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RE: M11412 CARLTON 299 Site Information: Customer: Wynne Development Corp Project Name: M11412 Lot/Block: Model: Sterling Address: unknown City: St Lucie County Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria &'Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17089636 a 5/17/2019 2 3 T17089637 T1708963 al a2 5/17/2019 5/17/2019 COP 4 T1708969 a3 5/17/2019 FILE 5 T17089640 40 a4 5/17/2019 6 T17089641 a5 5/17/2019 7 T17089642 ata 5/17/2019 8 T17089643 at 5/17/2019 REVIEWED FOR 9 T17089644 ate 5/17/2019 10 T17089645 bha 5/17/2019®®E COMPLIANCE 12 T17089646 T17089647 gra j2 5/17/2019 5/17/2019 ST. LUCIE COUNTY 13 T17089648 j4 5/17/2019 E®C+C 14 T17089649 i6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 ja8 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 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: Albani, Thomas 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 properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. %%, No 8 ,?13 ST E OF 441 Z RIOP,:N S/ONAL S%%% C% Thomas A Alban] PE No.39380 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa H.33610 May 17, 2019 1 of 1 Albani, Thomas Job Truss Truss Type , + Ply T1708963fi M11412 A SPECIAL �Qty 1 1 �GARLTON299 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:42 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.NAHvKB_yG?EunveSyhNILphFkDO5a9YtxgjMmzFeBJ -.-3 262130 I I 36 0 -0-0 0.-0 30 8721Myy 140 3-10 59-0 47 -0. 5x8 = 4.00 12 4x5 = 4x6 = 4x5 = Sx12 MT18HS= Scale = 1:63.0 16 15 °x9 _ 3x4 = 3x6 = 3x4 = 5x8 = 2.00 12 4x10 = 9.10.0 19-5-3 24.0.0 21 2-0 36-0-0 9.10-0 —{ 3-10-0 5-9-3 I 5.0.13 . 1.8.0 i 9-10-0 Plate Offsets (X Y)-- f2:0-0-2 Edgel [4:0-5-4 0-2-8] I6:0-3-0 Edge] 18:0-9-00-2-81 f10:0-2-10 Edgel 115:0-1-12 0-2-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(ILL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Veil(CT) -1.34 13-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.01 13-14 >428 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 6-8: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD. Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=138610-8-0, 10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3338/2212, 3.4=-3134/2132, 4-5=-3441/23B8, 5-7=-5141/3470, 7-8=.6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480, 4-16=-413/669, 4-15=-5351785, 5-15=-975!/33, 5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=-1260/1909, 8-12=-45/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 7) Bearing at joints) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8461b uplift at joint 2 and 846 lb uplift at joint 10. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Data: May 17,2019 O WARNWG- V dfydeslgnpavmefevend READ NOTES ON THISANGINCLUDED MITEKREFERANCEPAGEM674zaree 1aDYl015BEFORE USE Deslgn valid for use only with MOekg connectors. fits design Is based only upon parameters shown. and Is for an Individual building component, not ��- a truss system. Before use, me bulldirg designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndMduel Nns web antl/er chord members only. Addlflonol temporary antl permanent bracing MiTek' Is always required for stablllly and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the foledcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/mit Cua[XByy Cmeda, DSBA9 antl BCSI BuldMO Component 6904 Parke East Blyd. Safely Infannalbnavckable from Truss Plate Institute, 218 N. We Street, Suite 312 Alexantlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply CARLTON 299 T17089637 M11412 Al SPECIAL 1 1 Job Reference o floral Chambers Truss, Inc., Von Pleraa, VL uouu a Mar lT 2018 MI Iex Inausmes. mc. fen Mav 1 t ua:z,i:R zultl Scale=1:63.0 Sz6 = 3xB = 5,,6 — 4.00 12 4 22 5 23 6 14 73 3x4 II 3x6 = 3x4 = 5x6 2.0012 = 4x10 c LOADING (ps1) 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 VES Code FBC2017RPI2014 CS]. TC 0.61 BC 0.95 WB 0.55 Matrix -MS DEFL. in (too) Well L/d Veil UQ -0.58 11 >749 360 Ven(CT) -1.0711-12 >402 240 Horz(CT) 0.40 8 n/a n/a Wind(LL) 0.80 11 >541 240 PLATES MT20 MT18HS Weight: 1631b GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz2=-141(LC 10) Max Uplift 2= 846(LC 12), 8=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5-6=-483013137, 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=349215669 WEBS 3-14=-404/391,4-14=-507i777,4-13=-151/409, 5-13=-1376/890, 5-11=-557/1048, 6-11=849/1449, 7-11=-641/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; 1-46111; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using 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 846 lb uplift at joint 2 and 846 fib uplift at joint 8. Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-VedfydeNgaperemefersand REAONOWSON TN/SANDWCLUOEOMREKREFERANCEPAGEMU7473rev. I1D32015aEFORE USE. Design valid for use only with MI[I connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a Was system. Before use, the bulldIng designer must verify the applicability of design parameters and properly Incorporate the design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlredfor stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regardIng the fob0cation, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPN CualByCrSedo, DSB459 and BCS1 Ba1dh0 Component 6904 Perks East Blvd. safety tnformalbrtwallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexantlrla. VA 22314. Tampa. FL.33610 Job Truss Truss Type Ply CARLTON 299 T17089638 M11412 A2 SPECIAL �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Inc. Fri May 17 09:24:44 2019 4 one 5.6 = 3x4 = 5x6 = 4 5 6 4xG Scale=1:63.0 15 14 7x8 MT18HS= 3x6 = 3x4 II 5xB = 2.00 F12 4x10 = I 22-2.0 4-e-0I 3--0-0 8 288320 -6-0 I 2 4 762-12 - Plate Offsets (X Y)— [2:0-0-6 Edgel 19:0-2-10 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp 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 Vert(CT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Mar YES WB 0.72 Hoa(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 on bracing. WEBS 2x4 SP No.3 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, 341--2661/1761, 4-5=-2445/1690, 5-6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15— 1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003,7-13=-2219/1408,7-12=-113711893, 8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2psi BCDL=3.Opst h=12ft; B=59ft; L=36ft; eave=5N; Cat. II; ExpC; 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 tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panning. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 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 846 Ib uplift at joint 2 and 846 Ib uplift at joint 9. ThomasA. Albani PE No.39369 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 AWARN/NG-VsdlydeslsnpanmeferaandREDID NOTESONMISANUINCLUDED MREKREFERANCEPAGEMIF7473rev.iDDr4T0f5BEFOREUSE Design valld for use only with MRek® connectors. Phis design Is based only upon parameters shown, and Is for an Inds, dual building component, not a truss system. Before use, Me bulltling designer must voety the applicability of design parameters and properly Incorporate this design Into the overall bueding design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent brochg MiTek' is always required for stablIty, and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVIP11 Qual Clamors, DS549. and III Building Componmf 6904 Parka East Blvd. Safsty Infomlationavailable from Truss Rate Institute, 218 N. We Sheet, Suite 312 Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Thus Type Ply CARLTON 299 T77089639 M11412 A3 SPECIAL �Qty 1 1 Job Reference o tonal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 201 B MN ex Industries. Inc. rn May 1 / ea:2m:nb 2019 4.00 12 5x6 = 5x6 = Scale: 3116-=1' 15 3.4 II 5x6 = 4x10 = 3x5 = 2.00 72 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BIG 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 - Rep Stress Incr YES W B 0.74 Hom(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.78 11-12 >551 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707,4-5=-2803/1850, 5-6=-2968/1099, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-188613159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=866/626, 4-13=-285/671, 5-13=-3791702, 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.Ops1; 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(1) 2-73 to 37-0-0zone;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 pouring. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 946 Its uplift at joint 2 and 846 lb uplift at joint 9. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33BI0 Data: May 17,2019 Q WARNING- Vedydssfgnpsremeran end READ NOTES ON 7N/SANO/NCLUDED MREKREFERANCEPAGEM/F7473mv. 14,03RO1SBEFORE USE. Design volld for use only with MdekO 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 verity the opplicablllty of design parameters and properly Incorporate this design Into the overall building tlesign.aacing Indicated is to buckling of Individual truss web and/or chord members only. AddrIonal temporary and permanent bracing MiTek' prevent 3 always required for stability and to preveracoliopse with posses personal arlury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection antl bracing of trusses and tons systems, seeANSIRPIl Quality Cmedo. DSB419 and BCA Building Component. 