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HomeMy WebLinkAboutTRUSS PAPERWORK - REVISIONLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: 1558349-PSLP-KING - MiTek USA, Inc. Site Information: Parke East Blvd. Tam Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: KING Model:Tampa, FL 33610•4115 Lot/Block: . Subdivision: . Address: 1385 COPENHAVER ROAD,. City: PORT SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind'Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 5 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. No. 'Seal# Truss Name Date 1 T17145641 CO2 5/24/19 2 T17145642 CO3 5/24/19 3 T17145643 C04 5/24/19 4 T17145644 EJ61 5/24/19 5 T17145645 EJ62 5/24/19 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, 2021 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlrrPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. tII III au111J, E SF 681 2 * •: is ATE OF :414/Z OR\Op 11111 ' Np.6818282 n Gert6634 Blvd. Tampa R. 33610 Data: 1 �/ May 24,2019 Velez, Joaquin 1 of I / Job Truss Truss Type OIy Ply 717145641 1558349-PSLP-KING CO2 Roof Special 1 1 Job Reference (options]) Builders First Source, Plant City, FL - 32566, a.zzu s Nov 16 203a MITex industries, Inc. Thu May ea 3.53.25 co tie rage I ID:grPOxPpZuPJOiJzi0e4vfDzKtde-Dclf_BnTLCVJVgOhyru76Rey9CGXEjOfFgxghVzObhO -1-1-0 13.4-2 19-4-8 20-7-0 25-11-0 1-1-0 6-5-8 6-10.10 6-0.6 1-2-8 5-4-0 REPAIR: MODIFY THE BOTTOM CHORD PROFILE AS SHOWN. SHOP FABRICATE SCAB TRUSS (SHOWN SHADED) USING THE LUMBER AND aµL9ts PLATES INDICATED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH 2 ROWS OF (0.131- X T) NAILS SPACED 4" D.C. INTO ALL ALIGNING MEMBERS. USE 2" MEMBER END DISTANCE. LUMBER AND CONNECTOR PLATES (SHOWN DASHED)TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S) MUST BE FULLY EMBEDDED AND UNDISTURBED. 5x8 = zxa II 18 4 SCAB TRUSS LUMBER: Scale =1:48.5 TOP CHORD2x4 SP No.2 BOT CHORD2x4 SP No.2 WEBS2x4 SP Nd.3"Except* 2-16: 2x6 SP No.2 Si = 5 64.6 = 2x4 II 1^2 ST1.5x8 STP = 2.4 II 2x4 II 5x8 = 6x8 = 3x6 11 i LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.29 TC 0.65 Vert(LL) -0.09 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT)-0.2011-12 >999 180 BCLL 0.0 Rep Stress Incr VES WB 0.54 Hom(CT) 0.04 8 n/a I BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 173111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-1-0 0o purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 "Except* BOT CHORD Rigid ceiling directly applied or 6-4-4 oc bracing. 2-16:2x6 SP No.2 WEBS 1Row at midpt 6-8 REACTIONS. (lb/size) 8=942/Mechanlcal, 16=1016/0-6-10 Max Hoe 16=161(LC 12) Max Uplift 8=-370(LC 9), 16=-319(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten..- All forces 250 (11 or less except when shown. TOP. CHORD 2-17=-1277/873, 3-17=-1164/884, 3-18=-143211102, 4-18=-1432/1102, 4-5=-1438/1111, 5-6=-993/71 ll, 14-16=-979/816, 2-14=-954/821 BOT CHORD 8-9=-609/839, 13-14=-657/325, 12-13=-657/325, 11-12=-850/1067 WEBS 3-1 1=-259/497,5-11=-573f717, 6-8=-1113/809, 2-12=-247/883,4-11=-403/421, 9-11=-601/844 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=4.2ps1; BCDL=S.Opsf; h=15ft; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-1-0 to 4-11-0, Interior(1) 4-11-0 to 6-5-8,. Exteriori 6-5-8 to 12-5-8. Interior(1) 12-5-8 to 19-4-8, Exterior(2)19-4-8 to 20-7-0, Interior(1) 20-7-0 to 25-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. Joaquin Velez PE No.68182 6) Refer to girder(s) for truss to truss connections. USA, Inc. FLd. