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HomeMy WebLinkAboutTRUSS PAPPERWORKr RE: M11412 _ MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa, Ft. 33610:4115 Site Information: SCANNED - Customer: Wynne Development Corp • Project Name: M11412 Lot/Block: Model: Sterling BY Address: unknown Subdivision:. St.-Lude County City: St Lucie County State: Ff. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet. conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# . Truss Name Date 1 T17089636 a 5/17/2019 2 T17089637 al 5/17/2019 3 T1708963a2 5/17/2019 4 T1708969 a3- 5/17/2019 FILE 5 � T17089640 40 a4 - 5/17/2019 6 T17089641 a5 5/17/2019 7 T17089642 are 5/17/2019 8 T17089643 atb 5/17/2019 9 T17089644 are- 5/17/2019. 10 T17089645 bha 5/17/2019 11 T17089646 gra 5/17/2019 REVIEWED FOR 12 T17089647 j2 5/17/2019 13 T17089648 j4- 5/17/2019 CODE COMPLIANCE. 14 T17089649 j6 5/17/2019 15 T17089650 j8 5/17/2019 ST. LUCIE CUNT 16 T17089651 jag 5/17/2019 E®CC 17 T17089652 kj8 5/17/2019 18 T17089653 kja8, 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jur sdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters. shown (e.g., loads, supports, dimensions, shapesand design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. 'MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these�designs into the overall building design per ANSVTPI 1, Chapter 2. . lofl - 2019 Job ' Truss Truss Type City Ply CARLTON 299 T77089636 11412 A SPECIAL 1 1 L Job Reference (. thmap unameers INSe, Inc., FOn Pierce. tL 6.lJV s Mar it ZU 10 MI I eG thousands, and. r'n May r Vtl:G4:4G N Itl 4.00 12 Scale=1:63.0 Sells = 3x6 \\ 4x5 = 4x6 = 4x5 = 5x12 MT18HS = 16 15 Us = 3x4 = 3x6 = 3.4 = 5x8 = 200 12 410 9-1D-0 al :p 19s-9a83 24.6-0 26- 1-8-02-0 36-0-0 g_1nn 3.1n.n 5-0-1a I940-0 Plate Offsets (X Y)— [2:0-0-2 Edge] [4:0-5-4 0-2-81 [6:0-3-0 Edgel [8:0-9-00-2-81 [l0:0-2-10 Edge][750-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.45 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 1.0113-14 >428 240 Weight 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 6-8: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 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. (Ib) - Max. Comp./Mas. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3338/2212, 3-4=-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=-535/785,5-15=975(/33,5-14=-1198/1876, 7-14=-851/667, 7-13=-962/1695, 8-13=1260/1909,8-12=-05/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2)-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and fames & 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 buss has beendesigned 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 aljaint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A Albani PE No.39380 IIUMLS4Inc. FL'CartB634 6904 Parke East BNd. Tampa FL.33610 Daie; May 17,2019 AWABWNG- Vemyrdeslgnparamel andR JVOTES ONTMSANDINCLUDED Mp EXBEFFFENCEPAGEMOJlF3 rev, 10'D3Q0f5SS`DiWUSE Design valid for use onlywith twi cormedors. This design is based only upon parameters shown, and Is for an Individual building compared, not ��- a mass system. seem use, the bulldmg designer must verify the applicability of design parameters and properly Idcorporaid this design into the overall buildingdesign. Bracing indisatedistopreventbuckingoflneWdualWsswebanVarchoNmembers only. Additional tempomry and permanent bracing Wek' r Is always required for stability and to prevail aollapsa Wth powible personal injurymd pmpertydamage. Forgeneral guidanoe reganfing tee fearsome. stami delivery, erection and bracingoftrwses andtrusssystems, see ANSVFP/f Oualey Cdtala, DS"9 and BCS1 Balltling Component 6go4 Padua East BIW. Saferylnfurmatlon evaiade 6om Truss Plate lnsetute,21811. LesSal Suite312,Alexandda,VA22314. TBmpa.FL 36610 Job' Truss Truss Type Oly Ply=CARLTON111T17089637 11412 Al SPECIAL 1 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:43 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g.rMrHXX_a1JMIP50rygCcHYMx78Zbg7 I6bPGuDzFeBI 1-0-0+, Bo-0 11-10-0 18-7-0 24-2-0 28-9-0 36-0-0 37-0-0 --0 fiE-0 31 6-9-0 54i-12 4-7-0 7-2-12 -0-0 Scale =1:63.0 5x6 3x8 = 5x6 an 4 a ld;m d 14 ._ 3x4 II ""_ " 3x6 = 3x4 = 5x6 2.00 = 4x10 = 12 Bt-0 73$-0 18-7-0 244i-0 4' .4 7242 8£-0 5-2-0 4-11-4 5-10-12 4-0-0 7-2-12 Plate Offsets (X Y)-- 12:0-0-2 Edde] 18.0-2-10 Edge] 113:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Ndefi Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.26 TC 0.61 Verl(LL) -0.58 11 >749 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 SC 0.95 Ven(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 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 He FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-7.2 oho purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-13 REACTIONS. (Ielsize) 2=1386/0-8-0,8=1386/0-8-0 Max Harz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=-846(LC 12) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-0=3358/2292, 4-5=-2798/1921, 5E=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- 11 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-M to 2-7-3, Interior(l) 2-7-3 to 37-0-0zone;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 psf bottom chord live load nonconcurent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing aljoint(s) 8 considers parallel to grain value using ANSDTPI 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 8. Thomas A Albani PE No.39330 MITek USA, Inci+L'Cert 6634 '�6904 Parke East Blvd. Tampa FL33610 `.Date:• May 17,2019 AWARMNB-Veritydesign,vamefeuSandR NOTESON.7NISANDINf1U0E0lN REFERENCEPAGEM.7Mm.lO l5BEF USE Design valid for use only with Mi dMD connectors. This design Is based only upon parameters shown, and Is for an hen,dual buiding component, net a truss system. Before use, the building designer must vedfy the appllcabllity of design parameters and property Ince,srato Nis dasgn into me sweet indinated is bucking IndAdual oven web andborchorel membere only. Addifibmal tempmry and pasteboard bracmil MiTek' e oullifingdeign. Brating to prevent of Is always rose redforstability and to prevent collapse with possible personal lnlmya,M mopetty damage. Forgenealguldenceregaming Oe IabdCetlon, Storage, delivery,erectsm and basing oftrunum and buss systems, see ANS19PIf Quality CMerla,DSB-09and BCSIBuildingCmpmmf 6904 Parke East BIM. SarerylnlwmoEon available Onm Trues Plate In lnute.216 