) 2=846, 10=846. Walter P. Finn PE No12639 MTek USA, Inc. FL Cut 8634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNMG-Vent' Ces/gnparemerMMdREADNOTES ON TNLSANDINCLUDEDMREKREFERANCEPAGEMU74TJmx. 10,115QDISBEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and b for an lndNlduai Welding component not �r ■■`` a truss system. Before use, Me building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bdldingdeslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pemionentbracing MiTek' Is always required for stablllty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, WeANSptP11 Cual"T Cmeria. DS!-09 antl 1051 Building Component mfmmtb anavalloble from Truss Plate Institute. 218 N. We Street, Suite 31Z Alexandra, VA22 14, 6904 Parke East Blvd.Safety Tampa, FL 33610 Jab Truss Truss Type OtY Ply CARLTON 299 T73708821 M11412 Al SPECIAL 1 1 Jab Reference (optional) l:nambers I russ, Inc., ran rlerce, rL d.13U S Mar 11 LUl B MI I eK Inc. rrl /tpr b uu:zu:4u Zulu 5x6 = 4.00 12 4 22 axe = Sx6 = 5 23 6 Scale=1:63.0 t2 6 14 13 3x4 II • 3x6 = 3x4 = 5,,6 2.0012 = 4x10 = B-fi-O 13-8-0 18-7-4 24.8.0 P 28-14 36-0-0 Plate Offsets (X Y)— 12:0-0-2 Edge] [8:0-2-10 Edger ll3:0-M 0-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ved(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0711-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 Na rda BCDL 10.0 Code FBC2017ITP12014 Mandel Wind(LL) 0.80 11 >541 240 Weight: 1631b 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 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Herz 2=141(LC 10) Malt Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (Ib) - 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=-596PJ3751 BOTCHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680,8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777,4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449,7-11=-641/463 Structural wood sheathing directly applied or 2-7-2 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-13 NOTES- 1) Unbalanced roofliveloads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vati 28mph; TCDL=4.2pst BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) -1-M to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 21 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) Beading at joints) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=846, 8=846. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Q WARNWG.Verify deslgnp9remerera eACREADNOTES ON NUS AND WCLUDEDMR£KNEFERANCEPAGEMX7473rev, 10,032015SEFORE USE Design valid for use only with MBek® connectors. This design is based only upon paramei shown. and B for an lndNldual building component, not a tmse system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall butdingdesign. Bracing Indicated Is to prevent bucking ofNdiviidualtmssweb and/or chord members only. Addiflonaltempomryondpermanentbrachg M!Tek' a always required for stability and to prevent collope6 win possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delNery, erection and bracing of trusses and Truss systems, seeANSVIPN Quality Clients. OSS-09 and ICSI Building Component 6904 Pi East Blvd. Seri Infannatanavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 2231A Tampa, FL 33610 Job s Truss Type Oty Ply CARLTON 299 TA2 T13708822 M 11412 SPECIAL 1 1 Job Reference (optional) _ unamoers I rugs, Inc., ran rlerce, rL 6.13U S Mar 11 2018 MI I ex Ineu5lnes. Inc. rn Apr 5 a9:29:41 2U16 6, Scale = 1:63.0 5.6 = 3x4 = 5x6 = 4.00 (12 4 5 6 4x6 a 15 14 7x8 MT18HS= 3x6 3x4 11 Sx8 = 2.00 12 4x10 = = 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 FEC2017ITP12014 CSI. TC 0.58 BC 0.94 WB 0.72 Matrix -MS DEFL. Vart fCL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.55 11-12 >779 360 -1.0311-12 >419 240 0.39 9 n/a n/a 0.7711-12 >564 240 PLATES MT20 MT18HS Weight: 1671b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Harz 2=163(LC 11) Max Uplift 2= 846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -Aft 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 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=5911; L=36ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 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 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) Bearing at joint(s) 9 considers parallel to gmin 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 Qt=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Oath: April 6,2018 Jab Truss 299T13708823 M11412 A3 �T�sType ]Olyply]CARLTON rence(optional) Chambers Truss, Inc., Fort Pierce, FL B.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:42 2018 Page 1 ID:kFvnsnOWY419ZhO nM3lc6ylJ9g.bMAC)BrH6FTmOG=W7?h22KxALNYOft5a_5PP8zTU2d 7-bO 8-fi-0 15-10.0 20.2-0 24-6-0 28.91 36-0.0 37-0.0 -0- 8-6.0 ]-4.0 4-4-0 4-4-0 43.4 7-2-12 -0- Scale: 3/16'=1' 4.00 12 5x6 = 5x6 = 15 3x5 3x4 It 5x6 - 2.00 12 4x10 = = LOADING (psf) SPACING- 2-0-0 CSI. 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 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.40 9 Na We BCDL 10.0 Code FBC2017ITP12014 Matrix -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 purins. 