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TRUSS PAPERWORK
® Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: M11412 - CARLTON 299 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, Fl- 33610-4115 Customer Info: Wynne Development Corp Project Name: Sterling Model: Sterling SCANNED Lot/Block: Subdivision: Address: unknown Bly City: St Lucie County State: FL aLUCI@CoUnt, Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: 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, 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/' 2 T17089637 Al 5/17/' 3 T17089638 A2 5/17/' 4 T17089639 A3 5/17/' 5 T17089640 A4 5/17/' 6 T17089641 A5 5/17/' 7 T17089642 ATA 5/17/' 8 T17089643 ATB 5/17/' 9 T17089644 ATC 5/17/' 10 T17089645 BHA 5/17/' 11 T17089646 GRA 5/17/' 12 T17089647 J2 5/17/' 13 T17089648 J4 5/17/' 14 T17089649 J6 5/17/' 15 T17089650 J8 5/17/' 16 T17089651 JAB 5/17/' 17 T17089652 KJ8 5/17/' 18 T17089653 KJA8 5/17/' REVIEWED FOR CODE COMM ST. LUCIE C( BOCC 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. 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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(rPI 1, Chapter 2. Thomas A. Alban) PE No.39380 Mrrek USA, Inc. Ft Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Albani, Thomas 1 of 1 Job Truss Truss M 11412 A ]DtypjyCA1,1LTON717089636 SPECIAL / l Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fn 09:24:422019 4.00 12 3x6 %\ 5x8 45 = 4x6 = 4x5 = 5x12 MT18HS= Scala = 1:63.0 It2 0 16 15 4x4 = 3x4 = 3.6 = 3x4 = 5.8 = 2.00 12 4x10 = 19.5-3 I 8-0 %2.0I 36-0-0 0-8-090 3-14 9-10.0 Plate Offsets (X Y)— 12.0-0-2 Edael 14:0-5-4 0-2-e1 160-3-0 Edael 18:0-9-0 0-2-e1 T10:0-2.10 Edael 115:0-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ved(LL) -0.73 13-14 >595 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 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 BOTCHORD 2x4SPM30 WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=119(LC 10) Max Uplift 2=846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. 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 2.3=-3338/2212, 3-0=-3134/2132, 4-5=-3441/2388, 5-7= 5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-10=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16= 1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=-3593/5659 WEBS 3-16=-527/480,4-16=-413/669,4-15=-5357785, 5-15= 9757733,5-14=-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.Opsh h=12ft; B=59ft; L=36ft; eave=SN; Cat. II; Exp C; Encl., GCpi=0.iB; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any otherlive 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) 10 considers parallel to grain value using ANSVrP1 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 846 lb uplift at joint 2 and 846lb uplift at joint 10, Thomas A. Albani PE N6.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARRING- Vedfydeslgepafe fe .40d READNOTESONTNISANUWCLUDEDMNEKREFERANCEPAGEMb74M.. 10,0312015BEFOREUSE Design valid for use only with Nl 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 verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to buckling IndrAducl frussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse wlth possible personal Injury and property damage. For general guidance regarding the fobricofion, storage, delivery. erection and bracing of trusses and truss systems seeANS17Ri1 CuoTIN CmeM, DSB49 and B051 Building Component 6904 Parke East Blvd. Sably mformalbmvolloble from Truss Plate Institute, 218 N. Lee Street Suite 318 Alexandria. VA 22 14. Tampa, FL 33610 Job r Truss Truss Type City Ply CARLTON 299 T77089637 M11412 Al SPECIAL 1 1 Job Reference (optional) t:remuers i rues, inc., ron rterce, rL a.adus mar n[ma mu exmousmes, am. rn wlay Scale-1:63.0 Sea = 3xa = 5.6 = 4.00. 12 4 22 5 23 6 14 73 3x4 II 3x6 = 3x4 =. 5x6 = 2.00 12 4x10 = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.61 BC 0.95 WB 0.55 Matrix -MS DEFL. in (loc) Udell Ud Ved(LL) -0.58 11 >749 360 Ven(CT)-1.0711-12 >402 240 Horz(CT) 0.40 8 n1a n/a Wind(LL) 0.80 11 >541 240 PLATES MT20 MTI8HS Weight: 163 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 REACTIONS. (lb/size) 2=1386/0-e-0, B=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-946(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=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14— 1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=-3499/5680,8-10=-3492/5669 WEBS 3-14=-404/391,4-14=-507/777,4-13=-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=121t; B=59ft; L=3611; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Intend() 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonooncument 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-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 Ito uplift at joint 2 and 8461b uplift at joint 8. Thomas A Alban! PE No.36380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: May 17,2019 Q WARNING-VerifydesignperzmefemmdREAONOTES ON TNISANDINCLUOEOMREKREFERANCEPAGEM674Mmre laVoy01SBEFOREUSE Design vold for use only with MOeR®connectors. fits design is based only upon parameters shown, and Is for an lndri dual building component not a truss system. Before use, the bullding designer mwtverify. the oppllcobllity of design parameters and properly Incorporate this design Into the overall bulding design, Bracing Indicated is to prevent bucaing of lntlMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobllity, and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of frusseS and nuns systems seeANSI/1PI1 Cu01M CdbM. DSSd9.rmtl aG51 Mr7Ehp Campon�nt Parke BNd. Safety bdormatiorxmoilable from Truss Plate to tltute, 218 N. Lee Street Suite 312 Alexandria. VA 22 14. 