N. Lee street 5m1e 31Z AIaoam1m. VA 223l4. Tampa, FL 36610 Job' Truss Truss Type Cry Ply CARLTON 299 T17089638 11412 A2 SPECIAL 1 1 — -- Job Reference (optional) ChambersTruss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:44 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9gJYPglt?CocUcOFziZNjrgmu6RYvxZXarKF9gOfzFeBH i1-0-0 8L-0 13-10-0 18-0-0 22-2-0 24-0-0 28-9-0 36-0-0 37-0-0 Ir-0-0 8E-0 5-0-0 42-0 4-2-0 2-0-0 I 4J-0 7-2-12 -0-0 Scale=1:63.0 5x6 = 5x6 = 3x4 = 4.00 5_2 4 5 6 4x6 a u1 ^o 15 14 7.8 MT18HS = 3x6 = 3.4 II 5x8 = 200 12 4x10 = 8-0-0 13J-0 M 2-0 24E-0 28-9-0 36-M BJi 6 5-2-0 8-0-0 j 2-0-0 4.T-0 ]-2-12 Plate Offsets (X Y)— [2:0-0-6 Edoel [9:0-2-10 Edeel - - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Verl(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 Incr YES WB 0.72 Horz(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mahix-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 puriins. BOT CHORD2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP Ne.3 REACTIONS. (lb/size) 2=1386/0-a-0,9=1386/0-8-0 Max Ho¢ 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=3698/2365, 7-8=5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=1826/3099, 12-13=3016/5125, 11-12=3433/5679,9-11=-3426/5669 WEBS 3-15=0/295,3-14=-807/566,4-14=-354/620, 5-14=916/581, 5-13=-261/668, 6-13=588/1003, 7-13=-2219/1408,7-12=-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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-1-M to 2-7-3, Intedor(1) 2-7-3 to 37-0-0zone;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 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 ANSIrfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at joint 9. Thomas A Albani PE NcOWS0 MTek USA, Inc: FL Celt B634 6904.Parke East Blvd. Tampa FCMelt) Dater May 17,2019 AWARMNG-VedfydesignpmamerersandREADNOTESONTMSANDINCLUOED EKREFFFENCEPAGEMIF703ree.140Y 15BEMREUSE Design vallel for use only Mh IATek® connectors. This design Is based only upon paremeters shown, and is foran IndlMdual building component, not ��• a bass system. Before use, the bustling designermust vent' the applicability of design parameters and property incorporate this design into the ommll bulldingdesign. Bradngmocatedlate members only. Adediknaltempmeyand permanent tracing MiTek' e preventbuckligofindMtlualtmsswebanNmchord Is always required for stability and to prevent collapsewllh possible personal Injury and property damage. Forgeromaguldanceregadbgthe fabrication, stare;., delivery, reaction and belong of busses and truss systems, see ANS14rPlf Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Sidelyheforma too a ni ade hem Truss Plate Institute. 218 N. Lee Street Suite 31Z AIeaundffa. VA 22314. Tampa. FL 36610 Job - Truss Truss Type Oty Ply CARLTON 299 T17089639 M11412 A3 SPECIAL 1 7 Job Reference (optional) GOarmers Truss, Inc., FOr Pierce, rL -1nn Asn �1 4.00 12 Sx6 = 4 5x6 = 5 o. IJU a Mar g l LU 10 ar lea moustres, Inc. Yrl May I! Vtl:L9:9a LV Itl rage I Scale: X16'=l' 15 .1 3.5 3x4 II 5x6 = 2.00 12 4XID = = AA-0 134141 20-241 246-0 28-94 36-0-0 Y M1a, e- -0 15-2-0 16-" 44-0 4-3-4 7-2-12 Plate Offsets (X Y)— 12:0-1-2 Edael f3:0-4-0 0-3-01 [7:0-3-0 Edoe] [9:0-2-10 Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 >761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vmt(CT) -1.0511-12 >410 240 MT18HS 244/190 SCLL 0.0 Rep Stress Incr YES WE 0.74 Hoa(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -MS Wind(LL) 0.78 11-12 >551 240 Weight: 1671b FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD- 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0,,9=1386/0-8-0 Max Horz 2=185(LC 11). Max Uplift 2=846(1_10 12), 9=846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS IRow at micipt 6-13 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3=-3371/2103, 3-4=-2633/1707, 4-5=-2803/1850, 5-6=2968/1899, 6-8=-5371/3290, 8-9=-5960/3616 BOT CHORD 2-15=-1885/3159, 14-15=-1886/3153, 13-14=1343/2432, 12-13=-2958/5146, 11-12=-336815675,9-11=-336215666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=285/671,5-13=-379/702, 6-13=-2706/1659, 6-12=-109411946, 8-12=-611/435 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-7-3, Interic r(1) 2-7-3 to 37-0-0 zonci for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 A0 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 nonconcurent 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 ANSIfTPI 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 and 8461b uplift at joint 9. Thomas A.Albam PE No:36390 MTeN USA', InciFL'Cert 6634 i6964 Parke East Blvd. Tampa FL.3361D ',Oath:, May 17,2019 AWA Jikr -Va/ry design paamaras eddfyEAD NOTES ON MS ANDINCLUDEDI.gIIXREFERENCEPAGE MR-7413 re. f0hMrV15 BEFORE USE Design valid for use only w h Mi alvD connectors. This design is based only upon parameters dawn. and is for an iadmdual building component. not ��• a truss system. Before use, Me binding designer must verify Me applicitchy of design parameters and papery incorporate this design I=the overall bruldogdesign. Bracing indicated is to bucidingofindividual truss vrebmatter chord members only. Additional temporary and permanentbacing MiTek' prevent is always required for stability and to prevent coliapse with possible personal injury and property damage. Forgeneml guidance regarding Me fabrication, storage. de0very. erectiin and bracing oftneses and truss systems, see ANSI/fPN Ouallfr Chi DSB-69 and BCSF Building Component 5904 Parke Fast Blvd. Saferylnformeflon available from Truss Plate Include. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job ' TNss Type Oty Ply CARLTON 219T77089640 M11412 A4 CIAL ISMpias 1 1 Job Reference (optional) Chambers Truss, Inc., Fart Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn May rill 4.00 12 5x6 = Scale: W16-=1' 16 15 axrz 3.5 = 3x4 II 5,03 = 200 12 4x10 = 8-0-0 13E-0 18-0-0 24-0-0 28-94 36-0-0 a6-0 5-2-0 4d-0 6.6-0 4-4 ]-2-12. Plate Offsets (X Y)— 12'0-1-2 Edgel 18:0-3-0 Edbel 110:0-2-10 Edgel 115:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell 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 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOR(CT) 0.42 10 We Na BCDL 10.0 Code FBC2017/TPI2014 MarIX-MS Wihd(LL) 0.84 13 >513 240 Weight 1701b FT=20% LUMBER - TOP CHORD2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Horz 2=-207(LC 10) Max Uplift 2=-846(LC 12). 