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TRUSS PAPERWORK
RE: M11323 ' 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Subdivision: Juno Address: N/A �I�r1� is City: PORT ST LUCIE State: FL AS General Truss Engineering Criteria & Design Loads (individual Truss Desig s Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.:1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof�Load: 37.0 psf .Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No ' Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 I T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 ' T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 2/21/18 9 T13302398 Igrb ' 10 T13302399 j4 2/21/18 11 T13302400 16 2/21/18 12 1 T13302401 118 2/21/18 13 T13302402 kA 2/21/18 A14no:) along •as auaw:ipdao 6ul-141ua.1ad alai 0. AM CM33aa The trussidrawing(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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.6., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FILE ("00""PY 1 of 1 • • 0 39380 * e 4/ STA E OF s i�011 s;O I11111� Thomas A. Mani PE No.39380 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 Albani, Thomas Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 S Sep 15 2017 MI I eK Inaustries, Inc. vvea heD zl 14:1y:53 zults rage 1 I D:a3B4PavKnnZweXyJckSFBgyuFU N-i ltla6GSGxdm_ITrGI?CZC_IGrGmYZaVX1111 xziuKK r1.0•Q 6.7-13 12-4-13 17.0.0 21-7-3 27-4-3 34.0.0 $5.0•0 1 0 00 6.7-13 1 4-7.3 4-7-3 5.8-0 6.7-13 1-0.0 6 4.00 12 4x5 = 27 Scale = 1:57.8 17 — 15 -- -' 14 -- 12 3x6 = 2x3 11 46 = 3x8 = 3x8 = 46 = 2x3 11 3x6 = 6-7-1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(ILL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ven(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4,SP M 30 TOP CHORD Sinfrlural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 1SP M 30 BOT CHORD Rigid ceiling directly applied or 4.11-7 oc bracing. WEBS 2x4'SP No.3 REACTIONS. (lb/size) 2=136210-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7— 2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17— 2132/3213, 14-1 5=- 1269/2000, 12-14=-2132/3213, 10-12= 2132/3213 WEBS 6-14— 635/983, 7-14=-313/362, 9-14=-689/499, 6-15=-635/983, 5-15=-313/362, 3-15=-689/499 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=141t; B=52ft; L=34ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interfor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0.0, Interior(l) 20-4-13 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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 lall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=lb) 2=832,10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47lb up at 15-0-0, and 50 Ib�down and 47 lb up at 19-0-0 on top 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: 1-6=-54, 6-11=-54, 18-21— 20 Concentrated Loads (Ib) Vert: 26 50(F) 27= 50(F) Thomas A. Albani PE No.39380 Mi7ek USA, Inc, FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING - ved design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/0 MIS BEFORE USE. . This design is based only upon parameters shown, and is for on Individual building component, t Design valid for us . only with MfTeW connectorsmro � a truss system. Bei re use, the building designer must verify the applicability of design ix rarneteis and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW Is always required or stablIlly and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANBdlpll QuaW Cdiedd, DSB-89 and SCSI Surldarg Componani VA22314. Tampa, FL 33610 Safety lnfonnalfailavalluble from Truss Plate Insfitule. 218 N. Lee Street, Suite 312, Alexandria. Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc:, Fort Pierce, FL 8.13u s Sep lb zui u Mi I ex mausiries, Inc. vveu reu a r r 4. i u.ov ee r o rage j ID:2GIScwwyY5hnGilXVARzUkuyuFUM-SURgnSH4lFldcR21 qTW R6OXpvFX_H1 Uimhl bZNziuKJ 1.0• 7-8-5 10•G•4 17.0.0 20.4.8 26.4.0 34-D-0 5.0• -0-0 7-8.5 2-9.15 6.5.12 3.4.8 5-11-8 7-8-0 0.0 Scale - 1:69.8 4.00 12 5x8 I I lit IL 5x12 = 2x3 11 3x6 = 3x12 : 2.00 12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,85 Veri(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 155lb FT = 0 LUMBER BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 -Except' WEBS 1 Row at midpt 6-14 6-141 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 10=1312/0-8-0 Max Horz 2— 179(LC 8) Max Uplift 2= 803(LC 10), 10=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5= 5164/3538, 5-6— 5209/3667, 6-7_ 2424/1902, 7-9— 2462/1813, 9-10=-3195/2210 BOT CHORD 2-14= 3466/5266, 13-14=-1305/2115, 12-13— 1948/2995, 10-12= 1948/2995 WEBS 3-14=-355/314, 5-14— 