69N Parke East Bind. Safety infoarnoWmwo1obie from Truss Plate Institute, 218 N. Lee sheet, Sulte 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Thus Type v Ply CARLTON 299 T77089640 M11412 A4 SPECIAL �Qty 1 1 Job Reference (optional) unamtlers cuss, Inc., ion Fierce, FI. a.IOU 5 Mar r r 4V ra nit i nn Nuua W es, „m. n, Fray ;7 uv.24.4u cu, v Scale: Si 4.00 12 5x6 = 6 3x4 24 25 5x6 3X6 5 5x6 WB� 7 3x4 -- 4 8 3x4 3 9 26 �23 2 13 70 111er �6 d11 14 7x8 MT18HS= 12 3x4 II c 16 is 3x12 = 3x4 II 5x8 = 4x10 = US = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL O.D ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.60 Lumber DOL 1.25 BC 0.93 Rep Stress Incr YES WE 0.95 Code FBC2017RPI2014 Matrix -MS DEFL. in Ve It I(-0.61 Vert(CT) -1.13 Horz(CT) 0.42 Wind(LL) 0.84 (loc) I/dell Vol 13 >709 360 13 >383 240 10 We Na 13 >513 240 PLATES MT20 MT18HS Weight: 170 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/)-8-0, 10=1386/0-8-0 Max Hom 2=-207(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-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=-113011972, 9-13=-559/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f ; B=59tt; L-36f ; eave=5R; Cat. 11; E1tp C; Encl., GCpi=0.18; MWFRS (directorial) and C-C Extedor(2) -1-0-0 to 2-73. Interior(l) 2-73 to 18-0-0, Exterior(2) 18-0-0 to 21-73 zone;C-C for members and forces & MWFRS for reactions shown; Lumber COL=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 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 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 B46 Ito uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 AWARNING- Verlrydes/ghjcc.efersendREApNOTES ONMIS AND INCLUDED MiREFERANCEPAGE MX7Mmv.1pMY?0r5BEFORE USE Design valid for use only with Mliek® connectors, the design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into Me overall bulld[ng design. Bracing Indicated I to prevent buckling of Individual tera web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability end to prevent collapse w h possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tress systems, seeANSVIPII Quality Cli DS5419 and SCSI Building Component 6904 Parke East Blvd. Safety Inrormpf onavo0oble from Truss Plate Insfllute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T77089641 M11412 A5 SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130s Mar 112018 M, I ek Industries, Inc. Yn May 1/ 09:24:4720 4,00 12 5x6 = Scale=1:61.9 16 15 —1. 3.5 = 3x4 11 5x8 = 2.100 12 4x10 = 00 2-0 I&a4 a1z a9 s3-0 o ri 3fi-01.2o { 0 Plate Offsets (X Y)— 12'0-1-2 Edgel 18:0-3-0 Edgel rl O:0-2-10 Edgel 115.0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(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 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 25-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=138610-8-0 Max Harz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10— 846(LC 12) 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=-743/1219, 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=12tt; B=59ff; L=36ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & 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 of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 It, uplift at joint 10. Thomas A. Albani PE No.39389 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING -Verify deslgnparemeters and BEAD NOTES ON TN69AND INCLUDED MmEKREFERANCEPAGEMO-7473 rev. 10m32e15 BEFOREUSE. Design valid for use only with MpekO connectors. This design Is based only upon parameters shown, and is for on 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. Brocing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fcbricallon,storage, delivery, erection and bracing oftruees and truss systems, seeANSI/IPII Qua, CReM, D3349 and SCSI building Component 6904 Parke East BNd. Satisfy Informurbrrc orobie from Truss Plata Institute. 218 N. Lee Sheet, Suite 312, Alexandr231 lo. VA 24. Tampa, FL 33610 Job Truss Truss Type Oty Ply T77089642 M11412 ATA COMMON 7 1 �CARLTON211 Job Reference (optional) Unar S r nus, IRc., roll rrmmU, rL e'31 d Scale=1:61.0 4.00 12 5x6 = 6 17 '" 15 "" -' 14 '- 12 axe = 3.4 11 4x6 = 3x8 = 3x8 = 4x6 3x4 11 3x8 LOADING (psi) SPACING- 2-" CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.5914-15 >730 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Whirl 0.3414-15 >999 240 Weight: 1721b FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=143610-8-0, 10=143610-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2024/1651, 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=01271 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Ill B=59ft; L=36R; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796lb uplift at joint 2 and 796 lb uplift at joint 10. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING - Verity dedl parameters and READ NOTES ON MIS AND INCLUDED MFFEN REFERANCE PAGE MIF74F8 rev. 1a4342015 BEFORE USE. Design vend for use only with M6ekO connectors. This design Is based only upon parameters shown, and Is for an Individual budding component, not �'- a hum system. Before use, the bulltling designer must verify the appllcablliry of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling of IndNldual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always real for stoetty and to prevent coliopse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erecllan and bracing of names and huff systernA seeANSVrP11 QpCIEv cM.ria. DS349 and SCSI Building Component 6904 Parke East Blvd. Safety Informotblravaaobie from truss Plate Institute, 218 N. Lee Sheet Sure 312, Alexandda, VA 22314. Tampa. FL 33610 Job Truss Truss Type Oly Ply CARLTON 299 T77089643 M11412 ATB COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Foil Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:49 2019 6 O 4.00 12 5x6 = Scale=1:60.9 3.5 = 3x4 11 3x6 = 6.8 = 6x8 = 3x8 = 3x4 H 3X5 8-1-1 13-10-2 .15-2-0. 