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HomeMy WebLinkAboutTRUSS PAPERWORK1 Lumber design values are in accord ; with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. REi 1513195 - Site Information: Customer Info: JDL Builders MiTek USA, Inc. 6904 Parke East Blvd. Project Name: 1513195 Model: Custom Tampa, FL 33610.4115 Lot/Block: . Subdivision: . SCANNED Address: 10105 Muller Road BY City: Fort Pierce State: Florida 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/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 8 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 61015-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# 1 Truss Name Date 1 T15592317 C1 11/15/18 12 1 T1 5592318 1 C3 111/15/18� 13 1 T15592319 1 C5 1 11/15/18 1 14 1 T1 5592320 1 E7 111/15/181 15 1T15592321 1 H7 i 11/151181 16 IT15592322IT01 11/15/18� �7 iT15592323IT02 11/15/18� �8 !T15592324IT03 11/15/18 RECEIVED NOV 9 0 ?018 ST. Lucie oun CPermitting The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that,the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIlrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's 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 intolthe overall building design per ANSI/TPI 1, Chapter2. 11111111114f1'r .` ENg' o 68182 STATE OF 4(/� ,0� ' c P, ' 2�: 0 R 1 /ONAI.EN1``• lh 111111111 Joe uin Ve PE No.68182 MIT k USA, nc. FL cert 6634 6 Parke st Blvd. Tampa FL 33610 I November 15,2018 Velez, Joaquin 1 of 1 Job Thus 'I Type OtY Ply - T75592317 ' 1513195 C1 ROOF SPECIAL a 1 Job Reference (optional) BFS, Tampa, Plant City, Rodda 33566 8.220 a Oct 6 2018 MiTek Industries, Inc. Thu Nov 15 07:38:00 2018 Page 1 ID:5fMgxcZOkbvj5DxKFcicvkyU9Zo-BGxJz7z1_EIEahBgOXu00wFkIN6L4Nsk315Y19yJ7d5 0-11-4 2-01-4 1 6-11.4 i 2.0-0 I8 a-11a V Scale=,1:9.4 Plate Offsets (X,Y)— [2:0-0-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.00 4 >999 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 1 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=-120/Mechanical, 4=9/Mechanical, 2=290/0-8-0 Max Horz 2=-77(LC 9) Max Uplift 1=-120(LC 1), 2=-018(LC 9) Max Gray 1=185(LC 9), 4=17(LC 3), 2=290(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; Cat. II; Exie C; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right e'xposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (1t=lb) 1=120, 2=318. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33810 Date: November 15,2018 A WABRING- Vedydesf9n parameren enEpEAe NOTES ON THIS AND INCLUDED MIrEK pEFERANCE PAGE aI/N473 rev. 1a032e16afFORE USE. Design valid for use only with MneM connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss E stem. Before use, the building designer must verify the appllcatcally of design parameters and properly Incorporate Rill design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always re ruined for stability, and to prevent collapse with possible pars rnol injury and properly damage. For general guidance regord rg the fabrication, storage. delNary, erection and bracing of tosses and truss systems. seeANSVrplt Guam CRAM, DSIIA4 and lC51 MSldbp Component 6904 Parka East Blvd. Safety from nuns Plate Institute. 218 N. lee Street. Suite 312 Alaxontltlo. VA 22 14. Tampa, FL 33610 - T15592318 11 2-3-4 2-11.4 W-04 2 3 4 0.80 2-0. Scale = 1:18.8 6 2x4 11 2-3-4 0.8-0 Plate Offsets(XY)-- [2:0-1-150-0-01 [2:0-4-40-2-41 [3:03-100-0-01 [5:0-0-130-1-91 LOADING (psp SPACING- 2-0-0 CS]. DEFL. In (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.00 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 2-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 5=0-8-0, 3=0-8-0. (lb) - Max Harz 5=-165(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) 1 except 5=-170(LC 1). 