293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-113=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141h B=52fh L=34ft; eave=6fl; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-6-4 to 31-7-3 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechaniclal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803,10=803. Thomas A. Albani PE No.39390 Wilk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 I WARNING - Vedry design parameters and READ NOTES ON TX/S AND INCLUDED MITEK REFERANCE PAGEMII.7473 rev, 10/0312015 BEFORE USE. Design valid for us only wlih Milek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not this design Into the a truss system. Bet re use, the building designer roust verify the applicabaity of design parameters and property incorporate overall bullding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addllional temporary and permanent bracing MiTek' is always required or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storag , delivery, ereclion and bracing of trusses and truss systems, seeANSUmll Quality Critaft DSB�9 and SCSI Building Companenf 6904 Parke Eesr Blvd. Safety infoanallarovaltable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 I Job Truss Truss Type City Ply Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 �62'Grand Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8A30 s Sep 16 2u1 r Mi I ex muusirieb, inc. vveu rev z i M: i acoo ev i o ragas a ID:2GIScwwyY5flnGhXVARzUkuyuFUM-1h_37olieYtUEbdENA1 gtd47AfIIOQoo_Ln86gziuKl r1.0Q 8.11-11 1 16.0.0 , 18.0.0 , 20.4.8 26.11-15 3M0.0 $5.0.0 '1A00 8.11.11 7.0.5 2-0.0 2.4.8 5.7-7 8.0-1 4.00 12 rl 6 3x12 ;- 2.00 12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7-0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30"Except" 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3"Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0.8-0 Max Horz 2= 169(LC 8) Max Uplift 2=-803(LC 10), 9— 803(LC 10) exe = 5x6 = 5x6 = 3xG = Scale = 1:61.9 0 t r� 0 CSI. DEFL. in (for) Well ud I PLATES GRIP TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 BC 0.93 Vert(CT)-0.9214-17 >443 240 I MT18HS 244/190 WB 0.86 Horz(CT) 0.34 9 n/a n/a Matrix -MS Weight: 157 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8= 2398/1533, 8-9=-3199/1981 BOT CHORD 2 14=-3040/5224, 13.14=-119512361, 12-13= 1123/2199, 11-12� 1731/3001, 9-11= 1731/3001 WEBS 4'-14=-492/513, 5-14=-1707/2959, 5-13-405/196, 6-13=-179/522, 8-12=-893/660, 8; 11=0/303 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=14f1; B=52ft; L=3411; eave=6ft; Cat. II; Exp Q Encl., IGCpI=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterlor(2) 31-7-3 to 35-0.0 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 pst 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() 2 considers parallel to grain value using ANSIlrPI 1 angle to grain formula. Building designer should verify capacity of bear ng surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=803, 9=803. 1 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MD•EKREFERANCE PAGE MO.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mileks connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek* prevent Is always readied for stability and to prevent collapse with possible personal k>frxy and property damage. For general guidance regarding the fabilcatlon, storage, dellvery. erection and bracing of trusses and truss systems, seeAMS&Mf QuallryCr@eth, DS8.89 and BCSI Bn9d/ag Component 6904 Parke East Blvd. safety ln/ormotlonavailable from buss Plate Inslilule, 218 N. Lee Skeel. Suite 312 Alexandria• VA 22314. Tampa, FL 33610 �� Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302393 M11321 3 A7 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.1au s Sep 15 2v1 ! ivii i ex mausines, inc. Wed reo z r 14; ,a;av 2v,o ruyc, t ID: W SJgpGwal Ppeur6hk9UjG5yuFUL-71YRC7JLPsOLrICQxuZvBrcAj3DQIsZxD7 W ieGziu KH 11 0 Q 8.10.10 14.0.0 20.0.0 25-11.15 34.0.0 $5� 1.0 00 8-10.10 5-1-6 6.0.0 5.11-15 8.0-1 1.0.0 Scale = 1:60.8 5x8 = 5x6 = r— 4 5 to 6 3x12 r 2.00 12 5x12 = 2x3 II 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lot,) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vett(CT) -1.10 10-11 >369 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n1a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 147 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2xj SP No.3 "Except" 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0.8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) - i�ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-54B4/3370, 3-4=-5116/3126, 4-5=-2229/1544, 5-6=-2448/1599, 6-7=-3169/1993 BOT