21-10-0 2211T14 27-10-15 36.0.0 8.1-1 5-9-1 1-3-14_ 6-8-0 0- - 4 5-9-1 18-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ved(CT) -0.22'18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES W B. 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 172.lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 1b or less at joint(s) 15 except 2=-433(LC 12). 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 250.Ile or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6— 432/448, 6-7=272/773, 7-9=-376/778, 9-10= 334/220 BOT CHORD 2-18— 587/1178, 16-18=587/1178, 12-14= 188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL--3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat.. II; Exp C; Encl., GCpi=0.18;.MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 spent. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in at I areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCD L= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 15 except at=lb) 2=433, 14=866, 10=240. Thomas A. Albans PE No.39300 MiTek USA, Inc. FL Cert 8634 0904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Job Truss Truss Type Oty Ply CARLTON 299 T17089644 M11412 ATC COMMON 1 1 Job Reference (optional) Scale = 1:60.9 4.00 FI2 US = 6 3x5 = 3x4 11 3x6 = 6x8 = 6x8 = 3x6 = 3x4 II 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TP12014 CSI. TC 0.37 BC 0.40 WE 0.68 Mat(x-MS DEFL, in (loc) Wait L/d 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) 0.1518-21 >999 240 PLATES GRIP MT20 2441190 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 Ib or less at joints) 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=-437/333, 5-6=-432/448, 6-7= 272f773, 7-9=-376/T78, 9-10= 334/220 BOT CHORD 2-18=587/1178, 16-18=-587f1178, 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=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit loads placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 15 except.(jt=lb) 2=433, 14=866, 10=240. Thomas A Alban! FE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810. Data: May17,2019 Job Truss Truss Type Ply T77089645 M11412 BHA COMMON �Oty 1 1 �CARLTON299 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-45uhOc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiB2FeB9 16-0-0 24-0-0 1-0- 8-0-0 12-0-D 14-0-0 15-6-0 18-0-0 20-0-0 22-0-02 -10- 5 2e-0-D 36-PO ]-0- • 1-0- 8-0-0 4-0-0 2-0-0 1-6-0 -8 2-00 2-0-0 2-0-0 0.10.15 4-0-0 8-DO 1-0-0 1-1-1 ScaIB:3/16'=1' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 5.6 = 9 12 14 7xIO MII 7 16 5 18 7x10 d.00 12 3x6 11 5 = 3 U 17 20 1 2 L T�� 2122t�E1m1N d 28 27 26 25 24 23 d 3x6 II 4x6 = 6x8 = 6.B = 3z6 II 3x5 = 3.6 = 3x6 = 27410511 7-6-0 I 86.8000 5-1-1 0-0 Plate Offsets (X Y)-- [2:0-0-2 Edae][3:0-3-8 Edae][11:0-3-00-3-0] [20i0-3-8 Eddel [21:0-2-8 Edge] f25:03-8 0-3-01 LOADING (pso SPACING- 2-M CSI. DEFL in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Verl -0.14 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Ved(CT)-0.2523-34 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.83 Horz(CT) 0.04 21 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wlnd(LL) 0.2028-31 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc pudin. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except Qt=length) 25=0-11-5. (lb) - Max Hom 2=-208(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Gmv All. reactions 2501b or less atjoint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473f724, 3.4=-213f718, 4-6=-213f718, 6-8=-213ff18, 8-10=-2131718,10-11=-213f718,ll-13=-213f718,13-15=-213f718,15-17=-213f718, 17-19=-87/610, 19-20=-87/610,3-5=-199/422, 5-7=-112/391,7-9=-33/344, 12-14=0f257, 16-18- 67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=569/1344 WEBS 8-26=-1333/1008,17-25=-979f756,3-28=-419/1254,3-26=-3236/1698,20-23=-458/1210, 20-25=-2385/1201, 9-10= 706/569, 6-7= 307/241,15-16=-462/372,18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36N; eave=5ft; Cat. II; Exp C; Encl., I S; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water painting. 