3=-376(LC 13) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 5 except 3=422(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. BOT CHORD 3-5=-182/478 Stmmural wood sheathing directly applied or 2-11-4 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 5-0-1 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This times has been designed for a 10.0 pet 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 3-6-0 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 100 lb uplift at joint(s) 1 except Ot=lb) 5=170, 3=376. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 15,2018 OWARNWG- Vedlydeslgnperemefersand READNOTES ON T SMDWCLUOEOMREKREFERANCEPAGEM674M.re.. 100 i4a156EFORE USE Deslgn valid for use only with MneMconnectars. This design Is based only upon parometemshown, and Is for an Individual building component, not ��- o toss system. Before use, the bullding designer must verity th the applicability of tleslgn parameters and properly Incorporate this design Into e overall buadingdedgn. Brocingindicated istoprevent bucking oflntlNldualtsussweb and/or chord members only. Add9lonaltempororyondpennanentbracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property dapymyage. For general guidance regarding me fal DSO-09 and SCSI BuItlYlp Component OVA Tampa, Safety In/ermatbtnvallable from Truss Plate lInstiNie, 21a N. Lee Street, Suite 312, Alexandra 22314Mede, FL 336jplvtl. .--- T15592319 CS ROOF SPECIAL 8 1 Scale=1:23.7 2x4 11 4-3-4 5 4-10 0.8.0 , Plate OHsdts (X V)-- (2;0-1-150-0-01 T2:04-150-2-121 (3y-3-100-0-0] (5.0-0-130-1-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 120.0 Plate Grip:DOL 1.25 TIC 0.66 Vert(LL) -0.01 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.02 6-7 >999 180 BCLL I 0.0 Rep Stress ]net YES W B 0.00 Horz(CT) 0.01 7 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix-R Weight: 21 to FT=20% LUMBER -I BRACING - TOP CHORD 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc puffins. BOTCH IRD 2x4 SP No2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jl=length) 5=0-8-0, 3=0-8-0. �(lb) - Max Hom 5=-236(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-127(LC 13), 5=-189(LC 13), 3_ 255(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 1, 7, 5, 3 FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-649/360 BOT CHORD 2-5=-460/653, 3-5=-316/616 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42pst BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS(envelope) gable end zone and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 7-0-1 zone; cantilever left and right exposed ; end vertical left and right exposed;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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 Ito uplift at joint 1, 189 Ib uplift at joint 5 and 255 lb uplift at joint 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 15,2018 O WAR ING- Verhydealgnparametemand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIFT473mv. 10=W15 BEFORE USE Deslgn vplld for use only with MneM connectors. This design Is based only upon parameters shown, and Is for on Individual building component not ��- a truss s bulltlingI em. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing lndicotedistobucklingofIndividual truss web and/or chord members only.. Additional temporary antl permanent bracing MiTek' Is alwoysrecuired fabrication, eslgn. prevent for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and trusssystems, SBBANSVI9I1 Quali1tyry Cm9da, DSB49 antl BCSI BuedhD Component 69N Perk, East Blvd. SabH Infasmatvallable brn from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type City Ply T75592320 1513195 E7 IROOF SPECIAL 10 1 Job Reference (optional) BFS, Tampa, Plant City, Florida 33566 1 8.220s Oct 620ISMITeklneusines,Inc. ThuNovlb0/:atl:02201tl 2x4 II 6.4.0 7-0-0 6.4.0 0.8-0 Scale = 1:26.5 Plate Offsets(XY)-- 12:0-1-150-0-0112:0-3-10,0-3-01 [3:0-3-10,0-0-01 [5:0-0-13,0C-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.13 6-7 >558 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 7 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Weight: 