Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: M11412 - CARLTON 299 MiTek USA, Inc. annA P k E t BI d Site Information: ar a as v . Customer Info: Wynne Development Corp Project Name: Sterling Model: Sterlingmpa, FL33610-4115 Lot/Block: Subdivision: SCANNED Address: unknown BY City: St Lucie County State: FL St Lucie County 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 5/17/19 2 T17089637 Al 5/17/19 3 T17089638 A2 5/17/19 4 T17089639 A3 5/17/19 5 T17089640 A4 5/17/19 6 T17089641 A5 5/17/19 7 T17089642 ATA 5/17/19 8 T17089643 ATB 5/17/19 9 T17089644 ATC 5/17/19 10 T17089645 BHA 5/17/19 11 T17089646 GRA 5/17/19 12 T17089647 J2 5/17/19 13 T17089648 J4 5/17/19 14 T17089649 J6 5/17/19 15 T17089650 J8 5/17/19 16 T17089651 JAB 5/17/19 17 T17089652 KJB 5/17/19 18 T17089653 KJA8 5/17/19 opy The truss drawing(s) referenced above have beenrRbyG 0 e9,V, MiTek USA, Inc. under my direct supervision based on the parameters ��� . E S R provided by Chambers Truss. .` '• '� Truss Design Engineer's Name: Albani, Thomas N * Sao 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 0.90: STATE OF : ��/ 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 0 .%%% A% ����y(1P19 ,• _ G� shown (e.g., loads, supports, dimensions, shapes and design codes), which were �`� oir••��'' `�� given to MiTek or TRENCO. Any project specific information included is for MTek's qP®®� /+ TRENCO's customers file reference purpose only, and was not taken into account inCODE V preparation of these designs. MiTek or TRENCO has not independently verified the ��++ AA pp gg� N eg• LUT. Y applicability of the design parameters or the designs for any particular building. BeforeS 1 the building designer should verity applicability of design parameters and properly NA.Twpa FL33610 incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. LOLO May 17,2019 Albani, Thomas 1 of 1 Job 1 Truss City Ply CARLTON 299 T77089636 M11412 �TrussTyse A SPECIAL 1 1 Job Reference (optional) cnambers Ines, Inc., ran rates, rL a.aau s mar it zula mueK mausmes, Inc. rn may it ue:4v:vc rule 4.00 12 SxB = 3x6 \ 3 4 24 5xl2 rAT18HS= 4x5 = 4x6 = 4x5 = 255 6 7 26 27 8 3x4 s Scale> 1:63.0 16 15 vxv 3x4= 3x6 = 3x4 = 5xe = 2.00 12 4x10 = LOADING (psp TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.94 Lumber DOL 1.25 BC 0.94 Rep Stress Incr YES WB 0.91 Code FBC2017ITP12014 Matrix -MS DEFL. Vari(LL) Ver(CT) Horz(CT) Wind(LL) in (lac) Vdefl LId -0.73 13-14 >595 360 ,1.3413-14 >321 240 0.45 10 Na Na 1.01 13-14 >426 240 PLATES MT20 MT18HS Weight: 161 Its GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Stmctuml wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 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. -Alt forces 250 (Ib) or less except when shown. TOP CHORD 23=-3338/2212, 3-4=3134/2132, 4-5=-3441/2388, 5-7=-5141/3470, 7-8=-6766/4392, 8-9=-5629/3608, 9-1D=-5945/3856 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=3301/5421, 10-12=-3593/5659 WEBS 3-16=527/480,4-16=-413/669,4-15=-535/785,5-15=-9751733, 5-14=-1198/1876. 7-14=-85 1 /667, 7-13=-962/1695, 8-13= 1260/1909, 8-12=45/349, 9-12=-319/328 NOTES - I) 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=59h; L=36f ; eave=511; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Intenor(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 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 joint(s) 10 considers parallel to grain value using ANS9P11 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 946 lb uplift at joint 2 and 846lb uplift at joint 10. Thomas A. Albert PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parks East Blvd. Tampa FL 33610 Dale: May 17,2019 ,&WARNING- VedfydeV,n Paninefers and RE DNOMSONMISANDINCLUDEDMR KREPENANCEPAGEMX74"ree 10,11312015BEPOBE USE Design valid for use oNywlth Meek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use, Me building designer must verify me applicability of design parameters and properly Incorporate this design Into me overall builchgdesign. Bracing Indicated Is to prevent buckling ofhdivldudtruss web and/or chord members only, Additional temporary and perionentbracing M(Tek L 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 brodng of musses and muss systems seeANSVIPII QualItltlyy Cmedp, DS349 and 1101 Building Component 6904 Papa East Blvd. Safety Informatbmvofloble from Truss Plate Institute, 218 N. Lee Street. SuBe 312 Alexandria, VA 22314, Tampa, FL 33610 r Truss Truss Type ty412 rlobl Al SPECIAL 1 1 Job Reference (opt p Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industnes, Inc. Fn 0924:43 ZUI9 5x6 = 4.00 12 4 22 3xa = sx6 = 5 23 6 Scale = 1:63.0 14 13 3x4 II 34 = 3x4 = 5x6 = 2.00 F12 4x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TILL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014. Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 1631b 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 micipt 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. jib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5= 2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=3499/5680, 8-10= 3492/5669 l%EBS 3-14=-404/391,4-14=-507/777,4-13=-151/409,5-13=-1376/890, 5-11=-557/1048, 6-11=-949/1449, 7-11=-641/463 NOTES- T) 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, Intedor(1) 2-73 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost 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) Beanng 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 Ib uplift at joint 2 and 846 lb uplift at joint 8. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6934 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Job r Truss Truss Type Guy Ply CARLTON 299 T17089638 M11412 A2 SPECIAL 1 1 Job Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 0e:24:44 2UI V 4.00 5x6 = 3x4 = 5x6 = 4 5 6 4x6 Scale = 1:63.0 15 14 7x6 M116M5.—. 4x10 — 3zG = 3.4 � = 2.00 12 LOADING (pat) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ve art -0.55 11-12 >779 3160 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -1.0311-12 >419 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.39 9 Na Na BCDL 10.0 Code FBC201TTPI2014 Matrix -MS Wind(LL) 0.7711-12 >564 240 Weight: 1671to 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 cc 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, 3-4= 2661/1761, 4-5=-2445/1690, 5.6=-3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, B-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=-1826/3099, 12-13=-3016/5125, 11-12= 3433/5679, 9-11= 3426/5669 WEBS 3-15=01295, 3-14=-807/566, 4-14=-054/620, 5-14=-916/581, 5-13=-261/668, 6-13=-588/1003, 7-13=-2219/1408, 7-12= 1137/1893,8-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 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(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 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to 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 9. Thomas A. Alban! PE No.39380 61iTek USA, Inc. FL Cad 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Job ' Truss Truss Type Illy Ply CARLTON 299 T77089639 M11412 A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 Mil Industries, Inc. Fri May 17 09:24:45 2019 e 4.00 12 5x6 = axis = Scale: 3/15'=l' 1s 3z4 11 5z6 WO= 3z5 = 2.00 12 8-6-0 13-8.0 20.2.0 E4.6-0 28.9-4 360.0 8 6-6-0 I 4-0-0 4-3-4 7-2-12 Dfmlo, 0 Plate Offsets (X Y)-- (2:0-1-2,Edae7 f3:0-4-0,0-0-0] [7:0-3-0 Edae] f9:0-2-10 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 " Rep Stress Incr YES WB 0.74 HOa(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 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 puffins. 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=138610-8-0.9=1386/0-8-0 Max Hoa 2=185(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=-2966/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=-1343/2432, 12-13=-2958/5146, 11-12=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=-379/702, 6-13=-2706/1659, 6-12=-1094/1946, 8-12=-611/435 ROTES- 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; hl2ft; B=59ft; L=36ft; eavei 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 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 pst bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 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 lb uplift at joint 2 and 8461b uplift at joint 9. Thomal Albani PE No:39380 MTak USA, Inc. FL Cert 8634 6904 Parke East Blyd, Tampa FL 33610 Date: May 17,2019 AWARNING -VeHydesignparametersandREADNOTESONMISANDINCLUDED MmEKREFERANCEPAGEMII-74TJrev-10W012015BEFOREUSE Design valid for use only with MOei connectors. rhis design Is based only upon parameters shown, and B for an Individual building component, not a huss system. Before use. Me building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign. Bell Indicated Istoprevent budding oflndi ldualLwsweband/or chord members only. ,Additional temporary and permanent bracing Is always required for stabs and to prevent collapse with possible personal miury and property damage. For general guidance regarding the recreation, storage, delivery, erection and bracing of muses and Hess systems, seeANSVIPII fill Ceti DSB49 and SCSI Sull Component SafetyBlvd. Informatbrgvoiloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. �1 MiTek' 6904 Parke East Tampa, FL 33610 Job ITruss Truss Type - Cry Ply M11412 A4 SPECIAL 1 1 =CARLTON299T17089640 unamoeM i russ, mu., ran rierce, rL 6.T3U s Mar]] 2Ul d MN ex Industries. inc. M May it uu;zq:go eu i e rage i Scale: 3/16'=l' 4. DO 12 5x6 = 6 3x4 24 25 596 3x6 5 5x6 WB� 7 .3x4 4 e '3x4 3 9 23 26 2 3 0 11 14 7.8 MT18HS= 1-1 d1 3x411 0 16 15 3x12 = 3x4 II 5.3 = 4x10 = 3x5 = 2.00 12 13-&0 1&0.0 24-6.0 LB-9-43fi-0-0 R.n.n I 4.7.n d.d.n li.n.n Plate Offsets (X Y)- [2:0-1-2 Edge][8:0-3-0Edael [10:0-2-10 Eddel [15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 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/rP12014 Matill Wind(L-) 0.84 13 >513 240 Weight: 1701b 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 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2= 846(LC 12), 10=-846(LC 12) FORCES. (Ib) -Max. Comp.lMax. 