3361East Tare69� Tampa, FL 33610 , Truss Truss Type City Ply CARLTON 299 T77089638 �olbl 412 A2 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek mammas, Inc. Fri May 17 Scale=1:63.0 Bids — 5x6 = 3z4 = 4.00 F1_2 4 5 6 4xB ot 15 14 7xa MT 1 BH5= Sze = 3z4 11 5x8 = 2.00 12 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.55 11-12 >779 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0311-12 >419 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.72 Hom(CT) 0.39 9 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 1671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=2445/1690, 5.6=-3533/2289, 6-7=-369W2365, 7-8— 5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12=-3433/5679, 9-11=-3426/5669 WEBS 3-15=0/295, 3-14=-807/566, 4-14=-354/620,5-14=-916/581,5-13=-261/668, 6-13— 588/1003,7-13=-2219/1408, 7-12= 1137/1893,8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.OpsY h=12ft; 13=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-" 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 MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846111, uplift at joint 2 and 946 Ito uplift at Joint 9. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Cate: May 17,2019 Q WABMNG-Ve4fydeslgn PararaetemandNEADNOTES ON THISAND INCLUDED MrEKREFERANCEPAGEMB74nrev. lNDSa91SBEFOBE USE valid for use only with Mmea connectors. This design Is based only upon parameters shown. and Mar an Individual building component, not Nit ss systemth . Before use, e building designer must verify the applicability of design parameters and popery Incorporate this design Into the overall mass bulyding design. Bracing Indicated Is to prevent buckling of hdNldual trussweb 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 me storage, delivery, erection and bracing of Musses and truss systems seeANSUTPI I Quality CMedo, DSB419 and SCSI Building Component Sooty Infomlotbrvrval able from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6Sp6 Page East Blvd. Tampa, FL 33610 Job I Truss Truss Type Oty Ply CARLTON 299 T77089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:45 2019 4.00 12 5x6 = Sx6 = Scale: 3116'=1- 15 3x4 II 6x6 WO_ 3x6 = 2.00 12 8-fi-0 13-8-0 20-2-0 24:6-0 28-9-4 3fi-0-0 8-fi-0 5-2.0 Efi-0 4-0-0 4-3-0 7-2-12 Plate Offsets (X Y)— 12'0-1-2 Edge? 13y-4-0 0-3-01 17'0-3-0 Edgel 19:0-2-10 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.57 11-12 >761 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.94 Verl -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Hom(CT) 0.40 9 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 167 lb FT=20% LUMBER - TOP CHORD 2x4 5P M 30 BOTCHORD 2x4SPM30 WEBS 2z4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc pur ins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. (lb/size) 2=1386/0-8-0, 9=138610-8-0 Max Horz 2=185(LC 11) .Max Uplift 2=-846(LC 12), 9_ 846(LC 12) FORCES. (Ib) -Max. CompJMax. 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=-2968/1699, 6-8=-5371/3290, 8-9=-5960/3616 BOTCHORD 2-15=-1886/3159, 14-15— 188613153, 13-14— 1343/2432, 12-13=-2958/5146, 11-12=-0368/5675, 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=-6111435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0pst h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7.3, Interior(l) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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 joints) 9 considers parallel to grain value using ANSIrrPI 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 Ito uplift at joint 2 and 846 lb uplift at Joint 9. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 66U 69N Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING- VeraydeWsmsammetemand READNOTES ON 7N/SAND/NCLUDEOMREKNEFENANCEPAGEM1474Mmr faAY10r5BEFOBE USE Design valid for use any with MOevEs connectors. rhis design Is based only upon parameters shown, and Is for an Individual bulaing component, not ��- a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporote this design Into the overall bWtlingdesign. Brocingindicated Istoprevent bucldingofhdividualtrussweband/or chord members only, AdtllSonaltemporary and permanembracing Is always required for stability and to prevent collopse with possible penonN injury end property damage. For general guidance regarding the MiTek' fabrication. storage. delivery, erection and bracing of busses and truss systems seeANSI/IPII Dual Criteria. DSB-59 and SCSI Building Component 69M Pella East Blvd. Safety Inlormp8olxrvalloble ham Tnss Plate Institute. 