CHORD 2r11=-3071/5219, 10-11=-1590/2874, 9-10= 1738/2968, 7-9= 1738/2968 WEBS 3i 11= 419/443, 4-11=-1466/2647, 4-10= 812/448, 5-10=-205/487, 6-10— 785/575, 6-9=0/272 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=4.2psh BCDL=3.01)sf; h=14fh B=521t; L=34i1; eave=6ft; Cat. II; Exp C; Encl., IGCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequaile drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss haslbeen 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) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=803, 7=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 0634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q LNARMNG -Verify design parameters and READ NOTES ON TNlS AND INCLUDED MITEK REFERANCE PAGE Mf/-7473 rev 10/0312015 BEFORE USE. Design valid for t e only with MITek,9 connectors. this design is based only upon parameters shown, and is for an individual building componenL not a intss syslem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Placing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always require fabrication, storabe, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSV711 AualBy CdfefAo, OSO-89 and BCSI Butld/ng Component 6904 Parke East BNd. Safety /ntofmaltor vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Jor b---- i Truss Truss Type city IPly 62' Grand Carlton III with porch T13302394 M11323 A8 SPECIAL 1 1 L_ Job Reference optional 1I.1...1[',.1.-4A.ifl•G'].] 40 Donni Chambers Truss, Inc., Fort Pierce, FL c. I ou s Oep I, aU 1 r ivu Iron 1MUSLI105, i,b. .'Y O., i I D: W SJgpGwaiPpeur6hk9UjG5yuFUL-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAizi uKG 8.8.4 12-0.0 15.8.4 20.4.8 2� 2 0 0 � 24-&12 , 34.0.0 35.0.0 1.0-0-0 8.8.4 3-3.12 3•$•4 4.8.4 1.7.8 2.8.12 9-3.4 Scale = 1:60.6 5x6 = 4.00 12 3x4 = 2x3 11 5x8 = 21 5 6 22 7 2x3 I 11 5x12 = 3x4 = 45 = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Veft(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 154 Ib FT = 0% LUMBER-� — BRACING-�� TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SIP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x' SPNo.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2= 803(LC 10). 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ?-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8_ 2663/1762, 8-9= 3021/1971 BOT CHORD ?i-13_ 3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13= 396/420, 4-13=-1028/1721, 5-13= 300/797, 5-12=-894/601, 6-12= 265/263, 7-12= 294/391, 7-11=-374/691, 8-11= 535/502 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=14ft; B=52ft; L=34i1; eave=6ft; Cat. 11; Exp C; Encl.,'GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 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 ponding. 4) All plates are M F20 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) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=803, 9=803. Thomas A. Albani PE No.39360 MIT& USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING • Verity design parameters and READ NOTES ONMIS AND INCLUDED MITEK REFERANCE PAGEMI1-7473 rev. f0103/2015 BEFORE USE. Design valid for use only with MllekO c onneciors. lids design is based only upon parameters shown, and is for an individual building component not ��� a truss syslem. B�loie use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVOiTew IBracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAAL%V1F QualityCdledlo, DSB-89 and SCSI BuQdfng Component 6904 Parke East Blvd. SatstvintonnaBonavatlable from Truss Plate Institute, 218 N. Lee Sireel. Sdie 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Typo Oty Ply['Grand Carlton 111 wills porch 713302395 =�biTruss A9 HIP 1 1 b Reference (optional) enia Damns 1 L,namoers Tuss, inc., run nerve, rL 4x4 = 4.00 F12 4 3x4 = 2x3 11 08 = 24 525 26 6 27 7 Scale = 1:58.6 3x5 = 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 34.0-0 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.35 Vett(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BOLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 156 lb FT = 0". LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.11-9 or puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=663/0.8.0, 9=346/0-8-0, 13=1616/0.8.0 Max Horz 2=109(LC 9) Max Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 213=-1275/1025, 3-4=-9131708, 4-5=-829l705, 5-6=-565/807, 6-7= 565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 2'-15=-836/1187, 13-15=-34/309, 11-13= 256/348, 9-11= 124/304 WEBS 3.15= 425/501, 5-15— 444/665, 5-13= 1215/1079, 6-13= 264/300, 7-11=-255/396, 8111=-461/521, 7-13=-837l703 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52ft L=3411; eave=6ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4.13, Interior(1) 2-4-13 to 5-2-5, Exferior(2) 5-2-5 to 10-0.0, Interfor(1) 14-9-11 to 19-2-5, Exlerior(2) 24-0-0 to 35-0-0 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) 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.Opst 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=430, 9=249. 