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/S46, 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=4.2psf; BCDL=3.Opsf h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MINERS (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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard 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 ANSUTPI 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 Its uplift at joint 2 and 8461b uplift at joint 10. Thomas A. Mbani PE No.39380 MTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING- Venrydeslgnpaamefersand READ NOTES ON TNTSAND INCLUDED MIFEKREFERANCEPAGEMp7473mi, 1GD.'Y2015BEFORE USE Design valid for use onlywith M9eM connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a muss system. Before use, the building all must verity the applicability of design parometers and properly Incorporate this design Into the overall bullangdeslgn, Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonaltemporaryandperrnanentbrocing Well( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSVrpll Quality CMab. DS11-09 and BCSt Building Component 6904 Parke East Bald. tell Informatimsavailable from Truss Plate Instill 218 N. Lee Street Suite312. Alexandria, VA 22314. Tampe. FL 33610 Job Tress These Type 09' Ply CARLTON 299 T77089641 M11412 AS SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:47 2019 67 b 4.00 12 5.6 = Scale=1:61.9 16 15 9xlu 3x5 3x4 II Sx8 = 2.00 FIT Axle I 24-1-0 I 4 I 36.0-0 4 604-348 1&8 7.2-12 Plate Offsets (X Y)-- [2:0-1-2 Edge] [8:0-3-0 Edgel [10:0-2-10 Edge] [15:0-2-12 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(L-) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES INS 0.95 Hoa(CT) 0.42 10 n/a Vita BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 7-14 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) 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 SOT 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.Opsi h=12ft; B=59tt; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0. Exterior(2) 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 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 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 lb uplift at joint 2 and 8461b uplift at joint 10. Thomas A. Albanl PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 13610 Date: May 17,2019 QWANNING. Verilydesfgnparemehvsend NERD NOTES ON MSANDMCLUDEDMrrEKNEFENANCEPAGEMr74TJrev 1Q=;ro15eEPONEUSE Design valld for use only with MITelda connectors. Th, design Is based only upon parameters shown, and Is for an Individual bulltling component, not a buss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing ndearted is to buckring of lndNldual truss web ondtor chord members only. Additional temporary and permanent bracing WOW prevent IS always required for stability and to prevent collapse win possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of busses and buss systems, seeANSVIPtt CUOM1 Criteria.DSB-09 and BCSI Balding Component 69N Parke East Blvd. Safety nformatbrpvoiioble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22 1A. Tampa, FL 33610 Truss Truss Type Oty Ply CARLTON 299T77089642 rlob 412 ATA COMMON 7 7 Job Reference (optional unamoers I cuss, Inc., Yon Fierce, FL 6.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:45 2019 4.00 12 5.6 = Scale=1:61.0 17 '" 15 "" "' 14 '" 12 3x8 = 3x4 II 46 = 3x8 = 3x8 = 46 = 3x4 II 3x8 = 8-1-1 1&1O2 I 22-1-14 ) 27-10-15 3E0.0 fl-1-1 5-g-1 R-3-1P Plate Offsets (X Y)— f2:0-8-6 0-0-81 f10:0-8-6 0-0-81 _ LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(L-) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 14-15 >730 240 BCLL 0.0 Rep Stress ]nor YES WB 0.60 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.34 14-15 >999 240 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP NOS REACTIONS. (Its/size) 2=1436/0-8-0, 10=1436/0-8-0 .Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (I s) 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=-000/279, 3-15=-782/581, 3-17=0/271 Structural wood sheathing directly applied or 3-2-15 oc puffins. Rigid ceiling directly applied or 5-2-0 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL--3.Opsf; h=1211; B=59ft; L=36f1; eave=5ft; Cat. II; Exp C; Encl., GCpil8; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 It, uplift at joint 2 and 796 lb uplift at joint 10. Thomas A. Alhani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Bate: May 17,2019 ,&WARNING-Ved/ydesl9nparemetexsand READ NOTES ON TN/SANDWCLUDEDMREKREFENANCEPAGEM67473rev. 14,193,2015D£FOREUSE Design valid for use only with MreM connectors. This design b based only upon parameters shown, and Is for an Indidtlual burping component, not a hum system. Before use, Me building designer must varly the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSU1PH Cua1BV CMeM, DSB-09 and aCSi Building GmpoNnl 6904 Palle Earl Blvd. Safety Inlemsadorgvoiloble from Truss Pate Institute, 218 N. Lee Street Suite 312, AlexontlAo. VA 22314. Tampa, FL 33610 Job ' Times Truss Type Ory Ply CARLTON 299 T17089643 M11412 ATS COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:49 2019 Scale = 1:60.9 4.00 F12 5x6 = 3.5 = 3x4 11 3,6 —. 6.8 = 6x8 = 3x6 = 3x4'11 3.5 = 8-1-1 13-10-2 .15.2.0. 21-10.0 22,1,14 27-10-15 36-0-0 8-1-1 15-9-1 1-3-14 6.8-0 0- - 4 5-9.1 8-1-1 LOADING (psf) SPACING- 2-0-0 Cat. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.15. 18-21 >999 240 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-208(LC 10) Maui All uplift 1001b or less atjoint(s) 15 except 2=-433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Mani 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=-12397757, 3-5=-437/333, 5-6=-032/448, 6-7=-2721773, 7-9=-3761778, 9-1D=-334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14— 188/281, 10-12=-188/281 IkEBS 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; Vulf=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDI=3.Opsf; h=12h; 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 8 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A. Alban! PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WARNING. Ved&designp mrnefemand READ NOTES ON MSANDINCLUDEDMREKREFERANCEPAGEUX74M3r . 