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HomeMy WebLinkAboutDesign Drawings & Details 06-24-21Prepared for: Job: Date: Ref. Number: Midwest Manufacturing - Eau Claire, WI QTREC0603813 - THSU PF STOCK 6/24/2021 8:11 AM 129769 COMPONENT DESIGN DRAWINGS & DETAILS Simpson Strong-Tie Company, Inc. 5956 W. Las Positas Blvd. Pleasanton, CA 94588 (800) 999-5099 www.strongtie.com Notes: 1. The component design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Component Manufacturer. 2. The engineer's signature on these drawings indicates professional engineering responsibility solely for the individual components to be able to resist the design loads indicated, utilizing all the design parameter and materials indicated or referenced on each individual design. 3. It is the Building Designer's responsibility to review the component design drawings to insure compatibility with the Building design, Refer to all notes on the individual component design drawings. 1 Component Design Drawing(s): 1 1-P2425: SID 1035911 General Notes 1. Each Truss Design Drawing (TDD) provided with this sheet has been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet, and for the definitions of all capitalized terms referenced in this document. 2. TDDs should not be assumed to be to scale. 3. The Contractor and Building Designer shall review and approve the Truss Submittal Package. 4. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. 5. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss-to-Structural Element connections except Truss-to-Truss connections. 6. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. 7. Unless specifically stated otherwise, each Design assumes trusses will be adequately protected from the environment and will not be used in corrosive environments unless protected using an approved method. This includes not being used in locations where the sustained temperature is greater than 150°F. 8. Trusses are designed to carry loads within their plane. Any out-of- plane loads must be resisted by the Permanent Building Stability Bracing. 9. Design dead loads must account for all materials, including self-weight. The TDD notes will indicate the min. pitch above which the dead loads are automatically increased for pitch effects. 10. Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. 11. Camber is a non-structural consideration and is the responsibility of truss fabricator. Handling, Installing, Restraint & Bracing 1. The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job-specific details, refer to BCSI. 2. ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong-Tie is not responsible for providing these services. 3. Trusses require permanent lateral restraint to be applied to chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. Web restraints are to be located at mid points, or third points of the member and chord purlins are not to exceed the spacing specified by the TDD. Chords shown without bracing indicated are assumed to be continuously braced by sheathing or drywall. Permanent lateral restraint shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-B3 or BCSI-B7, supplemental bracing details referenced on the TDD, or as specified in a project-specific truss permanent bracing plan provided by the Building Designer. 4. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. 5. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see BCSI-B3). 6. Do not cut, drill, trim, or otherwise alter truss members or plates without prior written approval of an engineer, unless specifically noted on the TDD. 7. Piggyback assemblies shall be braced as per BCSI-B3 unless otherwise specified in the Construction Documents. 8. For floor trusses, when specified, Strongbacking shall be installed per BCSI-B7 unless otherwise specified in the Construction Documents. Symbols and Nomenclature 5x7 Plate size; the first digit is the plate width (perp. to the slots) and the second digit is the plate length (parallel to the slots). 5x7-18 -18, -18S5, or -18S6 following the plate size indicates different 18 gauge plate types. These symbols following the plate size indicate the direction of the plate length (and tooth slots) for square and nearly square plates. 10-3-14 Dimensions are shown in feet-inches-sixteenths (for this example, the dimension is 10'-3 14/16"). Joints are numbered left to right, first along the top chord and then along the bottom chord. Mid-panel splice joint numbers are not shown on the drawing. Members are identified using their end joint numbers (e.g., TC 2-3). When this symbol is shown, permanent lateral restraint is required. Lateral restraint may be applied to either edge of the member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. Bearing supports (wall, beam, etc.), locations at which the truss is required to have full bearing. Minimum required bearing width for the given reactions are reported on the TDD. Required bearing widths are based on the truss material and indicated PSI of the support material. The Building Designer is responsible for verifying that the capacity of the support material exceeds the indicated PSI, and for all other bearing design considerations. Truss-to-Truss or Truss-to-Structural Element connection, which require a hanger or other structural connection (e.g., toe-nail) that has adequate capacity to resist the maximum reactions specified in the Reaction Summary. Structural connection type is not limited by type shown on TDD. Toe- nails may be used where hanger type shown where allowed by detail or other connection design information. Design of the Structural Element and the connection of the Truss to a Structural Element is by others. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item that is represented. Materials and Fabrication 1. Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more restrictive criteria are part of the contract specifications. 2. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. 3. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. 4. Plate type, size, orientation and location indicated are based on the specified design parameters. Larger plate sizes may be substituted in accordance with ANSI/TPI, Section 3.6.3. Plates shall be embedded within ANSI/TPI 1 tolerances on both faces of the truss at each joint, unless noted otherwise. 5. Truss plates shall be centered on the joint unless otherwise specified. Referenced Standards ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction, a Truss Plate Institute publication (www.tpinst.org). BCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). DSB-89 Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org ). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR-2762 Simpson Strong-Tie® AS Truss Plates are covered under ESR-2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD-GEN-0003A 5/2019 Component SolutionsŒImportant Information & General Notes EngDrwg: 2020r3RGT_Eng QTREC0603813 - THSU PF STOCK Qty: 1 Truss: P2425 Customer: Walk-In Truss Mfr. Contact: Nick Hollister SID:0001035911 TID:129769 Date:06 / 24 / 21 Page:1 of 1 NOTICE A copy of this design shall be furnished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied by the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. See the cover page and the “Important Information & General Notes” page for additional information. All connector plates shall be manufactured by Simpson Strong-Tie Company, Inc in accordance with ESR-2762. All connector plates are 20 gauge, unless the specified plate size is followed by a “-18” which indicates an 18 gauge plate, or “S# 18”, which indicates a high tension 18 gauge plate. Component Solutions Truss Studio V 2021.3.0.190 4x10 1.5x4 5x6 = 1.5x4 4x10 5x8 5x10-18 5x8 7-14 7-144-7-141 6-5-2 6-5-2 2 5-6-14 12-0-0 3 5-6-14 17-6-14 4 6-5-2 24-0-0 5 1 8-1-7 8-1-7 6 7-9-2 15-10-9 8 8-1-7 24-0-0 5 7 24-0-0 5.5"5.5"5.5"5.5" 4/12 -4/12 Plates -- Simpson Strong-Tie 20 ga (AS20) or 18 ga (AS18HS, AS18S5, or AS18S6) indicated by '-18'Truss Weight = 150.2 lb Code/Design: IBC-2015/TPI-2014 PSF Live Dead Dur Factors TC 20.0 4.0 Live Wind Snow BC 0.0 1.0 Lum 1.15 1.60 1.15 Total 25.0 Plt 1.15 1.60 1.15 Spacing: 10-00-00 o.c. Plies: 1 Repetitive Member Increase: No Green Lumber: No Wet Service: No Fab Tolerance: 15% Creep (Kcr) = 2.0 -----------Snow Load Specs---------- ASCE7-10 Ground Snow(Pg) = 25.0 psf Risk Cat: I Terrain Cat: C Roof Exposure: Fully Exposed Thermal Condition: Unheated(1.2) Unobstructed Slippery Roof: Yes Low-Slope Minimums(Pfmin): No Unbalanced Snow Loads: Yes Rain Surcharge: No Ice Dam Chk: No Lu(max) = 20-00-00 ----------Wind Load Specs---------- ASCE7-10 Wind Speed(V) = 105 mph Risk Cat: I Exposure Cat: C Bldg Dims: L = 0.0 ft B = 0.0 ft M.R.H(h) = 15.0 ft Kzt = 1.0 Bldg Enclosure: Enclosed Wind DL(psf): TC = 2.4 BC = 0.6 End Vertical Exposed: L = Yes R = Yes Wind Uplift Reporting: MWFRS C&C End Zone: N/A -------Additional Design Checks------ 10 psf Non-Concurrent BCLL: Yes 20 psf BC Limited Storage: No 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Material Summary TC 2x6 SP 2400/2.0 BC 2x6 SP 2400/2.0 Webs 2x4 SP (ALSC6-2013) #1 Member Forces Summary ...Mem... Ten Comp .CSI. TC 1- 2 2434 6471 0.45 2- 3 2246 5585 0.62 3- 4 2246 5585 0.62 4- 5 2433 6471 0.45 BC 1- 6 5922 2144 0.58 5- 8 5922 2144 0.58 6- 7 4071 1312 0.36 7- 8 4071 1312 0.36 Web 2- 6 646 1475 0.21 3- 6 1576 601 0.29 3- 8 1576 601 0.29 4- 8 646 1475 0.21 Reaction Summary --------------Reaction Summary(Lbs)---------------- Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 3000 1113 05-08 03-00 DFL 667 5 23-09-04 3000 1113 05-08 03-00 DFL 667 Max Horiz = -196 / +196 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [12-00-00] using a 1.00 Full and 0.00 Reduced load factor. See Loadcase Report for loading combinations and additional details. Dead Loads may be slope adjusted: > 8.0/12 Notes Plates designed for Cq at 0.85 and Rotational Tolerance of 10.0 degrees C&C wind pressure has not been considered in the design of this truss. Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/240 L/833(-0.34) 6- 8 Vert DL L/120 L/999(-0.09) 6- 8 Vert CR L/180 L/661(-0.43) 6- 8 Horz LL 1.00in ( 0.07) @Jt 5 Horz CR 1.50in ( 0.09) @Jt 5 Vert CR and Horz CR are the vertical and horizontal deflections due to live load plus the creep component of deflection due to dead load, computed as Defl_LL + (Kcr - 1) x Defl_DL in accordance with ANSI/TPI 1. Bracing Data Summary ------------Bracing Data------------ Chords; Sheathing required or bracing indicated: -------------Purlins------------ ---oc--- --From-- ---To--- #Bays TC 2-00-00 0 24-00-00 13 BC 6-00-00 0 24-00-00 4 Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) Jnt1(00-04,00-01), Jnt5(-00-04,00-01)