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HomeMy WebLinkAboutTRUSS"b T1 -- - 5- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1�n SCANNED BY iTeko OM A nnAo* nr iit RE: J;175161 - LEWIS/ LEAR PLACE Site'Information: Customer Info: GRANDE CONSTRUCTION Project Name: LEWIS Model: LoU,lock: Subdivision: Arir&,zQQ- 1'9gFZR I GAD D► nr+m 6 L/�-���a MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 -UM I 0 1 t-Ut;lt State: FL Address and License # of Structural Engineer of Record, If there is one, for the building. License #: State: ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ing Conditions): in Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Code: N/A Wind Speed: N/A mph ,oad: N/A psf Floor Load: N/A psf package includes 1 individual, Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Truss Name Date L it T15448152 ATC 10/30/18 The Iuss drawing(s) referenced above have been prepared by MiTek USA l Inc. under my direct supervision based on the parameters prov�ded by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My Icerise renewal date for the state of Florida is February 28, 2019. I IMP, , RTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in thelurisdiction(s) identified and that the designs s comply with ANSI/TPI 1. These designs are based upon parameters sho"wr,�J(e.g., loads, supports, dimensions, shapes and design codes), which were given j.D 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 ANSVTPI 1, Chapter 2. A ', . ; q<B No 39380 =-0t STA WOFll: .0 ,'�i��S •� O R I � P ��,��� yet;;it/ 11 "Ot���� Thomas A Mbanl PE No.39380 MR USA, Inc. FL Cert 601 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 Albans, Thomas 1 of 1 Job l Truss T.T.-.S Qty Ply LENS IPLACE `�-' 75161 � ATC - 1 1 Units:l T15448152 Chambers Truss,no., Fort Pierre, FL ob f ce En : GDL 8.130 s Oct 72017 MTek Industries, Inc. Tue Oct 30 14:37:472018 Pa e 1 ID'.VC8 RrGwU8P7j1 V4VkVsLpgzGJpD-rpf3AJdTCptuUogXle?yN1uH9CmUJzN4meyld6yOCk2 1-4.0 it 6-7-4 11-14 -0.10 3.7-2 Sg.q 310,0 5-p.p 1-q-p 1-1-14 REPAI r REMOVE SECTION OF 6 0.0 TRUSS SHOWN DASHED. 4-0-0 Scale = 1:52.0 I� 10x10 — 3,6 = 4x8 = 4x4 II 2x3 II 4x8 = 3x4 = 5 30 6 91 7 8 32 9 2X3 11 4 ++ + + + } + } } + + 10 +12 Ia 28 +++24 " i$, * 14 13 4 + +++ Fes_. O + 1 2 tl r% O' ' i ++ o 6 6x10 = 2x3 II + + +y o 22 �4�1 21 ____ __ ____ ____ (A) (B) 3X4 = + + ♦ 3X4 = 16�4'x24"] 8 = 15 3X4 II 3x4 II 9-2-0 I',I ZzI3 6-7-4 13-4-12 6-7-4 19-2-0 O 23-0-0 28-0-0 6-9-8 5-9-4 1 3-0-0 5-0-0 I LUMBER AN CONNECTOR PLATES (SHOWN DASHED) TO BE CUT CLEANAND ACCURATELY AND THE REMAINING PLATE(S) MUST BE FULLY EMBEDDED AND UNDISTURBED. * + ---I ATTACH 1/2" PLYWOOD OR 0813 GUSSET (15/32" RATED SHEATHING 32/16 +++++ EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5"MIN.) NAILS PER THE + ++ FOLLOWING NAIL SCHEDULE: 2 X 4'S - 3 ROWS, 2 X ITS AND LARGER - 4 N INSTA IL THE FOLLOWING MEMBERS CUTTO FIT TIGHT (i2X8 N0.2 (A) T 6, ROWS: SPACED @ 4"O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. 9-2 : (B) �16,19-20: Zx6 SP N0.2 SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. ate L setsl I A I Z 0 0-a 0 •0 6-5 0-2- 0 5-0-8-2 0 -1 9.0 0 -0 1 •0.8.0 20.0. 2 0-0-0 1: 0 0-0- 0 LOADING I _ TCLL 3b.0 SPACING- 241-0 Plate Grip DOL 1.25 CS1. TC 0.44 DEFL. in (loc) I/defi L/d Vert(LL) -0.19 22 >999 PLATES GRIP TCDL 1�.0 Lumber DOL 1.25 BC 0.95 360 Vert(CT) -0.38 22 >623 240 MT20 2441190 BCLL P.0 BCDL 1 i.0 Rep Stress Incr YES Code FBC2017frP12014 WB 0.57 Matrix -MS Horz(CT) 0.15 13 n/a n/a Wind(LL) 0.19 22-24 >999 240 Weight: 175 lb FT= 20% LUMBER- BRACING - ° TOP CHOIR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-8-3 oc pudins. BOT CHORE 2x6 SP 240OF 2.0E 'Except- BOT CHORD Rigid ceiling directly applied or 7-15,4-17: 2x4 SP No.3, 10-14: 2x4 SP M 30, 6-16,19-20: 2x6 SP No.2 3-2-0 oc bracing: 4-17 2-2-0 oc bracing. Except: 4-21: 2x8 SP No.2 WEBS 1 Row at micipt 6.14 WEBS I 2x4 SP No.3 *Except* I t 6-19: 2x4 SP M 30 1. REACTION (lb/size) 2=104210-8-0, 10=9410-8-0, 13=2293/0-8-0 Max Horz 2=126(LC 11) Max Uplift 2=442(LC 12). 