1paLR0156EFORE USE Design void for use only with MiTek® connectors. lint tlesign 9 based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Lids design Into the overall sourcing design, Brecing Indicated is to prevent bucWing of lndNldual truss web and/or chord members only. Additional temporary antl permanent bracing IS olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcalton storage, delivery, erection and bracing of hUMGS and cuss system% seeANSVTPIT Cup81y Cdfefb, D36d9 and SCSI Su9dhO Component Safety Informationavaaable from Truss Plate Institute. 218 N. Lae Sheet, Suite 312, Alexandria VA 22314. MiTek' 69" Parke Best Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T77089644 M11412 ATC COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:50 2019 4.D0 12 5x8 Scale =1:60.9 3x5 = 3x4 11 3x6 = aide = 6x8 = 3z6 = 3x4 11 3x5 = 8.1-1 13-10.2 .15-2-0. 22-1-14 22-2-7 27-10-15 36.0-0 8-1-1 5.9.1 1-344 6-11-14 0-6-9 5-B-8 8.1-1 LOADING (plat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(ILL) -0.1018-21 >999 360 MT20 244/190 ' TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ved(CT) -0.2218-21 >844 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.68 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 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-" 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 Hom 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. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23--1239/757, 3-5=-437/333, 5-6=-432/448, 6-7=-272!/73, 7-9=-376/778, 9-10=-334/220 BOT CHORD 2-18— 587/1178, 16-18=-587/1178, 12-14=-188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14= 853/614, 9-12= 13/307, 6-16=-501/665, 5-16=-302/279, 3-16=890/616, 3-18=-16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12h; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-", Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0Ib AC unit load placed on the top chard, 18-0-0 from left end, supported al two points, 6-" apart. 4) This truss has been designed for a 10.0 fast 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 joint(s) 15 except (jt=lb) 2=433, 14=866, 10=240. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 OWARNWG- VerhydesignParemeleraend READNOTES ON MXANDPICLUDEDMFEKREFERANCEPAGEM674YJrev. laWtols BEFOREUSE Design valid for use only with M9ek® connectors. This design u 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. Bracing Indicated b to prevent bucWing of Individual truss web and/or chord members only. Addftlonal temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of trusses and buss systems seeANSVINI Guo�y Criteria, D3049 and SCSI Building Component fi904 Parke East Blvd. Safety Infomtationovalioble from Tmss Rate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 dJob Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g.45uhOc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 160-0 24-0-0 1.0- a-0-0 12-0-0 14-0-0 15 6-0 18-0-D 20-0 0 22-al) -10- 5 2B D o 3f:0-0 7. 1-0.0 6-0-0 4-0-D 2-al) b6-0 -6 240 2-0-0 2-0-0 P1015 4-0-0 e-0-0 1- TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 12 3x6 = 7%IO MT18HS 28 27 26 3x6 11 4x6 = 6.8 = US = 12 14 1] 20 j 21 22 25 24 23 d 6x8 = 3x6 It US 3x6 = -22-10-15 T11.10 I 6-00--00800 52FI0 -15 1 8- Plate Offsets (X Y)- [2:0-0-2,Edge1 [3.0-3-8 Edgel [11:0-3-0 0-3-0] [20:0-3-8 Edeel [21.0-2-B Edael [25:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 2831 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 2334 >619 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [net NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.20 2831 >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 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 i Row at midpt 20-25 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16. 18 REACTIONS. All bearings 0-8-0 except Ut=length) 25=0-11-5. (lb) - Max Horz 2=-208(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-583(LC 8), 26=1557(LC 8), 25=-1259(LC 8). 21=-455(LC 8) Max Grav All reactions 250 Ib or less atjoint(s) except 2=983(LC 13), 26=2911(1_C 13). 25=2457(LC 14). 21=757(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2242/1142, 20-21=-14731724, 3-4=-2131718, 4-6=-213/718, 6-8=-213/718, 8-10=-2131718,10-11=-213/718,11-13=-213(718, 13-15=-2131718,15-17=-213/718, 17-19=-87/610, 19-20=-87/610, 3-5=199/422, 5-7=-112/391, 7-9=-33/344, 12-14=0/257, 16-18=-67/301, 18-20=-206/363 BOT CHORD 2-28= 971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=569/1344 WEBS 8-26=-1333/1008,17-25=-979/756,3-28=-419/1254,3-26=-3236/1698, 20-23=458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=462/372, 18-19=497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 3) Provide adequate drainage to prevent water pending. 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 pal bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5831b uplift at joint 2, 1557 lb uplift at joint 26, 1259 Ib uplift at joint 25 and 455 Ib uplift at joint 21. 9) Girder carries hip end with 8-0-0 end setback. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 Ib up at 28-0-0, and 967 lb down and 461 It, up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A Alban! PE No.3938D MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: May 17,2019 eSlienclard Q WARNING -Wert, Cesrgnperbnerevand HEAD NOTES ON THIS AND MCLUDED MREK REFERANCE PAGE UIP7473 rev. idA 15 BEFORE USE Design volld for use only with Milek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �■ ■■ a muss system. Before use, the building designer must verity the oppllcabilty of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual muss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse win poslible personal Injury and property damage. For general guidance regarding the fabrication, storage: delivery. erection and bracing of Mesas and muss systems. meMSXMII Cuaity Cri DS549 and ICSI Building Component 6904 Parke East Blvd. Safety tntormationavollatoo from Truss Plate In itlhste, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314, Tampa, FL 33810 Jab Truss Truss Type Ply CARLTON 299 T77089645 M11412 BHA COMMON �Oly 1 1 Job Reference (optional) cnambers Truss, Inc., Fod Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsnOwY419Zh(DnM3lc6y1J9g-45uhOc5Dv4VT_UaZ13sj9SES6mkoR7tOAV5FiBzFeB9 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo 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) Q WARNWG-Vsr0yde9Snpsremeferesnd REAONOTES ON TMSANOWCLUOEOMmEKREFERANCEPAGEMII-74Arev. fa912015BEFORE USE Design valld for use only with Mire& connectors. This design Is based only upon parameters shown, and b for an Indlvldual building component, not �� a truss system. Before use, me building designer must verify the cppllcabillty, of design parameters and properly Incorporate this design Into the overall bulldIngdesign. Bracing Indicated Is to prevent bucilingoflndMduallmssweband/or chord members only. Additional temporary and bracing M!Tek' permanent Is alwaysrequlred for sfabllity, and to preventcollapsewlth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of husses and truss systems seeANSVrPII pu0lmr CrSerlo. DS349 and SCSI Budding Component Safety Informationovailable from Truss Mote InstiMe, 218 N. Lee Street, Sure 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Oty Ply CARLTON 299 T17089fi46 M11412 GRA HIP 1 1 Jab Reference (optional) rL a.Tuu s Man 1 zuT6 MI IeK industries, Inc. vn may T I uu:z4:nd zulu rage T ID:kFvnsn0wY4192h0_nM3lc6ylJ9g-YHS3dy6s9NdKcd9mbmOyhfmd4A1 vAZOAP9goFezFeB8 7-10-0 13-8-0 18.0-0 22-4-0 28-2-0 36.0-0 7-0- 7-1 0-0 5-10-0 4-4.0 4-4-0 5-10.0 7.10-0 -0- Scale =1:61.9 SA)MT18HS= 4.00 12 3x4 II SxB = 3x4 II 5x8 MT18H5= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 7 3x5 = 3.4 II uY 4x6 = 6x12 o a uo a uo 6x12 = 4x6 = ra 3x4 11 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 NO Code FBC2017/RP12014 CSI. Ter 0.71 BIG 0.76 WB 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Well Ud -0.21 12-13 >999 360 -0.4412-13 >609 240 0.06 8 n/a r✓a 0.2210-21 >999 240 PLATES MT20 MT18HS Weight: 161 lb 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 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at micipt 3-13, 5-13 4-13,6-12:2x6 SP No.2 REACTIONS. (Ih/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Hoa 2=-97(LC 6) .Max Uplift 2= 292(LC 8), 13=-2107(LC 8), 8=-799(LC 8) Max Gray 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) -Max. CGmpJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-115812051, 4-5=-115B/2051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=-1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648, 3-13=-2568/1568, 4-13=-640/587, 5-13=-2900/1855, 5-12=-1172/2196, 6-12=-611/569, 7-12=.558/375, 7-10=-184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opsh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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 hearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lb uplift at joint 13 and 799 Ib uplift at joint S. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1371h down and 301 Ito up at 7-10-0. 103 Ito down and 170 lb up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 Ib down and 1701b up at 14-0-12, 103 lb down and 170 Ito up at 16-0-12, 103 lb down and 170 to up at 18-0-12, 103 to down and 170 lb up at 19-11-4, 103 Ito down and 170 Ib up at 21-11-4, 103 Ito down and 1701b up at 23-114, and 103 It, down and 1701h up at 25-114, and 1371h down and 301 lb up at 28-2-0 on top chord, and 340 lb down and 223 Ib up at 7-10-0, 77 Ib down and 1 Ito up at 8-0-12, 77 Ib down and 1 Ih up at 10-0-12, 77 Ib down and 1 Ito up at 12-0-12, 77 It, down and 1 Ib up at 14-0-12, 77 lb down and 1 Ito up at 16-0-12, 77 Ib down and 1 lb up at 18-0-12, 77 Do dawn and 1 lb up at 19-114, 77 lb down and 1 Ib up at 21-114, 77 lb down and 1 lb up at 23-114, 771b Thomas A. Albani PE No.38380 down and 1 lb up at 25-114, and 77 lb down and 1 Ib up at 27-114, and 340 Ib down and 223 Ib up at 28-2-0 on bottom chord. MTek USA, Inc. FL Cart 6634 The designtselection ofsuch connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard May 17,2019 Q WARNMG-yedrydssignparsme(ersend READ NOTES ON MISANDWCLUDEDMREKREFERANCEPAGEM&IImv, 1,,,,,15 BEFORE USE Design valid for use only with M6ekg) connectors. This design Is posed only upon parameters shown and Is for an Individual bWlOing component, not a hum system. Before use, the buliding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bradng Indented is to prevent budding of Intlivltlaal hum web and/or chord members only. AddlHonai temporary and permanent broiling is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding ire