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 ar 6-13 OTHERS 2x4 SP No.3 REACTIONS. (Ib/siza) 2=138610-8-0, 9=138610-8-0 Max Horz 2=185(LC 11) Max Uplift 2=-846(LC 12). 9=846(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803(1850, 5-S=-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= 336815675.9-11=-336215666 WEBS 3-15=0/306, 3-14=-866/626,4-13=-285/671, 5-13= 379l702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=591t; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and farces & 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 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 1 OD Ib uplift at joints) except at=1b) 2=846, 9=846. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,201 S Q WARNING -VedNdeslgaparemeten4nd READNOFES ON TN/SANDINCLUOEOMREKREFERANCEPAGEMh74m.re.lNLt42015BEPOREUSE Design valid for use only Win M6eM connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a fuss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to bucking 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 ljury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIP11 QualmCmnb, p5149 and 1IC51 Building Carnponrrnf fi904 Parke East Blvd. Sfarmplbnavo0oble hem Truss Plate InstiNte, 21B N. Lee Sheet. Suite 312 Alexontldo, VA 22 14. Tampa, FL 33610 CARLTON 299T73708824 �ojbjPly 412 A4 SPECIAL 1 1 Job Reference (opt'onall Chambers 1 toss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industnes, Inc. Fri Apr 6 09:29:43 2018 c1 0 4.00 12 1•T� Scale: 3/16'=t' 16 15 3x12 = US = 3x4 II 5xB = 4x10 = z.ao tz WB-U 13-B-u 13-0-0 z4-s-0 2&9.4 3fi-0-0 8-6-6 5.2.0 484 6-6-0 ~ 4-3 Plate Offsets (X,Y)-- [2:0-1-2 Edgel. [8:0-3-0 Edgel [10:0-2-10 Edgel [15:0-2-12 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Holz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.84 13 >513 240 Weight: 170 lb 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 or 2-6-11 cc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (Ialsize) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max. CompJMax. 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=-0510/5666, 10-12=-3504/5656 WEBS 3-16=0/315,3-15=-799/546, 5-14=-344/260,6-14=-731/1202, 7-14=-3120/2048, 7-13=-113011972, 9-13=-559/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 1"F0 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 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 100lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No33839 MTek USA, Inc. FL Cart 6634 6904 Parke Ent Blvd.Tampa FL 33610 Data: April 6,2018 AWARNING -Verily designpmamefersandREADNOTESONMSANDINCLUDEDMREKREFERANCEFAGEMn-)4"Mir,fiaY4Gr5BEFOREUSE Design volid for use only with MBeM connectors. MIS design h boxal only upon parameters shown. and S for on hdly dual buildng component, not a huss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall buildingdedgn. Bracing lndlcated a to prevent buckling of lndMdual hussweb antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Intury and property damage. For general guidance regarding Me fobrlcaflom storage, delivery, election and bracing of trusses and muss systems, weANSVTPlt Quaff y Criteria, DSO-89 and SCSI Building Compan*nt 6904 Parke East Blvd. Safety Informuf onavallable from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply�CARLTON�299 T73708825 M11412 7AS SPECIAL 7 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:44 2018 Page 1 ID:kFwrsnOwY4l97hO_nM3lc6ylJ9g-XklzepsXesjUFa7MdY197TPG8834uW 402HaW UOZTU2b 1-0-p -0- B80 I 13.8.0 18.24.6-0 -4 6.0.0 400 0 434 7.2-12 Scale=1:61.9 4.00 12 5x6 = 16 15 °x'u 4x10 = 3>u5 = 3.4 II aria= 2.00 FIT LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loci Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(L-) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor YES WE 0.95 Horz(CT) 0.42 10 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -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 or 2-6-11 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 1Row at micipt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2= 208(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -All tomes 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=-3134/2058, 7-13=-1130/1972, 9-13=-560/375 NOTES - I) 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=59ft; L=36f; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-73 zone;C-C far members and tomes & 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 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI i 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 1001b uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 Q WARNING-Vef/fydeslgn Peremetersend READNOTES ON MIS ANOINCLUOEDUREKHEFEflANCE PAGE MR7473rev. 10032015 BEFORE USE. valid for use only with M6e& connectors. this design Is based only upon parameters shown, and Is for an Individual budding component, not Nit a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. BrocingIndicated