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HomeMy WebLinkAboutSTRUCTURAL CALCS - 21-00694 - 240 E Moody - Wendy's - New Building 796 Merus Ct St. Louis, MO 63026 OFFICE: 636-349-1600 FAX: 636-349-1730 Website: www.caseengineeringinc.com Structural Calculations Client: Rinati Design Group Project: Wendy’s Rexburg, ID Project # RDG-ID-02-21 Date: August 17, 2021 Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 0.25 / 12 1.2 deg Building length 69.3 ft Least width 32.0 ft Mean Roof Ht (h) 14.7 ft Parapet ht above grd 18.0 ft Minimum parapet ht 2.1 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 100 psf Partitions 15 psf International Building Code 2018 Business Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 105 mph Nominal Wind Speed 81.3 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =14.7 ft If building h/B>4 then may be flexible and should be investigated. B = 32.0 ft h/B = 0.46 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =88.7 Lz =427.1 ft N1 =0.00 Q =0.93 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =14.7 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.85 Edge Strip (a) =3.2 ft Base pressure (qh) =12.2 psf End Zone (2a) =6.4 ft GCpi = +/-0.18 Zone 2 length =16.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Nominal Wind Surface Pressures (psf) 1 7.1 2.7 -3.3 -7.7 2 -6.2 -10.6 -6.2 -10.6 3 -2.3 -6.7 -2.3 -6.7 4 -1.3 -5.7 -3.3 -7.7 5 7.1 2.7 6 -1.3 -5.7 1E 9.7 5.3 -3.7 -8.1 2E -10.9 -15.3 -10.9 -15.3 3E -4.3 -8.7 -4.3 -8.7 4E -3.1 -7.5 -3.7 -8.1 5E 9.7 5.3 6E -3.1 -7.5 Parapet Windward parapet = 19.0 psf (GCpn = +1.5)Windward roof Leeward parapet = -12.7 psf (GCpn = -1.0)overhangs =8.6 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 8.4 psf Roof -3.9 psf ** End Zone: Wall 12.7 psf Roof -6.6 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 8.4 psf End Zone: Wall 12.7 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 1.2 deg Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE Nominal Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 2) =0.85 h =14.7 ft 0.2h =2.9 ft Base pressure (qh) =12.2 psf 0.6h =8.8 ft Minimum parapet ht = 2.1 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg qi = qh = 12.2 psf Type of roof = Monoslope Roof Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 121 sf 50 sf Negative Zone 1 -23 -21.5 -19.5 -17.9 -16.4 -15.2 -14.4 -14.4 -17.5 -19.5 Negative Zone 1'-13.2 -13.2 -13.2 -13.2 -11.4 -10.0 -10.0 -10.0 -12.7 -13.2 Negative Zone 2 -30.3 -28.4 -25.8 -23.8 -21.9 -20.3 -19.3 -19.3 -23.3 -25.8 Negative Zone 3 -41.3 -37.4 -32.3 -28.4 -24.5 -21.3 -19.3 -19.3 -27.3 -32.3 Positive All Zones 10 10 10 10 10.0 10.0 10.0 10.0 10.0 10.0 Overhang Zone 1&1'-20.8 -20.4 -19.9 -19.6 -16.4 -13.8 -12.2 -12.2 -18.7 -19.9 Overhang Zone 2 -28.1 -25.5 -22.1 -19.5 -16.9 -14.8 -13.4 -13.4 -18.7 -22.1 Overhang Zone 3 -39.1 -34.6 -28.5 -24 -19.5 -15.8 -13.4 -13.4 -22.7 -28.5 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 2.2 psf) Parapet qp =12.7 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf CASE A: Zone 2 : 40.6 38.0 34.5 31.9 29.3 25.8 34.5 Zone 3 : 52.1 47.4 41.2 36.6 31.9 25.8 41.2 CASE B : Interior zone : -24.0 -22.8 -21.2 -20.0 -18.7 -17.1 -21.2 Corner zone : -27.4 -25.6 -23.2 -21.4 -19.5 -17.1 -23.2 wall a =3.2 ft Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 55 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -14.3 -12.4 -11.8 -11.0 -14.3 -12.9 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -17.6 -13.7 -12.5 -11.0 -17.6 -14.7 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 13.2 11.3 10.7 10.0 13.2 11.8 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input 1 Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7°< θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 1 6/29/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=43.854864996966604&lng=-111.77789908605978&address=1/1 Hazards by Location Search Information Coordinates:43.854864996966604, -111.77789908605978 Elevation:4880 ft Timestamp:2021-06-29T20:53:26.943Z Hazard Type:Wind ASCE 7-16 MRI 10-Year 75 mph MRI 25-Year 81 mph MRI 50-Year 86 mph MRI 100-Year 91 mph Risk Category I 99 mph Risk Category II 105 mph Risk Category III 112 mph Risk Category IV 116 mph ASCE 7-10 MRI 10-Year 76 mph MRI 25-Year 84 mph MRI 50-Year 90 mph MRI 100-Year 96 mph Risk Category I 105 mph Risk Category II 115 mph Risk Category III-IV 120 mph ASCE 7-05 ASCE 7-05 Wind Speed 90 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 4880 ft Report a map errorMap data ©2021 Google 7/1/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=43.854864996966604&lng=-111.77789908605978&address=1/2 