10=203(LC 22), 13=755(LC 12) Max Grav 2=1043(LC 22), 10=171(LC 23), 13=2293(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-28=1426/619, 28-29=1332/626, 3-29=1270/635, 3-4=1415/771, 4-5=-619/305, ,p tI h i l l 1I ill 5-30=591/297, 6-30=591/297, 6-31=516/1618, 7-31=51611618, 7-8=594/1792, 8 ` PS q �A. -32=594/1792, 9-32=594/1792, 9-33=248/956, 10-33= 255/917 BOT CHOR II 2-22=551/1230, 21-22=-551/1230, 13-14=2027/904, ♦ �v• ,... , . ♦ 12-13=850/392, 10-12=853/390, 4-18=14071781, 17-18=2302/1146, 20-21=3071581, �O GEN ♦ SF••• 2/ � 4-20=236/527, 19-20=832fl976 I ♦•••�� � WEBS 3-22=-470/338, 14-16=223/597, 6-14=2320/996, 9-13=1300/591, 8-13=-479/255, 6-18=365/924 NO 39380 NOTES- 1) Unbalan d roof live loads have been considered for this design. -O 2) Wind: A CIE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsP h=18ft: B=45ft; L=28ft; eave=oft; Cat. % '. �Cl II; Exp CIdEncl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)to 1-7-5, Interior(1)1-7-5 % •• �(/ -1-4-11 to 9-9-10, Exterior(2) 9-9-10 to 27 4-3;1 Interior(1) 27-4-3 to 29-4-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate DO1.60 Q;� ��,♦� '�i�� grip 3) Provide�tlequate drainage to prevent water ponding. R `Q �j�st� •..••• ���� 4) This trus'i has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / / 5) ' This t as 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 be' een the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing Thomas A. Albanl PE No.39380 plate capable of withstanding 442 lb uplift at joint 2, 203 lb uplift at joint 10 and 755 lb uplift at joint 13, MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 30,2018 D WA I /N0 • Verify design parameters and READ N07ES ON THIS AND INCLUDED WTEK REFERENCE PAGE "1.7473 rev. laM015 BEFORE USE Desig lyalld for use only with WNW connectors. This design is based only upon parameters shown, and is for an Individual bulding component, not a trusss*sfem. Before use, the building designer must verify the applicabifdy of design parameters and property incorporate this design into the overall buildlnp!tlesign. Bracing indicated is to prevent buckling of Individual truss e web and/or chord members only. Additional temporary and permanent bracing is always required forstabifily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrica' can; storage, delivery, erection and bracing oftmsses and truss systems, see p/� 'I Mi IT elc• ANSIITPIt Quality Criteria, DSa-09 and SCSI Building Component Safetyllnformation available from Truss Plate Insutute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. I;I Tampa, FL 36610 I 3 Symbols PLATE LOCATION AND ORIENTATION 3/4Center 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' 16 r r For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 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. BEARING 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/TPI1: National Design Specification for Metal _ Plate Connected Wood Truss Construction. —DSB=89: Design StandardforBracing.—= BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) E BOTTOM CHORDS 8 7 3 6 5 a Of O S U a. O 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 MTek® All Rights Reserved miieK- MiTek 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 attemative 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 byANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabricatlon. 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/rPI 1 Quality Criteria.