istobucWhgoflndlvldualtruss web and/or chord members only. Additional temporary and permonentbrocing MiT®K prevent is always reculred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding trio fabrication, storage, delivery, erectlon and bracing of trusses and truss systems. seeANSVrFI1 Qua[ M CrBnb, DSO-89 and ICSI kuldbD Component 6904 Parke East Blvd. Sahry Informationova0oble from Truss Rate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply CAR 299 T13708826 M11412 ATA COMMON 7 1 Jab Reference (optional) Dnambefs I Was, Inc., ran Fierce, rL B.13u s Man 12u1B Ml l eK inousmes. inc. rn ADr au,:2u:no ev io raga i 4.OD 12 5x6 = 6 Style - 1:61.0 11� 6 17 '- 15 -- -' 14 '- 12 3xB = 3x4 11 4x6 = 3x8 = 3x8 = Arta 3x4 II 3x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate G ip DOL 1.25 TC 0.53 Vert(L-) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 ' Rep Stress It or YES WB 0.60 Horz(CT) 0.14 10 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.3414-15 >999 240 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0 Max Hoa 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10= 796(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9= 2824/1651, 9-10= 3544/2053 BOT CHORD 2-17= 1812/3323, 15-17=-1812/3323, 14-15=-997/2104, 12-14=-1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002, 7-14=-299/279, 9-14=-783/581, 9-12=01271, 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=12ft; B=59h; L=3611; eave=5R; 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 to 18-0-0, Exterior(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) 100.Olb AC unit load placed on the top chord, 1B-0.0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 Oaf 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 1001b uplift at joints) except (jt=lb) 2=796, 10=796. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNWG-Verilydesfgrparam4tl.l9 dREADNOTES ON MIS AND OlCLUOEDM/fEKREFlERANCEPAGEMsP74".re.. 111111Q015BEFOREUSE. Design valid for use only with M6ek0D 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 applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated a to buckling of Individual trussweb and/Of chord members only. Additional temporary and permanent bracing MiTek' prevent e always required for liability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of #asses and has systems. seeANSVl P11 CuaBh CRNM. VS349 and SCSI Building Component Safety Infomsatbrgvotoble from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria. VA 22 14, 69W Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708827 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - 8.130 s Mar 112018 MiTek Industries, Inc. Fn Apr 6 09:29:41s 2m b Scale = 1:60.9 4.00 12 5x6 = 3x5 = 3.4 II 3x6,- 6x8 = 6x8 3x6 = 3x4 II 3,,5 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL. in (loc) Udefl L/d Ve art-0.10 18-21 >999 360 Vert(CT)-0.2218-21 >844 240 Horz(CT) 0.02 15 n1a n/a Wind(LL) 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Flow at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-20B(LC 10) Max Uplift All uplift 1001b or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10= 240(LC 12) .Max Grav All reactions 250111 or less atjoint(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 farces 250 (lb) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432/448; 6-7=-272l773, 7-9= 3761778, 9-10=-334/220 BOT CHORD 2G8=-587/1178, 16-18=-587/1178, 12-14=-168/281, 10-12=-188/281 WEBS 6-14=-1096/693, 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.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) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces S MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1b 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 100111 uplift at joints) 15 except Ot=lb) 2=433, 14=866. 10=240. Walter P. Finn PE No.22839 MDek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ,&WARNING-Vwifydesrgnpzmmet4mand READ NOTES ON TMMANOMCLUOEOMRENREFERANCEPAGEMX74Tdm✓. 1G=WI59EFOREVSE. Design valid for use only with Mfak8 connectors. This design B based only upon parameters shown, and 6 for an individual building component. not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent Is always required for stability and to prevent coldiase with possible personal injury and property damage. For general guidance regarding the fabdcamon, storage, delivery, erection and bracing of musses and muss systems, seeANSVIPtt Cua10y Criteria, VSB-69 and BCSI Buldbp Component 6904 Parke East Blvd. Safely InlOtmalbmvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexantltla. VA 22314. Tampa. FL 33610 Job I Truss Truss Type Cry Ply CARLTON 299 T13708828 M11412 ATC COMMON 1 1 Job Reference (optional) �nainuers II... aa.., ran nerve, ri- 8.13U S Mar 11 ZU18 MI I eK MOUstpeS. Inc. Fn Apr b U9:29:46 ZU18 4.00 F12 5x6 = 6 Scale=1:60.9 1�2 Id d 3x5 = 3x4 II 3x6 = 6x8 = 6x8 = 3x6 = 3.4 II 3x5 = 8-1.1 13-1171-P .1 s.c.n. 91.1.14 91 a.v 17AA-11 as-n-n 8.1-1 1 1-3-14 6.11-14 0-0-9 5-8-8 