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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek' RE: M11412 CARLTON 299 \11'� \: Site Information: Customer: Wynne Development Corp Lot/Block: Address: unknown City: St Lucie County Project Name: M11412 Model: Sterling Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St Lucie C®u* General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 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 ate 4/6/2018. 10 T13708829 bha 4/6/2018 11 T13708830 gra 4/6/2018 12 T13708831 j2 4/6/2018 13 T13708832 i4 4/6/2018 14 T13708833 i6 "416/2018 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 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, 2021. 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs +nto the overall building design per ANSI/TPI 1, Chapter 2. wOEAid F'�,V li'. - fao 22839 OS :CC �: STATE OF .�4/` 4111111110 Wafter P. Enn PE No22839 MiTek LISP, Inc. R. Cert 6634. 69D4 Parke EaSt Blvd. Tampa FL 33610 n.�.• April 2018 1 of 1 Finn, Walter yob Truss Truss Type City Ply CARLTON 299 T13708831 M11412 J2 MONO TRUSS 8 1 Job Reference (Optional) Cheambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:54 2018 Page 1 ID:kFvnsnOwY4192hO_nM3lc6y1J9g.EfuIEE_p1)L3S6tHDeCVXag4AAgxEFOsLrl2gRzTU2R 2-0-0 I 1-ao 2-0-0 Scale = 1:7.8 3x4 = 2-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Veft(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 Hoa(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(ILL) 0.00 7 >999 240 Weight: 8 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0. 4=22/Mechanical Max Hom 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4— 3(LC 9) Max Gmv 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib)-- Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh 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) zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271b uplift at joint 3, 136 lb uplift at joint 2 and 3 Ito uplift at joint 4. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Bate: April 6,2018 .O WARNING-Vedrydeslgnpanmetersend REAONOTES ON TNI5ANDMCLUGEGMm KREFERANCEPAGEMIi]4)drex. 1GNY1015BEF0RE USE. - 0eagn valid for use oIy wit Miter connectan. iNs tleslBn Ls bosetl only upon parameters shown. and is for en IntlNltlual bulltling component, not a buss rysfem. Batas use. tna buadhQ designer must verily the applicability of design parameters and properly Incorporate this design Into me overall bulltling tlesign. Brodng lndlcofed b to prevent budding of lntlMtlual truss web and/arc hold members only. Atltlitlanal femparoryond permanent brocing Is always regulretlfor stability and fo prevent collapse with pas4ble personal Injury and property tlampBe. For general gultlance reBprtling to fobrlCo$OR storage, delNery. erection entl brocing of trusses ontl truss ryslemS saeAN$UfPll OeolBGyy CmMo. D$$-0S Dori SC$I NrldNp Cemppn..t $GMy Inforrrlafbrpv.a.b'. hornTruss Rafe Insfltula. 218 N. Lee 9nee1, Suite 312. Alexondrlo. VA 22314. �,• MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type Cty Ply CARLTON 299T73708832 rMIb— 1412 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 30 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:56 2018 Page 1 ID:kFvnsnOwY419Zh0__nM3lc6ylJ9g-A2OVtw?3pYEnh01 gK3Fzc7vNa_IIi9w9o9U9vKzTU2P LOADING (Par) SPACING- 2-" CS'. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Veri -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanioal, 2=204/0-8-0, 4=49/Mechanical Max Hoe 2=102(LC 12) Max Uplift 3=-77(LC 12). 2=-159(LC 12), 4=-7(LC 12) Max Grant 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. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc Outline. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3,Opst h=12ft; B=59ft; L=36ft; eave=5g; 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 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 par 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-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 771b uplift at joint 3, 1591b uplift at joint 2 and 7lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 0 WARNING-VeNrydeslgnparamelem end READ NOTES ON ThIS µ) INCLUDEDMREKHEFEIiµCEPAGEW74TJmv. 11V01201519EFOPEUSE e Design valid for use only with Mirek®tonneclors. This deslgn is hosed only upon parameters shovm, and BforonlndMduoibulldh9Component.not ��• a truss system. Before use, the buBding designer must verity the applleabiilty, of dedgn parameters and properly Incorporate this design Into me overall building deslgn. Bracing Indicated is to prevent buckling of incilvidual truss web and/or chord members only. Additlonol temparory antl permanent bracing Mire k' Is always reaulred for stoblllly and to prevent collapse with possible personal hJury and property damage. For general guidance refil the fabrication, storage, daNery, election and bracing of hums and buss systems seeµSVBP1t Sal 1yCm.rkf. DSeav and eat Building Component 69N Parke East Blvd. Satisfy fy Informations from Russ Plate Insfi , 218 N. Lee Street. Suite 312, Alexandria VA 22314, Tampa, FL 33610 Truss Truss Type pry PlyCARLTON 299T73708833 rM1bl 412 JB MONO TRUSS 8 1 Job Reference (Optional) LOADING (psi TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4.SP No.3 rv,,exnausines, inc. rn npr isusznar m.o rage i ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.fEattGOhmMeJacsunmC9CSYhOWfRc9JI pDiRmzTU20 Scale = 1:14.3 3.4 = 4 SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d Plate GOP DOL 1.25 TC 0.35 Ved(LL) -0.05 4-7 >999 360 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 