113=928. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 WARNfNG - Vey design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE 1>eslgn valid for use only with Milek0 conneclors. Ihts design Is based only upon parameters sinowrL 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 Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, detivery, erection and bracing of trusses and truss systems- seeANS&VII Oaa/ByCrBeda, 0SB-O9 and SCUBaBding Component 6904 Parke East Blvd. Safety IntannaBCnavailabie train Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply 62' Grand Carlton III with porch T13302396 M11323 � GRA HIP 1 1 Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL 6.130 b oep io ev i i rvr i en muubu mb, mu. vvcu ruu c 1 !". 1 a.uu cv 1 o ruw i ID:_e1C1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDllnOwiDx?cO6cpTEfaGKGyBpOvzlMFbziuKE 1.0• 8.0-0 11-1.1 17.0.0 111 6.0 22.2.2 26-0.0 34-0.0 5.0• i-0- 8.0-0 3.1-1 5-10.15 1.6.0 3-B-2 3-9.14 8.0.0 1.0.0 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale=1:60.6 3x6 II 3x6 = 6x8 = 3xG — GxB = 4x4 = 3x6 = 6x8 = 16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ill (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WE 0.98 Horz(CT) 0.02 22 n/a n/a B—CDDLL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2X4 SP M 30 Except: WEBS 2X4 SP No.3 1 Row at nlidpt B-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17. 14 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2— 351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8), 22— 625(LC 8) Max Grav All reactions 250 lb or less al joints) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 621/387, 3-5=-304/838, 5-7— 588/1209, 7-8=-586/1209, 8-12= 588/1209, 12-13=-588/1209, 13-15=-568/1209, 15-16= 588/1209, 16-18_ 588/1209, 18-20= 2230/1280, 20-21— 2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11=-106/363, 11-14= 193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26= 411/653, 22-24=-1083/2108 WEBS 3-29= 500/1176, 3-27— 1766/911, 5-27=-748/622, 5-26— 546/351, 13-26— 946/617, 18-26=-2412/1474, 18-24= 846/1780, 21-24=-35/351, 4-5=-608/514, 19-20=-335/305, 14-15=-556/407, 11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=141t; B=52fh L=3411t; eave=6lt; Cat. II; Exp C; Encl., G6pi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has peen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between) the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 Ib uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibilityiof others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 Mi'rok USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 i WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid fort use only wllh MrTek® conneclois. This design is based only upon parameters shown, and Is for an Individual txrilding component, not a IrrlSs system. Before 115e, the building designer must verify the applicability of design parameters and proreily Incorporate this design into the overall building design: Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always requir d for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, sio age, delivery, erection and bracing of trusses and truss syslerns. seeANSYWII CUalffyCrftft DSB-89 and SCSI Butld/ng Component 6904 Parke East Blvd. Satiety frltonnoponavailabte from Truss Plate Institute, 218 N. Lee Si reel, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) �--. .. ..Inn rnr...r o„r. o��n•io•Go 9MA Pann9 Chambers Truss, Inc., Fort Pierce, FL o. 1 ov S out1 ,. — I r Ivll I tln II14 us 'so, 111V. rrcu cv c , • ... ............ ... ..y.. — ID:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGI(GyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead+ Roof Lure (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 113= 54,21-23=-54,29-30=-20,24-29— 47(F=-27),24.33= 20, 3-11=-126(F=-72),11-21_ 126(F= 72) Concentrated Loads (lb) Veil: 29=-641(F) 24=-641(F) ® WARNING- Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design for MITek®conneclors. this design is based only upon parametersshown, and Is for an individual building component not �r valid use oniy with a truss system. Wore use. the building designer must verify the applicabliily of design pararnelers and property Incorporate this design Into the overall building desigg. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal inJuuy and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSWI1 Cual®y C/Sedd, DS8-SF and SCSI BuIld/ng Component 6904 Parke East Blvd. Sofetytnformafi&pvaitahle from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch '� T13302397 M11323 GRB HIP 1 1 162'Grand Job Roferonco o tionai 1AI,.d G..M n1 �n.nn.n� nnin Dons � talamDerS I Fuss, Tu., 4.00 FIT rust rtart:e, rt- 5x8 MT1 BHS = 3 4x10 = 2x3 11 4x6 = 23 4 5 6 8G4raW BLW ytiFUJ-TqM KFrNTDOedyW 4NkR84LIuK1 w4_1Q6XhNGETJTzi uKC 5x8 MT18FIS = 2x3 If 7 24 8 Scale = 1:68.6 16 15 14 ra 12 . , 46 = 3x6 11 5x6 = 6x12 = 6x'12 = 5x6 — 3x6 II 4x6 — LOADING (psf) SPACING- 2-0.0 CST. DEFL. in (loc) I/clell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n) BCDL 10.0 Code FB02017/TP12014 Matrix -MS Weight: 153 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2z4 SP No.3 -Except- WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP No.2 REACTIONS. (Ip/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 2=90(LC 7) Max Uplift 2= 853(LC 8), 13_ 2590(LC 8), 9— 345(LC 8) Max Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3625/1950, 3-4=-2080/1236, 4.6=-2080/1236, 6-7=-1296/2589, 7-8-11 296/2589, 8-9=-751/370 BOT CHORD 2-16— 1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=-241/668 WEBS 3-16=-435/1209,3-14=-1552/774,4-14=-837/691,7-13-8781713,8-13_ 3635/1919, 8-11=-432/1204,6-14=-1453/2814,6-13=-3198/1807 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=14ft B=52ft; L=34fh eave=6ft; Cat. 11; Exp C; Encl:, G41=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) 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 tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 5 Itouplift at joint 9- 8) Girder carries hop end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 Thomas A. Albans PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Weir USA, Inc. FL Cart6834 Uniform Loads, (psf) 8904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=-54, 3-8= 131(F=-77), 8-10= 54, 16-17=-20, 11-16= 49(F=29), 11-20=-20 Date: February 21,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10103,2015 BEFORE USE Design vallcifo{ use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component not a Truss systern. Before use, the building designer must verify the applicability of design pramelers and propedy Incorporate this design Into the overall building deslg.) Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temparary and permanent bracing MOW Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fab[Icalio, storage, delivery, erection and bracing of trusses and Iruss systerns, seeAALgMJr QualByCuftft DSO-89 and SCSI Bagdhv Component 6904 Parke East Blvd. Sefefv lnlonadtlomvaiiabie from Truss Plate Insfirule, 218 N. Lee Street, Suite 312, Atexandrla, VA 22314. Tampa, FL 33610 Job , — Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Referonce o tionai nMT AIiTnL In,L mlrinc 1„� rmn,t Fnr, �i �a•�n•n1 �ma pane a GnamDers Iuss, Inc., con merce, rL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16= 641(F) 11= 641(F) I D:SrRaEyyrg04 M78G4raW BLW yuFUJ-TqM KFrNTDOedyW 4NkR84uuKl w4_?Q6XhNGETJTziuKC 0 INARN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. This design is based only upon parameters shown, and Is for an Individual bolding component, not ��� Design valid for use only with MllekO connectots. a MISS system. Before use. the building designer must verify the applicability of design parameters and property Incorporate: this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing /� MOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANS&MI Qua/HyCgeda, DSB-69 and SCSI BDShcny Component 6904 Parke Easl Blvd. Safety Infannonl nuvallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jgb Truss Truss Type City Ply Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 16 2017 MITek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 ID:xl?zSlzTbJCDIIrGPH 1 OukyuFU I-TgMKFrNTDOedyW 4 NkR84uuKBb47aaKiIINGETJTziuKC .1.0.0 2.0.0 1-0.0 2.0.0 Scale = 1:7.8 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(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 W13 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2k4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Hofz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -'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=128niph; TCDL=42psf; BCDL=3.Opsf; h=14fh 13=521h L=341t eave=611; Cat. II; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has', been designed for a 10.0 psf bottom chord live