fabrication, storage, delivery, erection and brocing of flumes and hum systems, seeANSV1P11 Quo" Criteria. DSB49 and SCSI Building Component Safety Infomtallonavallabie from Truss Fete Mel 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. M!Tek' 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T77089646 M11412 GRA HIP 7 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 1709:24:53 2019 Page 2 ID:kFvnsnOWY4I9ZhO nM3lc6y1J9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeB8 LOAD CASE(S) Standard 1) Dead +Fact Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli Vert: 1-3=-54, 3-7= 54, 7-9=-54, 16-19=-20 Concentrated Loads (Its) Vert: 3=-137(B) 5=-103(B)7=-137(B) 14=-49(8)15=-389(B) 10=-389(B) 11=-49(B) 22=-103(B)24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B)29=-103(B) 31=-103(B) 33= 103(B) 34=-49(B) 35=-49(B)36=-49(B) 37=-49(B) 38— 49(B)39=-49(B)40=-49(B) Q WARNING -Ved/y design psnonetens end READ NOTES ON THIS AND INCLUDED MGrEK REFERANCE PAGE MX7473 rev. 1DOU12015 BEFORE USE. Design valid for use only wiM M6ekO connectors. This design Is based only upon parameters shown, and Is for on IndMtlual building component, not ��- a truA system. Before use, Me building designer must verify the opiollcololl of design parameters and properly Incorporate this design Into me overall bulldingdesign. Bracing indicated is to prevent buckling of individual trussweb 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMIl Quality CrNnN, 03349 and BCSI BuStl31p Component 6904 Padre East Bind. Safety InfOmmtbmvcilable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexondda. VA 22314, Tampa, FL aa610 Job Truss Thus Type Oty Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS 8 1 Job Reference o tional ruse, Inc., ran Pierce, rL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFv nOwY419Zh0_nM3lc6ylJ9g-OT7RrH7URhlBDnky9UvBEtJwBaWwDKJepaLn4zFeB7 Scale = 1:7.8 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor dCT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matril Wind(LL) 0.00 7 >999 240 Weight: 8 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22JMechanical Max Hom 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12), 4=-3(LC 9) Max Gmv 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp -/Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vast=l28mph; TCDL=4.2ps1; BCDL--3.Opsh h=12ft; S=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 lost bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2711b uplift at joint 3, 136lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WMNPIG-Verifydeslgn ParemetMr dREAO NOTES ON MIS ANDINCLUDEDMREKFEFEBANCEPAGEMs.7aiay. hAuA?VIS BEFORE USE. Design valid for use ordy with Mitels) connectors. 1rh6 design Is based any upon parameters shown, and Is for an haNitlual bulldIng component, not a Was system. Before use, the building deslgner must verity the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary end permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricollom storage, calvary, erection and bracing of Imsses antl truss systems. seeANSVIPII Cual6v Creedal DS549 and SCSI 6uSEbg Component 69M Parke East Blvd. Safety Infarmationavollobie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Astral VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply CARLTON 299 T77089648 M11412 J4 MONO TRUSS 8 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3.4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFv nOwY4192h0 nM3lc6yIJ9g-OT1RrH7URhIBDnky9UvBEtJt6aSFVDKJepaLn4zFeB7 LOADING lips" SPACING- 2-" CS'_ DEFL. in (too) Well Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.37 Ven(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(Cn -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/Mechanioal 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. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight: 141b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=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 3-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77lb uplift at joint 3, 159lb uplift at joint 2 and 7 Ibuplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 Q WAFINW'G-Veritydssf9nparemetem and REAONOTES ON TNLMDINCLUDWMfTEKREFERANCEPAGEMX7473rev. imldQeiSBEFORE USE Design valid for use only with MnekS connectors. Tins design Is based only upon Parameters shown and Is for on Individual building component, not a inns system. Before use, the building designer must verify the oppliccblllty of design parameters and properly Incorporate this design Into ire overall buldIngdedgn. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent breathe MiTek' Is always reWlred for stoblllty, and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fobrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Qua[ My CmeAo, D3549 and SCSI Building Component 6904 Parke East BNtl. Safety Informatbrgvallabie from Tnas Rate Instlute. 218 N. Lee sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply CARLTON 299 T77089649 M11412 J6 MONO TRUSS 8 1 Job Reference (optional) unamiters i was, mc., ran rierce, rL d.311Gs man l zvlp Mnexmausmes, Inc. rn Mayl/ae:L9:aazare Scale=1:14.6 3x4 = 4 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 LumberDOL 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/TPI2014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2z4 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=-B(LC 12) Max Grav 3=148(LC 17),2=275(LC 1), 4=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 2441190 Weight: 20 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: 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) -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 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. 