218 N. We Street. Sutte 312 Alexontlrla. VA 22~l4. Tampa, FL 33610 Jab , Truss 0ty Ply CARLTON 299 T17089640 M11412 A4 �TrussType SPECIAL 1 i Job Reference (optional) cnamoers I cuss, Ind, tort Pierce, FL 8.130 s Mar 11 2018 MiTek Indusmes, Inc. Fn May 17 09:24:46 2019 Page 1 Zh0_nM3lc6vlJ9g-FxX09Y1TKBIKGZ70horn1vB_SgLbVt NYBoZewVYzFeBF Scale:3/16'=1' 4.00 F12 5x6 — 6 3x4 s 24 28 5x6 C 3.6 % 5 5x6 WB� 7 3x4 -- 4 8 3 3x4 9 23 26 u 2 13 011 1 0 14 7x8 MT18HS= 12 1f16 3x4 II d 16 15 ax12 3x5 = 3x4 II Sx8 = 2.00 12 4x10 = 10 24.600 38 0 5 4 --9-4 1 43]2-01-280 Plate Offsets (X,Y)-- [2:0-1-2,Edgel,18:0-3-0Edge] 110:0-2-10 Edgel 115:0-2-12 0-3-0) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/l90 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 [nor YES WB 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hoe 2=-207(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=-3361/2183, 3-5=-2660/1831, 5-6= 2458/1735, 6-7= 2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, 12-13=-3510/5666, 10-12_ 3504/5656 WEBS 3-16=0/315,3-15=-799/546,5-14=-344/260,6-14=-731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9-13=-559/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf; h=12h; 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) 2-7-3 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 fora 10.0 pat bottom chord live load nonconcurent with any otherlive loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSV/ PI 1 angle to grain formula. Building designer should verify capacity of beading 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.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 Job Truss Thus Type Ply CARLTON 299 T77089641 M11412 AS SPECIAL �Cty 7 1 Job Reference loptional unambers I russ, Inc., ran rierce, rL a.14u s mar n zma muex mousmes, Inc. rn may II un:zr:er ZVIn �1 Scale=1:61.9 4.00 F12 axe = 6 16 15 cxru 3x5 = 3.4 II 5xB = 2.00 rl2 4x10 = tt2 o 8-6-0 62-0 �4-4-0 6G0 4-34 7-2-12 Plate Offsets (X Y)-- (2:0-1-2 Edae] (8:0-3-0 Edge1 (10.0-2-10 Edael f15.0-2-12 0-3-01 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Hom(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 170 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-6-11 ac pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. WEBS 1Row at midpt 7-14 FORCES. (lb) -Max. CompJMax Ten. -All tomes 250 (ID) 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=-113011972, 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=4.2ps1; BCDL=3.Opsf; h=12ft; B=591t; L=36ft; eave=5N; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7.3, Intedor(1) 2-7-3 to 18-0-0, Extedor(2) 1B-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSUiPI 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 846 to uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Albani PE No.39360 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Vi Idy de4f9a PaMmatersand REAONOTES ON WISANOWCLUDEO MMEKREFERANCEPAGEMLL74M rev. 1017447015BEFORE USE • Design volid for use only with MIrel,® connectors. Phis tlesign 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 property Incorporate this design Into the overall bulldingdedgn, Bracing indicated Ls to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' a always required for stabillry and to prevent collapse with posdbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and suss systems seeMlIV PII Qua' Others, DSO-89 and BCSI Gull Component 6904 Parke East Bbd. Bafsty mformatbrWollable from Truss Rafe Institute. 218 N. Lee Street, Butte 312. All VA 227I 4. Tampa, FL 33610 Truss Thus Type Oty Ply=Refemno robi T77089642 412 ATA COMMON 7 unamDers I was, Inc., Von Fierce, FL 8.130 s Mar 11 2010 MITek Industries, Inc. Vn May 17 U924:48 2019 Page 1 4.00 12 5x6 = 6 Scale = 1:61.0 17 "' 15 "" "' 14 '" 12 3x8 = 3x4 11 4x6 = 3xB = 3x8 = 4x6 = 3.4 11 3xB = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inc YES Code FBC2017/TP12014 C51. TC 0.53 BC 0.67 WE0.60 Matdx-MS DEFL Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl Ud -0.28 14-15 >999 360 -0.5914-15 >730 240 0.14 10 Na Na 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-e-0, 10=143610-8-0 Max Horz 2= 208(LC 10) Max Uplift 2=-796(LC 12). 10= 796(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10= 3544/2053 BOT CHORD 2-17= 1812/3323, 15-17— 1812/3323, 14-15= 997/2104, 12-14=1826/3323, 10-12=-1826/3323 WEBS 6-14=-569/1002,7-14=-299/279, 9-14=-783/581, 9-12=0/271, 6-15— 569/1002, 5-15=300/279, 3-15= 782/581,3-17=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2.7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.Olb AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at joint 10. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 ,&WARNING - Vadlydeslgnpaavahvsand READNOTES ON TNISANDWCLUDEOMREKREFERANCEPAGEM674M.re.. 10034015BEFORE USE Design valltl touse only with MBaI� connectors. this tleslgn Is bosetl only upon pprametea shown, and b for an Indivltlu0, bulltling comppnent not a 1vs5 system. Before use, the builtllog designer must ver, me oppllcobllity of da" n pommeten ontl propetly Incorporate this tledgdlnto me overcall buId dos on. BrocNglndlcated bto prevent buckling of lndMdual Uuss web and/orchortl mambers o,y. Additional temporary and permanent bracing MiTek' 0 always required for stpb'ry ontl to preventcollapse wlmpos4ble person, Injury ontl property damage. For General guidance regprtling the tobrlcotlon. storage, delivery, erection and "..trig of trusses and truss systems, as SI/IP11 Cu.I1N CRedo, DSBd9 ontl BCSI Bu1dh0 Component Solely hfarmatbnovoeable ffom Truss Plots Instln s 218 N. Lee Sireat. Sue."2. Alexondeo. VA 22 14. 