No preview available
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. mneK RE: 75639 -CARPORT JAN 2 8 2019 rertnMing Site Information: `— Customer Info: B&C LAND DEVELOPMENT Project Name: CARPORT Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY 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: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 7 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. Seal# Truss Name Date 1 T15607990 A 11/16/18 �2 T15607991 IA1 1 11/16/18 3 T15607992 I B 1 11 /16/18 14 IT15607993Ig1 111/16/18 15 �T15607994 GEA 1 11/16/18I 6 1 T15607995 I V4 11 /16/18 �7 TT15607996I VB 11/16/18 SHOP DRAWING / SUBMITTAL RE' APPROVED ❑ APPROVED AS NOTED ❑ REVISE AND RESUBMIT REJECTED- SUBMITTALWAS IREVIEWED FCONTRACTDESIGNCONFORM RAL CONFORMANCE MANCE TO GENEDOCLI ONLY. THE CONTRACTOR IS RESPONSIBLI CONFIRMING AND CORRELATING DIMENSIONS AT J FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRI PROCESSES AND TECHNIQUES OF CONSTRL COORDI ATIO OF HIS WORK WITH OTHER TRAD FULLC P E HCON TRACTD CU EMS By: Date: Architectonic Inc. Fort Pierce, FL 34950 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: Alberti, Thomas 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 ANSI/TPI 1. These designs are based.upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek'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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �� q< NSF 39380 ,t STATE OF :4(1Z A. Thomas A Afoanl PE No.39380 MITek USA, Ina FL Cert 6634 6904 Parlor East BW. Tampa FL 33610 Date: November 16,2018 Albani, Thomas 1 of 1 b Truss Truss Type Dry Ply CARPORTT15607990 639 r75 A ATTIC 10 1 Job Reference (optional) _ Chambers Truss, Inc., Fort Pierce, FL 4x4 = 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Nov 16 10:39:59 2018. Scale = 1:45.8 [e 0 3x4 = 3x4 = Plate Offsets (X Y)-- f2:0-0-e Edgel f6:0-0-8 Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Met Ud PLATES GRIP TCLL '20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.12 8-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.1910-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.07 8-10 >999 240 Weight: 115 lb FT=20% _ LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1012/0-8-0, 6=1012/0-8-0 Max Horz 2= 264(LC 10) Max Uplift 2=-629(LC 12), 6=-629(LC 12) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 22=-1549/927, 3-4=-1378/912, 4-5=-1378/912, 5-6=-1549/927 BOT CHORD 2-10=-627/1470, 8-10=-311/935, 6-8=-685/1334 WEBS 4-8=-327/630, 5-8=.969/372, 4-10= 327/629, 3-10= 369/372 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-10.3 oc bracing. 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; B=45ft; L=24h; eave=4f ; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 12-2-0, Extedor(2) 12-2-0 t615-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=629, 6=629. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Carl6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 16,2018 Job Truss Thus Type Oty Ply CARPORT T15607991 75639 Al ATTIC 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Fri Nov 16 10:40:01 2018 Page 1 I D:EVIs?FfkKsEsiDe2?4Kd?Jylewl-3KCmS47m11 CIOgmY2dBmSUGg3d_2Y7Y_bRryoyldsS -2-0-0 1 6-4.4 12-2-0 17-11-12 24-4-0 I0-0 ig� 5-9-ICI 5-9=i��3� 4x4 = Scale = 1:44.2 3.5 = Is 8-3-5 7-9-5 8-3-6 LOADING (PSI) .SPACING- 2-M CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(ILL) -0.12 7-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ver(CT) -0.20 7-12 >999 240 BCLL 0.0 Rep Stress Inch YES WB 0.36 Horz(CT) 0.04 6 Na r1a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Wind(LL) 0.10 7-12 >999 240 Weight: 1121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-13 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=896/0-8-0, 2=1017/0-8-0 Max Horz 2=255(LC 11) Max Uplift 6=-469(LC 12), 2=-637(LC 12) FORCES. (lb) -Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1558/963, 3-4=-1388/948, 4-5=-1406/993, 5-6=-1564/1009 BOT CHORD 2-9= 765/1450, 7-9=-394/916, 6-7=-781/1365 WEBS 4-7=350/655,.5-7=-383/385, 4-9=-318/629, 3-9=369/375 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; B=45ft; L=24ft; eave=off; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 12-2-0, Exterior(2) 12-2-0 to 15-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joints) except (jt=lb) 6=469, 2=637. 6) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Date: November 16,2018 Q WARNNG-Ved/ydea/Sepa..MM.dREAON0TE5 ONMN ANOMMUBEBMNEKNEFENANCEPAGEMX74n.re.. rMUAVISBEFOREUSE Design valid for use only with MiTek® 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 the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of lndroldual truss web and/or chord members any. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom storage, delivery, erection and bracing of trusses and trusssystems. seeANSVTPII QualMy Criteria, OS949 and SCSI Building Component Safety NlormaBancr,c loble from Truss Plate Institute. 218 N. Use Street Suite 312, Alexantltlo, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Oty Ply CARPORT T75607992 75639 B �TruasType COMMON 3 1 Job Reference (optional) Gnambers I fuss, Inc., Yon rlerce, rL 4x4 = 3 b.IJU s Mar 11 2UIO MI I eK InuUSlnes, inu. rn Nov lb iu:9U:Uz zUla Scale = 1:2&2 m Id n so o-s-o LOADING (psf) SPACING- 2-M CSI. DEFL in (log) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.28 Veri(LL) 0.05 6-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Veri(CT) -0.02 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.08 Hom(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Matrix -MS Weight: 401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=463/0-3-0, 4=463/0-3-0 Max Hom 2=-126(LC 10) Max Uplift 2=-522(LC 12), 4=-522(LC 12) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-431/872, 3-4=-431/872 BOT CHORD 2-6=-596/340, 4-0=-596/340 WEBS 3-6=456/206 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.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-9-0, Exterior(2) 4-9-0 to 7-9-0zone; porch left and right exposed;C-C for members and forces & MWFFIS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except all 2=522, 4=522. Thomas A. Alban! PE No.39380 I USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data; November 16,2018 Q WARNPIG- Vadlydeslgr peraneeersand READ NOTES ON TN/SAND MCLUDEOMREKREFERANCEPAGEM/N4n3 Y. iNa3@015BEFORE USE Design valid for use only with Meek® connectors. This design Is based any upon parameters shown, and Is for an Individual building component not ��- a hum system. Before use, the bulldIng designer must verity the applicability of design parameters and properly Incorporate mis design Into the overall bulldIngdedgn. Bracing Indicated a to prevent buckling ofIndividual hum web and/or Chord members only. Additional temporary and permanontbracing WOW Is always required for stablity and to prevent collapse with posside personal injury and property Carl For general guidance regarding me fabrication. storage, delivery, erection and bracing of trusses cnd truss systems, maANSURII Qualpy GmedO, OS6-09 mtl SCSI Bu1tlhQ Component Parke BNd. SaNly Infolmolbmvalloblehem Truss Plata Insefute. 218 N. We Sheet, Sure 312. Alexandria. VA 22314. 3East361 Trun Tempe, FL 33610 Job Truss Type Oty Ply CARPORT Trws T75607993 75639 COMMON 1 1 Job Reference o lional Chambers Truss, Inc., Von Fierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Nov 1610:40:03 201 B. er.4� 2 Scale =1:17.8 Sx4 = 3x4 = 49-0 9-6-0 4.9.0 I 4.9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.05 4-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 VeR(CT) -0.03 4-10 >999 240 BOLL 0.0 Rep Stress Incr YES We 0.09 Hoa(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 33 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purms. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-13 on bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=352/0-3-0, 3=352/0-3-0 Max Horz 1=88(LC 11) Max Uplift 1=-370(LC 12), 3=-370(LC 12) FORCES. (lb) - Max. Comp./Mam Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/1030, 2-3=-489/1030 BOT CHORD 1-4=-812/406, 3-4=-8121406 WEBS 2-4=-544/217 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=4.2psh BCDL=3.Opsf; h=15ft; B=451t; L=24tt; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-M to 3-0-0, Interior(1) 3-" to 4-9-0, Extenor(2) 4-9-0 to 7-9-0 zone; porch left and right exposecl for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=37Q, 3=370. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: November 16,2018 A WARNING-Vedly Eeslgnpammetemend NEADNOMSONMSANDINCLUDFDMNEKNEFENANCEPAGEMIN4nmv. 1a4i320150EFOFEUSE Design valid for use only with Mire10 connectors. This design Is based orty upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the building designer must verify the applicobllny of design parameters and propedy Incorporate this design Into the overall buldingdesign. Bracing Indicated is to prevent buckling of Individual tnusw la and/or chord members only, Additional temporary and permanent bracing Is alwaysrequired for stobility, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Was system& seeANSVIPII Quo' Cristo, DSB49 and l Bu ldbp Component Sala, Icurnatonavallable from Truss Plate Institute. 218 N. toe Street SUBe312. Alexontltla VA 22 14. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type City Ply CARPORT T75607994 75639 GEA Common Supported Gable 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2Ol8 MiTek indmtdes, Inc. Fd Nov 16 10A0:04 2018 4x4 = Scale =1:45e Ic? 6 � Plate Offsets(X)-- f2:0-1-0Edgel 114:0-1-0Edgel 122:0-M0-1-41 (22:0-0-00-1-121 (23:D-1-120-0-01 LOADING (psf) SPACING- 2-" CSI. DEFL in (lac) I/de6 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ved(LL) -0.02 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Ved(CT) -0.03 15 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hoa(CT) 0.01 14 n/a n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 135 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-4-0. fib) - Mau Horz 2=264(LC 11) Max Uplift All uplift 100 lb or less at joints) 25, 27,18, 16 except 2=272(LC 12), 23=-101(LC 12). 24=-111(LC 12),26=-142(LC 12),20=-101(LC 12),19=-111(LC 12),17=-142(LC 12), 14= 272(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 21, 23, 24, 25, 26, 27, 20, 19, 18, 17, 16, 14 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 6-7=-96/310, 7-8=-127/393, 8-9=-127/404, 9-10=-96/322 WEBS 7-23=-132/284, 9-20=-129/284 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; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3. Extedor(2) 0-11-3 to 12-2-0, Comer(3) 12-2-0 to 15-2-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 2x 3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 25, 27, 18, 16 except (jt=lb) 2=272, 23=101, 24=111, 26=142, 20=101, 19=111, 17=142, 14=272. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 16,2018 Q WARNN'G-Verlry ✓ealgnp mmeMmanOREAONOTES ON TN/SANDLVCLUOEDSVTRr REFERANCEGAGEM 7,V3ray. fp=MlSBUOBE USE Design valid for use ahiywnh MOek®connecton. This design Is based any upon parameters shown. and Is farm hdMdual buiding component, not ��- a truss system. Before use, me budding designer mustvedfy me applicability of design parametersand properly Ncorporate Me de9gn Into me overall Wilding design. Brocing Indicated is to prevent buc$ding of lntlMdual tmsweb and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdratlon, storage. delivery, erecton and bracing of trusses and true sWems, weANSVrRj GuaOy Criteria. DSII-09 an IKSI Building Component Safety lnformatloncoclable from Truss Rate Institute. 218 N. Lee Street. Suite 312 AlexVA 22314. 6904 Parke East Blvd.ontldo. Tampa, FL 33610 Job I Truss Truss Type Cry Ply CARPORT r T75607995 75639 V4 Valley 1 1 Job Reference (optional) wamoers I ruse, Inc., run nerce, r. B.TOUSMar112U18MIleKlnaustnes.Inc. Fn NOV161U:4U:072018 U 3x4 i 3x6 = 3x4 Scale =1:7.7 Plate Offsets (X,Y)— f2:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017?P12014 Matdx-P Weight: 111b FT=20% LUMBER - TOP CHORD 2x4SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=26(LC 11) Max Uplift 1=-54(LC 12). 3= 54(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; B=45ft; L=24ft; eave=4ft; Cat. II; E1gl C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 alive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas A. Milani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 16,2018 Q WARNING - VedrydeslgaJamasnonand READ NOTES ON TN5ANDWCLUDEDMREKREFERANCEPAGEMIF74nmre f6"MISBEFORE USE Design valid for use only with Mnek® connectors. This tleslgn Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Addltionalfempom yondpernanentbrachg Welk' a always required forcoolllyandtopreventcollapsewthpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, gauge, delivery, erection and bracing