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 pat bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 58316 uplift at joint 2, 1557 lb uplift at joint 26, 1259 Ile uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461111 up at 28-0-0, and 967 lb down and 461111 up at 8-0-0 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ndard M7 QWARN/NG.Vedfyd.signparemefe..d READNOMSON TNI5AND INCLUDED MMEKREFERANCEPAGEIRP7479rev. 10'15341015BEFORE USE. Design valid for use only with M0e'x® connectors. This tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing lndlcated is to prevent buckling of lndlviduol muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for sloblllty and to prevent collapse with Possible personal injury and property ddaaymage. For general guidance regarding the Da549 and SCSI Bu10Yrp Component Safety ao�o1. Blvd. tnfomrMbmvallable Norm Truss Hate Institute, 2 B N. Lee Sheet. Suie 312, A eµx VA 223M. Tampa,1 33610 Job Truss Truss Type Ply CARLTON 299 T77089645 M11412 BHA COMMON �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Parce, FL B.1'JU S Mar 11 ZU10 MI I eK Inausrnes, Inc. rn May l r uv:Z4:a2 Zu iv rage ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-45uhOc5Dv4VT_UaZ13s19SES6mkoR7tOAV5FiBzFeB9 LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 20-22=-54, 28-29=-20, 23-28= 47(F— 27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) Vert: 28=-641(F) 23=-641(F) ,&WARN/NG-Vevlfydsl9e Peremeterseed READ NOTES ON THISAND/NCLUDEDMREKREFERANCEPAGEMX74M.v. iN0MISSEFORE USE. Design valid for use only with MOekS connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability, of design parameters antl proper y 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 WOW Is olwoysrequired for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tnsam and truss systems, seeANi 11 Quist9yC4b4n, DSSd9 and BCSI BuSallp Component 6904 Parke Eazl Blvd. rigs E.10 Safe InlnenatbnavaYable from Truss Plate Institute.218 N. We Street Sulfa 312, Alexandre, VA 22314. T� 6, P Job Truss Tress Type mY Ply CARLTON 299 T77089646 M11412 GRA HIP 1 1 Job Reference (optional) unamoers l russ, me., ran rurce, rL 1-0- 7-10.0 13.8.0 18.0.0 0.1.,��,.,a,,, ID:kFvnsnOwV419Zh0_nM3lc6y1J9g-YH53dy6sgN0Kcd9mbmOyhfmd4y 22-4-0 28-2-0 36-0-0 -0- 7-10.0 5.10.0 4-4.0 4-4-0 5-10-0 7-10-0 5x8 MT18HS= 5x8 fill 4.00 12 3x4 II 1 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 Scale = 1:61.9 J 4 14 Jo JO J/ JE --'- 11 9V 3x5 = 3x4 11 4x6 = 6x12 = 6x12 = 46 = 3x4 II 315 _ 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 Veil -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0' Rep Stress [nor NO WB 0.84 Horz(CT) 0.06. 8 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS WMcffLL) 0.2210-21 >999 240 Weight: 1611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP NO3 -Except' WEBS 1 Row at midpt 3-13, 5-13 4-13,6-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=398/0-8-0, 13=3546/0-8-0, 8=125210-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-115812051, 4-5=-115812051, 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=-158B/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13= 256a/1568,4-13=-640/587,5-13=-2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=-558/375, 7-10=-184/651 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=12ft; B=5911; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ib uplift at joint 2, 2107lb uplift at joint 13 and 7991b uplift at joint 8. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 137lb down and 301 lb up at 7-10-0, 103 Ib down and 170 Its up at 10-0-12, 103 Ito down and 170 Ib up at 12-0-12, 103 lb down and 170 lb up at 14-0-12, 103 Ib down and 170 Ib up at 16-0-12. 103 Ito down and 170 lb up at 18-0-12, 103 Ito down and 170 Ito up at 19-11-4, 103 It, down and 170 Ib up at 21-11-4, 103 lb down and 170 Ito up at 23-114, and 103 lb down and 170 lb up at 25-11-4, and 137 Ib down and 301 Ito up at 28-2-0 on top chord, and 340 Ito dawn and 223 lb up at 7-10-0, 77 Its down and 1 Its up at 8-0-12, 77 go down and 1 Ito up at 10-0-12, 77 lb down and 1 Ib up at 12-0-12, 77 Ito down and 1 Ib up at 14-0-12, 77 lb down and 1 Ib up at 16-0-12, 77 to down and 1 Ib up at 18-0-12, 77 Ib down and 1 Ito up at 19-11-4, 77 lb down and 1 Ib up at 21-11-4, 77 Ib down and 1 Ito up at 23-114, 77 Its down and 1 Ito up at 25-11-4, and 77 lb down and 1 Ito up at 27-11.4, and 340 lb down and 2231b up at 28-2-0 on bottom chard. The deslgn/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 Thomas A Albani PE No.39360 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING- VeroydeslgnparemeleBanIREAD NOTES ON THISANO INCLUDED MREKREF£RANCEPAGEIIIII rev. 10094,915BEFORE USE Dedgn valid for use only with MnekO connectors.. This design Is based only upon parameters shown, and Is for an Indlylduol building component, not �'- a truss system. Before use, the bullding designer must verily, the oppllcoblity of design parameters and propedy Incorporate this tleslgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lJury and propene damage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cup01y Cmedn, Di and 6CSI adding Component 6904 Parka Easl Blvd. Safety mformottonavauobie from Truss Plate Institute. 218 N. Lee Street, Sure 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply CARLTON 299 T17089646 M11412 GRA HIP �Oty i 1 Job Reference o 'anal Chambers Thus, Inc., Fort Pierce, FL •8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeB8 L9AD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25,. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19= 20. Concentrated Loads (lb) Vert: 3=-137(B) 5=-103(B) 7=137(B) 14=-49(B) 15=-389(B) 10— 389(B) 11=-49(B) 22=-103(B) 24=103(B) 26=-103(8) 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) QWARN/NG- VerUy0esl9npareme1ereerd BEAD NOTES ON THISANO INCLUDED MREKFEFEBANCEPAGEM1P7473rev. 10,101:1I2015BEFOBE USE Design valld for use only with MOekG connectors. fill design Is based only upon parameters shown, antl Is for an Individual bulltling component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of individual less web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stablllty and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fobdcotion, storage; delivery, erection and bracing of musses and thus; systems soeANSVrPlt CV Caloric, DSB49 and ICSI Balding Component 6904 Pahl East Blvd. Sably InloamalbnwaYobie ham Truss Fate InttilNe. 218 N. Lee Sheet. Suite 312. Alexondda, VA 22314. Tampa, FL 33610 Job Thus Truss Type • Cry Ply CARLTON 299 T170B9647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-OT7RrH7URNBDnky9UvBEtJwOaW wDKJepaLn4zFeB7 -0-0 2-0-0 1-0-0 2-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP'No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical,2=141/0-a-0,4=22M1echanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC9) Max Grav 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 2441190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph(3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; save=5ft;Cat. II; E1ia C; Encl., GCpi=0.18; MWFRS (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 lost 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 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3lb uplift at joint 4. Thomas A Alliml PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARNING. Vedlydeslgnparemerereend READNOTES ON TN/SANDMCLUDEDM/IEKREFERANCEPAGEM674nJ v. INA32aI5BEFORE USE Design valid for use only with MBek0connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bantling designer must verity the applicability of design parameters and properly Incorporate ins design Into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personcl injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSVIPII Cull CMeda, DSB419 antl BCSI Buldseg Component 6904 Parke East Blvd. Safely loformo6ornvallabie from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexontlrla VA 22m14, Tampa. FL 33610 Job Truss Tress Type Oly Ply CARLTON 299 T77089646 M11412 J4 MONO TRUSS 8 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.13us Marllzula MIleKIna1151nes,Ine. Fa May!709:24:a4aula Pager ID:kFvmnOwY419ZhO_nM3lc6ylJ9g-OT7RrH7URNBDnkygUvBEtJt6aS FvDKJepaLn4zFeB7 Scala=1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 VerI CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(L-) 0.02 4-7 >999 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=67/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2— 159(LC 12), 4=-7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12R; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=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 tress 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 7716 uplift at Joint 3, 1591b uplift at joint 2 and 7 It, uplift at joint 4. Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33BI0 Date: May 17,2019 QWARNING- Vedfydes/SOpardmetersend REAONOTES ON MZMDWCLUOEOMREKREFERANCEPAGEMU74n.v. 16,A3,2015BEFOREUSE Design valld for use only with MnekO connectors. fits design Is based only upon parameters shown and Is for an Indlvldual building component, not a Huss system. Before use, me building designer must verity the opalcobity of design parameters and properly Incorporate this design Into the overall buading design. Bracing Indicated is to buckling Individual that web and/or chord members only, Additional temporary and permanent brccing M!Tek' prevent of Is always required for stoblllry and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of Masses and Uses systems, seeANSVTP11 Quality Cmade, D3549 and SCSI Building Component. 69N Parke East Bind. Safety MformaNkmovdicbie from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type. Oty Ply T77089649 M11412 J6 MONO TRUSS 8 1 �CARLTON299 Job Reference o tional Chambers Thus, Inc., Fort Pierce, FL 3x4 = a-1Ju S mar 11 tine ml i arc mull5lnes, me. rn may rr Vtl:cv:po cory rays r ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-UgZg2d86C7t2mJ8iBORn4s2Dzg9egaTsTJvJ W zFeB6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Gdp DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC, 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0 Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) - Max ComplMax Ten. -Ali forces 250 (Ib) or less except when shown. Scale=.1:14.6 PLATES GRIP MT20 244/190 Weight: 20 lb FT=20% BRACING - TOP CHORD Structural woad sheathing directly applied or6-M oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 3=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, Interiar(1) 2-7-3 to 5-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard 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 