6924 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Orly Ply CARLTON 299 T77089643 M11412 ATB COMMON 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar l l 201 B MI I ek InCUStnes, Ina. Fn May 1 / ue_z4:4a zul9 r Scale = 1:60.9 4.00 F12 5x6 = 3.5 = 30 II 3.6 = exa = 6xa = 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 Incr YES Code FBC20177TP12014 CSI. TC 0.37 BC 0.40 WE 0.68 Matrix -MS DEFL. in (loc) Well Ud Vert(ILL) -0.10 18-21 >999 360 Vert(CT) -0.22 18-21 >844 240 Horz(CT) 0.02 15 Na n/a Wind(LL) 0.1518-21 >999 240 PLATES GRIP MT20 244/190 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-433(LC 12), 14=-866(LC 12). 10=-240(LC 12) Max Grav All reactions 2501b or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12391757, 3-5=-437/333, 5-6=-432/448, 6-7=-2721773, 7-9=-376?78, 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, 7-14-303/2811 9-14=-853/614, 91 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=3611; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3, Intenor(l) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points; 6-0-0 apart. 4) This truss has been designed for a 10.0 pst 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, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 15 except at --lb) 2=433. 14=866. 10=240. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Can6634 6904 Parka East Blvd. Tampa FL 33610 Date: May 17,2019 AWANNINO-VedllydeslSnparametemandREAD NOTES ONTHISANDINCLUDED MREKBEFEBANCEPAOEsV,74)Jray. 1W 01SBEFONEUSE Design valid for use only with MBek8 connectors. cols design Is based only Won parameters shown, and Is for an IndNldual building component, not �r ■■ a truss system. Before use, the bulltling designer must venty me applicability of design parameters and properly Incorporate this design Into the overall 6 bucking lntltvltlual truss and/or chord members only. Ad rtloncl temporary and permanent bracing MiTek* building design. Bracing Indicated to prevent of web Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage. delNery, erection and bracing of trusses and truss systems. SeeANSVIPII Quality Criteria, DSB-89 and SCSI Bultlhp Component 6904 Palle East Blvd. Safety Informatbllovollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T77089644 M11412 ATC COMMON 1 1 Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL 8.130 a Mar 11 2018 MI I ek Ineusines, Inc. to 6 4.00 F12 Sxa Scale=1:60.9 3x5 = 3x4 II 3x6 = 6x8 = 6xB = 3x6 = 3x4 II 3x5 LOADING (P51 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 lncr YES Code FBC2017/TP12014 CS'. TC 0.37 BC 0.40 WB 0.68 Matdx-MS DEFL. in (loc), Vdef1 Ud Vert(LL) -0.10 18-21 >999 360 VerICT)-0.2218-21 >844 240 Horz(CT) 0.02. 15 rda Na Wind(ILL) 0.1518-21 >999 240 PLATES GRIP MT20 244/190 Weight: 172111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD. Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except Qt=length) 14=0-11-5. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001la or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Grav All reactions 250 Ile or less at joints) 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=-12391757, 3-5= 437/333, 5-6=432/448, 6-7=-272(773, 7-9=-376f778, 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=-109S/6B3, 7-14=-3D3/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; E1rp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zorki for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011a AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A Albani PE No.39380 III USA, Inc, FL Cad 6634 6904 Padre East Blvd. Tampa FL 13610. Date: May 17,2019 Q WARNING-Ventydesign PammetersencIREAONOTES ON TNISANOINCLUGEOMfrEKNEFENANCEPAGEMX7473rev. VIG32815 BEFORE USE Design valid for use only with MBea connectors. This design is based only upon parameters shown, and Is for an individual building component not ��- a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdedgn. Bracing indicated is to buckling Individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek` prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and puss systems, reef WBVIPd Quality Criteria, D3649 and BCSI Building Component 6904 Parke East BNtl. Scroll, lnformatbrgvallable from Truss Plate hisfitute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T77089645 M11412 BHA COMMON 1 1 Job Reference o tional Chambers Tress, Inc., Fort Pierre, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFmsnOwY419ZhO_nM3lc6yIJ9g.45uhOc5Dv4V i_UaZ13sj9SES6mkoR7l0AV5FiBzFeB9 1&0.0 24-0-0 r1-o-D 8-0-0 12-00 14: -O 15-6-0 18-&0 200-0 22-0-0 -10-15 28-0-0 36-0-0 37-00 400' a-0-o a-o-D z-0-o r-s-oosI z-o-o 'I zo-o 2�o-lo-tsI a-oo +-o-o 1-1-1 Scale: 3/16-=l' TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. � 5x6 = 9 12 14 7xID MrI BHS% 7 16 5 18 7x10 a 4.00 12 3x6 5 = s 3 0 17 20 �1 2 21 22ul 1m1ri� 28 '27 26 25 24 23 0 3x6 II 4x6 6xB 6x8 — 3.6 It 3x5 = 3x6 = 3z6 = 8.0-0 15-6-0 22-10-15 28-0-0 36.0.0 r 8-0-0 I 7-&0 7-4-15 '10. I 8-0-0 Plate Offsets (X Y)-- r2:0-0-2 Edael r3:0-3-8 Edoel rl1:0-3-0 0-3-01 f20:03-8 Edael 121:0-2-8 Edger f25'0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/defl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-31 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Ven(CT)-0.2523-34 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a Na BCDL 10.0 Code FBC2017/TP12014 MaMx-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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at Ill 20-25 2 Rows at 1/3 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) _ Max Uplift All uplift 1001b or less atjoint(s) except 2=-583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=-455(LC 8) Max Gmv All reactions 250 lb or less atjoint(s) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14). 