Rep Stress lncr YES WB 0.00 Hom(CT) -0.00 3 We n/a Code FBC2017/TPI2014 Matti Wind(LL) 0.11 4-7 >639 240 REACTIONS. (Ib/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Hors: 2=140(LC 12) Max Uplift 3=-129(LC 12), 2= 192(LC 12), 4=-8(LC 12) Max Gmv 3=148(LC 17), 2=275(LC 1), 4=113) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - PLATES GRIP MT20 2441190 Weight: 20lb FT=20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.2psf; BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1 -0-0 to 2-7-3, Interior(l) 2-7-3 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 129 Ib uplift at joint 3, 1921b uplift at joint 2 and 8lb uplift at joint 4. Walter P. Finn PE No.22939 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 QWARNWG-Vedfydesignpammetersend READNOTESONTNISANDMCLUDEDMR KREFERANDEPAGEMIF74Mar lNAVL015BEPUREUSE Design valid for use only win MRekUD connectors. lhls design is based only upon parameters shown, and 4 for an Individual building component. not a Truss system. Before use, Me building designer must verify the applicability of design parameters and papery Incorporate this design Into file overall building design. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent loccng MiTek' Is alwaysrequired for stability and to prevent collapse with possible personal lniury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of basses and truss systems. seeANSVrPit Quality Criteria. D5849 antl SCSI Buldhp Compi 6904 Parke East Blvd. Saftrly N/Ormafbnwollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 31Z Alexandria. VA 22314. Tempe, FL 33610 Truss Truss Type Oty Ply CARLTON 299 r T73708834 M17412 J8 MONO TRUSS 11 7 _ Job Reference (optional) ..,y ....... ...... ..... ...... r. o. rca s Vier r r co rn mu ea mousmes, me. rn Npr ouum.;.wcuro rage, ID:kFvnsnOwY419Zh0_nM3lc6ylJ99-3pFOV13atnIDA1 LRZvJvmr47ube2ezvljnSM25zTU2L Scale = 1:17.4 3x4 � 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Veit(CL) -0.14 4-7 >676 360 MT20 244/190 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 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wincl 0.26 4-7 >368 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Gray, 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (III) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; 6q3 C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 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 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 174 lb uplift at joint 3, 226 Ib uplift at joint 2 and 13 Ib uplift at joint 4. Wafter P. Finn PE No.22839 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING -Venrydbeig parameharsand BEAD NOTES ON THIS AND WCLUDEDMmEKREFERANCEPAGEMIF74M.V. 10031 BEFORE USE ' Design valid for use only with MRekO connectors. III design Is based only upon parameters shown, and is for an Individual building component. not a buss System. Before Use. fine building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndivitluol truss web and/or chord members only. Additional temporary and bracing MiTek' permanent 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, seeANSI/IPIT Quality CrSorta, D8849 and SCSI Building Component 69M Parke East Blvd. Saintly mformatbrgvollable from Tn Plate Institute, 218 N. Lee Street Suite 312, Alexandre. VA 22314. Tampa, FL 33610 Tuss Truss Type Cry Ply CARLTON 299T73708835 rbl 412 JAB MONO TRUSS 11 1 .lob Reference (optional) b. rau s mar r r 4Uro mi ex raustnes, Inc. rn Apr b ue:du:u I zU 10 rage 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-XOpOid3Ce4t4oBwd7cgBJ2cA7?zcN09uyRBwaXzTU2K Scale = 1:17.2 3x4 = 4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ld 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 Ven(CT) -0.28 4-7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mahix-MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hom 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gen, 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=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"Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-84 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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 170lb uplift at joint 3, 223 lb uplift at joint 2 and 13 Ite uplift at joint 4. Waller P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 OWARNING-Vehfydxx19npmemefersend READ NOTES ON MIS AND INCLUDEDMREKNEFENANCE PAGE MXTVJme 1aN1R015BEFORE USE. T Design valid for use only with M6eR® connectors. ihls design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer mast verify the applicability of design parameters and properly incorporate mb design Into the overall building design. Bracing indicated is to prevent buckling oflnc Mduol buss web and/Or chord members only. Addilionol temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobricaflon, storage, delivery. erection and bracing of trusses and t systems seeANSVWI I Quality Cinema, DS689 and SCSI Building Component Safety Inionsa onevoilable from Truss Plate Institute, 218 N. We Street Suite 312. Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Type Oty Ply CARLTON299T13708836 rJolbl �KJ8 412 MONO TRUSS 2 1 Jab Reference (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:kFv nowY419Zh0 nM3lc6ylJ9g-TOx97J5SAi7o1V4OE1tcOTicPpjDrFFBPIgOfOzTU21 -1-5-0 7-2.7 11-3.0 1-5-0 7.2.7 4-0.9 3x4 = 2x3 II 3xa 5 ]-2-] 3-10-5 -2-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vart(LL) -0.05 6-9 >999 360 MT20 244/190 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/rP12014 Matdx-MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Hoa 2=178(LC 8) Max Uplift 4= 102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (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=4.2psh BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E7ap C; Encl., GCpi=0.18; MWFRS (directional); 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 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 102 lb uplift at joint 4, 187lb uplift at joint 2 and 118 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39lb down and 58 lb up at 2-11-0. 