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HomeMy WebLinkAboutTrussBUILDER"S WARNING* nuaRR PRODUCTS 0 I CV *WARNING* ALL BEARING POINTS MUST BETHIS 15 A PLACEMENT F COMPONENTS AS DER LAN f-UH tN(.iINLL:HLU qED BY WTCA 1 - 1995. BRACING: 1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS .. EE FINAL ENUINImIEHINU bHEt I S ­uR I HE STRUCTURAL DATA, NUMBER OF GIRDER AND t5AL;r, UHAKULZI WILL NOT BE AUCLP I ED UNLESS OUR DESIGN DEPARTMENT APPROVES THEM IN ADVANCE NSTALLED PRIOR TO INSTALLING ANY �+ R U SS ESI FAILURE TO DO SO MAY RESULT IN DAMAGED TRUSSES AND DIAPHRAMS HAVE EAST COAST TRUSS.T FOR ERECTION AND INSTALLATION FOLLOW INSTRUCTIONS BEEN 'ANALYZED BY OF TRUSSES ON THE BCSI-B1 SUMMARY : DIN THE PERMANENT BRACING FOR THE STRUCTURE IS HE RESPONSIBILITY OF OTHERS. - 3) INSTALL WEB BRACING AS STATED ON SEALED PLIES AND THE CONNECTION INFORMATION. OUR DESIGN DEPARTMENT MUST APPROVE ALTERATIONS AND/OR REPAIRS TO TRUSSES IN STRONG -TIE OR USP OTHERWISE NO EDSINSTOALL HANGERS ACCORDING LESS TO THE CURRENT SIMPSON STRONG -TIE OR USP CATALOG ILL VOID ALL WARRANTIES. SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS NGINEERING TRUSS DRAWINGS. ADVANCE. d, . e Engineering CO co 12 CY) 2.5 I TYPICAL OVERHANG / PITCH DETAIL 21_011 NOTE: LAYOUT DRAWN BASED ON THE FOLLOWING ASSUMPTIONS: (BUILDER TO ADVISE IF DIFFERENT) 1) EXISTING & NEW ROOF TYPICAL: 2) ALL DIMENSIONS PER THIS LAYOUT 3) NEW TRUSSES DO NOT SUPPORT ANY EXISTING TRUSSES. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY EXISTING CONDITIONS. ECT CAN NOT BE RESPONSIBLE FOR MATCHING EXISTING ROOF SYSTEMS. UPON SIGNING, BUILDER AGREES TO ALL CONDITIONS AS SHOWN ON THIS LAYOUT EAST COAST TRUSS CAN NOT BE RESPONSIBLE FOR, OR ASSIST IN, ANY REPAIRS TO EXISTING TRUSSES. PR OP DRAWING / SUBMITTAL REVIEI PROVED ❑ APPROVED AS NOTED VISE AND RESUBMIT [3REJECTED COOK I ATI M IC WORK WITH Vr VVIYJI VVIIVIY, COOR I ATIO OF HIS WORK WITH OTHER T OIES AND FUL CE WITH CONTRACT D CUME S e— By: Date: l O Q r1a'a.'b'll(�'t;(OpIG jP1(:. c— Nc1:°' r i`gcJ. FE.; 34950 1/4" if jalot 18x24) .Designed by:BH 0- ]EAST COAST TRUSS 5285 Sr. LUCIE BLVD. FT. PIERCE, FL 34946 OFFICE: (n2) 466-2480 FAX: (TT21466-5336 USTOMER:Jerardo Aguilar JOB NAME:Jerado Aguilar DDRE:SS:1802 Linwood Ave ITY/CNTYFt Pierce ODEL. Garage addition FT 443 TE 10/19/2020 Fi ATPczT= 61G15S-31.003 (3) let, EAST COAST TRUSS is the "Truss Design Engineer" Trusses are designed in accordance with the Florida Building Code 3y approving this placement plan(s), signatured anywhere on this sheet, the :ustomer or his representitive acknowledges that this placement plan complie vith the structural intent of the project. The customer also acknowledges that this approval authorizes EAST ;OAST TRUSS to manufacture these trusses and deliver them to the project ndicated on this drawing. The customer also acknowledges that he/she accepts financial esponsibility for any repair, engineering, and labor required due to errors )that than those of EAST COAST TRUSS. Signed: ODE =FBC 2017/TP12014 ASCE 7-1 ESIGN CRITERIA =MWFRS CCUPANCY CATEGORY = II XPOSURE =C WF SPEED =160 UILDING TYPE =ENCLOSED EAN HEIGHT =15.0' GRAVITY LOADS ,OF: DUR FACTOR= 1.25 F=TCLL- - TCDL - BCLL - BCDL 20.017.070.0710.0 `NON -CONCURRENT BC LL 10psf UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOAR.S MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. FLOOR TRUSSES SPANNING 20'-0" OR MORE MUST BE SET WITH A SPREADER BAR. THE SPREADER BAR SHOULD BE AT LEAST 1/2 TO 2/3 IN LENGTH AS THE SPAN OF THE TRUSS BEING SET. REFER TO BCI-B1 FOR COMPLETE ERECTION AND SAFETY PROCEDURES. SUPPORTANYPLAN FiCVIftED FOR ST. LUCIE COUr SOCC Is It -- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTe k 0 . RE: J40519A - Jerado Aguilar MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Jerado Aquilar Project Name: Addition Model: Garage Tampa, FL 336104115 Lot/Block: Subdivision: Address: 1802 Linwood Avenue City: Ft Pierce State: Florida 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 8.4 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 2 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T21625677 A01 GE 10/19/20 2 T21625678 A02 10/19/20 NtP DRAWING/ SUBMIITT AS oL REVIEW VED TED REVISE AND RESUBMIT ❑ REJECTED___� SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL DOCUMENTS ONLY. THE OCONTMRACTORANCEOISONTRACT RESPONSIBLE FOR FOR TOLIERANCE, CLEARANCE. QUANTITIES, FABRICING AND CORRELATING DI TIO N PROCESSES AND HIS HNIQUESWOR!\WMITOAT ER ONSTRUC AND COORDIN EVVITHCONTRD UME S FULLC Z� Zo' �d By. Date: ,.} Architec:tonic inc. i" i:Dft Norco, f-L 34950 The trussreferenced above have by MiTek USA, Inc. 1111111/ PQU IN yF�',i��i direct supervision ps) under mervision based on the parameters `,,��� provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin = (q16, 68182 • 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 9' STATE OF that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters i O •' ��(/ �i '� •' 'c Q:• �� loads, dimensions, design which '���s ' R •' C?