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HomeMy WebLinkAboutTRUSS DESIGN DRAWINGSy - Simpson Strong -Tie Company, Inc. Tlr 0 �3S DESIGN DRAWINGS & DETAILS 5956 W. Las Positas Blvd. n � Ajunoo aian j IE; Pleasanton, CA 94588 ® (800) 999-5099 Ymmstrongtie.com 03NNVOS • o . e R M Building Components 00 00271-Shed ®. 3/21/2018 1:09 PM 63211 Notes: 1. The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction Documents, as communicated by the Truss 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 truss design drawings to insure compatibility with the Building design, Refer to all notes on the individual truss design drawings. 2 Truss Design Drawing(s): 1-A1: SID 226069 2-A2: SID 226070 CEIVE MAR 2, 72018 ST. Lucie County, Permitting ComponerL, _.,IolutionsTM Important Infor(_ _,?ion & General Notes .K fit 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 IA -18, -16S5 or -1 BS6 following the plate size indicates different 18 ga plate types. These symbols following the plate size indicate the direction = I 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, lateral restraint is required on the member near the location(s) indicated on the \ graphic and in the Bracing Data Summary. See Note 3 \\\ under Handling, Installing, Restraint & Bracing for more information. Bearing supports (wall, beam or other), on which the truss must completely bear. Bearing material is checked for perpendicular -to -grain resistance only. The Building Designer is responsible for all other bearing design considerations. Truss -to -Truss or Truss -to -Structural Element connections, 'Ll lr-3 which require a hanger or other structural connection (e.g., toe -nail) that has adequate capacity to resist the max. reactions and uplifts shown in the Reaction Summary. Design of the Structural Element and the connection of the Truss to the 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 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. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. Plate type, size, orientation and location indicated are minimum plating requirements. Plates shall be embedded on both faces of the truss at each joint. Truss plates shall be centered on the joint unless otherwise specified on the joint details. 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 ). 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 definitions of all capitalized terms and for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet. 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, including 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 increa sed 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. Handling, Installing, Restraint & Bracing The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job -specific details, refer to BCSI. 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. Trusses require permanent lateral restraint of chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. This shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-133 or BCSI-137, supplemental bracing details referenced on the TDD, or as specified in a project -specific truss permanent bracing plan provided by the Building Designer. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. 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-133). 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. Piggyback assemblies shall be braced as per BCSI-133 unless otherwise specified in the Construction Documents. 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 612015 Truss: Al Project (Same: 00271-Shed City: 7 Customer: Ron Lafferty - Truss Mfr. Contact: Rick Mills PA 5-0-8 5-0-8 �8-Q 5-0-8 l 10-1-0 4/12 4x4= -4/12 N op O I t 3-15 3x4= 3x� 3-15 ri' N ry 2x31I 3.5" 3.5" 5-0-8 5-0-8 5-0-8 l 10-1-0 1 4 10-1-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS1811S, AS18S5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 I= 1.25 1.60 N/A Total 37.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o_c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 PSF Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) #2 Member Forces Summary ..Mem... Ten Comp -CSI_ TC OH- 1 14 2 0.05 1- 2 930 784 0-52 2- 3 912 775 0.52 3-OH 14 0 0.05 BC 1- 4 577 706 0.30 3- 4 577 706 0.30 Web 2- 4 210 26 0.04 -----------Snow Load Specs----------- ASCE7-10 Ground Snow (Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low -Slope Minimums (Pfmin): No Unbalanced Snow Loads : No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 160 mph Risk Cat: II 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: Partially Enclosed Wind DL (psf) : TC = 5.0 BC = 5.0 End Vertical Exposed: L - Yes R = Yes Wind Uplift Reporting: HybridMW Reaction Summary ------------- Reaction Summary (Lbs)-------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 1 01-12 411 431 03-08 00-09 SPF 470 3 9-11-04 411 421 03-08 00-09 SPF 470 Max Horiz = -45 / +13 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [50008] 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: > 12.0/12 Notes Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. SID: 0000226069 TID: 63211 Date: 03/21/18 Page: 1 of 1 -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 4- 3 Vert CR L/240 L/999(-0.04) 4- 3 Herz LL 0.75in ( 0.01) @Jt 3 Herz CR 1.25in ( 0.02) @it 3 Vert CR and Herz 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; continuous except where shown Web Bracing -- None Plate offsets (X, Y): (None unless indicated below) i Z.* : No. 76864 ._ � Q •• ST ♦ 111,11111115 COA #30003 3/2 1 /20 1 8 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 requlromont8 supplied by lh Component Solutions Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer. Aseal on this drawing Indicates acceptance of Truss Studio V professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General Notes' page for 2017.7 -1-21 additional information. All connector plates shall be manufactured by Simpson Strong -Tie Company, Inc in accordance with ESR-2762. All connector plates aro 20 gouge Helpdesk: 1-866-252-8606 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. CSHolp@strongtie.com Truss: A2 Project [lame: 00271Shed Qty: 2 Customer. Ron Lafferty Truss Mfr. Contact: Rick Mills PA5-0-8 ( 4 5-0-8 A 5-0-8 1 2 3 -1-0 5 4/12 4x4= -4/12 (V 00 I I O N 3-15 3x� x 3-15 1 r4 3.5•' 3.5" Typical plate: 2x3 5-0-8 5-0-8 5-0-8 10-1-0 1 6 7 8 10-1-0 Plates -- Simpson Strong -Tie 20 ga (AS20) or 18 ga (AS1811S, AS1BS5, or AS18S6) indicated by '-18' Code/Design: FBC-2017/TPI-2014 PSF Live Dead Dur Factors TC 20.0 7.0 Live Wind Snow BC 0.0 10.0 I= 1.25 1.60 N/A Total 37.0 Plt 1.25 1.60 N/A Spacing: 2-00-00 o.c. Plies: 1 Repetitive Member Increase: Yes Green Lumber: No Wet Service: No Fab Tolerance: 20% Creep (Kcr) = 2.0 OH Soffit Load: 2.0 PSF Material Summary TC 2x4 SP (ALSC6-2013) #2 BC 2x4 SP (ALSC6-2013) #2 Webs 2x4 SP (ALSC6-2013) 12 Member Forces Summary ..Mem... Ten Comp .CSI. TC OH- 1 14 2 0.05 1- 3 930 784 0.52 3- 5 912 775 0.52 5-OH 14 0 0-05 BC 1- 7 577 706 0.30 5- 7 577 706 0-30 Web 3- 7 210 26 0.04 -----------Snow Load Specs----------- ASCE7-10 Ground Snow (Pg) = N/A Risk Cat: II Terrain Cat: C Roof Exposure: Sheltered Thermal Condition: All Others Unobstructed Slippery Roof: No Low -Slope Minimums (Pfmin): No Unbalanced Snow Loads : No Rain Surcharge: No Ice Dam Chk: No ----------Wind Load Specs---------- ASCE7-10 Wind Speed (V) = 160 mph Risk Cat: II 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: Partially Enclosed Wind DL (psf) : TC = 5.0 BC = 5.0 End Vertical Exposed: L = Yes R - Yes Wind Uplift Reporting: HybridMW Reaction Summary ------------- Reaction Summary (Lbs)-------------- Jnt--X-Loc- React -Up- --Width- -Regd -Mat PSI 1 01-12 411 431 03-08 00-09 SPF 470 5 9-11-04 411 421 03-08 00-09 SPF 470 Max Horiz - -45 / +13 at Joint 1 Loads Summary This truss has been designed for the effects of an unbalanced top chord live load occurring at [50008] 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: > 12.0/12 Notes Gable webs are attached with min. lx3 20 ga- plates. The max. rake overhang = 1/2 the truss spacing- If this truss is exposed to wind loads perpendicular to the plane of the truss, it must be braced according to a standard detail matching the wind criteria shown, or according to the Construction Documents and/or BCSI -B3. Plates designed for Cq at 0.80 and Rotational Tolerance of 10.0 degrees Plates located at TC pitch breaks meet the prescriptive minimum size requirement to transfer unblocked diaphragm loads across those joints. SID: 0000226070 TID: 63211 Date: 03/21/18 Page: 1 of 1 -------Additional Design Checks------ 10 psf Non -Concurrent BCLL: Yes 20 psf BC Limited Storage: Yes 200 lb BC Accessible Ceiling: No 300 lb TC Maintenance Load: No 2000 lb TC Safe Load: No Unbalanced TCLL: Yes Deflection Summary TrussSpan Limit Actual(in) Location Vert LL L/360 L/999(-0.02) 7- 5 Vert CR L/240 L/999(-0.04) 7- 5 Horz LL 0.75in ( 0.01) @it 5 Horz CR 1.25in ( 0.02) @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; continuous except where shown Web Bracing -- None Plate offsets (X,1): (None unless indicated below) * : No. 76864 ID Al- Jil '' ST COA #30003 / i t3/21 /2018 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 