39 lb down and 581b up at 2-11-0. 8lb down and 101 Ib up at 5-8-15, 8 lb down and 101 Ito up at 5-8-15, and 42 lb down and 143 Ib up at 8-6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 471b down and 28 lb up at 2-11-0, 47 lb down and 28 lb up at 2-11-0, 47 Ile down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 141b 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: 14=-54, 51 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) yi P. Finn PE No.22639 MRek USA, Inc. FL Curt 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNWG-Vedrydeaf9n Paremeremeed READNO7ES ON TNISANDWCLUDEDWEKREFERANCEPAGEAIW473ni 1NDY1015BEP0RE USE - Design valid for use only with Mmeiconnectors. 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 bulltling design. Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal hnury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems seeANSVIPI I Quell Cdda, feDS049 and SCSI tluldhD Component Safety Nfa imalblpvaaoble from Truss Pate Institute, 218 N. Lee Street. Suite 312. Alexcndria. VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 JBb Truss Truss Type Cry Ply CARLTON 299 T13708837 M11412 KJAB MONO TRUSS 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 10 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:30:06 2018 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g.uzdHmL7KTdVNuyobwAQJ06J6n01D2b9d51vhGlzTU2F 2 2.83 12 3x4 G / 14 6 2x3 II Scala=1:19.9 3x4 = 3x4 = 6.10-0 11-0.3 6.10-0 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl L/d PLATES GRIP 7CLL 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 VerdCT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 Ida n/a BCDL 10.0 Code FBC2017/RP12014 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 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=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. (Ib) - Max. CompdMax. 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=-894/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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-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 1071b uplift at joint 4, 321 Ile uplift at joint 2 and 202 to uplift at joint 5. 6) Hangsr(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391b down and 581b up at 2-11-0, 39 Ib down and 58 Ile up at 2-11-0, 8 lb down and 101 to up at 5-8-15, 8lb down and 101 Ib up at 5-8-15, and 42 lb down and 1431b up at 8-6-14, and 421b down and 143 Ib up at 8-6-14 on top chord, and 31 to up at 2-11-0, 31 Ib up at 2-11-0, 10 Ito down and 30 Ito up at 5-8-15, 10 Ib down and 30 lb up at 5-8-15, and 31 Ito down and 14 Ito up at 8-6-14, and 31 Ito down and 14 Ib up at 8-6-14 on bottom chord. The designlselection 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, 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 Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING- Verllydealgnparamefersend BEAD NOTES ON THE AND WCLUDEDWEKREFERANCE PAGE MP7473re1. 10 2015BEFORE USE - Design void for use only with MflbMconnectors. MIS tleslgn h based only upon parameters shown. and is for an Individual building component, not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIS design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse win possible personal inlury and property damage. For general guidance regarding the MiTek' fabrication. storage. delivery. erection and bracing of trusses and truss systems weANSVMII Qualtiv CMeM, OB129 and SCSI Building Component 6904 Parka East Blvd. Safety Infornarkmmarabie from Truss Plate Immure. 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply CARLTON299T73708820 rM1'1 412 A SPECIAL 1 1 Job Reference (optionall lAamoers I W3, nm., rml narLB, rL 1-0- 8-6-0 40-0 13.8-0 -0- 8-6-0 1-4-0 3-10-0 5.8 = 4x5 = 4.00 12 3x6 \\ 3 4 24 255 a.IJU S Mar 11 2ul a MI I eK mausmes. mc. rn Aor to ga:Za:Ja am a 5x12 MT18HS= US = 4x5 = 6 7 26 27 8 3x4 Scale = 1:63.0 . 16 15 4x4 = 3x4 = 3x6 = 3x4 = 5,eS = 2.00 12 4x10 = 9-10.0 73-8-0 19-5-3 24.6.0 26.2-0 36.0.0 9-1n-n a.m.n <.as s-a1� Iva-n J-ran Plate Offsets (X,Y)-- [2:0-0-2,Edgel. [4:0-5-4,0-2-81 [6:0-3-0.Edge] [8:0-9-00-2-81 [10:0-2-10 Edgel [15:0-1-12 0-2-121 LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.91 Horz(CT) 0.45 10 We Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 Ib 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=138610-8-0, 10=138610-8-0 Max Horz 2=-119(LC 10) Max Uplift 2— 846(LC 12), 10=-946(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ila) or less except when shown. TOP CHORD 2-0=-3338/2212, 3-4=-3134/2132, 4-5=-3441/2388, 5-7= 5141/3470, 7-8=E766/4392, 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=-535l785, 5-15=-9751733, 5-14= 119811876, 7-14=-851/667,7-13=-962/1695,8-13=-1260/1909, 8-12=45/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; 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 37-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 20.0psf 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) 10 considers parallel to grain value using ANSVTP11 