load 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 28 lb uplift at joint 3, 136 Ib uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Albani PE No.39380 Wak USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid fo4 use only with MiiekO connectors. This design Is based only upon parameters shown, and Is for rni Individual [wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the ovetall building design, Bracing Indicated Is to buckling of Individual iftm web and/or chord members only. Additional temporary, and permanent bracing MiTek' prevent Is always required for statailiy and to prevent collapse with possible petsonal Inlruy and properly damage. For general guidance regarding the fabiicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSWID11 Quality Cdledd, DSO-89 and BCSI Buildtrrg Component 6904 Parke East Blvd. Safety infomloNonavailable frarTI Truss Plate Institute, 218 N. Lee Street, Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Ply 6V Grand Carlton III with porch T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference optionall 11, b LA1T,.Ir Indunlrino Inn ime.r car, �i �e•�n•r» �nta Pana 1 Chambers Truss, Inc., Fort Pierce, FL O. 10U S Qep 1-1, ml , an nn ua,nvv, nrv. _1 ___' .. _._ _- . - . - ID: PDYL1d_5MdK4MSOTZ7Zf RxybrFUH-y 1 wiTBN5_imUZgf a16fJ R6sl_U P79nvgbwzOswzi uKB -1.0.0 4.0.0 1•0.0 4.0-0 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. DEFL. In (loc) I/dell L/d TC 0.39 Vert(LL) 0.02 4-7 >999 360 BC 0.37 Vert(CT) -0.02 4-7 >999 240 W B 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=90/Meclharlical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplilt 3=-80(LC 10), 2=-161(LC 10), 4— 7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7'•10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opst; h=141t; B=52ft; !~-341t; eave=6ft; Cat. II; Exp C; Encl'� GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 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 tit between1the 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 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 Ib uplift at joint 4. Thomas A. Albani PE No,39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M0.7473 rev. 101031201E BEFORE USE. MilekO Bds design is based only upon parameters shown. and is for an individual bolding component, not � Deslgn valid foil, use only wlih connectors. a truss system. Before use. the bullring designer must verify the applicability of design porarnefers and property Incorporate this design into the overall Additional temporary and bracing WeW building design'. Bracing Indicated is to prevent buckling or Individual truss web and/or chord members only. 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, seeAW&VIf CualflyCdtello, DSO-89 and RCS1 Butldfng Component Safely fnlonnoflomvdlable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS B 1 Job Reference (optional) unamoers i russ, inc., rort coerce, rL -1.0.0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD N4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=145/Mechanical, 2=279/0.8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2= 194(LC 10), 4= B(LC 10) Max Grav 3=145(LC 1). 2=279(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 or; purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7,10; Vult=165mp11 (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh 11=141t; B=5211; L=3411; eave=6tt; Cat. II; Exp C; Encl,, GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 nonconcurrent with any other live loads. 3) - This truss hap been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb; uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I February 21,2018 O WARNING - Verfty design parameters and READ NOTES ON THIS AND INCLUDED Ml7EK REFERANCE PAGE MM-7473 rev. 10/03/2015 BEFORE USE Design valid foil use only wlai Mllekm connectots. Itds design Is based only upon parameters shown, and Is for an Individual building componenl. not � a truss systern. More use, the building designer must verify the applicability of design parameters and ptopoily Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always requlk4d for stability and to prevent collapse with possible personal Injury and properly darnage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANSUIPII QuallfyCdleria, DSB-89 and =1Balld/ng Component 6904 Parke East Blvd. Safety Intatmatlonavailahle from buss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 3361. Job Truss Truss Type City Ply Carlton III with porchT13302401 M11323 J8 MONO TRUSS 20b E'Grand Reference o tional unamoers i russ, rnc., ran rrerce, r-L 1 3x4 