of trusses and truss systems, saeANSVIPII DualMSyy Cdteda, DS349 and SCSI Building Component 6904 Palle East Bind. Safety Informallonavallabie from Truss Rate Institute, 218 N. Lee sheet: Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type pty Ply CARPORTT15607996 �75639oh V8 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Nov 1610:46:08 2018 Page 1 ID:EVix?F&KsEsiDe2?4Kd?Jylewl-Mh7FFr9 W 6BvDeVs6SOGgYxH Pou2ZBnMZbBdjhuyldsL 4-0-0 8.0-0 co I 4u � Scale=1:14.7 4x4 = 3x4 4 W 11 8-0-0 3x4 Q 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ver(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC20171FP12014 Matrix-P Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz. 1=-62(LC 10) Max Uplift 1=-85(LC 12). 3= 85(LC 12), 4=-96(LC 12) Max Grav 1=125(LC 1), 3=128(LC 18), 4=250(LC 1) 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 puriins. BOT CHORD Rigid ceiling directly applied or 10-OU oc bracing. 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=15tt; B=45tt; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-M, Extedor(2) 4-0-0 to 7-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOlr1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Thomas A Alban! PE No.36380 MTek USA, Inc. FL Cad 6034 SK4 Parke East Blvd. Tampa FL 33610 Date: November 16,2018 ®WARNING-VedydesignpammeWmmdBEADNOTES ON MSANDOCLUDWMf/EKBEFEBANCEPAGEM674Mmre 10=2015BEFOFE USE Design valid for use only with Mnekfal connectors. This design Is based only upon parameters shown. and Is for an Individual bullding component not ��' a truss system, Before use, the building designer must verify the appllcabriliy, of doslgn parameters and properly Incorporate this design Into me overall building design. Bracing lndlcafed is to buckling of Individual truss web and/or chord members only. Additional tamparary and permanent bracing MiTek' prevent Is always required for slabllify and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeMSU1P11 Quaint, CrBBda. D3B-89 and 501 Building Comppnont 69N Pare East Blvd. Tampa, FL 33610 Scanty lnformatlono ollable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. Symbols Numbering System ® General Safety Notes PLAT LOCATION AND ORIENTATION 3 " Center plate on Joint unless x, y /4 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing, Is always required. See BCSI. O'/ldr Cl-2 cza 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4, wide truss spacing, 0 may require bracing, or alternative Tor I T c w 4 �' bracing should be considered. ;WEo 0 u 3 O c U 3. Never exceed the design loading shown and never Inadequately braced trusses. a�S° stack materials on Oa 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate cra co- csa �. designer, erection supervisor, property owner and plates 0-h,4'from outside BOTTOM CHORDS all other Interested parties. 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/rPI 1. connector plates. P THE LEFT. 7. Design assumes trusses will be suitably protected from 'Plat is available in M7ek20/20 opon CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. SOffY�afe or upon regU98f. arere NUMBERS/LETrERS. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at Time of fabrication. PLAT SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. 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, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that 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 puffins provided at output. Use T or I bracing spacing Indicated on design. if Indicated. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values 14, Bottom chords require lateral bracing at 10 ft, spacing, or less, If no ceiling is Installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16, Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved approval of an engineer. reaction section indicates joint a, number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ��,s 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. lindusti V Standards: ANSI/T Il : 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 DSB-89 Design Standard for Bracing. ® Is not sufficient.. BCSI: Building Component Safety InforMation, M � 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITe ANSI/rPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015