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 01=11o) 2=846, 10=846. Walter P. Finn PE No.22939 MliekUSA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Jpb Truss Truss Type Oty Ply CARLTON 299 T137OBB21 M11412 Al SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Inc. Fri Apr 6 09:29:40 2018 5x6 = 3x8 = 5x6 = T� Boole =1:63.0 1�Iml 14 13 _ 3.4 II uxe a 3x6 = 3x4 5x6 2.00 = 4xi0 = 12 I I 24-6-l 39-.4 }— 36008fi0 & 4874 10 .22 Plate Offsets (X Y)-- [2:0-0-2 Edgel [8:0-2-10 Edge][13:0-3-0 0-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(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 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a Ida BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood Sheathing directly applied or 2-7-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Harz 2=-141(LC 10) Max Uplift 2=846(LC 12), 8=-846(LC 12) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ib) 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=1376/690, 5-11=-557/1048, 6-11=-849/1449, 7-11=-641/463 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE7-10; 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 Extedor(2) -1-0-0 to 2-7-3, Intedor(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 nonconcunent 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) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 8=846. Walter P. Finn PE No.22839 MTek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING -V dfy des(gnperamets...d READ NOTES ON THIS AND INCLUDED Jill REFERANCE PAGE MIP74M rev. INAY1pfa BEFORE USE Design valid for use orgy with MiTek® connectors. This tlesign Is based only upon parameters shown, and b for an Individual bu'uding component, not a truss system. Before use, the binding designer must verity Me oppllcablry, of design parameters and properly Incorporate this design Into the overall balding design. Bracing indicated is to prevent buckling of lntlNidual hiss web and/or chord members any. Addilonal temporary and permanent bracing ��- MiTek' Is always re Wired for sWblllty and to prevent collapse with posstale personal Injury antl property damage. For general guidance regarding me fabrication, storage. delivery, erector, and bracing of busses and truss systems, seeµSVTPII Guallr OMedo. DS549 and BC31 Buldhp Component Sa ehr mlormalbmvolable ham Truss Plate Insttute. 218 N. We street. Suite 312. Nexandilo. VA 22314. 69M Padre East Blvd. Tampa, FL 33810 ,Job Truss Truss Type City Ply CARLTON 299 T13708822 M11412 A2 SPECIAL 1 1 Job Reference (optional) Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Inc. Fri Aor 6 09:29:41 2018 5x6 = 4.00 3x4 = 5.6 = 5 6 4x6 Scale=1:63.0 15 14 7x6 MTIBHS= 3.6 = 3x4 11 5xB = 4x10 = 2.00 12 8-6-0 73-8-0 22-2-0 24-6-0 28-&4 3e-0-0 8-fi-0 5-2-0 a.an e.A.n e.o.e Plate Offsets (X,Y)-- [2:0-0-6 Edged 19:0-2-10 Edael LOADING (pal) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 VerUCT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.72 Horz(CT) 0.39 9 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.7711-12 >564 240 Weight: 167 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5-6=3533/2289, 6-7=-3698/2365, 7-8— 5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=1909/3146, 14-15— 1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-3426/5669 WEBS 3-15=01295. 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12h; B=59ft; L=36R; 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-M 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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 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 tress to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 O WARNING.yerKydeargn pnmmerva end READNOTES ON IrKMANDMCLUDEO MrtEKREFERANCEPAGEMIP74TJ rev. 16ORY1015BEFORE USE Design valltl for use only wmi MTek® connectors. This design Is based only upon parameters shown, and Is for on IndNldual bueding component, not a fnlss system. Before use, the building tlesigner must venN me Oppllwblllry of design parcmeters and property hoomorate Mls tleslgn Into the overall buliding design.&acing Ntllcaled",a prevent buckling of mdividual truss wabond/or chord members only.Additional temporary antl peananenf bracing s alwaysrequlredforsObllity andto prevent collapse vnMpossiblepersonalli�7ury and property damage. Far general guId n regortling Me fobrlco0on storage, tlelNery, erectlan antl bracing of trusses and truss systems seeANSUR11 Du CrB�M. OSt141I antl SC31 Suldlep Companmt Safety mtennatbrxwclloor hem Tnus Plote InsflMe. 218 N, tee Sheet 9u6e 312 AJexondrlo, VA 22314. ��' M[Tek' 6904 PaAe East Blvd. Tampa, FL 33610 hus Type City Ply CARLTON 299 rMl'l 412 A3 SPECIAL 1 1 Job Reference (optional)T73708823 Ur:amners I was, mc., Yon Pierce, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Apr 6 09:29:42 2016 6 d 4.00 12 Sx6 = 5.6 = Scale: 3/16-=1' u US = 3x4 11 5c6 - 4x10 = 2.00 12 8-6-0 13-8-0 g 2-0 24-6-0 28.9.4 36-0-0 &6.0 5-2-0 fi.6.h 4-4-e d.3d zpn9 01t2 la 0 Plate Offsets (X Y)-. 12:0-1-2 Edgel [3:0-4-0 0-3-01 U:0-3-0 Edpel [9:0-2-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vort(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 n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.78 11-12 >551 240 Weight: 167 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 2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 6-13 REACTIONS. (Ib/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=185(LC 11) Max Uplift 2=846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103; 3-4=-2633/1707, 4-5=-2803/1850, 5.6=-2968/1899, 6-8=5371/3290, 8-9- 5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14_ 1343/2432, 12-13=-2958/5146, 11-12= 336B/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626,4-13=-285/671,5-13=-379f702, 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=4.2psf; BCDL=3.Opsf h=121f B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load 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 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 100lb uplift at joint(s) except (it=lb) 2=846, 9=846. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 6,2018 QWABNING- Vedly desfgnparemerere end BE4D NOTES ON MIS AND INCLUDED MNEKHEFEBANCEPAGEM147473rev. 100131015BEFONE USE ��- Design valid for use onlywith MR04® connectors. This design 6 based only upon parameters shown and Is for an hic Mdual building component not a truss system. Before use, the building designer must verify the applicale ity of design parameters and property Incorporate this design into Me overall lowdngdeslgn, Bracing indicated 13toprevent bucklingofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always vowed for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection antl bracing of trusses and truss systems seeANSVIPII Quality Cmendp, DSl-119 and SCSI Bulding Component 6904 Parke East Blvd. Sooty InformatbMvoiiable from Was Plate Immure. 218 N. Lee Sheet, Suite 312. Alexondra. VA 22314. Tampa, FL 33610 Truss Type Oty Ply CARLTON 299 rMI14127 T13708824 A4 SPECIAL 1 1 Jab Reference (optional) 0.10U s mar 1 1 zu l0 Mn eK Inc. rn Apr bUB:ze:0. Bulb 4.00 12 5x6 = 3x4 3x6 S 5 24 3x4 %'4 3 25 5x6 3 7 B 3x4 9 Scale: 3/16'=1' 23 26 d11 2 13 1011 d�m 14 ]xe MT1BH5= 12 i^ d 3x4 II 16 15 3x12 = d 3x5 = 3x4 II 5x8 = 4x10 = 2.00 72 8-fi-0i 13-BA 18-0-0 24-fi-0 21i-9.4 I 36-0.0 Y- - Plate Offsets (X Y)-- 12:0-1-2 Edgel f8:0-3-0 Edge] 110:0-2-10 Edgel I15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well 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 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 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 REACTIONS, (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS IRow at midpt 7-14 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6= 2458/1735, 6.7=-2481/1719, 7-9=-5407/3513, 9-10=5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=-3504/5656 WEBS 3-16=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 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=12f ; 8=59ft; L=36ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-0, Interior(i) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 last 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-M 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 100 lb uplift at joint(s) except at=lb) 2=846, 10=846. Water P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING-Verllydasl9nParametersand READ NOTES ON THISANO INCLUOEOMrEKREdRANCEPAGEMM17473 rev. M=015 BEFORE USE. Design valid far use only wiM Mrew connectors. lhh design b b-.d arty upon Parameters shown, land Is far an Individual bu0dhg component. not a Huss system. Before use, the builtlln9 designer must venN the apPllcablliN of tlesl9n parameters and properly Incorporate this design Into the overall 11 i` ngdeslgn.&acingintlicatsol6loprevenibucklNgoflndMtlualUussweband/or chord members only. Additional temporary andpepnanenfbmdng a always requhad for sl.loff N and to prevent collapse with possible personal Wury ono property tlamage. For general guidance regarcmn Me fabd .11.n, storage, tlelHery, erecnan and b=Ing of trusses and truss systems seeAN5U1P11 CYaIItryy CMrrM, p3B419 and SCSI auldhp Compenmt Spbty kifturn bnovoiloble from Truss Flole Immu., 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. ��- MiTek' 69M Parke Coat Bhe. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T13708825 M11412 AS SPECIAL 7 1 Inh Raiwmn,-w !nm'nn=Il a.leU 5 Mar 11 ZUl6 MI I eK IndUSmes. Inc. I-n Apr 6 U9:29:44 2016 n1 6 O Scale =1:61.9 4.00 r12 5x6 = 6 lb 15 3.5 = 3.4 II 5x8 = 4x10 c 2.00 12 8-6-0 5-2-0 4-4-0 6-6-0 4-3-d 7-242 Plate Offsets (X Y)-- 12:0-1-2 Edoel I8:0-3-0Edgel f10�0-2-10 Edge] rl5,0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.60 Veri(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 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 REACTIONS. (lb/size) 2=13B6/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 cc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1Row at 111 7-14 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=-2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=3510/5666,10-12=-3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=355/272, 6-14=-74311219, 7-14= 3134/2058, 7-13=-1130/1972,9-13=-560/375 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=12ff; B=59tt; L=36tt; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for 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 ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=846, 10=846. Walter P. Finn PE No.22839 MtrelsUSA, Ina. FL Cad 6634 6SD4 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNING- VellfydbslgnPmbmelereenCREADNOTEs ONM/SANOWCLUDMUIfEKREFERANCEPAGEM0.]Q3me leN12015BEFOREUSE Design valid for use only with Mffek® connectors. Ih6 design Is based only upon parameters shown and Is for an Individual bulIdIng component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIS design Into the overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reauired for stability and to prevent collapse with passible personal Injury and property damage. For general guldonce regarding the fabrication, storage. delivery. erection