281to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc pudins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-6: 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 5=0-8-0, 3=0-8-0. (Ib) - Max Hom 5=-309(LC 13) Max Uplift All uplift 100 lb or less at joint(s) except 1=-189(LC 13), 5= 726(LC 13), 3= 167(LC 11) Max Gmv All reactions 250 lb or less at joint(s) 1, 7 except 5=525(LC 1), 3=400(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1016/699 BOT CHORD 2-5=-878/1111, 3-5=-423/692 NOTES 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) 0-0-12 to 3-0.12, Intedor(1) 3-0-12 to 9-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;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 fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1891to uplift at joint 1, 726 lb uplift at joint 5 and 1671b uplift at joint 3. Joaquin Velez PE No.66182 MITek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 15,2018 O WARNING-Vedfx de9Sn paramaleraend READ NOTES OM Me' ANDMCLUDED 4DTEKREFERANCE PAGE MM1)4Ta rev. le�Aa 25 BEFORE USE DeslgP valid;oruse only with Mnek®connectors. This design a bosed only upon parameters shown, and Is for-nIndMdu-1 build) Qcomponent, not a buss system. Before use, the bulltling tleslgner must verify Me-pplicoblliry of design parameters antl propeAy Incorporate this tlesign Info me overall bin ding tlesign. &-clog incools afo prevent bu. "oflnd'ltlualfrusswso and/or chard members oMy. Adtlalonal temporary and peTmonentbmcing 8 always requlretlfor stabOlN antl to prevent c-)lapse w1lh pos9ble personal'Nury antl pr.perh/tlamage. For general guitlance regarding he fabrlcatlon, storage, tleilv.iv erection and bracing of trusses antl fiuss systems, see�N6611 G .18yCMlnlo, DSa 9 and BC310.1 Compenr nt SWInfonnatbrnv-Iloble from Tmss Plofe Ins11Me, 218 N, Lee Street, Sidle 312, Alex-ntlrl-, VA 22314. Nit MiTek' 8904 Parke Eest BNtl. Tampa, FL 33610 GIRDER T15592321 3x4 = 7 9 8 Sx6 = &95 Scale=1:30.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor NO Code FBC2017TFP12014 CSI. TC 0.99 BC 0.91 W B 0.15 Matrix-SH DEFL. In Vert(LL) -0.24 Verl -0.50 HOrz(CT) 0.01 (too) Wall Ud 7-8 >432 240 7-8 >208 100 9 rda n/a PLATES MT20 Weight: 521b GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 3-7:2x4 SP No.3 6-0-0 oc bracing: 4-6. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 6=0-11-5, 4=0-11-5. (lb) - Max Hom 6=-414(LC 5) Max Uplift All uplift 100 lb or less atjolnt(s) except 1=-181(LC 7), 9=-159(LC 5), 6= 384(LC 10). 4=-695(LC 5) Max Gmv All reactions 2501b or less at joint(s) 1, 9 except 6=544(LC 7), 4=536(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-262/0, 3-4=-530/164 BOTCFfORD 3-6=-465/481,4-6=-167/687 WEBS 2-8=-250/301, 2-7=-128/288 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph: TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCp],=0.18; MWFRS (envelope) gable end zone; cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 181 Ib uplift at joint 1, 159 lb uplift at joint t9, 384 lb uplift at joint 6 and 695 lb uplift at joint 4. 6) 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 5-10=54 Trapezoidal Loads (pll) Vert: 1=0(F=27, B=27)-10-10_ 132(F=-39, B— 39),9=0(F=10, B=10)-to-7=-43(F=-12, B=-12), 6=-43(F=-12, B=-12)-to-4=-47(F_ 14. B=-14) Joaquin Velez PE No.6BIB2 MTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: November 15,2018 AWARNING-VerKydesfgnparamefenanGREADNOTES ONMIS AND MCLUDEDMMEKREFERANCEPAGE MO-74" Y.iGNY1015SEFOREUSE Design valid for use only with M9eR® connectors. Thisdesign Is based only upon parameters shown, and Is for an Individual bulltling component, not �� es in parameters and properly Incorporate s design Into the overall o truss system. Before use, the curdling designer must verity the appllcablllN of dthis building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property, daaymage. For general guidance regarding the and brochig of 8 trussessystems.and SCSI Building Component East 