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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 20-00940 - Walmart - RemodelPROJECT NO. 2011347 WALMART REMODEL (STORE #1878-248) CARRIE J. JOHNSON, P.E. ENGINEER OF RECORD REXBURG, IDAHO STRUCTURAL CALCULATIONS X Porter Building and Safety 35 North 1st East Rexburg, ID 83440 208.359.3020 8/9/18 CODE CHECK DATE: TO: ATTN: PROJECT: BY: ITEM PHONE:FAX: 1811438#Walmart Special Projects (Store #1878.233) -- Rexburg, Idaho VISIT OTHER DESCRIPTION Local Building Code:IBC -- International Building Code2015 B.Local Amendments: 20 psfA.Minimum Roof Live Load: A.Ground Snow Load, Pg:50 psf Can the roof snow be reduced below Pg as allowed by code?:*Yes Design Wind Speed:115 mphA. B. A. Minimum Bearing Depth:36 in. Mapped Spectral Response Acceleration, Ss:0.442 1. GOVERNING CODE 2. ROOF LIVE LOAD 4. WIND LOAD A. B. B.0.156Mapped Spectral Response Acceleration, S1: A. RESPONSE TIME:4:00p 3. SNOW LOAD 5. SEISMIC LOAD 6. FROST DEPTH PHONE REMARKS:*Minimum roof load = 35 psf Please notify the undersigned if the above information is incorrect or incomplete. (short period, 0.2s) (long period, 1.0s) EMAIL: FROM: CC: Kayla Buster D.Observations Required to be performed by EOR? E.Special Inspections Final Report Required for Certificate of Occupancy? IIRisk Category C.Do State Building Code Requirements Differ? 44.6%15.7% Hazards by Location Search Information Address:walmart store #1878 Coordinates:43.837345, -111.7753721 Elevation:4873 ft Timestamp:2020-09-03T20:47:09.678Z 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 4873 ft Map data ©2020 GoogleReport a map error Hazards by Location Search Information Address:walmart store #1878 Coordinates:43.837345, -111.7753721 Elevation:4873 ft Timestamp:2020-09-03T20:47:36.966Z Hazard Type:Snow ASCE 7-16 Ground Snow Load 50 lb/sqft The reported ground snow load applies at the query location of 4873 feet up to a maximum elevation of 4863 feet with a tolerance of 100 feet. ASCE 7-10 Ground Snow Load Case Study Area lb/sqft This is a CS area, which requires site- specific Case Studies to establish ground snow loads and should be approved by the Authority Having Jurisdiction. ASCE 7-05 Ground Snow Load Case Study Area lb/sqft This is a CS area, which requires site- specific Case Studies to establish ground snow loads and should be approved by the Authority Having Jurisdiction. 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. 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. 4873 ft Map data ©2020 GoogleReport a map error Hazards by Location Search Information Address:walmart store #1878 Coordinates:43.837345, -111.7753721 Elevation:4873 ft Timestamp:2020-09-03T20:49:01.889Z Hazard Type:Seismic Reference Document: IBC-2015 Risk Category:II Site Class:D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Basic Parameters Name Value Description SS 0.446 MCER ground motion (period=0.2s) S1 0.157 MCER ground motion (period=1.0s) SMS 0.644 Site-modified spectral acceleration value SM1 0.341 Site-modified spectral acceleration value SDS 0.429 Numeric seismic design value at 0.2s SA SD1 0.228 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1.443 Site amplification factor at 0.2s Fv 2.171 Site amplification factor at 1.0s 4873 ft Map data ©2020 GoogleReport a map error 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 0.60 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 0.40 Sa(g) CRS 1.034 Coefficient of risk (0.2s) CR1 1.066 Coefficient of risk (1.0s) PGA 0.157 MCEG peak ground acceleration FPGA 1.485 Site amplification factor at PGA PGAM 0.234 Site modified peak ground acceleration TL 6 Long-period transition period (s) SsRT 0.446 Probabilistic risk-targeted ground motion (0.2s) SsUH 0.432 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.157 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.148 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.6 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. WALLACE DESIGN PROGRAM Revised 08/24/15, Matthew Gebhardt Page 1 Copyright © Date Sheet No.of Project Rexburg, ID Subject RCU 1, max wt = 1000lbs OPEN WEB STEEL JOIST REINFORCING AISC 360-05 ASD, SJI TD #12 1. Input J1 Joist Size = 30KSP Depth, d = 30 in -(For SP & other seires, enter d, Total Load Capacity =398 plf TL, and LL. For std. K, H, & LH, Live Load Capacity = 306 plf leave blank to import from SJI.) Length, L = 52.75 ft Tributary Width, s = 5.83 ft Dead