21=757(LC 14) FORCES. (Ib) -Max. Comp./Maz. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213l718, 4-6=-213/718, 6-8=-213/718, 8-10=-213/718, 10-11=-213/718, 11-13=-213l718, 13-15=-213/718, 15-17=-213/718, 17-19=-87/610, 19-20=-87/610,3-5=-199/422, 5-7— 112/391, 7-9=-33/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 ROT 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=-979l756,3-28=-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: ASCE7-10; Vuli 65mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12h; B=59ff; L=36ft; eave=SD; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chard live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 to uplift at joint 2, 1557 lb uplift at joint 26, 12591b uplift at joint 25 and 4551b 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 purlin along the top and(or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 to up at 28-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selec0on 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 (6). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Can 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 SlEfSh,Slandand Q WARNING-VedlydeslgnWmmetemand READNOTES ON THISAND/NCLUDED FHTEKREFERANCEPAGE11111-7473reir. raVaV?oI5BEFOREUSE Design valid for use only With MOek0 connectors, fins design B based only upon parameters shown, and Is for an Individual building component, not ��- a fruss system. Before use, the building designer must verify Me cppllcablllN of design parameters and properly Incorporate this design Into the overall bulldingdasign. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW prevent Is always required for stability and to prevent collapse withpossible personal injury and property damage. For general guidance regarding the fabrication. storal delivery, erection and bracing of frusses and truss systems seeANSVIPII Cual21 CrB9de, DSB419 and SCSI Building Component 69M Parke East Blvd. Safety lnformaflonavoiloble from puss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314, Tampa, FL 33610 Jab Truss Tress Type City Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Foil Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsnOwY419ZhO_nM31c5ylJ9g-45uhOc5Dv4VT__UaZ13sj9SES6mkoR7tOAV5FiBzFe09 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli Van: 1.3---54, 20-22=-54, 28-29i 23-28=-47(F=-27), 23-32=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (Ib) Veil: 28=-641(F) 23=-641(F) AWANNi Irerlryr/esignpammetersand NEAO NOTES ON THISAND/NCLUDED MTTEKNEFEFANCEPAGEMh74"ray. I&D32015BEFOAE USE Design valid for use only with WeIRt connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a fruits system. Before use. the building designer must verity the applioabiiily of design parameters and property Incorporate this design into the overall bulidingdesign. Bracing Indicated is to prevent bucding of Individual truss web and/or chord members only. Additionoi 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 fobficotion, storage, delivery, areclion and bracing of trusses and truss systems, saoANSVIPII Quality Cilli DSBA9 and BCSI Building Component 69M Parke East BNtl. Safety Infomnationevoilobie from Truss Note, Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Jab Tmss Truss Type Oty Ply CARLTON 299 T77089646 M11412 GRA HIP 1 1 Joh Reference o [tonal Chambers Trusts, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 mC. Fn May 1/ Sx8 MT18HS= 4.00 12 3x4 II 5xB = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 5x8 MT18HS= 3x5 = 3x4 11 4x6 = 6x12 = 6x12 = 4x6 = 3.4 11 Scale=1:61.9 3x5 = LOADING (pi TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017ITP12014 CS'. TC 0.71 BC 0.76 WB 0.84 Matdx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) I/dell L/d -0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 B Na Na 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 1611b GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-4-6 ad pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied ors-7-0 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at mil 3-13, 5-13 4-13,6-12: 2x6 SP No.2 - REACTIONS. (Ib/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-e-0 Max Hoe 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13= 2107(LC 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-0_ 369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-158B/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13=-2568/1568,4-13=-640/587,5-13=-2900/1855,5-12= 1172/2196, 6-12=-611/569, 7-12=-55B/375,7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2921b uplift at joint 2, 2107 Ib uplift at joint 13 and 799lb uplift at joint 8. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 1371b down and 301 Ib up at 7-10-0, 103 Ib down and 170 He up at 10-0-12, 103 Ib down and 170 Its up at 12-0-12, 103 Ib down and 170 lb up at 14-0-12, 103 Its down and 170 Ib up at 16-0-12, 103 Ib down and 170 Ib up at 18-0-12, 103 lb down and 170 Ib up at 19-11-4, 103 Ib down and 170 Its up at 21-11-4. 103 lb down and 170 Ib up at 23-11-4, and 103 Ib down and 170 Ib up at 25-11-4, and 1371b down and 301 Ib up at 28-2-0 on top chord and 340 Ib down and 2231b up at 7-10-0, 77 lb down and 1 Ib up at 8-0-12, 77 lb down and 1 Its up at 10-0-12, 77 Ib down and 1 He up at 12-0-12, 77 Ib down and 1 Ib up at 14-0-12, 77 Ib down and 1 Ib up at 16177 Ib down and 1 Ib up at 18-0-12, 77 lb down and 1 Ib up at 19-11-4, 77 Its down and 1 Ib up at 21-11-4, 77 lb down and 1 Be up at 23-11-4. 