10=846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-14 FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-245B/1735, 6-7=-2481H719; 7-9=5407/3513, 9-10=5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=14892515, 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=4.2psf; BCDL=3.Opsf; h=12ft; B=59fh 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 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 chard live load nonconcurent 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 ANSITPI 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 atjoint 2 and 846 Ib uplift at joint 10. Thomas A.Albani PE Np.39380 MTekLSA; Inc: FL Cad 8634 %6904,13arke East Wild. Tampa FL73610 Oate:� May 17,2019 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MRFX REFERENCEPAGEMg-7MM.. 14,01c?015 BEFORE USE Design valid for use only with MiTek® ponnectms. This design is based oNy upon parameters shown, and is for an individual building component not ��- a buss system. Before use, the building designer must verify the applicability, of design parameters and properly Incorporate this design into Me overall building design. grating indicated is to buckling of indvidual truss web andnr chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse wtib possible personal injury and property damage. For general guidance regarding me fabrication, storage. deliveryry erection and bracing oftesses and buss systems. see ANSffFll qualify Cnfed;DSB-99 and BCSI Building Component Safelylnho mmian. wadable men Truss Plate Instiute, 218 N. Lee Street. Suite 312. Alexandra. VA n314. 6904 Parke Fast Bivd. 36610 Tampa. FL Job ' Truss Truss Type Dry Ply CARLTON 299 T17089641 AS SPECIAL 7 1 IM11412 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industnes. Inc. Fri May 17 09:24.47 2019 4.00 12 5x6 = Scale=1:61.9 16 15 9 V - 3zs = 3.4 I W = 2.06 12 4z10 8-6-0 13-8-0 18-0-0 24-0-0 28-94 36-0-0 5-2-0 4-4-U 6-0-0 47-2-12. Plate Offsets (X Y)-- 12:0-1-2 Edgel 18:0-3-0Edgel (10:0-2-10 Edge)- (15:0-2-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) I/deg 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 2441190 BCLL 0.0 ' Rep Stress lncr YES WB 0.95 Horz(CT) 0.42 10 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.84 13 >513 240 Weight 170lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at ril 7-14 REACTIONS. (Ib/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Hom 2=-208(LC 10) Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6-7=2472/1713, 7-9=5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3184/5190, 12-13=-3510/5666,10-12=3504/5656 WEBS 3-16=0/315,3-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13=1130/1972, 9-13=560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional), and C-C Exterior(2)-1-M to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-M 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 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 atjoint(s) 10 considers parallel to grain value using ANSITPI 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 8461b uplift at joint 2 and 846 Ib uplift at joint 10. Thomas A Albatd PE Nb.39380 MiTek USA;'Inc. FCCart 6634 6904 Parka East BNB Tampa FL.33G.10 ^Dater May 17,2019 AWAMMM-ideal enlarge pvamefen and READ NOTES ON MS AND INCLUDED MN REFERENCE PAGEMR-74T1 rev. 14=?015 BERgaE USE Deslgn valid for use only with Mick.0 mnnecors. This design is based only upon paremetea slewm, and is for an individual Wilding component, net ��- - a Was system. Beforeuse, be building designer must verify be applicaNlity of design parameters and propeM incemoate Nu resign into the oveall buildingdesign. Bracing Indicated is to onevandbuckin, atiadvidualtnusaymbandlaclaid! membem only. Additunaltemporaryand permanent bracing WOW is always"weed for stability and to prevent collapse with possible personal injury and property damage Forgenealguidanceregardingthe fabrication. storage. delivery, erection and bating oftrusses and truss systems. see ANSM11 Oualgy chili DSBd9 and BCS1 Building Component 6904 Parke East Blvd. Saferylnformaflon available from Trues Plata Inathar, 216 N. Lee Street, Suite 312, Aleeandna, VA 22314. Tampa, R U610 Job - Truss Truss Type City Ply CARLTON 299 T77089642 M11412 ATA COMMON 7 i Job Reference (optional) ChamberSTmss, Inc.. Fort Pierce, FL 6.T3U 5 Mar 11 2U16 MI I eK maasme5, Inc. rn may I UB:24:46 ZU111 rage 1 ID: kFvnsn0wY419Zh0_nM3lc6y1J9g-BJeAaE2jn42VsHooDon_c3p79KOVMSRFl71ZOzFOBD h1 I B--13 18-M 22-1-14 27 -01-11 5-90 190-115 i 3fi-0-0 37-0q 41-14 4-1-14 8-1-1 -M Scale=1:61.0 4.00.12 5x6 = 6 17 '- 15 -- -' 14 '- 12 3x8 = 3.4 II 4x8 = 3x8 = 3x8 = 4x6 3x4 II 3x8 = LOADING 1191 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/TPI2014 CSI. TC 0.53 BC 0.67 WB 0.60 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wmd(LL) in (loc) I/deft Lid -0.28 1415 >999 360 -0.59 14-15 >730 240. 0.14 10 IVa Na 0.3414-15 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=14361M-0, 10=1436/0-8-0 Max Horz 2=-208(LC 10) Max Uplift 2=-796(LC 12), 10=-796(LC 12) FORCES. (Ib) -Max. Comp/Max. Ten. -All forces 250 (to) 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 NOTES- 1) Unbalanced mof 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; 13=59ft; L=36ft; eave=5ft; Cat. 11; 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-M to _ 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 1 B-0-0 from left end, supported at two points, 6-0-0 apart 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcumenl 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 7961b uplift at joint 2 and 7961b uplift at joint 10. Thomaz A.Al6ani PE No.39380 MiTek USA,tnc •FL Cert 6834 6904 Parke East Blvd. Tampa FL33610 Dkfli; May 17,2019 AWARNING-VerllyddgnparamereisandREADNOMSOMMSANDINCLUMMREKBEFE CEPAGEMIF703rev.IWOY f5BEPo USE Design valid for use onlyw th MTek® connectors. This design is based only upon Parameters shown, and is loran individual building component, not ��- a truss system. Before me. Me building designer must verify me applicability of design parameters and properly incoweste this design into the overall buildingdesign. Bracing indicated is W ofmtlividualtmsswebandlorchord members only. Additionaltemporaryandpemlanentbmcing MiTek- prewntbucdirg Isays s retained her stabilityand W prevent wasps with possible pemonal injury and property damage. Forgenerelguidanceregardimthe fabrication, storage, delivery, erection end bacing diseases andbusssystems,see ANSIRPN Ouarey Crfteda, DS849 and SCSI Building Component 6904 Pare, East Blvd. Safetylnyorma hon available Men Tmss Plate Institute. 