8) 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 Ib uplift at joint 4. Thomas A Albani PE No.3938D MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AWARNING. Verlydest9nparemerersandREAONOTESONMSANOWCLUOEOMIFEKFEFENANCEPAGEMX74TJrev.1ND3f0158EFOpEUSE Design valid for use only with MSei<Q connectors. This design is based only upon parameters shown, and Is for an Individual binding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incomorate this design Into the overall building design. Bracing indicated is to prevent buckling of individual hues web and/or chord members only. Additional temporary and permanent brodng MiTek' Is always required for stability and to prevent collapse vvth possible personal injury end property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and Insystems seeANSBiPIi Cuoifty Criteria. DSB49 and SCSI Building Component 69o4 Parka East BNd. Safety Informalbmvailoble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa FL 33610 Job Taus Truss Type Cry Ply 299 T77089650 M11412 JB MONO TRUSS ii 1 �CARLTON .lob Reference (optional) ruaa, a �., roe r owl e, rL a.Tdu s Mar 11 zula MI lex Inausu es. Inc. Fn May l I Ua:[4:0a 2Ula Scale = 1:17.4 3x4 ac 4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(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 Inor YES W I3 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPj2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26111 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. 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 Grev 3=195(LC 17). 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opst h=12tt; B=59h; L=36tt; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-7-3, Intedor(1) 2-7-3 to 7-10-4 zone;C-C for - members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174111 uplift at joint 3, 226111 uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albani PE No.38380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WARNING -Verlfydes/9epve..ereend BEAD NOTES ON MIS AND WCLUOEDM/ REFENANCEPAGEM/L7472rev- I&Vc4saISBEFONEUSE Design vend for use only wlm MIMk® connectors. IDB design b based only upon parameters shown, and 4 for on Individual building component not a truss system, Before use, the building designer must verify the applicabllny of design parameters and properly Incorporate this design Into the overall bulding design. Bracing Indicated 4 to prevent bucIding of lndv[dval truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, doWery. erection and bracing of trusses and truss systems, seeANSIRP11 Qualify Criteria. 05349 and BCSI Bulding Component 69N Parka East Blvd. Safety Infurmatbrnvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply CARLTON 299 T17089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnanOwY419Zh0_nM3lc6ylJ9g-ys7CGzBkz17vT5uLGuxgJ109PN6PN7pc573SryzFeB5 Scale =1:17.2 Plate Offsets (X Y)— [2.0-1-14 Edgel - LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ved(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 Hom(CT) -0.00 3 n/a n/a BCDL. 10.0 Code FBC20171TPI2014 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. (Ib/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Horz 2=175(LC 12) Max Uplift 3= 170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Gray 3=191(LC 17), 2=342(LC 1), 4=13B(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=12ft; B=59h; L=36N; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterror(2) -1-" to 2-7-3, Interior(1) 2-7-3 to 7-8-4 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 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 3, 223 lb uplift at joint 2 and 13lb uplift at joint 4. Thomas A. Alban) PE No.3938D MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 OWANNING-Vsdrydes/gnparameteraeed NERD NOTES ON WISAND INCLUDED MITEKIIEFENANCEPAGEM11-747Jenv. iNAY1olSBEFONE USE. Design valid for use only with M99M connectors. fib design Is based only upon parameters shown and 0 for an 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 bulldingdesign. Bracing Indicated B to prevent bucking of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing Is always required for stablllty and to prevent caliapse with possible personal injury and property damage. For general guidance regarding the fobrtcolion, storage, delivery. erection and bracing of trusses and trust systems seeANSVIPII CuolBByy Cit DSB-0S and BCSI Building Component Safety Informatbrnvo0able from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandra VA 22314. MiTek' 69P Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Gty Ply CARLTON 299 T17089652 M11412 KJB MONO TRUSS 2 1 Job Reference (optional) Gnambers 1 was, Ina., Yon Pieroe, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:57 2019 Scaled= 2.3 II 3x4 = 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Verl(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 W B 0.35 Horz(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=90/Mechanica1, 2=462/0-11-5, 5=406/Mechanical Max Harz 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5= 118(LC 8) FORCES. (lb) - Marc. CompdMax. 