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370lb uplift at joint 8 and 319111 uplift at 690ek T mpa Parke East Blvd. Tampa FL 33610 joint 16. Date Data: May 24,2019 O WARNING -Verily Eealgn parameter, and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP74Ta rev.10A 015 BEFORE USE. Design valid for use only with MFeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual I web and/or chord members only.. Additional temporary and permanent bracing MITek" s always required for stabllBy and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSVIPIT Cuallh Criteria, DSi and SCSI Building Componml 6904 Parke East Blvtl. Safety Informaf onar noble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlrlo. VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply T17145642 1558349-PSLP-KING CO3 Half Hip 1 1 Job Reference o tional bu6aers First source, Flom Urty, 1-L- JZCtis, o.cm a rvw io woo rvn en nmuen,o ;1 lu. u,u may cv iG.au.uv cv; , vee ID:grPOxPpZuPJOiJzi0e4vfDzKtde-hoJ1 BUo56WdA9g7uWYPENB7GcbGzeloUKgODyzDbhN -1-1-O-11-715 3-42 8-9 - 257-1-170 72 �408 -7 1.8-3 -21-1-0 210 -154 TV REPAIR: MODIFY THE BOTTOM CHORD PROFILE AS SHOWN. SHOP FABRICATE SCAB TRUSS (SHOWN SHADED) USING THE LUMBER AND PLATES INDICATED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSSWITH2ROWSOF(0.131-X3")NAILS SPACED 4"O.C. INTO ALL ALIGNING MEMBERS. USE 0 MEMBER END DISTANCE. LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATES) MUST BE FULLY EMBEDDED AND UNDISTURBED. 'G 3x6 = ST1.5x8 STP = 16 3x6 II 2x4 II SCAB TRUSS LUMBER: TOP CHORD2x4 SP No.2 GOT CHORD2x4 SP No.2 W EBS2x4 SP NoS'Except' 2-17: 24 SP No.2 Scale=1:46.3 4x6 = 3x8= 2.4 II Bx6 = 34 = 6.00 12 3 4 18 5 6 19 7 to 2.4 'II Sx8 = 3.6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 RepStress lncr YES Code FBC20W/TPI2014 CSI. TC 0.64 BC 0.58 WB 0.51 Matrix-SH DEFL. in (fee) I/defl L/d Ven(LL) 0.12 12 >999 240 Vert(CT)-0.2012-13 >999 180 HOtz(CT) 0.06 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 cc pur ins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 "Except" BOT CHORD Rigid ceiling directly applied or 5-0-2 cc bracing. 2-17: 24 SP No.2 WEBS 1 Row at micipt 4-13, 7-9 REACTIONS. (lb/size) 8=942/Mechanical, 17=1016/0-6-10 Max Horz17=131(LC 12) Max Uplift 8= 402(LC 9), 17=-355(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1225/910, 34=1061/890, 4-18=1804/1286, 5-18=-1804/1286, 5-6=-1789/1274, 6-19- 1177/783,7-19=1177/783,7-8=-876/664,15-17=-986/832, 2-15=-980/830 BOT CHORD 14-15=-445/179, 13-14=445/179, 12-13- 1367/1867, 11-12=-1367/1867 WEBS 3-13=49/316,4-13=-891/527, 4-12=0/253, 6-11=-553/694, 6-9=-774/693, 7-9=-897/1345, 2-13=-459/1027, 9-11=-784/1164 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.0fest h=15ft; Cat. II; Eqa C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exteror(2)-1-1-010 12-11-5, Intedor(1) 12-11-5 to 25-9-4 zone; cantilever left and right exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 of20.Opst 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) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 8 and 3551b uplift at joint 17. 1; Joaquin Veloz PE No.60102 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: May 24,2019 Job Truss Truss Type Oty Ply T77145643 1568349-PSLP-KING C04 Half Hip Girder 1 1 Job Reference (optional) Builders Hart source,. Hlanl. Ulty, 1-1--325e15, a.2eu a may to eul o Ml l ex lnauslnes,Inc. I nu may zo roaozr mi wager ID:grPOxPpZuPJOiJziQe4v[DzKtde-97sPPgojtgl1n a44GwTBsjDrOrFiXOyi__Q=OzDbhM 10-3-15 13-4 18-0-9 25-11-0 1 1-1-0 2-5.8 7-00-7 3-0-3 4-8-7 - 7-10-7 REPAIR: MODIFY THE. BOTTOM CHORD PROFILE AS SHOWN. SHOP FABRICATE SCAB TRUSS (SHOWN SHADED) USING THE LUMBER AND 7 PLATES INDICATED. ATTACH SCAB TRUSS TO ONE FACE OF EXISTING TRUSS WITH 2 ROWS OF (0.131- X 3') NAILS SPACED 4- O.C. INTO ALL ALIGNING MEMBERS. USE 2' MEMBER END DISTANCE, LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S) MUST