213 N. Lee Street Suite 312.Alexandda, VA 22314. Tampa, FL 36610 Job' Truss Truss Type Oft Ply CARLTON 299 T17089643 M11412 ATB COMMON 1 1 Jab Reference (oo=onall cos i is., rmr nerve, rL a. wus mar l Lu to muerc lnausumes. Inc. rn May it ua:z4:491uiu 4.00 12 5z6 = Scale=1:60.9 3z5 = 3x4 II 3.6 = 6x8 = 6.8 = 3x6 = 3.4 II US = Add 11dnD t9-n 8-1-1 5-9-1 314 6A-0 0 4 5-9-1 8-1-1 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in floc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOLL 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 Verl(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.68 Horz(CT) 0.02 15 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS WindfLL) 0.1518-21 >999 240 Weight 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30TOP CHORD Structural wood sheathing directly applied or6-M oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Ham 2=-208(LC 10) Max Uplift All uplift 1001b or less aljoint(s) 15 except 2=-433(LC 12). 14=-866(LC 12), 10=-240(LC 12) Mani All reactions 250 lb or less at joint(s) except 2=687(LC 21), 14=1635(LC 1), 10=39122). 15=349(LC 17) FORCES. (Ib)-Max.Comp./Mac. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=1239f757, 3-5=-037/333, 5-6=-432/448, 6-7=272/773, 7-9=.376f/78, 9-10=-034/220 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 forthis design. 2) Wind: ASCE'7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pef; 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, Interiorft) 2-7-3 to'18-0-0, Exterior(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.0I1a 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) ' Thistrusshas 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 andany 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 6t=1b) 2=433,14=866,10=240. Thomas k: iberd PE 1`10.39380 MTak USA; Inc".•FL Cert;6634 690d Parka East Blvd. Tampa FL 33610 `Oa_ts;' May 17,2019 AWARMNG-Varydesign parameters and READNOTESONTNISANDINCLUD® MITE!(REFERENCEPAGEMa-74 3m.1dp32a15 BEPORE U8E Design valid for use only with MBeMB connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a buss system. Before use, the building designer must verify Me applicability of design parameters and pm,xxy incorporate Nis design into the overall building design. Bracing Indicated is to prevent bucMing of Individual bass web anWorchoml members only. Additional temperery and permanent bmeng MiTek- isalwaysmounted for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the hectometer, storage, delivery, mention and bracing of trusses and truss systems, see ANS171i Qua@y crawls, DSB-89 aso BCSI BWltling Component 6904 Parbe East Blvd. Safelylnformation avalable from Truss Plate In50ote.21B N. Lee Street. Suite 312, Alexandra, VA U314. Tampa, FL 36610 Job Truss - Truss Type pry Ply 291 ' T17089644 M11412 ATC COMMON 1 1 �CARLTON Job Reference (optional) I I bJ . 11 ,., ra, mn,FL , rL a.lius Marllzuiomiiexinuumnes,laF Yrl Mayl/ue:z4:aazuiu 4.00 12 5.6 = 6 Scale=1:60.9 3x5 = 3x4 II 3.6 = 6.8 = US = 3x6 = 3.4 II 3x5 = A-1-1 "In' 1 8-1-1 5-9-1 314 6-11-14 0 -9 5-8-8 8-1-1. LOADING (psf) SPACING- 2-M CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 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 HDm(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1518-21 >999 240 Weight 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or6-M oc purling. 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 except (jt=length) 14=0-11-5. (Ib) - Max Harz 2=-208(LC 10) Max Uplift All uplift 100 lb or less aljoint(s) 15 except 2=.433(LC 12), 14=866(LC 12), 10=240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=687(LC21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1239/757, 3-5=A37/333, 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=-1096/683, 7-14=303/281, 9-14=-853/614, 9-12=A3/307, 6-16=-501/665, 5-16=-302/279, 3-16=-8901616, 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. 11; 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, Exlenor(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 10011c uplift at joint(s) 15 except (jl=1b) 2=433, 14=866, 10=240. Thomas A. Attain PE No'J9386 MiTellbi A,lidFCCer(6634 *6964 Parka East BNd. Tampa FL.33610 �.OSIeS May 17,2019 AWARNING-Veng cfesdgnparanrefers andREADNOTES ON TN/SANDINCLUDED tarmac PENENCEPAGEM 7mrdv, faV31WISBEPONEUSE Design valid for use onlywith MiTek®wrarsonm. This resign is based only upon parameters shown, and is for an indiNdual buildru, component, not ��- a buss system. Before me, the building designer must verify the applicability of design parameters and pmpedy incorporete this design Into the overall building design. Bracing Indicated law preanibucMing ofindvidual bussweb andrrxchordmembees only. Additionaltemporaryand Permanembracing KWIC is always required for stability and k prevent collapsewth possible personal injury and property damage. For general guidance regarding Me sbraetlelivery emdun and bracing of bsseand Wssyems, see AN&gPII Oul4y Cr a, DSB49 and BCSIBulldiagCmponwf 6904 Pale East BNd.fabrication, ton availabl Tampa.FL 3610Safefyrn/nma Job Truss Truss Type Qty Ply CARLTON 299 T17089645 M11412 BHA COMMON 1 1 Job Reference o 0ona1 Chambers Tmss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:522019 Pagel ID:kFvnsnOwY419ZhO nM3lc6ylJ9g-45uhQc5Dv4Vr_UaZ13sj9SES6mkoR7t0AV5FiBzFeB9 16-0-0 24-0-0 1-e-0 6-B-0 12-0-0 1b0-0 156-0 1&0-0 20.0-0 22-0-02 10.1 2&0-0 350-0 1-0-0 1-1-1 S 131i6'-1' TOP CHORD MUST BE BRACED BY END JACKS, ca e. - ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 5.6 = 9 12 14 7x10 Mr18HS G 7 16 5 18 7x10 4.00 12 3x6 I 5 = Sx 3 0 17 20 1 2 21 22lfn ff Dill 28 27 26 25 24 23 3.6 II 4.6 = 6x8 = 6.8 = 3x6 II 3x5 = 3x6 = 3x6 = 8-0-0 25--07--01 3-O -05-0-0 8-0-0 I -00-15 -15 8fi4 Plate Offsets (X Y)— [2:0-0-2 Edgel [3:0-3-8 Edge] 111:0-3-00-3-01 [20:03-8 Edgel [2L0-2-8 Edge] [25:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 2831 >999 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 HDrz(CT) 0.04 21 n/a rda BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.202831 >909 240 Weight: 208 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Structural wood sheathing directly applied or 4-2-12 oc'pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at miclpt 20-25 2 Rows at 1/3 Pis 3-26 JOINTS 1 Brace at J[(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (Ib) - Max Harz 2=-208(LC 6) Max Uplift All uplift 100 It, or less aljeint(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 at joints) except 2=983(LC 13), 26=2911(LC 13), 25=2457(LC 14), 21=757(LC 14) BRACING• TOP CHORD BOT CHORD WEBS FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473ff24,.3-4=-213f7l8, 4-6=-213f718, 6-8=-213/718, 8-10=-213/718, 10-11=213/718, ll-13=-213/718, 13-15=-213/718, 15-17=-213f718, 17-19=-87/610, 19-20=87/610,3-5=-199/422,5-7=-112/391,7-9=-33/344, 12-14=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=-979f756,3-28=419/1254,3-26=-3236/1698, 20-23=-458/1210, 20-25=-2385/1201, 9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59fb 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 ponding. 