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (10c) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TG 0.62 Vert(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 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 Matrix -MP LUMBER - TOP CHORD 2z4 SP M 30 BOT CHORD 2z4 SP M 31 REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0.8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2= 228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 Ito FT = 0 /o BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7r10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=5211; L=34ft; eave=6ft; Cat. II; Exp C; Encli, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intenor(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 Ib uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: February 21,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 10103I2015 BEFORE USE. Design valid for use only with MRekV connectors. This design is based oNy upon parameters shown. and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members orgy. Additional temporary and permanent bracing �A MiTe W 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, seeANS&MY Qua/ByC/Bvrb, DSB-89and BCSI Su0dlnpComponent 6904 Parke East Blvd. Sarery inrotnraHonavallable from Truss plate Institute. 218 N. Lee street. Suite 312. Alexardrio, VA 22314. Tampa, FL 33610 , J9b Truss Truss Type Gty Ply 62' Grand Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MI I etc industries, Inc. Wed reo 21 14:20;05 20 18 rdge 1 ID:Lcg54J?LUEancmZr40b7W MyuFUF-Mcbr5C0_Fld830809zHD02kUrohRsM1 VGHuCgSEziuK8 .1.5.0 7.3.4 11-3.0 1.5.0 7-3-4 3-11.12 Scale = 1:20.3 3x4 = 3x4 = 7.3-4 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. it) (to(:) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vetl(LL) 0.07 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Verl(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2X4 SP M 30 BOT CHORD 2z4 SP M 30 WEBS 2i 4 SP No.3 I REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11-,5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6= 286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) -IMax. Comp./Max. Ten. -All tortes 250 (lb) or less except when shown. TOP CHORD 12-3= 1151/523 BOT CHORD '2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6— 1236/755 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.0psf; h=14ft', B=52tt; L=34ft; eave=611; Cat. If; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girde�(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 Ito uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD 6ASE(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 1-2=-54 Trapezoidal Loads (pit) Vert: 2=O(F=27, B=27)-to-4=-152(F— 49, B=-49), 8=0(F=10, B=1 0)-to-5=-56(F=-1 8, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 1 ® WARNING - Vef fy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1140.7473 rev. I M312015 BEFORE USE. Design valld f r use only with MiTek© connectors.1111s design Is based orgy upon parameters shown, and Is for an Individual building component, not a truss system, Before use, the building designer must verify the applicabillty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. seeANSYMIi Quality C16Grlq DS949 and SCSI BaBd/ng Component 6904 Parke East Blvd. Sally intomrallotKlvailable from truss Plate Insillute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. � Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION l 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-%e For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION H�052%A1 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI /TPI1: -National-Design Specification --"or 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 1 dimensions shown in ff-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS Q c O S U a- O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved lN1t� MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is olways required. See SCSI. 2. Truss bracing must be designed by an engineer, For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3, Never exceed the design loading shown and never 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. Camber is a non-structural consideration and is the responsibility of truss fabricator, General practice is to camber for dead load deflection. 11. Plate type, see, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted, 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise, 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19 Review -all portions -of this design (front. back, words - and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.