8-1-1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2218-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Ma1nx-MS Wmd(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 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 250 lb or less atjoint(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=-272t773, 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=4.2pst BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional) and C-C EMehor(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 & 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 anyother 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 1001b uplift at joint(s) 15 except 61=11a) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MRek USA, Inc, FL Cad 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARi-VerifydeslSn paramefam.rd READ NOTES ON MIS AND 01CLUDED Mal REFERANCE PAGEM67473 rev. 10,11V2015 BEFORE USE Design valid for use only with MRek® connectors. lies design Is loosed only upon parameters shown. and Is for on Individual bullding component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling ofIndividual truss web and/or chord members only. Additbnaltemporary and permcnembracing 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. sseANSI/IP11 pYeltltlyy ClBula. D11649 and ICSI Building Component Mlolmbtg otvollable ham Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. �,- MiTek' 6904 Parke East Blvd.Safety Tampa, FL 33610 7 ' 16-0-0 24-0-0 1-Dq a-0-0 12-0-0 140-0 11 0 19-0.0 20-0.0 22-0-02 -to- 6 26.0-0 36U0 a7-0-0 r1-0-0-o s-o-o aaa 2-00 1.sods� 2-11N-o oia-is� e-0-0 - - 1'M 1-1-1 Scale: 3/16'=1' 5.6 = 12 14 21^N N 3x6 = 3x6 II 46 = 6x8 = 6xB = 3x6 11 3x5 3x6 = I 52210-500 -180 17 15 258-.10-.10 386--00-0-0 Plate Offsets (X Y)-- 12:0-0-2 Edael 13:0-3-e Edael [11.0-3-0 0-3-01 120:0-3-8 Edge] [21:0-2-8 Edge] 125:0-3-8 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (ice) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(-L) -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.252334 >619 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.2028-31 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc pudins. 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 1/3 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 aljoinl(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (Ib) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2242/1142, 20-21- 1473f724.3-4=-213/718, 4-f=-2131/18, 6-8=-213/718, 8-10= 213/718,10-11=-2131718,11-13=-213/718, 13-15=-213f718,15-17=-213!/18, 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=-979f756,3-28=-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=1211; B=59ft; L=36ff, 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 porting. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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 583 lb uplift at joint 2, 15571b uplift at joint 26, 1259lb 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 purlln 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 lb down and 461 lb up at 28-0-0, and 9671b down and 461 Ib up at 8-0-0 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Wafter P. Finn PE Na.22839 I,1Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 ndard Q WARNING-Vedrydeslgnparando and READ NOTES ON MMANDINCLUDWWEKREFERANCEPAGEMIP74M3 I1oadO sS&r,0REUSC. Design vcrd for use only with Mne& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the builtling designer must verify the cpplicab1111y of design parameters and property Incorporate Me tleslgn Into the overall bulldmgdeslgn. Bracing Indicated is to buckling of Individual muss; web and/or chord members only. Additional temporary and permanentbradng MiTek' prevent b always required for stablIlly and to prevent collapse with possible personal Injury and property damage. For general gdconce regarding Me fabricallon, storage. delNery, erection and bracing of trusses and buss systems seeANSVIPII Gualtl8yy Crieda, DSa-09 and BCSI Building Component 69M Parke East Bind. Safety Nfomsatlopaooiloble from Truss Plata Insnkde. 218 N. Lee Street Suite 31S AlexondA¢ 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., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fit Apr 6 09:29:50 2018 Page 2 ID:kFvnsnOwY4I9ZhO_nM3lc6ylJ9g-MufEPtxlEiUezVaW—pBZNkfGaZCNIFUHODI 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 (Ib) Vert: 28=-641(F)23=-641(F) ,&WARNING-Va11IYdes19rmemefersend REAO NOTES ON TN/SANOMCLUBEDWEKBEFEBANCEPAGEMX74Mmt, 1021SQ015BEFOBEUSE Deslgn void for use only with M79M connectors. MIN design Is based only upon parameters shown and Is for an Indiv dual bullding component not a hurt system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buIldhgde9gn. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Addhonal temporary and permanent bracing MiTek' Is olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delNery, erection and brocing of hums and hum systems. seeANSU1P11 DualBy Criteria, DSB49 and 301 Balding Component 6904 Parke East Blvd. Safety Informatovallable from Tnus Rate Institute, 218 N.lee sheet, Suite 31Z Alexandria. VA 22 14. brl Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T13708830 M11412 GRA HIP 1 1 Job Reference (optional) 6 mbers Truss, Inc., For fierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fit Apr 6 09:29:532018 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.mTKN1 uzBXdsDgyJ5fxh(G_MHm2nBxVb6j6BFU17zTU2S 1-0- 13-8-0 18-0.0 22-4-0 28-2-0 36-0-0 7-0- OO 7-10-0 5-10-0 4.4-0 4-4-0 5-10-0 7-10-0 -0- 5x8 MT18HS= 5x8 MT18HS= 4.00 12 3x4 5x8 = 3x411 3 22 23 24 25 426 27 5 28 629 30 31 32 33 7 3x5 = 3.4 11 4x6 = 6x12 = 6x12 = 4x6 = 3x4 11 Scale = 1:61.9 3.5 = LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip OIL 1.25 TC 0.71 Vert(LL) -0.2112-13 >999 360 MT20 244/190 TCDL 7.0 Lumber IDOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n1a rua BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wlnd(LL) 0.2210-21 >999 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 3-4-6 oc pudins. 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 No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 N � 1! d Max Horz 2=-97(LC 6) Max Uplift 2= 292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Gram 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 34=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-1961311, 13-15=-201/342, 12-13= 246/452, 10-12=.1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3-13=-2568/1568, 4-13=-640/587, 5-13=-2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375,7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911; L=36ft; eave=5ft; Cat. 11; 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 psf bottom chord live load nonconcurrent with anyother 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 chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ito uplift at joint 2, 2107 Ito uplift at joint 13 and 799lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 lb down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 lb down and 1701b up at 16-0-12, 103 lb down and 170 lb up at 18-0-12, 103 lb down and 170 Ito up at 19-11-4, 103 lb down and 170 lb up at 21-11-4, 103 lb down and 170 Ib up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4. and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 lb up at 7-10-0, 77 Ib down and 1 Ito up at 8-0-12, 77 lb down and 1 Ito up at 10-0-12, 77 lb down and 1 Ito up at 12-0-12, 77Ib down and 1 lb up at 14-0-12, 77 lb down and 1 Ito up at 16-0-12, 77 to down and 1 lb up at 18-0-12, 77 lb down and 1 lb up at. 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 It, up at 23-11-4, 77 Ib Walter P. Finn PE No.22839 down and 1 lb up at 25-11-4, and 77 lb down and 1 lb up at 27-11-4. and 340 lb down and 223 It, up at 28-2-0 on bottom chord. MTek USA, Inc. FL Carl 6834 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 (F) or back (B). Date: LOAD CASE(S) Standard ADFII 6.2018 Job Truss Thus Type Cty Ply CARLTON 299 T1370B830 M11412 GRA HIP 1 1 Job Reference a }lanai Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:53 2018 Page 2 ID:kFvnsnOwV419Zh0_nM3lc6yIJ9g-mTKN1 uzBXdsDgyJSfxhG_MHm2nBxVb6j68FU17zTU2S LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-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) QWANNING-Vedlydae/9npardmetenend NEAONOTES ON TN6ANDWCLUOEOMREKNEFENANCEPAGEMIL74M0ro.. 141sZO0166EFONE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown. and Is for an Indlvlduol building component, not a truss system. Before use, the building designer must verity the applicability of design parcmeters and property Incorporate his design Into the overall bulldingdesign,Bracing Indicated btobuckling ofIndividual trues web and/or chord members only. Additional temporary andperrnonen}bracing MiTek' prevent Is always required for Mobility and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses and truss systems, saoANSVIPl1 Quality Criteria, OS349 and BCSI Building Component 6904 Parke East Evil. Safety Information oYoble tam Truss Plate kali 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 Center plate on Joint unless Y. y offsets are Indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1n9 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 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 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 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 6-4-8 I dimensions shown in sixteenths scale) (Drawings not to scale) 1 2 3 TOP CHORDS 0 Of O x U o_ 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362,'ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved mm W1 e MiTek0 MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AL General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing mustbe designed by an engineer, For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other. Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI.1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber 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. Install 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.