Hazards by Location Search Information Coordinates:43.854864996966604, -111.77789908605978 Elevation:4880 ft Timestamp:2021-07-01T18:18:35.377Z Hazard Type:Seismic Reference Document: ASCE7-16 Risk Category:II Site Class:D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Basic Parameters Name Value Description SS 0.366 MCER ground motion (period=0.2s) S1 0.143 MCER ground motion (period=1.0s) SMS 0.552 Site-modified spectral acceleration value SM1 0.331 Site-modified spectral acceleration value SDS 0.368 Numeric seismic design value at 0.2s SA SD1 0.221 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.507 Site amplification factor at 0.2s Fv 2.314 Site amplification factor at 1.0s CRS 0.943 Coefficient of risk (0.2s) 4880 ft Report a map errorMap data ©2021 Google 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.00 0.10 0.20 0.30 0.40 0.50 Sa(g) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.00 0.10 0.20 0.30 Sa(g) 7/1/2021 ATC Hazards by Location https://hazards.atcouncil.org/#/seismic?lat=43.854864996966604&lng=-111.77789908605978&address=2/2 CR1 0.952 Coefficient of risk (1.0s) PGA 0.155 MCEG peak ground acceleration FPGA 1.489 Site amplification factor at PGA PGAM 0.231 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 0.366 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.388 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.143 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.15 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE Snow Loads :ASCE 7- 16 Nominal Snow Forces Roof slope = 1.2 deg Horiz. eave to ridge dist (W) = 32.0 ft Roof length parallel to ridge (L) = 69.3 ft Type of Roof Monoslope Ground Snow Load Pg = 50.0 psf Risk Category =II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce =1.0 Pf = 0.7*Ce*Ct*I*Pg = 35.0 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load =35.0 psf Near ground level surface balanced snow load = 50.0 psf Rain on Snow Surcharge Angle 0.64 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 35.0 psf Minimum Snow Load Pm =20.0 psf Uniform Roof Design Snow Load =35.0 psf Windward Snow Drifts 1 - Against walls, parapets, etc Up or downwind fetch lu = 30.6 ft Projection height h =4.0 ft Projection width/length lp =55.0 ft Snow density g =20.5 pcf Balanced snow height hb =1.71 ft hd =1.68 ft hc =2.29 ft hc/hb >0.2 =1.3 Therefore, design for drift Drift height (hd)=1.68 ft Drift width w =6.73 ft Surcharge load: pd = γ*hd =34.5 psf Balanced Snow load: =35.0 psf 69.5 psf Windward Snow Drifts 2 - Against walls, parapets, etc Up or downwind fetch lu =40.0 ft Projection height h =4.0 ft Projection width/length lp =32.0 ft Snow density g =20.5 pcf Balanced snow height hb =1.71 ft hd =1.94 ft hc =2.29 ft hc/hb >0.2 =1.3 Therefore, design for drift Drift height (hd)=1.94 ft Drift width w = 7.78 ft Surcharge load: pd = γ*hd =39.9 psf Balanced Snow load: =35.0 psf 74.9 psf Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Case Engineering Inc.JOB TITLE Wendy's 796 Merus Ct Rexburg, ID St. Louis, MO 63026 JOB NO.RDG-ID-02-21 SHEET NO. 636.349.1600 CALCULATED BY PWB DATE 8/17/21 CHECKED BY DATE Seismic Loads:IBC 2018 Strength Level Forces Risk Category : II Importance Factor (Ie) : 1.00 Site Class : D Ss (0.2 sec) = 36.60 %g S1 (1.0 sec) = 14.30 %g A site specific ground motion analysis is required for seismically isolated structures or with damping systems Fa = 1.507 Sms = 0.552 SDS =0.368 Design Category = C Fv = 2.314 Sm1 = 0.331 SD1 =0.221 Design Category = D Seismic Design Category =D Redundancy Coefficient ρ = 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type:All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame (cold-formed steel) walls with wood panels or steel sheets System Structural Height Limit: 65 ft Actual Structural Height (hn) = 14.7 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 6.5 Over-Strength Factor (Ωo) = 2.5 Deflection Amplification Factor (Cd) =4 SDS =0.368 SD1 =0.221 Seismic Load Effect (E) = Eh +/-Ev = ρ QE +/- 0.2SDS D = Qe +/-0.074D QE = horizontal seismic force Special Seismic Load Effect (Em) =Emh +/- Ev = Ωo QE +/- 0.2SDS D = 2.5Qe +/-0.074D D = dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (CT) =0.020 Cu = 1.48 Approx fundamental period (Ta) =CThn x = 0.150 Tmax = CuTa = 0.222 sec User calculated fundamental period = T = 0.150 sec Long Period Transition Period (TL) =ASCE7 map =12 sec Seismic response coef. (Cs) = SdsI/R = 0.057 need not exceed Cs =Sd1 I /RT =0.226 but not less than Cs =0.044SdsI =0.016 USE Cs = 0.057 Design Base Shear V =0.057W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Δa = 0.020hsx where hsx is the story height below level x sec x= 0.75 RISA-3D Version 19 [ Shear Wall 1.