lb uplift at joint 3, 192 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Vedtydas/9nprrametersamEREAD NOTES ON ME AND MCLUDEDMITEKREFERANCEPAGEMO-74M.V. lautaQUls BEFORE USE Design valid for use only with M11I connectors. the design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, e building designer must vasty the applicability of design parameters and property Incorporate this; Into the overall th indicated is to buckling Individual truss Additional temporary and permanent bracing MiTek" bulldingdeslgn. Bracing prevent of web and/or chord members only. Is always recil for Mobility and to prevent collapse We possible personal lnlury and property damage. For general guidance regarding the fablicatlon, storage, delivery, erection and bracing of trusses and truss systems, serrAK$17RI1 Dual CMato, DSB-09 and AC31 Building Component 69N Parke East Blvd. Safety Informallonc clloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type = . Ory Ply CARLTON 299 T77089fi5D M11412 J8 MONO TRUSS 11 1 Job Reference oitional Chambers Truss, Inc., Fort Pierce, FL 3x4 8.130 s Mar 112018 MiTek Industnes, Inc. Fn May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g.ys7CGzBkzl?vT5uLGuxgJ109wN64N7pc573SryzFeB5 Scale = 1:17.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 _ Lumber DOL 1.25 BC 0.47 Ven(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.26 4-7 >368 240 Weight: 26lb 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 Maul 2=178(LC 12) Max Uplift 3— 174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (I s) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f ; B=59h; L=36f; 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. Intedor(1) 2-7.3 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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-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 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cer16634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNWG-Vd1Ych,sr9a Paremefenend READ NOTES ON THEANGINCLUGEDMIiEKREFERANCEPAGEM/N4ma , 1GOAY1a15SEFORE USE Design valid for use only with Maek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thh design Into the overall bullOing desgn.&acing Indicated is to prevent buckling of individual huss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' Is always required for stoblllty and to prevent collapse wiMl possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems. seeANSVIPl1 Quality CMeda, D3949 and BCSI Bidding Component 6904 Parke East BNtl. Safety Infumlationavollable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandrlo, VA 2291A Tampa, FL W610 Job Thus Truss Type Ply CARLTON 219 089651 M11412 JAB MONO TRUSS �Oty 11 1 7 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar l l 2018 MiTek Industdes, Inc. Fn May 17 09:24:56 2019 Paget ID:kFvnsnOwY419ZhO nM3lc6y1J9g-ys7CGz8Ia17vT5uLGuxgJ109PN6PN7pc573SryzFeB5 Scale=1:17.2 LOADING Ii SPACING- 2-0-0 CSL DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert LL) -0.13 4-7 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purins. BOT CHORD 2x4 SO M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=184/Mechanical, 2-_U2/0-8-0, 4=97/Mechanical Max Hom 2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gmv 3=191(LC 17). 2=342(LC 1).4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--7.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 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 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6834 6904 Parke East ENtL Tampa FL 33810 Date: May 17,2019 Q WARNNG-Vedry deafgn paremeferaandREAO NOTES ON WIISANDNCLUDED NREKREFERANCEPAGEWP74M rev. 10=015BEFORE USE Design vaild for use only with MBek9connectors. ihls design is based only upon parameters shown, and is for an individual building component, not a fuss system. Before use. Me bulding designer must verify Me oppik:obl ily of design parameters and properly Incorporate this design Into me overall buldIng tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or Word members only. Additional temporary and permanent bracing MiTek' Is always required for stobray and to prevent collapse win possDle personal Miury and property damage. For general guidance regarding Me fabrication storage. delNery. eroctlon and bracing of puzoo and true; systems, woAttSUIP11 Cuoltly CM�b, DSa-0D antl BC31 Building Component 69M Parka East Blvd. Safety InfeenalbtxrvoYoble ham Truss Note Institute. 21B N. Lee Street Suite 312. Alexandra VA 22314. Tampa, FL W610 Job Truss Truss Type - Oty Ply CARLTON 299 T77089652 M11412 KJ8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d.130 S Mar 11 2uie m l eK mousines. Inc. hn May it u9:Z4:bL zul u 3x4 = -- 3x4 = 5 7.2-7 11.0.12 1173r0 7-2.7 3-10.5 6-24 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(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 Hom(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight 441le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5— 118(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-866/230 BOTCHORD 2-6=-234/833, 5-6=234/833 WEBS 3-6=0/287,3-5=-913/257 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 102 It, uplift at joint 4,187 lb uplift at joint 2 and 1181b uplift at joint 5. 