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=4.2psf; BCDL=3.Opsf; h=1211; 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 fora 10.0 psf bottom chord live load nonconcurhent 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 4, 187 Ib uplift at joint 2 and 118 It, uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391le down and 58 lb up at 2-11-0, 39 Ib down and 58 Ib up at 2-11-0. 8 Ib down and 101 Ile up at 5-8-15, 8 Ito down and 101 Ib up at 5-8-15, and 42lb down and 143 lb up at a-6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 47 Ib down and 28 lb up at 2-11-0, 47 Ito down and 28 Ito up at 2-11-0. 47 It, down at 5-8-15, 47 Ib down at 5-8-15, and 31 lb down and 14lb up at 8-6-14, and 31 Ib down and 14 lb up at B-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 (9). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 10=60(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=-1 0, B=-10) 15=-50(F=-25, 8=-25) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 13610 Date: May 17,2019 QWARNNG-Verifydes/ynpe..umend READN07ES ON MMANDMCLUCEOMRKREPERANCEPAGEM674Mmre.. ta21i2015BEFOBE USE Design valid for use oNyvt M MOek4sconnectom.IDb design Is based any upon parameters shown. and Is for on Indvidual building component not a hum system. Before use, the building 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 individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal hill and properly damage. For general guidance regarding the fabrication. storage. delWry, erection and brocing of trusses and truss systems. seeANSVWII Quality Criteria. DSi land BCSI subtlest Component 6904 Parke East Blvd. Safety Nformationovailoble from Truss Plate Institute. 218 N. use Street. Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply CARLTON 299 " T17089653 M11412 KJAB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Freres, FL 8.130 a Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:58 2019 r 1-5-0 6-10-0 4.2-3 Scale =1:19.9 4 2.03 12 2 3z4 3 11 10 2 13 14 6 15 5 as II 3.4 = 3x4 = 6_10.0 11.0-3 6.10.0 I 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 [net NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix -MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M 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. (lb/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. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=121t; B=59ft; L=36ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MVJFRS (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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3£-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 Ile uplift at joint 2 and 2021b uplift at joint 5. 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 581b up at 2-11-0, 391b down and 58 lb up at'2-11-0, 8 Ito dawn and 101 Ile up at 5-8-15, 81b down and 101 Ile up at 5-8-15. and 42 Ito down and 143 Ile up at 8-6-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 31 Ito up at 2-11-0, 31 Ib up at 2-11-0, 10 lb down and 30 Ib up at 5-8-15, 10 lb down and 30 lb up at 5-8-15, and 31 lb down and 14 lb up at "-14, and 31 Ito down and 14 Ib 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 (pit) Vert: id=-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. Albani PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610. Date: May 17,2019 QWABNING- vedlydesign Pa=cMmmdflF DNOTESONTNISANDWCLUDEDMNEKBEFEBANCEPAGEM674Mmv. 10a312015BEFOREUSE Design valid for use only with MOekta connectors. This deslgn Is based orry upon parameters shown. and Is for an IndNldual building component, not a mass system. Before use, the building designer must verify the appllaobility of design parameters and property Incorporate this design Into the overall buading design. BiocNg Indicated h to prevent buckling of lndMtluai tuns web and/or chord members any.. Additional temporary and permanent bracing WGIC Is always required for stoically and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII QUO Iryy Cdfedn, 0834 9 and BCSI buldbg Component 6904 Padre East Blvd. Safety Infonnallorrovailable from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 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 orientation, locate plates 0-1n0 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MRek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is The length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing If Indicated. BEARING Indicates location where bearings <�no (supports) occur. Icons vary but reaction section indicates Joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification 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 incasixteenths IIII (Drawings not to scale) 0 c O 2 U a O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 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 MITeI<0 All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for two system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide two spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI. 1. 8.Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber Is a non-structural consideration and is the responsibility of two 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 purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 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 two 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.