BE FULLY EMBEDDED AND UNDISTURBED. SCAB TRUSS LUMBER: - Scale =1:46.3 TOP CHORD2x4 SP M 31 'Except' 1-3: 2x4 SP No.2 BOT CHORD2x4 SP M 31 'ExcepC 15-18: 2.4 SP No.2 W EBS2x4 SP No.3'Except' 4.14,10-12: 2x4 SP No.2, 2-18: 2x6 SP No.2 6.00 F12 Sx6 5,12 = 2x4 11 5x6 = 5x8 = 19 3 20 21 22 423 24 5 25 6 26 7 27 Be 29 a 'G 3x6 �9 ,U', 35 18 16 STI.5x8. STP = 2.4 11 3.6 II 2x4 II 402 = 15 2.4 II 7x10 = 11 30 2.4 II 9 4x6 II 2-5-8 2-6.10 10-3-15 13-4-2 18-0-9 25-11-0 1 P-S-R 0- -0 7-9.5 3.n-3 d-RJ 7-10-7 Plate Offsets (X Y)-- [3:0-3-0 0-2-71 (6:0-3-0 Edgel r9:Edge 0-3-81 rl2:0-4-8 Edgel r14:0-1-B 0-3-121 114:0-3-12 0-2-0] - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in. (Joe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL). 0.4112-13 >756 240 M720 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.51 12 >606 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.96 Horz(CT) 0.15 9 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight 1531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 `Except' BOT CHORD 15-18:2x4 SP No.2 WEBS WEBS 2x4 SP No.3*Except* 8-9,4-14,8-10,10-12:2x4 SP No.2, 2-18: 2x6 SP No.2 REACTIONS. (lb/size) 9=1764/Mechanical, 18=181210-6-10 Max Horz 18=81(LC 8) Max Uplift 9=-966(LC 5), 18=-913(LC 5) FORCES.. (lb) - Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1959/1008, 3-19=-1910/1010, 3-20_ 1796/964, 20-21=-1796/963, 21-22- 1796/963, 22-23=-1795/963,4-23=-1795/963,4-24=-4807/2615, 5-24= 4807/2615, 5-25=-4743/2581, 6-25=-4743/2581, 6-26=-4743/2581, 7-26=-4743/2581, 7-27=-3107/1709,27-28=-3107/1709,28-29=3107/1709,8-29=-3107/1709, 8-9=-1628/1019,17-18=-1762/915, 2-17=-1848/879 BOT CHORD 1436= 2625/4813, 36-37=-2625/4813, 37-38=2625/4813, 38-39=-2625/4813, 13-39=-2625/4813,13-40=-2625/4813,12-40=-2625/4813 WEBS 3-14=-53/527, 4-14=-3152/1751,4-13=0/440, 7-12=-974/1825, 7-10=-1629/1228, 8-10=-1800/3274,2-14=-1023/2086,10-12=-1658/3002 Structural wood sheathing directly applied or 2-8-10 oc pudins, except end verticals. Rigid ceiling directly applied or 4-9-5.oc bracing. 1 Row at rdiilpt 4-14,8-10 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD"=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 Joaquin Velez PE No.68182 will fit between the bottom chord and any other members. MiTek USA, Inc. FL Cart 6624 6904 Parke East Blvd. Tampa FL 33610 Date: May 24,2019 Q WARNING -Verify deslgnparamefers and READ NOTES ON THLSAND WCLUDEDMBEKREFERANCEPAGE MIP74M rev. 100S42e15BEFOREUSE. u'■' Design valid for use only with Mael8 connectors. This design is based only upon parameters shown. and Is an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ■t�•�w[`tl bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, folodcatlon, storage, delivery, erection and bracing of trusses antlIlUM systems, seeANStMil Qualih CrMnb, DSB-69 and li adding Component 69N Palle East Blvd. Safety Informotionovallable from Truss Plate Insfitute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type Oty Ply T17145643 1558349-PSLP-KING C04 Half Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MITek Industries, Inc. Thu May 23 13:53:27 2019 Page 2 ID:grPOxPpZuPJOiJzi0e4vlDzKtde-97sPPgojtgll n_a44GwTBs)DrOrFiXOyi_OxrnOzDbhM NOTES- 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9661b uplift at joint 9 and 9131b uplift at joint 18. 7) "NAILED" indicates 3-10d (0.148"x3") or3-12d (0.148"x325°) toe -nails per NDS guidlines. 