and bracing of musses and truss systems WeANSUTP11 Auall CMn1n, DSB-09 and SCSI Building Componaint 6904 Parke East Btrd. Safety Infolmplbllwoaable from Truss Rate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y T73708826 M11412 ATA COMMON F7T 1 �CARLTON299 JabReference (optional) G�amDers I russ, Inc., ran home, hL 8.13U 5 Mar 11 2018 Mil ek Industries, Inc. hn Apr 6 Scale-1:61.0 4.00 12 5x6 = 6 17 '- 15 14 12 3x8 = 3x4 11 4x6 = 3.8 = 3x8 = 4x6 = 3x4 II 3xe 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/rP12014 CSI. TC 0.53 BC 0.67 WB 0.60 Matrix -MS DEPL. Vert(LL) Vert(CT) Horz(CT) Wind(L-) in (lac) Well Ud -0.28 14-15 >999 360 -0.5914-15 >730 240 0.14 10 n/a Na 0.34 14-15 >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 or 3-2-15 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=1436/0-8-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (Ib) -Max. Comp./Max Ten. -AU fames 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 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=3.0psf; h=12f ; B=59f ; L=36tt; eave=5f; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-M. Exterior(2) 18-0-0 to 21-73 zone;C-C for members and tomes 8 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 tmss to bearing plate capable of withstanding 100 lb uplift at joint(s) except gt=lb) 2=796, 10=796. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 Q WARNWG- Vadyydesignparametersand READNOTES ON IFINSANDWCLUDEDMIFEKNEFE ANCEPAGEMiti4Mrev. I12`03cV15BEFOREUSE. Design valid for use oNywith M706 connectors. This design is based only upon parameters shown. and is for on lndNidual bulltling component.not a truss system. Before use, no building designer must verity Me applicability of design parameters and properly incorporate this design Into Me overall building design.Bracing lncilcoted is to prevent buckling of hdNldual truss web and/or chord members only.Addiflonal temporary end permanent bracing is always required for stablllty and to prevent collapse win pombe personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems seeANSUIPII Gum"Criteria. DSt49 and IICSI Building Component Safety Nformalbnavallabie from Truss Plate Institute, 218 N. Lee Sheet Suite 312 AlexantlAo, VA 22314. ��• MOW 6904 Paulus East Blvd. Tampa, FL 3361D sob Truss Truss Type Cry Ply CARLTON 299 T73708827 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 Scale = 1:60.9 4.00 12 5x6 = 3z5 = 3x4 II 3x6 = 6xB = 6ze = 3x6 = 3.4 II 3x5 = 8-1-1 13.10-2 .15-2-0. 21-10-0 22.1A4 n-10-15 36-M 8-1-1 15.9.1 1-3-14 6.8-0 0- - 4 5-9-1 8-1-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.1518-21 >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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Hors 2=-208(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22). 15=349(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5--A37/333, 5-6=-432/448, 6-7=-2721773, 7-9=3761778, 9-10=-334/220 BOT CHORD 2-18=-58711178, 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.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 18-0-0, Exterior(2) 18-0-0 to 21.7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psi 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= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except 61=11i) 2=433, 14=866, 10=240. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 6,2018 A WARNING - V.Hly dealgn pammeWm and READ NOTES ON THIS AND INCLUDE D MREK NEFENANCE PAGE M67473 re v. 10=0 f 5 BEFORE USE Design valid for use only with MiTek® connectors. fib design is based only upon parameters shown and is for on lndl,dual bueding component. not a buss system. Before use, the building designer must verify the applaclulliry of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndNidual toss web and/or chard members only. Addilonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury cnd properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of tnrsses and truss systems seeANSVrPII Duality Cdbdu, D3 4B9 and BCSI Building Component Sal Infomlutksrtwoiloble from Truss Plate InsHMe. 216 N. We Street. Suite 312, Alexandria. VA 22314. MiTek* 69M PaAe East Blvd. Tampa. FL 33610 A: Truss Truss Type Oty Ply CARLTON 299 T73708828 M11I ATC COMMON 1 1 Job Reference (options]) roar, ,'., run Pierce, FL 8.130 a Mar 11 21318 MITek Industries, Inc. Fri Apr 6 09:29:48 2018 Scale=1:60.9 4.00 F12 5.6 = 3x5 = 3x4 11 3x6 = 6xB = 6.3 = 3x6 _ 3x4 II 3x5 = LOADING libel TCLL 27.0 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 C51. TC 0.37 BC 0.40 WB 0.68 Matrix -MS DEFL. in (too) Vdefl Ud Vert(LL) -0.10 18-21 >999 360 Vert(CT)-0.2218-21 >844 240 Horz(CT) 0.02 15 n/a n/a Wind(LL) 0.15 18-21 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied at 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-e-0 except (t=length) 14=0-11-5. (Ib) - Max Horz 2= 208(LC 10) Max Uplift All uplift 1001b or less atioint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 2501b or less atioint(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=-12391757, 3-5=437/333, 5-6=432/448, 6-7=-2727773, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616,3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59h; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exledor(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=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 aped. 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 20.0ps1 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= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 15 except Qt=1b) 2=433, 14=866, 10=240. 