77 Its Thomas A. Albani PE No.39380 down and 1 Ib up at 25-11-4, and 77 Ib down and 1 Ib up at 27-11-4, and 340Its down and 223Ib up at 28-2-0 on bottom chord. MTek USA, Inc. FL Carl 6634 The designtselection of such connection devices) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard May 17,2019 O WABNMO-VeNfVCeslgnPeremeferaene NERD NOTES ON MMANBINCLUBEBMREKBEFEBANCEPAGEM674 .v. 111NY2015BEFOFE USE Design valid for use chill with Mil connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobrlc Hon, storage, delNery, erection and brocing of busses and hum systems, seeANSVTPII Cua,BByy CtBoda. DSB49 and BCSI Bultlhp Component 69U Parke East Blvd. Bell mfarmatbrpvolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312 Nexontlria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T77089646 M71412 �GRA HIP 1 1 .lob Reference (optional) I runs, Inc., Fart Fierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 1 D:kFvnsnOwY419Zh0_nM3lc6y1J9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeBB LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1�3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 3=-137(B)5=-103(B) 7=-137(B)14=-49(B) 15=-389(B)10=-389(B) 11=49(B)22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B)29=-103(B) 31— 103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=49(B) 38=-49(B) 39=-49(B) 40=-49(B) O WARNNG- VedyydaslSnpamnh,tenend READ NOTES ON MMMDNCLUDEDMfTEKREFERANCEPAGEMU74mmv. ISIDST015 BEFORE USE. Design valid for use only with MIIea connectors. This design a based only upon parameters shown, and Is for an individual building component, not a cuss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the Overall bulltling design, Bracing indicated a to prevent buckling of Individual rhos web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcotlom storage, delivery. erection and bracing of trusses and cuss systems seeANSVrPII CuallBlyy Crll 05549 and SCSI Bull Component Sably In101malbrgv ,liable from Truss Piote Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. A WOW 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) uuau, nip., rvn nemn, r� a.IJU s Mar11 zm a Mu en rnarlsme5, Inc. rn May 1 r ua:14:044ula rage ID:kFvrtsnOwY419Zh0_nM3lc6ylJ9g-OT?RrH7U RhIBDnky9UvBEtJwBaW wDKJepaLn4zFeB7 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.10 Ve I(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda Na BCDL 10.0 Code FBC20171TPI2014 Mafix-MP Wind(L-) 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=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3= 27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Grav 3=40(LC 17). 2=141(LC 1).4=31(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 2441190 Weight: 8lto FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & 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) s 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 271Is uplift at joint 3, 1361b uplift at joint 2 and 3lb uplift at joint 4. Thomas A. Albani PE No.39380 MTek USA, Inc, FL Ced 66U $904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING-Verl/ydeslgnparameferaeed NERD NOTES ON THIS AND WCLUDEOMREKREFERANCEPAGEW747Jrev. INDa49ISBEFORE USE Design valid for use only with MDeWeonnectors. Thb design Is based only upon parameters shown, and Is for on Individual building component not a nuns system. Before use, the bulltling designer must verify the eppllcabllity, of design parameters and properly Incorporate this design Into me overall bullchgdedgn. Bracing Indicated lsto prevent buckling of lndNldual trussweb and/or chord membersoNy. Additional temporary and permanent bracing WOW Is always required for stabfllty and to prevent collapse with posvble personal injury and Property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of fusses and truss systems SeaANSVrPII Quality Cmoda, DSI-69 and SCSI flWdbe Component 69M Parke East Blvd. Safety N/aenolbruvolloble from Truss Plate Institute. 218 N. Lae Street Suite 312, Alexandria, VA 22314, Tampa. FL 33610 Job Thus Truss Type O[y Ply CARLTON 299 T17089648 M11412 J4 MONO TRUSS 8 1 Job Reference (options] unarm ers I area, Inc., 1-on Pierce, FL 8.130 5 Mar 112018 MiTek Industries, Inc. In May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY4197h0 nM3lc6ylJ9g-OT?RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) tldetl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ved(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) -0.02 4-7 >999 240 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 Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanical Max Horz 2=102(LC 12) Max Uplift 3=-77(LC 12), 2=-159(LC 12), 4=-7(LC12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. scale=1:11.1 PLATES GRIP MT202441190 Weight: 14111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps4 BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom 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 771b uplift at joint 3, 159111 uplift at joint 2 and 7 lbuplift at joint 4. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cad 66M 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING - Verity design parametersend READNOTES ON TN/SAND INCLUDED MTTEKREFERANCE PAGEMIAirmns.. 