8) In the LOADiCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD. CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-3= 54, 3-8=-54, 15-18=-20, 9-11=-20, 12-14=-20 LOAD CASE(S) Standard Concentrated Loads,(Ib) Vert: 7=-105(F)10= 42(F) 16— 182(F) 20=-80(F) 21=-80(F)22— 80(F)23=-80(F)24=-80(F)25— 83(F)26=-105(F)27=-105(F)28=-105(F) 29=-105(F) 30— 42(F) 31=-42(F) 32=42(F) 33=-42(F) 34=-42(F) 36=-36(F) 37=-37(F) 38=-37(F) 39=-37(F) 40=-37(F) Q WARNING- Viehydes/gnparameteraend READNOTES ON THIS AND INCLUDEDMREKREFERANCE PAGE 1110-7473rev. 1grfWl015 BEFORE USE. Design valid for use only with Weld connectors. This design Is bell only upon parameters shown, antl Is for on Individual building component, not �� a truss system. Before use, the building designer must verity, the appllcclailly of design parameters antl properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stabilly and to preventcollapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection antl bracing of hums and truss systems, seeAIl l/(pD Quail CMnh, Diii and BCSI BuAtlhp Component 69N Parke East Blvd. Safety lnfomrallanavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T77145644 1558349-PSLP-KING EJ61. Jack -Partial 4 1 Job Reference o tional tell laers rim Source, viant wy, I - azaoo, o..au.pwv p„,,-,... .... ...- .--.--.--._.. __._.__. ID:grPOxPpZuPJOiJzi0e4NDzKtde-dBOacApLe7tuP79Gdznik4GRfPKGRAg5xegUlgzDbhL -1-0-0 1-6.0 2-5-8 5-7-4 9.0.8 1-0-0 { 1-6-0 0-11-8 3-0-12 3-5-0 REPAIR: MODIFY THE BOTTOM CHORD PROFILE AS SHOWN. Scale=1:28.4 INSTALL 2 X 4 SP NO.2 MEMBERS CUT TO FIT TIGHT. ATTACH 112" PLYWOOD OR OSB GUSSET'(15/32' RATED SHEATHING +�. 32/16 EXP 1) TO EACH FACE OF TRUSS WITH 2 ROWS OF(0.131"X2.5") NAILS SPACED 4" O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN 6 EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S) MUST BE FULLY EMBEDDED AND UNDISTURBED. tea -->� n tea 1� 6.00 12 5 + + + + b 3X4 1, + + 4f 8 • 7 o 3.4 II 4 + + + 3 + + + ?9.________________� 9 2 / / 1-1 ST1.5xBSTP= 1 11 10 ST1.5x8 STP= 2x411 2x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TIC 0.73 Lumber DOL 1.25 BC 0.32 Rep Stress Incr YES WB 0.03 Code FBC2017ITP12014 Matrix-SH DEFL. in Verti 0.16 Vert(CT) -0.13 Horz(CT) -0.07 (loc) I/defl (Jd 8 >471 240 8 >578 180 7 Na n/a PLATES GRIP MT20 2441190 Weight: 331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 *Except- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: 3-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except.at=length) 2=0-7-10, 4=0-7-10. (I e) - Max Hom 2=242(LC 12) Max Uplift All uplift 100 Ito or less at joint(s) 2 except 6=-122(LC 12), 4=-305(LC 12) Max Grav All reactions 250 Ib or less at joints) 6, 2, 7 except 4=464(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD2-3=-604/293, 3-4= 359/140 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDLU5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2)-1-0-0 to 4-11-14, Intedor(1) 4-11-14 to B-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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 1001b uplift at joint(s) 2 except Qt=lb), 6=122, 4=305. Joaquin Velez PE No.63182 MiTek USA, Inc. FL Cert 6624 6904 Parke East Blvd. Tampa FL 33610 Date: May 24,2019 ,&WARNING -Verify designparzmeters and READ NOTES ON MIS AND INCLUDED MIEKREFERANCE PAGE MIP7473rea. 1W0312015 BEFORE USE Design voill use only wlth MITBIer) connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a hum system. Before use, the building designer must verify me applicatelty, of deslgn parameters and properly Incorporate this all Into the overall bulltling design. Bracing indicated is to buckling of Individual truss web and/or chord members only.. Addiflonal temporary and permanent bracing MiTek' prevent Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general gultlance regartling the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVrPlt CuailNlyy Criteria, DSB-69 and BCSI Building Component' 69N Perim East Blvd. Safety mformatbmvalloble from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexandria. VA 22314, Tampa, FL 33610' Job Truss Truss Type Oty Ply T17145645 1558349-PSLP.KING EJ62 Jack -Partial IQ 1 Job Reference (optional) ismiaess rlrst source, riant cny, rL- uzbba, o.aaa 1 .1. 