11t2 Walter P. Finn PE No.22639 Mi rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 6,2018 Q WARNING -Verify cf s,,.paxemefeiaand READ NOTES ON TNISAND WCLUDED MVEKREFERANCEPAGEMX74M.11040342015BEFOREUSE. Design valid for use only with MIrokO connectors. This design Is based any upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity the applicabllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me MiTek- fabrication, storage, delivery. erectlon and brocing of trusses and muss systems, seeµ3VrpB Cualoy Criteria. DSB419 and BCSI Balding Component 69M PaAe East Blvd. Safety Infonnatblgvolloble from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexandra. VA 22314, Tampa, FL 33610 Truss Truss Type Illy Ply CARLTON 219 rolb, T13708829 412 BHA COMMON 1 1 Jab Reference (optional) 1;-4 d Ti Wes, „�.., rvn nnrw, r� 8.13U s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 09:29:50 2018 Page 1 ID:kFvnsnOwV419ZhO_nM3lc6ylJ9g-MufEPtxiEiUDZVaW 11BZNkfGaZCNIFUHODI ghgzTU2V 160-0 24-0-0 it-0-0 6-0-0 12.0-0 14-0-0 15-6-0 1a-0-0 200-0 22-0-02 -10�15 ZB-0-0 36-0-0 37-PO '1� 8-0-0 a-o-0 z-o-o r-s-o0 o 2-0-0 l 2-0-0 Pio_ 4- O 6-0-0 i-o- 1-1-1 Scala: 3116'=l' 5.6 = 12 14 3.6 = 3.6 11 ass = 6.8 = 6.8 = 3x6 11 3x,5 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.73 BC 0.56 WB 0.83 Matrix -MS DEFL. in (too) Vdefl L/d Vert(ILL) -0.14 28-31 >999 360 Ven(CT) -0.25 23-34 >619 240 Horz(CT) 0.04 21 Na n/a Wind(LL) 0.2028-31 >909 240 PLATES MT20 MT18HS Weight: 208 lb 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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at fir 20-25 " 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except Qt=length) 25=0-11-5. (Ib) - Max Horz 2= 208(LC 6) Max Uplift All uplift 100lb or less at joint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25— 1259(LC 8), 21=-455(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=.2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6= 213i718, 6-8=-213/718, 8-10=-213/718, 10C1=-213(718, 11-13=-213/718, 13-15= 213/718,15-17=-213/718, 17-19=-87/610, 19-20= 87/610,3-5=-199/422, 5-7=-112/391, 7-9= 33/344, 12-14=0/257, 16-18=-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=-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; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh SCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 beadng plate capable of withstanding 5831b uplift at joint 2, 1557 lb uplift at joint 26, 12591b uplift at joint 25 and 455 lb uplift at joint 21. 9) Ginter carries hip end with 8-0-0 end setback. 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 )b down and 461 lb up at 28-0-0, and 967 lb down and 461 Ito up at B-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F).or back (B). Walter P. Finn PE No12839 li USA, Inc. FL Cent $634 6904 Parke Eart Blvd. Tampa FL 33610 Data: April 6.2018 ntlartl. - Q WARNING- Veritydeslgnpsremetsrsend HEAD NOTES ON TNISAND WCLUDEOMU£xaEFERANCEPA0EM6)4TJrev. iatmaols9£FONEUSE Design volid for use only with M6ek® connectors. this design Is based only upon parameters shown. and Is for on IndMtlual building component. not a truss system. Before use, the building designer must verity the appllcabllily, of design parameters and properly incorporate this design Into the overall bulltling design Bracing Indicated is to prevent buckling of lndMduai In=web and/or chord members only. Additional temporary and permanent bracing MiTek' Is dwoys required for stability and to prevent collapse with possible pawnor INury and property damage. For generd guidance regarding me fabrication storage, delivery, erection and bracing of trusses and huts systems. weMSVrPII Quality CiBrrda, D5549 rindICSI Bulding Component 6904 Parke East Blvd. Safely farmatbrnvalloble from Truss plate Institute, 218 N, Lee Street Suite 312 Alexcndrlo. VA 22314. Tempa. FL 33610 Truss Truss Type Oty Ply CARLTON 299T73708829 Fob 2 BHA COMMON 1 1 Job Reference o tional wua„m— u,.>,, n,..., ram,. Pm,vu, FL a.1 a05 Mar 11 2U18 MI fek Industries, Inc. Fn Apr 6 09:29:50 2018 Page 2 ID:kFvnsnOwV419ZhO_nM31c6ylJ9g-MufEPtxlEiUezVa W yBZNkfGaZCNIFUHODI ghgzTU2V LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl1) Verl: 1-3=-54, 20-22=-54, 28-29=20, 23-28=-47(F=-27), 23-32= 20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Veil: 28=-641(F) 23= 641(F) O WARNING-VeHlydeilgnperemefersand REAO NOTES ON THIS AND INCLUOEDSUTEKFIEFERANCEPAGEM674Mev. sWa4201SBUONE USE Design valid for use only with MgekQ connecters. MIS design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verify fie applicability of design parameters and properly Inoapolate MIS design Into Me overall building design. Bracing Indicated k to prevent Welding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for liability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' Fabrication. storage, delivery. erection and bracing of trusses and truss systems WeANSVTPtt Quality CMnla, OSS49 and SCSI Sell Component Safety InformatbrWallobie from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria. Bsoa Parka East BNd. Tempe, FL VA 22314. 33610 Truss Truss Type CRY Ply CARLTON 299 Fob T13708830 2 GRA HIP 1 7 Job Reference (optional) ,nmwuvm ,,u=v, ,,,,.., rvu r,v,vv, r� B.TJU 6 Mar 11 2U18 MI I ek Indusldes, Inc. Fri Apr 609:29:53 Zulu rage 1 ID:kFvnsnOwV419Zh0 nM3lc6ylJ9g-mTKN1uzBXdsDgyJ5fxhG_MHm2nBxVb6j6BFU17zTU25 1-0- 7-10-0 13-B-0 18-0-0 22-4-0 2&2-0 36.0.0 7.0- -0- 7-10.0 5-10-0 4-4.0 44.0 5-10.0 7.10.0 -a- Scale=1:61.9 5x8 MT18H5= 5x8 MT18H5= 4.00 72 3xd I 5x8 = 3x4 I v+ ,. 