4) All plates are MT20 platesunless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent 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 58316 uplift at joint 2, 15571b uplift at joint 26, 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. 9) Girder carries hip end with 8-" end setback. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 28-0-0, and 967 It, down and 461 lb up at 8-M on bottom chord. The tlesign/selection of such connection devices) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). Thomas A.Alaari PE No.MIIO NTeli USA fMFL'Cut l634 `6904 Parke East Blvd. Tampa FL33610 905(ti May 17,2019 andard AWAlU .Vedfydeslgn/wamefmsandR NO7 ONMISANOINCLUp®lRfEKPEFERENCEPAGEMI.7g3rev.f6'03y2015B REUSE Design valid for use onlywtlh MTeW connectors. This design is based only upon parameters sh,wm, and is for an Individual building component, not Eta trusssystem. Before e, Me building designer must verify Me applicability of design parameters and pmpery incorporate able verall is design Into me o buildingdesign. Bredngindicated istoprevenlbucklingofmNhdualtrusswebandlorchhcrdmembersonly. Adclaonaltemporeryandpenmanentamdng MiTek' is always required for stability and to prevent collapse warn possible personal Injury and rabbi damage. Forgenerel guidance regarding Me fabrication, storage, delivery, erection and among of trusses and buss systems, see ANSI?PN Quality Criteria, Di and SCSI Building Component 6904 Parke East Blvd. Sarelylnkemlation available Wm Trues Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type pty 299T17089645 FPIYCARLTON M11412 BHA COMMON 1 Job Reference o ti0nal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:52 2019 Paget ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-45uhpc5Dv4V1_Ua7l3sj9SES6mkoR7t0AV5FiBZFeB9 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) 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 (Ib) Vert: 28=-641 (F) 23=-641 (F) .®11,ARNING-Vadyo'eUgapar4melersamrlREADNOTES ON MSANDI=UDFDMNEKREiERENCEPAGEMII.7473rev. 10IO32015BEFOREUSE Design valid for use only with MITeW connectors. This design is based only upon parameters shpwn, and is bran individual building component, not a truss system. Before use, me budding designer must early On applicability of design parameters and property incorporate Nis design into the owned buitdingdesign. Bracing retreated isto pravant backing ofincinblual trussSaeloandlorchord! members only. Additional temporary and permanentbncing MiTek' is aWays renuired for stability and to prevent collapse with possible personal injury antl property damage. Forgeneralguidanceregarding Ne fabrication,storage, delivery erection and btlng ortrusses and truss System. See ANSVTPII Quality Cnreda,DSB-69 and BCSI Building Component Is 6904 Page East end. Salelylnformadon a,aNla' tram Truss Plate Institute.218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Ply T17089646 M11412 GRA HIP �Oty 7 1 �CARETON299 Job Reference optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:53 2019 5x8 MT18HS = 4.00 12 3x4 II 5x8 = 3x4 II 3 22 23 24 25 4 26 27 5 28 629 30 31 32 33 5.8 MT16HS Scale = 1:61.9 .w w ea oo ar as -• n vu 3z5 = 3.4 II 46 = 6xl2 = 6x12 = 46 = 3.4 II 3x5 = 7-10-0 13-8-0 22-0-0 28-2.0 36-0-0 7-10-0 5-10-0 8A-0 5-10-0 ]-10-0 Plate Offsets (X y)- [3:0-54 0-2-81 [5:04-0 0-3-01 [7:0-5-4 0-2-81 LOADING (post) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4412-13 >609 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n1a Na BCDL 10.0 Cade FBC2017/rP12014 Matrix -MS Wind(LL) 0.2210-21 >999 240 Weight 161 In FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13,6-12: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 34-6 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1Row at midpt 3-13,5-13 REACTIONS. (Ib/size) 2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 Max Horz 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=2107(1-C 8), 8=-799(LC 8) Max Grav 2=417(LC 17), 13=3546(LC 1), 8=1256(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-1158/2051, 4-5=-115812051, 5-6=-2318/1425, 6-7=-2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-1961311, 13-15=-201/342, 12-13=246/452, 10-12=-1588/2818, 8-1 0=-1 578/2786 WEBS 3-15=-18 11648, 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=4.2psf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Expo 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 am MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 2, 2107 lbuplift at joint 13 and 799 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 301 lb up at 7-10-0, 103 It, down and 170 lb up at 10-0-12, 103 lb down and 170 Ib up at 12-0-12, 103 Ib down and 170 Ib up at 14-0-12, 103 Ib down and 170 Ib up at 16-0-12, 103 Ib down and 170 lb up at 18-0-12,103 Ib down and 170 lb up at 19-11-4, 103 lb down and 170 Ib up at 21-11-4, 103 lb down and 170 lb up at 23-11-4, and 103 lb down and 170 lb up at 25-11-4, and 137 lb down and 301 lb up at 28-2-0 on top chord, and 340 Ito down and 223 Ib up at 7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 lb down and 1 Ib up at, 10-0-12, 77 lb down and 1 lb up at 12-0-12, 771b down and 1 lb up at 14-0-12, 771b down and 1 lb up at 16-0-12, 77 lb down and 1 Ib up at 18-0-12, 77 lb dawn and 1 lb up at 19-114, 77 lb down and 1 Ito up at 21-11-4, 77 lb down and 1 Ib up at 23-11-4, 77 Ib down and 1 Ib up at 25-114, and 77 lb down and 1 Ile up at 27-11-4, and 3401b down and 223 lb up at'28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. All PE No.39380 MTek USA, Ine. FDCert 6634 6904 Parka East Blvd. Tampa FL.33610 Data:, May 17,2019 AWARNING-VmydeslgnparemefersandR NOTE50N MISANDINCLUDEOMNFJ(REFFRENCEPAGEMII-7423ray. 101XV20158EPoREUSE Design valid for use only wiM MTek® connectors. This design is based only upon parameters shown, and is bran individual building component, not a Wss system. Before me, vie building designer must verily vie applicability of design parameters and pmpady incomorate this design into the oveall bulMrgdesign. BracbgNdiwtedisMpreventbucWingofinMi dual WsswebaMarchmdmembemonly. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. ForgeneraiguidznceregaNhgme fabrication, storage, delivery erection and bracing of trusses and hues systems, see ANS117Plf Qualify criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Sarerylnlormafort availablefmm Tuns Plate InsbWte,218N.Lee5beet Suite312,Alazandda,VA22314. Tampa. FL 36610 Job'.Tm6s Tress Type Oty Ply CARLTON 299 T77089646 M11412 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fan Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFvnsn0wY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNGKcd9mbmOyhfmd4AIvAZOAP9goFezFeB8 LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=-20 Concentrated Loads (Ib) 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(13) 36=-49(B) 37=-49(B) 38=-49(B) 39=-49(B) 40=-49(B) AWARNING- VertrydeagnpremerersandBFADNOTES ONTNISAttD/NCLUDEO WEKREFEFENCEPAGEMb703 ra, ldOYt lISBEFORE USE Design valid for use only with MTek® connectors. This design Is based only upon pammaters shown, and is for an individual building component, not ��• a Miss system. Before use, Me building designer must verify the applicability of design parameters and pmpedy incomorete Nis design into the overall buildingdesign. Bracing indicated is to prevent buckling of individual Miss web andOrchord members only. Adddlanal temporary and permanent bracing MIMIC is a6vays required for stability and b prevent collapse with possible personal injury and property damage. Forgeneral guidance Mating Me rabticomn,storage,delivery, urethan and bracing of houses and buss systems, see ANVffPN Oualiy Creole,DS&69 and SCSI Building Component 6904 Padre East Blvd. Safetylnformatfon available from Tuns Plate Institute, 218 N. Lee Sheet, Suite 312,Atexandda, VA 22314. Tampa, FL M610 Job' Truss Truss Type Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS �Qty 8 1 Job Reference o Oonal unambers buss, Inc., Fort Pierce, FL 30 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 ID:kFwsnOwY419Zh0_nM3lc6y1J9g-OT7RrH7URhlBDnky9UvBEtJwBaWwDKJepaLn4zFeB7 Scale =1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Lld 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 Horz(CT) -0.00 3 n/a to. BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 81la FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0,4=22/Mechanical Max Horz 2=67(LC 12) Max Uplift 3=-27(LC 12), 2=-136(LC 12). 4=-3(LC 9) Max Grev, 3=40(LC 17), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-M oc purling. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) VOW: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf, h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift atjoint 3, 136 lb uplift atjoint 2 and 3.lb uplift atjoint 4. Thomas A. Albani PE Nc.39380 MTek USA, Ind•FL Cert 6634 `6904.Parke East Blvd. Tampa FC30610 Dater' May 17,2019 A WARMNG.VedydeslgnparametersandR ROMS ON 7NISANDINCLUO®MREI(REFERENCEPAGEMM.7Mm.. 140Y2M5BEFOREUSE. Design valid for use only with MiTeM oonnedors. This design is based only upon parametersshown, and Is for an Individual building component, not ��• a truss system. Before use, the budding designer must verify the applicability of design parameters and popery Inmrpoate this design into the overall buildiagdesign. Bacingindicated late pmv rtbucdirgofindividualWsswebendlorchord members only. Additionaltemporaryendpermanentbaung MiTek' isalways related forstabiGry and to preventcollapsewith possible personal injayardpapenydamage. Forgenealguidenceregardirgthe fabrication, storage, delivery. erectson and hating of trusses and buss systems, see ANSMII Oaarry Cdleda, DSB g and BCSIBalldMg Component 6904 Parke East Blvd, Safeylahenarrion available fnm Tnrss Plate Instdute.218 N. Lee SIreeL Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply CARLTON 299 T77089648 M11412 J4 MONO TRUSS �Qty 8 7 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MiTek Industries, Inc. Fn May 17 09:24:54 2019 Page 1 ID:kFvnsnOwY4192h0_nM3lc6ylJ9g-OT7RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 Scale-1:11.1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 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(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 Weight 141b FT=20% 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/NlechanimI Max Holz 2=102(LC 12) Max Uplift 3=77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grav 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=5911; 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 3-104 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 buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 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 77 to uplift at joint 3, 159111 uplift at joint 2 and 7 Ib uplift at joint 4. Thomas A. Altiani PE No.39300 MiTok USA; (nciFLCod 66$4 6904 Parke East Blvd. Tampa FL:33610 :Dale:• May 17,2019 AWANMNG-Verrydeslgnparoma(vsandR NOMSON7MSANDINCLUD®hIIFEI(�CEPAGEW703mv. fOD3[OfSBEPortE USE Design valid for use only with MITeW oonnetlors. 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 vent' Me applicability of design parameters and properly Incorporate this design into one meal bulldingdesgn. BadngindiwledlstopreventbuclongofIndividualtromwebandforchordmembersonly. Additional temporeryand permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricated, simage, delivery, erection and badrg of busses and truss systems, see ANSMI1 Quality Criteria, DSB49 and SCSI Building Component 6W4 Padre East BNB. Saleylnformat/on available from Truss Plate inseWs, 218 N. Lea Street. Suite 312,Aleaandda, VA 28314. Tampa, FL M610 Job' Truss Truss Type Ply CARLTON 299 T77089649 M 11412 J6 MONO TRUSS �Qty 8 1 Job Reference (optional) wanmem uu>s,n , run nerce," a. tau s mar Tl l0ld Milex lnausmea, MC. rn may lr ue:Z4:00 Zulu Pagel ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-UgZg2d86C?t2rxJBiBORn4s2Dzg9egaTsTJvJ WZFeB6 3x4 = 4 Scale =1:14.6 LOADING (ps' SPACING- 2-0-0 CSI. DEFL. in (lot) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240 BCLL 0.0' Rep Stress lncr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix_MP Wind(LL) 0.11 4-7 >639 240 Weight: 2016 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=1421Mechanical, 2=27510-8-0, 4=70/Mechanical Max Horz 2=140(LC 12) Max Uplift 3=129(LC 12), 2=-192(LC 12), 4=-8(LC 12) Max Grav 3=148(LC'17), 2=275(LC 1). 