1. ne,e,. .., ID:grPOxPpZuPJOiJzi0e4vtDzKtde-6N AgWgzPR7kOHkSBgyxHHpbAperAd3FA1v2qHzDbhK =1-5-0 1-0.0 1-11-8 4-7-11 8-6-B 1-5-0 ~1-0-0 041;8 2-6-3 3-10-13 REPAIR: MODIFY THE BOTTOM CHORD PROFILE AS SHOWN. Scale=1:27.3 INSTALL 2 X 4 SP NO.2 MEMBERS CUTTO FIT TIGHT. ATTACH 1/2° PLYWOOD OR OSB GUSSETITH 2 "RATED SHEATHING NAILS SPACED 4° O.C. NAILS BE DRIVEN FROM BOTH FACES. STAGGER 6 SPACING FROM FRONT TO BACK FACE FORA NET 2° O.C. SPACING IN EACH COVERED TRUSS MEMBER, USE 2" MEMBER END DISTANCE. LUMBER AND CONNECTOR PLATES (SHOWN DASHED) TO BE CUT CLEANLY AND ACCURATELY AND THE REMAINING PLATE(S) too MUST BE FULLY EMBEDDED AND UNDISTURBED. n + w 6.00 12 + + 5 + + 31 4 ++ +" B "7` 3.4 II 4 + + 3 + + + ___________r. o g n g g 9 a 2 11 ST1.5x8 STP= 1 s e s g 10 3x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) 'I/deft' Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.77 Vert(LL) 0.15 8 >479 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.13 8 >587 180 BCLL 0.0 ' Rep Stress Inch YES WB 0.04 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 34 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-5 oc pudins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-10: 2x6 SP No.2, 3-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length)2=0-10-1, 4=0-7-10. (lb) - Max Herz 2=239(LC 12) Maxi All uplift 1001b or less atjoint(s) 2 except 6=-121(LC 12), 4- 326(LC 12) Max Gray All. reactions 250 lb or less at joints) 6, 2, 7 except 4=458(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-687/351, 3-4- 369/147 NOTES- 1) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-5-0 to 4-5-15, Interior(1) 4-5-15 to 8-5-12 zone; cantilever 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 nonconcument with any other live loads. 3) ' 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. 4) Refer to girtler(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) 2 except at=lb) 6=121, 4=326. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 24,2019 ,&WARNING.- VedrydeslSnperemefdrsend READNOTES ON TNISAND INCLUDED MIyEKREFERANCEPAGEMIP747arex. 10=015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the apidecte llty of design parameters and properly Incorporate lhls design Into the overoll building design. Bracing Indicated is to prevent bucking of lndMiduol buss web and/or chord members only. Additional temporary and permanent bracing MfTek* Is always required for stabiiiy and to prevent callapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, areal and bracing of trusses and truss systems, seeANSVRPII CuatNByy Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavoiiabie from Truss Plate ball 218 N. Lee Sheet, Suite 312, Alexantlrla, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1374 Center plate on joint unless Y. 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 0-1 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 4 X 4 . width measured perpendicular 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 6-48 dimensions shown Inficzteenihs t sal (Drawings not To scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MTek Engineering Reference Sheet: MII-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 orX-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 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/rPl 1. 7. Design assumes trusses will be suitably protected from m the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of 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.