10g32015BEFORE USE. Design valid for use only wIM MTeW connectors. this design Is based only upon parameters shown, and Is for on individual building component. not a mass system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeagn. Bracing Indicated is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MjTek• Is always required for stability and to prevent collapse Wth possible personal Injury and property damcge. For general guidance regarding the fob,coton, storage. delivery, erection and bracing of trusses and truss systems seeANSVTPiI Qualky Cdbdo. DSSd9 and fiCSI Building Component Parka East Blvd. Sobp N/ormatbrrwoiloble ham Truss Plate Ir¢titNe, 213 N. Lea Sheet, Suite 312, Alexandria, VA 22314. Tan Tampa, FL 33610 Truss Truss Type Oty Ply CARLTON 299T77089649 rlob--- 1412 �J6 MONO TRUSS 8 1 Job Reference (optional) 0.10u s mar I, eu I a m,1 ex mousmes, 'no. ra may I r us:er:oa [u I s rage I ID:kFvnsnOwY419ZhO_nM3lc6ylJ9g-UgZg2d86C7t2rxJBiBORn4s2Dzg9egaTSTJvJWZFeB6 Scale=1:14.6 3x4 = 4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Vasil Ud TCLL 20.0 Plate Grip DOL 1.25 TO 0.35 Ven(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 Incr 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=701Mechanical Max Holz 2=140(LC 12) Max Uplift 3=-129(LC 12), 2=-192(LC 12), 4=-B(LC 12) Max Grav 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 201b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 5-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurmnt with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bosom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 3, 1921b uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Alberti PE No,39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WAIVING -Verity Oe.19a par ameferaanCREAD NOFES ON TN/SAND INCLUDED MrrEKREFERANCEPAGEMO-74" reV. 1aN32015BEFORE USE Design valid for use only with MifekO connectors. this design Is based only upon parameters shown, and Is for an individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and proped Incorporate this design into the overall builtling design. Bracing indicated Is to prevent buckling of individual hum so and/or chord members only. Addiflonat temporary and permanent bracing M!T®k' Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding me fobrlcaflon, storage. delivery, erection and bracing of trusses and buss systems. seeANSVBsII Quality CrBeda, DSSd9 and SCSI Buldbg Component 6904 Parke East Blvd. Safety Infarmatlanovolable from Truss Plate Institute, 218 N. We Sheet Suite M2, Alexandria, VA 22314. Tampa, FL 30610 Job Truss Truss Type Oty Ply CARLTON 299 T77089650 M11412 J8 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsn0wY419ZhO_nM3lc6ylJ9g-ys7CGz8kzl?vTSuLGuxgJ IO9wN64N7pc573SryzFeB5 -1-0-0k 8.0-0 1-0-0 8.0.0 3x4 7-0-0 7.0.0 Scale =1:17.4 Plate Offsets (X Y)— [2:0-3-14 0-1-8] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ved(LL) -0.14. 4-7 >676 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30. 4-7 >310 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 261b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Horz 2=178(LC 12) Max Uplift 3= 174(LC 12), 2= 226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. It; 6ry C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last 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 174 lb uplift at joint 3, 226 lb uplift at joint 2 and 13 Its uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q wARNPIG- Vadlydesigaparametersand BEAD NOTES ON THIS ANOIVCLUDEDMrTEKREFERANCE PAGE M67473rev. 16T3,2015 BEFORE USE. Design valid for use only with MBekO connectors. Ale design Is based only upon parameters shown, and a for an IndMduol building component, not ��' a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall buildingdesign. Bracing indlcotedIstobucIdIngofIndividual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal In]ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems seeANSi/IPII Quality Cdfeda, DSI and BCSI Balding Component 6904 Parke East Blvd. Safety Infonnatian ivoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type - Oty Ply CARLTON 299 T77089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-ys7CGzekzl7vT5uLGuxgJ109PN6PN7pc573SryzFeB5 7-10-0 t-ao 1 7-10-0 Scale = 1:17.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ltd 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 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=13B(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=12ft; B=591 L=36ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 list 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 170 Ib uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albani PE No.39380 hit ek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARNING-Verityde.Ugaparzmetenand READNOTES ON MISANDINCLUDEDUREKREPERANCEPAGEMIP74M.r .. raoa 0/59EPORE USE Design valid for use only with MOekV connectors. ThIs design b based only upon parameters shown. and 6 for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and propery Incorporate Mis design into Me overall builtlingdedgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennanen}bracing MiTek' is always required for stability and to prevent collapse WM possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of }msses and truss systems seeANSVTPi1 QuallIl1yy CdMrlo, DS0419 and SCSI Building Component 6904 Pare East Blvd. Safety Mformatbtgvoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 T17089652 M11412 KJe MONO TRUSS 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-02haTJ9Mkc7m4FTXgcSvsVxOynWn6V8Kno00PzFeB4 -1-5-0 7-2.7 11-3-0 r 1-5-0 7 2 7 4-0-11 -- Scalek 1: 2.83 F12 3z4 12 11 10 13 14 6 15 2x3 It 3x4 = 3z4 = 5 7-2-7 11-0-12 11-3.0 7-2-1 3-10-5 -2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD. Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=46210-11-5, 5=406/Mechanical Max Horz 2=178(LC 8) Max Uplift 4- 102(LC 8).2=187(LC 8), 5=-11 SIX 8) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=-234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0pst h=12ft; B=591t; 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 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 chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187lb uplift at joint 2 and 118 Ito uplift at joint 5. 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39lb down and 58 lb up at 2-11-0, 39.Ib down and 58 lb up at 2-11-0, 8 lb down and 101 Ito up at 5-8-15, 81b down and 101 It, up at 5-8-15, and 4216 down and 143lb up at 8-6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 47 go down and 281b up at 2-11-0, 47 Up down and 28 Ib up at 2-11-0, 47 lb down at 5-8-15, 47 Ito down at 5-8-15, and 31 lb down and 14 Ib up at a-6-14, and 31 Ito down and 14 Ito up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7= 20 Concentrated Loads (lb) Vert:10=80(F=40, B=40) 11=-2(F=-1, 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 AIbml PE No.39380 MiTek USA, Inc. FL Cork 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARNMO-Vedfyd4.19npremefersand REAONOTESONTMSANDWCLUOEDMREKREFERANCEPAGEM/1.74"mre lae l5BEFOREUSE Design valid for use only with MWe& connectors. fits design Is based only upon parameters shown. and Is for an Individual burping component, not �'- o truss system. Before use, fire building designer must verify the applicability of design parometersantl properly Incorporate this design Into the overall bulldingdesign. Bracing indicated Is to buckling web andlorchord members only. Addftlonaltemporaryondpennanentbrccing WOW prevent oflndMdualtruss Is always required (or stability and to prevent collapse Win possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of frusses and buss systems, seeANSU1P11 pUOIm21y Cdfedo. DSB49 and SCSI Building Component 69N Parke East Blvd, Safety Infomratbrpvallable from Tess Plate Institute. 218 N. Lee street, Suite 312. Alexandria VA 22314. Tampa, FL 33810 Job Truss Truss Type Oty Ply CARLTON 299 T17089653 M11412 KJAB MONO TRUSS 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn May 17 o924:bU 2u19 2.83 12 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 10 13 3x4 = 6AO-0 SPACING- 2-0-0 CS]. Plate Grip DOL 1.25 TC 0.20 Lumber DOL 1.25 ' BC 0.23 Rep Stress Incr NO WB 0.34 Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP Nc.3 REACTIONS. (lb/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Harz 2=175(LC 8) Max Uplift 4=-107(LC 8).2=-321(LC 8), 5=-202(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 846/526 BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5= 884/565 Scale = 1:19.9 IV 3x4 6 2.3 II 15 3x4 = DEFL. in (loc) Well Ud PLATES GRIP Ved(LL) 0.06 6-9 >999 240 MT20 244/190 Vert(CT) -0.08 6-9 >999 240 Horz(CT) 0.01 5 n/a n/a Weight: 43 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); 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 1071b uplift at joint 4, 321 lb uplift at joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided suiticiem to support concentrated load(s) 39 to down and 58 lb up at 2-11.0, 39 lb down and 58 lb up at 2-11-0, 8lb down and 101 lb up at 5-8-15. 8lb down and 101 lb up at 578-15, and 42 Ib down and 143 lb up at 8-6-14, and 42 lb down and 143 lb up at B-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 10 lb down and 30 lb up at 5-8-15, 10 Ito down and 30 lb up at 5-8-15, and 31 lb down and 14lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection devices) 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 (pIq Vert: 1-4— 54, 5-7= 20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B— 1) 12=-83(F=--42, B=-42) 13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, B=-25) Thomas A. Alban! PE No.39300 MTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Symbols PLATE LOCATION AND ORIENTATION s/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. For 4 x 2'orientatlon, locate plates 0.1/ from outside edge ofitruss. I This symbol indicates the required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots, Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but 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 I 6-4-8 I dimensions shown Inftsixteenths t scale) IIII (Drawings not to scale) 0 c O 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-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 ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved mm W1 a MiTek0 MITek 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 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 supewlsor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVrPI 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, size, orientation and location dimensions Indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load 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 Criterla.