6) Hanger(s) or other connection devices) shall be provided sufficient to supportconcentratedload(s) 39lb down and 58 Its up at 2-11-0, 39 lb down and 58 lb up at 2-11-0. 81b down and 101 Ile up at 5-8-16. 8Ib down and 101 lb up at 5-8-15, and 42 lb down and 143lb up at 8-6-14, and 42 lb down and 143 Its up at 8-6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 Ile down and 28 lb up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 It, down and 14 lb up at 8-6-14, and 31 Ile down and 14 Ib up at 8-6-14 on bottom chord. The design/selection of such connection deMce(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, 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) Thomas A Alban! PE No.39390 MiTek USA, Inc. FL Cad 6034 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 ®WAANWG-VeritydeslgnpammeMrsend RE NOTES ON TNISANGINCLUG£OMPKREFERANCEPAGEUX74mmx. la9Al2el5BEFOREUSE Deslgn valid for use only with Meek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not ��- a buss system. Before use, me building designer must verity me applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing lndIcaled is to buckling hdlvldual truss web and/or chord members only, Additional temporary and permanent bracing M!Tek' prevent of 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 brocing of hums and truss systems. WoANSVIPII Cuams. CdMdo, OSS49 and BCSI Suld60 Compori 6904 Parke East Blvd. SaONy Infoamtbrnvallable from Truss Plate InsStute, 218 N. Ise Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type - Oty Ply CARLTON 299 T17089653 M11412 KJAS MONO TRUSS 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar l l 2018 MiTek Industdes, Ina Fn May 17 09:24:58 2019 Paget 10 2.83 12 3x4 61 Scale=1:19.9 13 14 6 15 5 2x3 II 3x4 = 3x4 = 6-10-0 11-0-3 5-10.0 4-2-3 LOADING (gag SPACING- 2-" C51. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WE 0.34 Horz(CT) 0.01 5 n/a rila BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 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 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. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-846/526 BOTCHORD 2-6=-520/815,5.6=-520/815 WEBS 3-6=0/268, 3-5=-884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;.BCDL=3.0psf; h=12f; B=59f ; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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 107 Ib uplift at joint 4, 321 Ib uplift at joint 2 and 20216 uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 39 Ito down and 58 Ib up at 2-11-0, 39 Ib down and 581b up at 2-11-0. 8lb down and 101 Ib up at 5-8-15, 8lb down and 101 Its up at 5-8-15, and 42 Ito down and 143 Its up at 8-6-14, and 421b down and 143 Its up at 8-6-14 on top chord, and 31 Ito up at 2-11-0, 31 lb up at 2-11-0. 10 Its down and 30 lb up at 5-8-15, 10 Its down and 30 lb up at 5-8-1 S. and 31 Ib down and 1416 up at 8-6-14, and 31 Its down and 14 It, up at 8-6-14 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 14=-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) Thomas A. Alban! PE No.39300 MiTek USA, Inc. FL Cert 6634 0904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING -VidIYdasr9npersmeIva.md READ NOTES ON TN/SAND INCLUDED 111GIR(REFERANCEFAGEM6)4Mtra 10,1102015aEFORE USE Design valld for use only with Mnea connectors. This design Is based only upon parameters shown, and Is for on individual building component, not ��- a truss system. Before use. the bulltling designer must verity ire applicability of design parameters and properly Incorporate this dedgn Into the overall bulding design. Bracing indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reduced for stability and to prevent collapse with possible personal lnury and properly damage. For general gul once regardiing the 69M Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Qua11II11yy Cdfeda, 031189 and BC31 Building Component Tampa, FL 33610 Safety Inrmmatbmvallable from Truss Plate Institute, 218 N. We Street. Suite 312 Alexandria. VA 22M4. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. [J�Forlatj4 x 2 orientation, locate pes 0-'n9' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details aval7able In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown Inftsixteenths t scale) II ---II (Drawings not to scale) Of 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTeke MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered; 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rP1 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and s¢e..and In all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no telling 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 on 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/rPI 1 Quality Criteria.