312. Alexandria. VlJ A 22314C.MAftOSl2D Safety N/a/asmatbnovollloble from Toss Pate Institute, 21ction Lee Street, Ta PaaFLa 3610M0 T15592322 GIRDER Scale = 1:42.8 46 = 3.4 = 5 4x6 = 14 13 12 11 4x12 = 7x10 = 7x1D = 2x4 II 2x4 II p-e-0 7-0-0 I 15.0.0 21.4-0 22-0-0 -8- 6-0.0 8.0.0 U-4.0 8- Plate Offsets (X,Y)-- [2:0-3-4,0-1-10], [2:0-1-8,0-0-8], [3:0-3-4,0-1-10], [7:0-3-11,Edge], [7:0-1-12,0-0-14], [8:0-3-4,0-1-10], [10:0-0-0,0-1-12], [12:0-4-12,0-4-8], [13:0-4-12 0.4-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (too) Udell Le PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.17 12-13 >999 180 MT20HS 187/143 BCLL I 0.0 ' Rep Stress [net NO WB 0.70 HOrz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 145 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins. BOT CHORD 2x6 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. - 2-3,8-10: 2x4 SP No.2, 3-14,7-11: 2x4 SP No.3 WEBS 1 Row at midpt 3-13. 10-12 WEBS 2x4 SP No.3 REACTIONS. All hearings 0-8-0. (lb) - Max Horz 2=139(LC 12) Max Uplift All uplift 100 lb or less atjoiht(s) except 2=-368(LC 4), 8=-1486(LC 5), 3=-1867(LC 8), 10=-421(LC 13) Max Grav All reactions250 lb or less at joints) except 2=369(LC 8), 8=1903(LC 17). 3=2222(LC 15), 10=304(LC 5) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-418/346, 3-4=-2480/1708, 4-5=-213611616, 5-6= 2213/1693, 6-7=-2549/1797, 7-8=-2283/1383 BOTCkOPID 12-13=-1714/2506,7-10=-231f797, 8-10=-948/1739 WEBS 3-13=-1471/2327, 4-13=-467/884, 6-12=-475/899, 10-12=-1441/2293, 5-13=450/505, 5-12=-366/454 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 2, 1486 lb uplift at join( 8, 1867 lb uplift at joint 3 and 421 lb uplift at joint 10. 8) Girder carries hip end with 7-M end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 837 lb down and 503 lb up at 15-", and 837 lb down and 503 lb up at 7-" on bottom chord. The desigr/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CABE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD; CASE(S) Standard November 15,2018 to V/ARNING-Verity deslgnparemefere end READ NOTES ONTNIS ANDWOLUDED MREKREFERA!lDE PAGEM0.7473 reV. IaA'Y1015 BEFOREUSE Design valld for use only" MOel�connecfars lnls tleslgn is based only upon parameters shown, and is for an lndNitlual bulltlln8 component not �I at ss system, Before use, the bulltling designer must verily me applicablllty of tleslgn parameters entl oropeIy Incorporate ihls tleslgn Into the overall buJding dedgn. &acing lntllcated Bto prevent bucWing otintlNltlual truss web and/or chord membaG ONy. Atltlalongl temporary ontl permanent bracing MiTek' fs alwaye required for stab'By and to prevent collapse wttn passible personal Injury and property damage. For general gultlance regartling tt,e fobQaokor storage, delivery, ereckon and broclnQ of busses ontl truss systems, seeANSUm11 QuellIryyCra do, 055419 and 0051 Building Campo...1 Selbb artormellbrpv.U.bl. from Truss plate Irsshrule. 21 a N. Lee Sheet, State 312, Alexandria VA 22314. 6904 Pade East Blvd. Tampa, FL 33810 Job Truss Type Ory Ply T15592322 1513195 TO1 I HIP GIRDER 2 1 IJob Reference (optional) BFS, Tampa, Plant City, Florida 33566 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 15 07:38:04 2018 Page 2 I ID:SfMgxcZOkbviSDxKFucvkyU9Zo-41AgoVOGlTog3JVRFNzKZmPLo_O?0lzK V3IuxyJ?d1 LOAD CASE(S) Standard 1) Dead+IRoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 1 Vert: 1-3=-54, 3-0=-54, 4-6=-113(F=-59), 6-9=-54, 13-14=-20, 12-13=-42(F=-22), 11-12=-20, 8-10=-20 Concentrated Loads (lb) Vert: 13=-475(F) 12=-475(F) i O WANNING-VaHry Ceslgn peremetersenEgEAp NOTES pNTHig ANp WCLUOED MREKflEFEgANCEPAGE MI474T1 rev. 1dD32p156EFOgE USE. Deslgn �clitl for use oNy with MRek®connectors. Thls design Is basetl only upon parameters shown, and B for an IntlNltlupl bulltling component, not ��' a fruss System.,Betore use, the bulltling tlesigner must verity the oppllcobll6y of tleslgn Porometers antl property Incorporate ihls tleslgn Info fhe overall bulltling tleslgn.. Bracing lntlicpfetl is to prevent buckling otlntllvitlual fruss web antl/or chortl members oNy. Adtlltlonpl temporary antl permanent bracing MiTek' Is always requiretl tot sfabYlty antl fo prevent collapse with pos4ble paeonol Injury antl property tlampge. For general gultlence regortling the tobrtcptlon sfomge, tlelNery. erection and brpUng of busses antl fruss systems seeANSUIPl1 Cue11BByy Ctlbde, DSSd9 mtd SCSI d+Itlbp Component Selrrty Inlernotbrnvcllpble from Trust/ Plots IiuHNte. 