4=100(LC 3) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; B=59ft; L=36ft; eave=5ft; Cal. 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 5-10-4 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 1291b uplift atjoint 3, 1921b uplift at joint 2 and 8 lb uplift at Joint 4. Thomas A. Albani PE No.393h MTek USA; Inc: FL'Ced J 690/ Parke East Blyd. Tampa FL'33610 ',Dater May 17,2019 ®WARMND-VWtidesfgnpaooncem.dREAONOTESONTNISANDINCLUDBp51R REfE CEPAGEM 7Mr ... 1QlQ2af5BEF0REUSE Design valid for use ontywith MRekW connectors. This design is based onty upon parameters shown, and Is for an Indoodual building component, not ��• stress system. Beforeuse, die buldllg designermusl verify me applicability of design parameters and pmpedy lecom000le this design into Me overall bulldingdesign. Booting indicated is to prevent buckling of Individual truss web and/or cboN members only. Addiarent temporary and pelmanentloocing MiTek' Is always required for stability and W prevent collapse will possible personal Injury and Property damage. For general guidance regarding Me fabdcelion,storage.delivery, erection and bracing oftrussee andbusssyslems.see MllurPli Dually Crlfeda, DSB49 and Best Building Companenf 6904 Parke East BNd. Saleyleferrealldn aoxiable bom Truss Plate lnseWte.218 N. Lea Streel. Suite 312,AlexanMa.VA22314, Tampa,FL 36610 Job Truss Truss Type Oty Ply CARLTON 299 T17089650 M11412 J8 MONO TRUSS 11 1 Job Reference o lional 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:kFvnsnawY419Zh0 nM3lc6ylJ9g.ys7CGzBkzl?vT5uLGuxgJ109wN64N7pc573SryzFeB5 Scale =1:17A Plate Offsets (X Y)- [2:0-3-14 0-1-8T LOADING (psf) SPACING- 2-0-0 CSI. -DEFL. in (loc) I/deft Ud 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 lncr YES Wit 0.00 Horz(CT) -0.00 3 n1a his BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight: 26 lb 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 Hors 2=178(LC 12) Max Uplift 3=-174(LC12), 2=-226(LC 12), 4=-13(LC 12) Max Gran, 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp/Max. Ten. -Ali forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. 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; eaval Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, IMerior(1) 2-7-3 to 7-10-4 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 noncmncurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) 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, 2261b uplift at joint 2 and 13 to uplift at joint 4. Thomas A. Alban PE No49380 MRek USA. Inc!- FL Cort6634 6904_Parke East Blvd. Tampa FC33610 :Date:' May 17,2019 AIVRNG- VelydagnpvamefersandB NOTESONTNISANDINCLUDOMrrEk RENCEPAGEM-7473on, 16'OYMISBEFORE USE ' Design valid foruss only with MRek® connectors. This design is owed only upon parameters show, and is ter an individual building complaint, not a truss system. Before use, the bulling designer must verily the applicabiliy, of design parameters and pmpe ly ineartemee the design into the overall buildingdeogm Broongindicatedlstoprevent bucUse,ofindiniduLVussmleandlorchool members only. Additional temporary and permanentbrecing MiTek• is always regained for stability and m prevent collapse Win passible personal houry, and property damage. Forgeneralgodanceregardirgthe fabdcatlon, storage, delive erection and among oftrusses and muse systems, see ANSVroll Quality Crfreds,DSS-89 and SCSI Building Component le 604 Padre East Blvd. Sareylnformailon. avallaa from Truss Plata Institute, 218 N. Lee Street. Suite 312, Alevandrla, VA 22314. Tampa, A. 36610 Job' Truss Truss Type Oty Ply CARLTON 299 T17089651 M11412 JAB MONO TRUSS 71 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:kFvnsnOwY4192h0 nM3lc6ylJ9g.ys7CGz8kzl?vT5uLGuxgJ109PN6PN7pc573SryzFeB5 Scale =1:172 Plate Offsets (X,Y)— [2:0-1-14 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.58 Vergi-L) -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 WS 0.00 Horz(CT) -0.00 3 n1a rda BCDL 10.0 Code FBC20171-PI2014 Matrix -MP Wind(LL) 0.24 4-7 >392 240 Weight: 26 to 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 Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. , BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 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: MWFRS (directional) and C-C Extedor(2) -1 -0-0 to 2-7-3, Inte lor(1) 2-7-3 to 7-8-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701b uplift at joint 3, 2231b uplift at joint 2 and 131b uplift at joint 4. Thomas A. Albani PE No.39380 MTak USA,Jnc: FL Cart 8634 `6904 Parks Eest Blvd. Tampa FL73610 Dater May 17,2019 AWARNING-VW6,des/gapaxm .adR NOTESONMSAN01NCLU0m IATEKNEFERENCEPAGE6 .7Mrev. 111011015BEFOREUSE Design valid for use onty wild,Mnek® mvneclors. This design Is based only upon parameters shown, and Is foram IndMdual building component not '' a truss system. Before use, Me building designer must verify the applicability of design parameters and pmpedy Inm norete Time design into ate overall busdingdesign. funding indimtedeftiprewinbucklltgofindlMduxtrienwebanNmshordmembersonly, AdOtbnaltemporaryaMPemtanentbmcing M!Tek• IselwaysrepuimdforsObili"ndwMw;nlm0apsawl possiblepersonalinjtoyan Mp rtydemage. ForgenemIguldanceregardng Ne fabdcatbn, storage, delivery, erection and bri of busses and buss systems, see ANShTR11 Qualify Crser/a, OSBA9 and SCSI Builders component 6904 Parke Esst Blvd. Safefyln emeaflon available Imm Teas Plate Insatute.218 N. Lm 5tnret Suite 312,AIevandda, VA 22314. Tampa, FL 36610 Job' Truss Truss Type Ply 299 T77089652 M11412 KJ8 MONO TRUSS �Ilty 2 1 �CARLTON Job Reference (optional) Chambers Truss, Inc., Fort Pierce. FL 8.130 s Mar 112018 Mil Industries, Inc. Fri May 17 09:24:57 2019 Page 1 ID:kFvnsn0wy419Zh0_nM3lc6ylJ9g-02haTJ9Mkc7m4FTXgcSv VxOynWn6V0Kno00PzFeB4 2.83 12 3x4 > 12 3 11 10 2 LLJ 13 14 6 15 2x3 II 3x4 = 3x4 = 5 7.2.7 11-0.12 111 7-2-7 3-10-5 0-2 