Load, wdead = 15 psf Const Dead Load = 10 psf -(Tot DL on joist during reinf) Live Load, wlive = 50 psf -(or snow load) Collateral Load, wcol = 0 psf Point Loads:1 2 3 4 5 6 P (lb)400 0 0 0 0 0 X (ft)3.00 0.00 0.00 0.00 0.00 0.00 Point Load Type:DEAD (DEAD, or LIVE) 2. Calculation Summary Load Conditions:Joist Capacities: Dead Load, Wdead = 87.5 plf Depth, d = 30 in Live Load, Wlive = 291.7 plf Total Load Capacity =398.0 plf Collateral Load, Wcol = 0.0 plf Live Load Capacity = 306.0 plf Total Load, Wtot = 379.2 plf Prestress in joist, fp = 2.2%(due to in-place dead load) Left Reaction RL = 10.4 kips Allowable Shear = 10.5 kips (at end) Right Reaction, RR = 10.0 kips Allowable Moment =138.4 k-ft Max Moment = 132.5 k-ft Stress Reversal = 0.1 ft (left side) Shear Diagram Moment Diagram No Web Reinforcement Required No Chord Reinforcement Required 12/3/2020 WLIVE X L RL RR P Chord Reinforcing Web Reinforcing -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 0 10 20 30 40 50 60 Sh e a r ( k i p ) Distance (ft) APPLIED LOADING ALLOWABLE 0 20 40 60 80 100 120 140 160 0 10 20 30 40 50 60 Mo m e n t ( k -ft ) Distance, (ft) APPLIED LOADING ALLOWABLE WDEAD WALLACE DESIGN PROGRAM Revised 08/24/15, Matthew Gebhardt Page 1 Copyright © Date Sheet No.of Project Rexburg, ID Subject RCU 2, max wt = 400lbs OPEN WEB STEEL JOIST REINFORCING AISC 360-05 ASD, SJI TD #12 1. Input J1 Joist Size = 30KSP Depth, d = 30 in -(For SP & other seires, enter d, Total Load Capacity =398 plf TL, and LL. For std. K, H, & LH, Live Load Capacity = 306 plf leave blank to import from SJI.) Length, L = 53.42 ft Tributary Width, s = 6.00 ft Dead Load, wdead = 15 psf Const Dead Load = 10 psf -(Tot DL on joist during reinf) Live Load, wlive = 50 psf -(or snow load) Collateral Load, wcol = 0 psf Point Loads:1 2 3 4 5 6 P (lb)250 250 0 0 0 0 X (ft)16.75 19.75 0.00 0.00 0.00 0.00 Point Load Type:DEAD (DEAD, or LIVE) 2. Calculation Summary Load Conditions:Joist Capacities: Dead Load, Wdead = 90.0 plf Depth, d = 30 in Live Load, Wlive = 300.0 plf Total Load Capacity =398.0 plf Collateral Load, Wcol = 0.0 plf Live Load Capacity = 306.0 plf Total Load, Wtot = 390.0 plf Prestress in joist, fp = 2.3%(due to in-place dead load) Left Reaction RL = 10.7 kips Allowable Shear = 10.6 kips (at end) Right Reaction, RR = 10.6 kips Allowable Moment =142.0 k-ft Max Moment = 143.7 k-ft Stress Reversal = 0.4 ft (left side) Shear Diagram Moment Diagram 2.3% Overloaded (w/o reinforcing)1.2% Overloaded (w/o reinforcing) 12/3/2020 WLIVE X L RL RR P Chord Reinforcing Web Reinforcing -15.0 -10.0 -5.0 0.0 5.0 10.0 15.0 0 10 20 30 40 50 60 Sh e a r ( k i p ) Distance (ft) APPLIED LOADING ALLOWABLE 0 20 40 60 80 100 120 140 160 0 10 20 30 40 50 60 Mo m e n t ( k -ft ) Distance, (ft) APPLIED LOADING ALLOWABLE WDEAD < 5.0%, OK < 5.0%, OK WALLACE DESIGN PROGRAM Revised 08/24/15, Matthew Gebhardt Page 1 Copyright © Date Sheet No.of Project Rexburg, ID Subject RCU 3, max wt = 400lbs OPEN WEB STEEL JOIST REINFORCING AISC 360-05 ASD, SJI TD #12 1. Input J1 Joist Size = 30KSP Depth, d = 30 in -(For SP & other seires, enter d, Total Load Capacity =398 plf TL, and LL. For std. K, H, & LH, Live Load Capacity = 306 plf leave blank to import from SJI.) Length, L = 43.50 ft Tributary Width, s = 6.00 ft Dead Load, wdead = 15 psf Const Dead Load = 10 psf -(Tot DL on joist during reinf) Live Load, wlive = 50 psf -(or snow load) Collateral Load, wcol = 0 psf Point Loads:1 2 3 4 5 6 P (lb)250 250 0 0 0 0 X (ft)2.00 5.00 0.00 0.00 0.00 0.00 Point Load Type:DEAD (DEAD, or LIVE) 2. Calculation Summary Load Conditions:Joist Capacities: Dead Load, Wdead = 90.0 plf Depth, d = 30 in Live Load, Wlive = 300.0 plf Total Load Capacity =398.0 plf Collateral Load, Wcol = 0.0 plf Live Load Capacity = 306.0 plf Total Load, Wtot = 390.0 plf Prestress in joist, fp = 2.3%(due to in-place dead load) Left Reaction RL = 8.9 kips Allowable Shear = 8.7 kips (at end) Right Reaction, RR = 8.5 kips Allowable Moment =94.1 k-ft Max Moment = 93.1 k-ft Stress Reversal = 0.1 ft (left side) Shear Diagram Moment Diagram 3.5% Overloaded (w/o reinforcing)No Chord Reinforcement Required 12/3/2020 WLIVE X L RL RR P Chord Reinforcing Web Reinforcing -10.0 -8.0 -6.0 -4.0 -2.0 0.0 2.0 4.0 6.0 8.0 10.0 0 10 20 30 40 50 Sh e a r ( k i p ) Distance (ft) APPLIED LOADING ALLOWABLE 0 10 20 30 40 50 60 70 80 90 100 0 10 20 30 40 50 Mo m e n t ( k -ft ) Distance, (ft) APPLIED LOADING ALLOWABLE WDEAD < 5.0%, OK