21B N. Lee Sheet Sutte 312. Alexontl6o, VA 22314. 6904 Parke Easl BNtl. Tampa, FL 33810 Job Truss Type Ply T15592323 1513195 T02 ROOFTRUSS �Qtyr 2 1 IJob Reference(op0one0 Crs, pampa, iiam uny, rionaa aaona _'_run n-o-n Q-1n-n 6.00 F12 ST1.5xB SIT = 3 2 1 ' 6x8 O 17 zx4 II ID:51MgxcZOkbA5DxKFcicvkyU9Zc ,OOIaD 3-0 I o 1a-o-0 lI 1B2 3-20 s 0so-o US 4 4.6 1 2x4 II 6 28 7 2x4 II 4x8 i 4x8 5 B 9 4 29 16 5xB = 15 5xS = Scale=1:45.1 6,,B ST1.SxB SIT = 11 12 Ig 14 2x4 II 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL- in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.25 15-16 >983 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.3315-16 >751 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) -0.04 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.19 15-16 518 360 Weight: 126 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied. 1-4,9-12: 2x4 SP No.2 GOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 3-17,10-14: 2x4 SP No.3, 15-16: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 (lb) - Max Holz 2=168(LC 12) Max Uplift All uplift 100 lb or less at joints) except 2=-542(LC 20). 18>1056(LC 12). 13=-991(LC 13), 11- 502(LC 21). 2=-123(LC 1). 11=-117(LC 1) Max Grav All reactions 250 It, or less atjoint(s) except 2=461(LC 12), 18=1565(LC 26), 13=1549(LC 27), 11=397(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23- 1054/967, 3-5=-1107/488, 5-6=-913/544, 6-7=-911/555, 7-8=-912/554, 8-1 0=-1 107/501, 10-11=-770/696 130T CHORD 2-18=-761!/75, 3-18=-1391/1096, 15-16=-203/911, 10-13=-1082/BB2, 11-13=-66B/732 WEBS 8-15=-73/302, 5-16=-74/301, 3-16= 314/1025,10-15=-300/1020 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf BCDL=3.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -2-0-13 to 0-9-12, Interior(1) 0-9-12 to 9-0-0, Exterior(2) 9-0-0 to 17-2-15, Interior(l) 17-2-15 to 24-0-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s), 5-6, 6-7, 7-8; Wall dead load (5.0psf) on member(s).8-15, 5-16 7) Bottom chord live load (40.0psf) and additional bottom chord dead load (0.0 psQ applied only to room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5421b uplift at joint 2, 1056 lb uplift at joint 181, 991 lb uplift at joint 13, 502 lb uplift atjoint 11, 542 lb uplift atjoint 2 and 5021b uplift atjoint 11. 9) This Iwas design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum sheeirock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 15,2018 WApNINd rifyuse design ph antl FEAa NOTES Own for 473 rEFEshownP for anIrex.idualbr5BEFORE compon. Design foruseonly Mask@) Mnek®g Is basDMCLree0Mara Atha an Individual building component not ��' tbbasedonlyuponparametersshown,antlbfor a buss system. Before use, ,M designerof design parameters and atruss system. building tl appllc opetl to }his a n Info the overall Ancoional di revent bucking bulltlipgde9gn. &orstalndlcndtis truss members ry and permanent bracing bassweband/orchorddamag MiTek' a always tl for with possible personal Injury and guidance regarding Me reventcobucewinpndiblep rty , For ton and . For general guldanoBuldln tor ra ing of fabrication, storage.delivery, ere bracings 9ANSV II Qua] Ciff Co Safely IInosmationawB1oble from Truss Plate lnstk ue, 218 Ne Lee Streef,�e 312 Alexto 0.V�A 22314 e�D3E-09 and EC6l WIdhp Component Tampa, Fl. 33610Ntl. Job Truss Type Oty Ply T15592324 1513195 T03 ROOFTRUSS 2 1 IJob Reference (optional) BPS, Tampa, Plant City, Florida 