\,�� shown (e.g., supports, shapes and codes), were information included is for MiTek's �,, E��•� given to MiTek or TRENCO. Any project specific or S/p N AL 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, Joaquin Velez PE No.68182 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. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 19,2020 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Jerado Aguilar T21625677 J40519A ` A01GE COMMON SUPPORTED GAB 1 1 Job Reference (optional) East coast -I fuss, t-t. Pierce, I-L MUdl i t1.4ZU S UCI u zuzu mi I eK Inousrles, Inc. Mon UCI ito 14:J l:1J ZUZU rage i I D:57mt4Tlo3tplzc96GoVb9fyRrlj-w3ND6acsyMPFTNIgV TYBOPu6VgtuVjtPdu34r2yRpuK -2-0 0 14.8-0 29-4-0 31�1-0 2-0-0 14-8-0 14-M 2-0-0 Scale = 1:53.6 2.50 12 4x4 = 1x4 II 1x4 II 1x4 II 8 9 1x4 II 10 1.4 11 1x4 II 3x4 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 = 1x4 II 1x4 II 1x4 II 3x6 = 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 11 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.01 17 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 17 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 16 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 122 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 29.4-0. (lb) - Max Horz 2=-81(LC 5) Max Uplift All uplift 100 lb or less at joints) 24, 25, 26. 28, 29, 23, 22, 20,19 except 2=271(1_13 8), 30=102(LC 4), 18=102(LC 5). 16=273(LC 5) Max Grav All reactions 250 lb or less at joird(s) 24, 25, 26, 28, 29, 23, 22, 20, 19 except 2=282(LC 1), 30=302(LC 17), 18=302(LC 18), 16=282(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. 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.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=29ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSI/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 25, 26, 28, 29, 23, 22, 20,19 except (n=1b) 2=271, 30=102, 18=102, 16=273. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. 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 truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DS849 and BCSI Building Component SafetylMormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 QUIN �G•ENS' • ��'�. No 68182 �:• S�71 % f OF .�. I &/ONA ECG. ►nnl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 19,2020 MiTek" 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Jerado Aguilar T21625678 J405i'JA 9 A02 COMMON 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except' 8-9: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=048-0 Max Horz 2=82(LC 4) Max Uplift 2=681(LC 8), 6=681(LC 8) Max Grav 2=1195(LC 1). 6=1195(LC 1) 2.50 12 4x6 = 5x6 = 8.420 s Oct 9 2020 MiTek Industries, Inc. Mon Oct 19 14:37:14 2020 6-10-8 5x6 = 7-9 8 2-M ' Scale=1:53.6 3x6 = CS1. DEFL in (loc) I/de6 L/d PLATES GRIP TC 0.79 Vert(LL) 0.55 8-9 >641 240 MT20 2441190 BC 0.93 Vert(CT) -0.82 8-9 >428 180 WB 0.37 Horz(CT) ' 0.13 6 n/a n/a Matrix -AS Weight: 119 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3904/1870, 3-4=-3474/1579, 4-5=3474/1579, 5-6=390411870 BOT CHORD 2-9=1738/3802, 8-9=113412566, 6-8=1738/3802 WEBS 4-8=-308/981, 5-8=568/471, 4-9=308/981, 3-9=568/471 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.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=681, 6=681. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® 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 property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ``111111111/���, PCIU1 N GEI1jS;• No 68182 S`T� �jE O F 44/ q 1 �'i F�; • 0 R , Q • E> ,S,,0 N AI 1�� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 19,2020 W!, M!Tek' 6904 Parke East Blvd. Tampa, FL 36610 m bds PLATE LOCATION AND ORIENTATION 3j4' 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. 0-11s" For 4 x 2 orientation, locate plates 0- "i ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20120 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. BEARING Indicates location where bearings (supports) occur. Icons vary but 4e�� reaction section indicates joint number where bearings occur. ffd -A Min size shown is for crushing only. Industry Standards: ANSIlrPl1: 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. Number�ng System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 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 MiTek@ All Rights Reserved h MiTek"' MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 General Safety Note 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 ANSIfrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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 specked. 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 ANSIfrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.