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 499 240 BOLL 0.0 Rep Stress lncr NO WB 0.35 HDrz(CT) 0.01 5 n/a real BCDL 10.0 Code FBC2017frPI2014 Madill Wind(ILL) -0.04 6-9 >999 240 Weight 44 In FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 the bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=90/10echanical, 2=462/0-115, 5=406/Mechanical Max Hors 2=178(LC 8) Max Uplift 4=-102(LC 8), 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=234/833, 5-6=-234/833 WEBS 3-6=0287, 3-5=913/257 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eavei Cal 11; Exp C; Encl., GCp1=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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021b uplift at joint 4, 1871b uplift at joint 2 and 118 Ib uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) 39 Ib down and 58 Ill up at 2-11-0, 391b down and 58 to up at 2.11-0, 8 Ib down and 101 to up at 5-8-15, 8 to down and 101 to up at 5-8-15, and 421b down and 143 lb up at 85-14, and 42 Ib down and 143 Ib up at 8-6-14 on top chord, and 47 Ib down and 28 Ib up at 2-11-0, 47 Ib down and 28 It, up at 2-11-0, 47 Ib down at 5-8-15, 47 It, down at 5-8-15, and 31 Ib down and 14 to up at 85-14, and 31 lb down and 14 Ib 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 (pIQ Vert 14=-54, 5-7=20. Concentrated Loads (lb) Vert 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=83(F=42, B=42) 13=14(F=7, B=7) 14=-20(F=-10, B=10) 15=50(F=25, B=25) Thomas A.'Albedi PE No.36380 Ml USA, IncFL-Carl 934 6904 Padre East Ell Tampa FL 33610 ' Dater May 17,2019 AWARMNG-Vedy desrgn paramelerb andNE1DNOTES ON.7MS AND INCLUOm IAITIX REeERENCE PAGE M1fp-]?)rev. lr 0 15BEFOREUSE Design valid for use only with Mrek® connectors. This design is owed only upon parameters drown, and is for an Individual building component, not a buss system. Before use, Me building designer must vent' die applicabillry, of design pammetem and properly moorporate this design into Me overall buildingdesign. BtednglndiratedistoprevenlbucWingofindMdual Wssweband/orcMNmembemoNy. Additional temporery and permanent bracing WeW Is ishennes required rot stability and to Menmat collapse win possible internal Injury and pimply damage. Forgenealguidanceregarding Me f eslost on: storage, delivery erection and sterna of Misses and buss systems, see ANSglPll Quality Cdlwla, DSB-e9 and Star au//dfng Component 6904 Parke East Blvd. Sadelylnf =flan available from Truss Plate Institute, 218 N. Lee Street Suite 312,Alseandda. VA U314. Tampa. FL 36610 Jab' Truss Truss Type Day Ply CARLTON 299 T77089653 M11412 KJA8 MONO TRUSS 2 1 Jab Reference (optioned) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fri May 17 09:24:58 2019 Page i ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-vFFyhfA VwFdiP2jOJz8OjUbgBsJry4vYRYZwrzFeB3 2.83 12 12 3x4 = / Scale=1:19.9 13 14 8 15 5 2.3 II 3x4 = 3A = 6-10-0 11-03 6-10-0 42-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress lncr NO WB 0.34 Hoa(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -Ms Weight 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-04 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=106/Mechanica1, 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=420/815, 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.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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.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 107 lb uplift atjoint 4, 321 lb uplift at joint 2 and 202 lb uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 Ito down and 58 It, up at 2-11-0, 39 lb down and 58 Ito up at 2-11-0; 8 It, down and 101 Ito up at 5-8-16, 8 lb down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8-6-14, and 42 Ib down and 143 lb up at M-14 on top chord, and 31 Ito up at 2-11-0, 31 Ib up at 2-11-0, 10 It, down and 30 Ib up at 543-15, 10 It, down and 30 Ito up at 5-8-15, and 31 Ib down and 14 to up at 8-6-14, and 31 It, 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 (Ib) - 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.'Albeni PE No:39380 MMeX b5q IncrFL CerteBM ' 6902 Parke East Blvd. Tampa F03810 Date'; May 17,2019 AWAFINNG- VMtydeaoparameras andREADNO]ES ON TRISANDINMUD®MrrFXREFFRENCEPAGEM-7473r 100311015BEFORE USE Design valid for use only with MTek®oonnerdon. This design is based only upon parameters shown, and 5 for an individual building mmpanem, not ��• a mass system. Before use, tie building designer must verily the applicaGlity of design parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated! is M prevent buckling of Individual muss web and/orchord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent cu0epse Win possible pemanal injury and property damage. Forgenemdl guldence regarding the fabrication. sfomge, delivery. erection and bracing of Musses and buss systems, see ANSITP/1 Gualtty Gnteda, DSB-ag and BCSI Building component 6904 PeAe East Blvd. Safelylnfarmaf/on irwi a from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alr andda, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION I � " Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. r Ole For 4 x 2 orientation, locate plates 0- wra" from outside Numbering System II 64-8-if dimensions shown in ft-in-sixteenths I I (Drawings not to scale) 1 2 3 TOP CHORDS c1-2 c2a Cl WEBS Cvo 4 O h' = ° O ) yx°P U OF _. _ c&' csa F- A General Safety Notes Failure t0 FOIIOW Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor 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. BOTTOM CHORDS edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY. NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/rPI 1. Plate location details available in MITek 20/20 NUMBERSILETTERS. 8. Unless otherwise noted, moisture content lumber software or upon request. shall not exceed 19 % at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, see, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be me species and size, and to or better than that In all respects, equall to Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSlfrPl 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 it. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 ANSI/rPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. a BCSI: BuildingComponent Safe Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for andling, iTe ANSI9rPl1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015