33566 8.220 5 Oct 6 2018 MiTek Industries, Inc. Thu Nov 15 Scale = 1:49.3 4x6 = i Sx8 = 7 5x8 = 2.4 II 6 a 2.4 II 4x6 i 28 4x6 C 4 5 910 6.00 12 6.8 o, ST1.5xe STP = ST1.5x8 STP = 3 11 1 2 2 13 (� 4 6.8 i 3x4 = 18 17 16 15 3x4 = 2x4 II 5x6 = 5x8 = 2x4 It LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017ITP12014 CSI. TC 0.56 BC 0.94 We 0.47 Matrix -AS DEFL. in (loc) Vdefl Ud Ved(LL) -0.24 16-17 >999 240 Ved(CT) -0.31 16-17 >782 180 Hom(CT) -0.03 23 n/a n/a Attic-0.1816-17 520 360 PLATES GRIP MT20 244/190 Weight: 132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP No.3, 4-7,7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 3-18,11-15: 2x4 SP No.3, 16-17: 2x6 SP No.2 WEBS' 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Hoe 2=197(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 12 except 2=-442(LC 26), 19=-1120(LC 12), 14=-1013(LC 13), 12=-439(LC 22) Max Grav All reactions 250 lb or less at joint(s) 2 except 2=404(LC 12), 19=1579(LC 26), 14=1609(LC 21), 12=348(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-975/849,3-5_ 1338/657, 5-6=-11661737, 6-7=-75/481, 6-8=-1490/746, 7-8=-117/481, 8-9=-1173(748, 9-11=-1340/672, 11-12= 699/629 BOT CHORD 2-19- 732J689, 3-19=-1398/1152, 16-17=-376/1126, 11-14=-1096/892, 12-14= 643/683 WEBS 9-16=-133/284,5-17=-118/284,3-17=-498/1212,11-16=-425/1227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=158; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-13 to 0-9-12, Interior(1) 0-9-12 to 11-0-0, Exterior(2) 9-4-1 to 15-1-12, Intedor(1) 15-1-12 to 24-0-13 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=.1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • THIS truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-7, 6-8, 7-8, 8-9; Wall dead load (5.Opsf) on member(s).9-16, 5-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 PSI) applied only to room. 16-17 8) Provide mechanical connection (by others) of truss to bearing plate capable of vnthstanding 100 Ib uplift at joint(s) except Qt=lb) 2=442, 19=1120, 14=1013, 12=439, 2=442, 12=439. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum Joaquin Velez PE No.68182 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cart 6634 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 6904 Parke East Blvd. Tampa FL 33610 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: November 15,2018 AWARNOG-Vedfyd.f,.pm.eten.pdREAONOWSONTNIS DMCLUOEOMREKREFERANCEPAGEM67473.v.foU02015BEFOREUSE Design void for use only with MRekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the appllcobllity, of design parameters and properly Incorporate tNs design Into the overall bulltling design. among Indicated 6 to prevent bucHIng of Individual trust web and/or chord members only. Additional temporary and permanent bmGng MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding the fobricaeon, storage, dellvery, erection and brccing of musses and hum systems. seeANSVwl l Quell yy Criteria, DSB-a9 and BC51 Bidding Component Safety OrformatbW from Truss Rafe IrGIT le, 218 N. We Sheet. Suite 312. Alexondrlo, VA 22314. 6904 Palle East Blvd. Tampa, FL rallable 33610 Symbols PLATE LOCATION AND ORIENTATION 3�14- 4 Center plate on joint unless x y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available In MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII : 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 1 dimensions shown In N-in-sixteenths II'�I (Drawings not to scale) 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 ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® Mfrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is 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 altemative 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 sultobly 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. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone is not sufficient. 20.. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.