th Component Solutions 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 Truss Studio V professional engineering responsibility solely for the truss component design shown. See the cover page and the 'Important Information & General Notes page for 2017.7.1.21 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 Helpdesk: 1-866-252-8606 unless the specified plate size is followed by a "A8• which indicates an 18 gauge plate, or'S# 18", which indicates a high tension 18 gauge plate. _ CSHelp@strongtie.com ,SIMPSON Strong -Tie GABLE STUI_ 'RACING DETAIL -130 MPH (NO; ;JAL), I TD-GBL-0006B 160 MPH (ULTIMATE) NOTES: 1. This detail provides bracing/reinforcement options for the gable studs to resist the out -of -plane wind loading. Refer to the individual truss design drawing for bracing/reinforcement requirements for resisting the vertical (in -plane) loads assumed in the design of the gable end frame. Additional bracing/reinforcement at the end of the building and/or at the gable end wall may be required. Refer to the Building Designer/Construction Documents for all gable end frame and roof system bracing requirements. For additional information, see BCSI-B3. 2. This detail does not apply to structural gables. 3. Connection requirements between the gable end frame and the wall to be specified by the Building Designer. 4. The gable end frame must match the profile of the adjacent trusses. Do not use a gable end frame with a flat bottom chord next to trusses with sloped bottom chords, such as scissor or vaulted trusses. Date:06/11/2014 1 Rev:B I Pg. 1 of 1 Diagonal Bracing @ 4'-0" O.C. Max. Gable Stud Bracing (24" O.C. Max) 'Diagonal braces not shown for clarity. See Section A -A. La A GABLE END WITH STUD BRACING/REINFORCEMENT MINIMUM GABLE MAX. WITHOUT L- SCAB DIAGONAL BRACING DIAGONAL BRACING STUD SIZE, GABLE BRACE REINFORCEMENT'REINFORCEMENT' @ MID -SPAN z @ 1/3 POINTS SPECIES & GRADE STUD SPACING MAXIMUM STUD LENGTH 3 12' O.C. 4-0-4 6-10-4 8-0-12 8-0-12 12-1-4 2X4 SPF STUD 16" O.C. 3-7-0 5-11-4 7-2-0 7-2-0 10-9-0 or STANDARD 24" O.C. 1 2-11-0 4-10-4 1 5-10-4 5-10-4 8-9-4 1. L- and Scab Reinforcements shall be minimum 2x4 stud grade and must be a minimum of 90% of the gable stud length. Fasten the reinforcement member to the gable stud with 10d nails @ 6" o.c. 2. Attach horizontal reinforcing member at mid -span (or 1/3 points as required) of the longest stud and install diagonal bracing @ 4' o.c. (max) as shown in Section A -A. 3. Tabulated maximum stud lengths are based on components and cladding wind pressures using the wind design parameters listed in the detail limitations. Gable stud deflection criteria is U240. 5-8d nails connecting Min. 2x4 #2 blocking between sheathing to first 2 trusses (min) as shown. blocking (Typ.)� Toe -nail blocking to trusses Roof Sheathing with 2-10d nails at each end. 2-10d Toe -nails (TYp•) Trusses @ 24" Bracing at ; O.C. Max. 1/3 points as required (See Table) ' 2x6 diagonal brace at 48" O.C. (max Attach to gable stud with 4-16d nails and to blocking with 5-10d nails. Horizontal L-reinforcement (located at mid -span or 1/3-points of longest End Wall stud as required per table.) SECTION A -A 10d nails GABLE �`-10d nails 6" o.c. @ 6" o.c. GABLE3�: L-REINFX. STUD SCAB STUDREINF. SECTION B-B SECTION C-C Gable Stud Fasten diagonal brace to gable stud with 4-16d nails 2-10d nails into top reinf. member (Typ. ea stud) 4-10d nails into bottom reinf. member - (Typ. ea stud) 2x6 Diagonal Brace (Approx. 45-degrees to roof diaphragm) Fasten L-reinforcement members together with 16d nails @ 6" O.C. "-Min. 2x6 Min. 2x4 NOTE: Diagonal braces over 6-3" require a 2x4 T-brace attached to one narrow edge. Diagonal braces over 12'-6" require 2x4s attached on both narrow edges. The braces must cover 90% of the diagonal brace and shall be fastened to the narrow edge with 10d nails at 6" o.c. (min. 3" end distance). When attached on both narrow edges, stagger the nails on each side by 3". i DETAIL LIMITATIONS: Wind Speed Equivalent Nail Dimension I Max. Mean Roof Height: 30' Nominal Ultimate 16d = 3.5" x 0.162" Category: II 130 mph (160 mph) 10d = 3" x 0.148" Exposure: B or C 8d = 2.5" x 0.131" Load Duration Factor: 1.6 Wind Speed: 130 mph Nominal \\`\>>tllllll///i /` ,CENT * No.76864 °^ S AL. COA il30003 111, 3/21 /2018 This detail is to be used only for the application and conditions indicated herein, and its suitability for any particular truss/project shall be verified (by others). This detail is not intended to Simpson Strong -Tie Company supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design.