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Home My WebLink About Engineering Revised 05.05.25861-E N Dean Road Auburn, AL 36830 P: 360.566.7343 PROJECT NUMBER:25.003.ASP DATE: PROJECT MANAGER:Shane Adams, P.E. May 5, 2025 STRUCTURAL CALCULATIONS PREPARED FOR FOR PARACHUTE, COLORADO ASPEN FOUNDATION REPAIR HAYDEN INVESTMENTS STRUCTURE FOUNDATION REPAIR 193 BUDS WAY 861-E N Dean Road Auburn, AL 36830 P: 360.566.7343 Aspen Foundation Repair PO Box 1913 Rifle, Colorado 81650 RE: Foundation Repair - 193 Buds Way, Parachute, Colorado PROJECT BACKGROUND Image 1: Front Elevation Project No.:25.003.ASPMay 5, 2025 We understand the structure is a commercial building and the owner wishes to stabilize a portion of the foundation. It is our understanding (21) 2 7/8 inch diameter push piers and (2) 3 1/2 inch diameter push piers have been recommended by the contractor to provide additional foundation support. A recent field sketch (attached) indicates the proposed locations of repair. GEOLOGIC SETTING SUMMARY Based on our scope of work, determing the design load on the piers, the ultimate load requirement for the 288 push piers is 28000 lbs. We recommend the piers with a 2 7/8 inch shaft be installed to a minimum installation pressure of 3000 psi, or refusal, using a 9.62 square inch hydraulic ram. Additionally, the ultimate load requirement for the 350 push piers is 54000 lbs. We recommend the piers with a 3 1/2 inch shaft be installed to a minimum installation pressure of 5700 psi, or refusal, using a 9.62 square inch hydraulic ram. The existing structure is located in Parachute, Colorado. Based on the information provided by the USDA Web Soil Survey, the general site condition in the area is comprised of silty loam and the site is relatively flat. Regards, Shane Adams, P.E. Stark Foundations REVISED CONTRACTOR-PROVIDED FIELD SKETCH Date:5-May-25 Foundation Repair Designed by:SHA 193 Buds Way Parachute, Colorado Project No.:25.003.ASP Code(s): International Building Code (IBC) 2021 International Residential Code (IRC) 2018 ASCE 7-16 Design Loads: Dead:Soil: Roof =15 psf Allow Lateral Bearing Pressure =100 psf/ft Chimney =45 psf Active Pressure =60 psf/ft Third Floor =15 psf Second Floor =15 psf First Floor (4'' Conc. Slab) =50 psf Walls =12 psf 8" Foundation Wall =100 psf Soil =110 psf Live: Roof (Snow) =30 psf Roof Live Load =-psf Third Floor =40 psf Second Floor =40 psf First Floor (4'' Conc. Slab) =100 psf Wind: (not applicable) Exposure =C Risk Category =II Wind Speed, V =115 mph Kzt =1 Gust Factor, G =0.85 Kd =0.85 Int. Pressure Coefficient, GCpi =-0.18 Kz =1 Ext. Pressure Coefficient, Cp =0.8 Height, hz =30 ft Design Wind Pressure:Design Load Combo =D + 0.6W where:pw =qz (GCp - GCpi)ω =0.6 qz =0.00256 Kz Kzt Kd V2 Therefore: qz =28.8 psf pw =24.7 psf Factored Wind Pressure, p'w =14.8 psf (say 15 psf) PR O J E C T Design Criteria Date:5-May-25 Foundation Repair Designed by:SHA 193 Buds Way Parachute, Colorado Project No.:25.003.ASP Vertical Design Loads: Tributary Widths: Dead: Roof =30 ft ------->450 plf Third Floor =0 ft ------->0 plf Second Floor =0 ft ------->0 plf First Floor =2 ft ------->100 plf Walls =8 ft ------->96 plf Foundation Wall (height) =5 ft ------->500 plf Soil (height) =2 ft ------->220 plf ΣDL =1366 plf Live: Roof (snow) =30 ft ------->900 plf Third Floor =0 ft ------->0 plf Second Floor =0 ft ------->0 plf First Floor =2 ft ------->200 plf ΣLL =1100 plf Max Pier Spacing or Trib =6 ft Pier Working Loads: PDL =8196 lbs 0.75*PLL =4950 lbs Working Load, PTL =14000 lbs Ultimate Load, PULT =28000 lbs Pier Design: Pier Type:Push Pier Bracket:FS288BL2 Bracket Cap =24000 lbs Therefore OK Shaft Diameter:2.875" Installation Pressure, P: Qult =2 (PTL)Qult =Acyl (P) 28000 lbs Acyl =9.62 in2 Therefore, PREQ =Qult / Acyl 3000 psi PR O J E C T 288 Push Pier Design - Worst Case where Acyl = working area of the dual bore installation Date:5-May-25 Foundation Repair Designed by:SHA 193 Buds Way Parachute, Colorado Project No.:25.003.ASP Vertical Design Loads: Tributary Widths: Dead: Roof =30 ft ------->450 plf Third Floor =0 ft ------->0 plf Second Floor =0 ft ------->0 plf First Floor =2 ft ------->100 plf Walls =8 ft ------->96 plf Foundation Wall (height) =5 ft ------->500 plf Soil (height) =2 ft ------->220 plf ΣDL =1366 plf Live: Roof (snow) =30 ft ------->900 plf Third Floor =0 ft ------->0 plf Second Floor =0 ft ------->0 plf First Floor =2 ft ------->200 plf ΣLL =1100 plf Max Pier Spacing or Trib =12 ft Pier Working Loads: PDL =16392 lbs 0.75*PLL =9900 lbs Working Load, PTL =27000 lbs Ultimate Load, PULT =54000 lbs Pier Design: Pier Type:Push Pier Bracket:FS350BL2 Bracket Cap =37000 lbs Therefore OK Shaft Diameter:3.5" Installation Pressure, P: Qult =2 (PTL)Qult =Acyl (P) 54000 lbs Acyl =9.62 in2 Therefore, PREQ =Qult / Acyl 5700 psi PR O J E C T 350 Push Pier Design - Worst Case where Acyl = working area of the dual bore installation NO REVISIONS BY DATE 861-E N DEAN RD AUBURN, AL 36830 P: 360.566.7343 www.starkfoundations.com SHA FRONT ELEVATION SHEET TITLE STAMP PROJECT CLIENT SHEET NUMBER DRAWN BY: ISSUED:PROJ NO.: CHECKED BY:ASPEN FOUNDATION REPAIR PO BOX 1913 RIFLE, CO 25.003.ASP FOUNDATION REPAIR HAYDEN INVESTMENTS 193 BUDS WAY PARACHUTE, CO SA 04.02.25 1 FIELD REVISIONS TLD 05.05.25 S1.0 ’”± FDN REPAIR PLAN NO REVISIONS BY DATE 861-E N DEAN RD AUBURN, AL 36830 P: 360.566.7343 www.starkfoundations.com SHA FRONT ELEVATION SHEET TITLE STAMP PROJECT CLIENT SHEET NUMBER DRAWN BY: ISSUED:PROJ NO.: CHECKED BY:ASPEN FOUNDATION REPAIR PO BOX 1913 RIFLE, CO 25.003.ASP FOUNDATION REPAIR HAYDEN INVESTMENTS 193 BUDS WAY PARACHUTE, CO SA 04.02.25 1 FIELD REVISIONS TLD 05.05.25 S2.0 DETAILS