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:43:51 PM RISA-3D Version 19 [ Shear Wall 1.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:43:51 PM RISA-3D Version 19 [ Shear Wall 1.r3d ]Page 3 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:43:52 PM RISA-3D Version 19 [ Shear Wall 2.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:46:00 PM RISA-3D Version 19 [ Shear Wall 2.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:46:00 PM RISA-3D Version 19 [ Shear Wall 2.r3d ]Page 3 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:46:01 PM RISA-3D Version 19 [ Shear Wall A.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:47:19 PM RISA-3D Version 19 [ Shear Wall A.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:47:20 PM RISA-3D Version 19 [ Shear Wall A.r3d ]Page 3 Company Designer Job Number Model Name : : : : Case Engineering Inc. PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:47:20 PM V(wind) = V(seismic) = Loads multiplied by 1500 lb Load Data 4450 lb for strength checks 1.00 Wind Drift = Seismic Drift =0.10 in Drift Data (at Service Load) 0.29 in (ASD) Strap Design Tension, T = Strap Yield Stress, Fy = Specified Strap Thickness = 6293 lb/Strap Strap Data Straps ONE side only 0.0566 in 50 ksi Specified Strap Width =6.00 in Allowable Strap Tension, Ta =10168 lb/strap Strap Connection Top Connection Bottom Connection Horiz. Strap Connection Force 4450 lb/strap Vert. Strap Connection Force 4450 lb/strap Allowable Weld Force 499 lb/in Required Connection (Horiz)8.92 in of weld Required Connection (Vert)8.92 in of weld Horiz. Strap Connection Force 4450 lb/strap Vert. Strap Connection Force 4450 lb/strap Allowable Weld Force 499 lb/in Required Connection (Horiz)8.92 in of weld Required Connection (Vert)8.92 in of weld Chord Data Chords: 550S350-54(50) Back-To-Back Chord Fastener Spacing, a =12 in Vertical Component of Brace Force =4450 lb Additional Axial Loads =0 lb Total Axial Loads =4450 lb KyLy, KtLt for Axial Capacity =None www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:Shear Wall B Model:Shear Wall B 2012 NASPEC [AISI S100-2012]Code: Page 1 of 2 Date: 08/17/2021 Simpson Strong-Tie® CFS Designer™ 4.0.0.4 KyLy, KtLt for Axial Capacity =None Maximum KL/r =89 Allowable Axial Load =16747 Ecc. Moment from Strap Force =1020 Ft-Lb Additional Design Moment =0 Ft-Lb Total Chord Moment =1020 Ft-Lb Flexural Bracing =Full Distortional Buckling Inputs for Moment and Axial K-phi =0 lb-in/in Lm =None Allowable Moment =5551 Ft-Lb Chord Interaction =0.459 Tension Force: 4450 lb Allowable Tension: 9990 lb Interaction: 0.45 Holdown Data Holdown: S/HDU9 - (2) 54 www.strongtie.comSIMPSON STRONG-TIE COMPANY INC. Project Name:Shear Wall B Model:Shear Wall B 2012 NASPEC [AISI S100-2012]Code: Page 2 of 2 Date: 08/17/2021 Simpson Strong-Tie® CFS Designer™ 4.0.0.4 RISA-3D Version 19 [ Header 1.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:12:23 PM RISA-3D Version 19 [ Header 1.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:12:24 PM RISA-3D Version 19 [ Header 1A.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:13:54 PM RISA-3D Version 19 [ Header 1A.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:13:55 PM RISA-3D Version 19 [ Header A.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:15:13 PM RISA-3D Version 19 [ Header A.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:15:14 PM RISA-3D Version 19 [ Header B.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:16:08 PM RISA-3D Version 19 [ Header B.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:16:09 PM RISA-3D Version 19 [ Header B2.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:17:01 PM RISA-3D Version 19 [ Header B2.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:17:02 PM RISA-3D Version 19 [ Header B3.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:18:04 PM RISA-3D Version 19 [ Header B3.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:18:05 PM RISA-3D Version 19 [ HSS Canopy.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:19:11 PM RISA-3D Version 19 [ HSS Canopy.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:19:12 PM RISA-3D Version 19 [ HSS Canopy.r3d ]Page 1 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:19:44 PM RISA-3D Version 19 [ HSS Canopy.r3d ]Page 2 Company Designer Job Number Model Name : : : : Case Engineering PWB RDG-ID-02-21 Wendy's - Rexburg, ID Checked By : __________ 8/17/2021 4:19:45 PM Office: 636-349-1600 Fax: 636-349-1730 Website: www.caseengineeringinc.com