7a w m oe -- a ao 3x5 = 3x4 II 4x6 = 6x12 = 6x12 — 4xfi = 3x4 II 3x5 = '-10-0 1&8.0 22-4.0 28-2-0 36.0.0 1 Plate Offsets (X 1)-- r3:0-5-4 0-2-81 [5:0-4-0 0-3-01 [T0-5-4 0-2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4412-13 >609 240 MT18HS 244/190 BCLL 0.0 Rep Stress ]nor NO WB 0.84 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017yrP12014 Matrix -MS Wind(LL) 0.22 10-21 >999 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4-13,6-12: 2x6 SP No.2 REACTIONS. (IWsize) 2=398/0-8-0, 13=3546/0-8-_0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=_799(LC.8). - - _ _ _ .Max Grav-2=417(L017); 13=3546(LC 1),8=1256(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 34-6 oc punins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1 Row at midpt 3-13. 5-13 FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10— 1578/2786 WEBS 3-15=-181/648, 3-13=-256WI568, 4-13=-640/587, 5-13= 2900/1855, 5-12=117212196, 6-12=-611/569,7-12=-558/375, 7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 8=59ft; L=36h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water founding. 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 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 and 799 lb uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0. 103 Ib down and 170 lb up at 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 It, down and 170 lb up at 16-0-12. 103 lb down and 170 lb up at 18-0.12, 103 lb down and 170 lb up at 19-114, 103 lb down and 170 lb up at 21-114, 103 lb down and 170 lb up at 23-114, and 103 lb down and 170 lb up at 25-114, and 137 lb down and 301 It, up at 28-2-0 on top chord, and 340 lb down and 223 It, up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 lb up at 10-0-12, 77Ib down and 1 lb up at 12.0-12, 77 lb down and 1 lb up at 14-0-12, 77 lb down and 1 lb up at 16-0-12, 77 lb down and 1 lb up at 18-0-12, 77 lb down and 1 lb up at 19-11-4. 77 lb down and 1 lb up at 21-114, 77 lb down and 1 lb up at 23-114, 77 lb down and 1 lb up at 25-114, and 77 lb down and 1 lb up at 27-114, and 340 lb down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard and BEAD NOTES ON TNISAND INCLUDW M/fEKBEFEBANCEPAGEMX74Mrev. 1NAL2015 BEFORE USE me not Waiter P. Finn PE No.22639 MTek USA Inc. FL Cad 6634 69N Pade East Blvd. Tampa FL 33610 Date: MMo', 69N P.Ae East aNd. Tampa, FL 33610 April 6,2018 dab Truss Truss Type Oty, Ply CARLTON 299 T1370BB30 M11412 GRA HIP 1 i Job Reference (optional) Chambers I runs, Inc., Yon PlerCe, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri Apr 6 09:29:53 2018 Page 2 I D:kFvnsnDwY419Zh0_nM3lc6y1J9g-mTKN1 mBXdsDgyJ5fxhG_MHm2nBnVb6j6BFU17zTU2S LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifoml 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) Q WARNING-VdfYdEegnP.rM.fersand REAONOTES ON TN/SANOWCLOOEOMIfEKNEFENANCEPAGEM67=m3 . fa=rVIs BEFORE USE Design volld for use only wlm MRek® connectors. Ihls design B basetl only upon parameters shown and U for an Intlivitlual bullOing component not a truss system. Before use, me to ding designer must vanty the oppllcablllty of deslg^Parameters antl properly Incorporate th@design Into the overall balding tle98^ &^clog lndlcatetl bto prevent buckling of lndNlduOl truss web and/or chard members only. Adtlitlonal temporary and permanent bracing MiTek' b Olway4 re".1 for stability and to m-ventcol .'so wlm possible personal Injury antl property damage. For general gultlance regarding the fobrlcatlon. storage. del"", at.. n and brocNg of trusses antl truss systems. seeAN51/IPII CGaIMMyy CMab, gall-0g and SCSI lWdhp Gmponent 69M Parke East Blvd. Spbty InfpnOOtbrs'rvolloDletram Truss Plot. Institute, 218 N. Lee sheet. Suite 312, Alexandria, VA 22314. Tampa. FL M610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate joint unless x, y offsets are Indicated. 64-8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury � Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, Is always required. See BCSI. O 1y1� c1-2 cza 2. Truss bracing must be designed by an engineer. For WEBS q p by wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I c0 p O bracing should be considered. () pp = 3. Never exceed the design loading shown and never stock moterioLs on Inadequately braced trusses. 0- O 00 0- 4. Provide copies of this truss design to the building Cz� co- o5d 10 For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-'hd' from outside all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. ' 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from , Plate 0n details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI7TPI 1. 50}}Ware oOrr Upon request. NUMBERSAETrERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%a} time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. unless expressly noted, this design Is not applicable for [CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10, Camber Is a non-structurol consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1362, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots, 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. If Indicated. Lumber design values are in accordance with ANSIff PI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 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, reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. ��B 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing, a BCSI: Building Component Safety Information, M k 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, iTe ANSI/rPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MfTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015