Laserfiche WebLink
Mat Foundation Analysis <br />Case Demand/Limits Capacity/Availability Check Eccentricity Load Case <br />Qxmax 2.39 ksf 5.04 ksf OK, <= 105% L/3.1 0.9D+1.0W <br />Qymax 2.39 ksf 5.04 ksf OK, <= 105% W/3.1 0.9D+1.0W <br />Qmax @ 45° 2.76 ksf 5.04 ksf OK, <= 105% W/4.4 0.9D+1.0W <br />54.8% Pass <br />Case Demand/Limits Capacity/Availability Check <br />Ovtx 1331.8 k-ft 2045.6 k-ft 65.1% OK <br />Ovty 1331.8 k-ft 2045.6 k-ft 65.1% OK <br />Ovtxy 922.2 k-ft 2045.6 k-ft 45.1% OK <br />65.1% Pass <br />Case Demand/Limits Capacity/Availability Check <br />1308 k-ft Slidingx 23.0 k 143.5 k 16.0% OK <br />24 k Slidingy 23.0 k 143.5 k 16.0% OK <br />23 k 16.0% Pass <br />6 ft Component Demand/Limits Capacity/Availability Check <br />17 ft Pad Flexural Bending 454.7 k-ft 1868.6 k-ft 24.3% OK <br />17 ft One-Way Shear in Pad 93.3 k 609.6 k 15.3% OK <br />3 ft Two-Way Shear in Pad 257.0 k 2278.5 k 11.3% OK <br />6.5 ft Compression on Pier 44.4 k 17996.0 k 0.2% OK <br />0.5 ft Moment on Pier 1399.2 k-ft 2855.9 k-ft 49.0% OK <br />8.5 ft Pad Flexural 2-Way 840.0 k-ft 3215.4 k-ft 26.1% OK <br />8.5 ft As Min Pad Met? 1.58 sq. in. 0.21 sq. in. Yes <br />0.0000 ft As Min Pier Met? 20.54 sq. in. 13.56 sq. in. Yes <br />49.0% Pass <br />60 ksi <br />4 ksi <br />4 in <br />Tie <br /># 5 <br />3 in <br />Yes <br />No <br /># 8 # 8 <br />17 30 <br /># 8 <br />26 <br />Granular <br />110 pcf <br />37.38 <br />Yes <br />0.3 <br />Net <br />6 ksf <br />99 ft <br />3 ft <br />1105.00 k <br />135.00 k <br />100.00 k <br />10.00 k <br />22.00 ft <br />Controlling Capacity <br />Water Table Depth <br />Neglected Depth <br />Top and Bot. Reinf. Different? <br />Pad Quantity Per Layer <br />Soil Properties <br />GPD Mat Foundation Analysis - V4.4 <br />Base Friction Coefficient, μ <br />Bearing Type <br />Pier Reinforcing Clear Cover <br />Shear Rebar Type <br />SST Large Mat Additional Inputs <br />Leg Compression <br />Leg Compression Shear <br />Leg Tension <br />Leg Tension Shear <br />Tower Base Face Width <br />Shear Rebar Size <br />Ultimate Bearing <br />Pad Reinforcing Clear Cover <br />Seismic Design Category D <br />Reinforcing Known <br />Max Bearing Capacity <br />Yes <br />105% <br />Tower Reactions <br />Height Above Grade, HG <br />Foundation Type <br />RoundPier Type <br />Pad & Pier Geometry <br />Pad Thickness, t <br />Depth, D <br />Bearing On <br />Monopole Pad <br />105%Max Overturning Capacity <br />Axial, P <br />Pad Width, W [x]0.9D+1.0W <br />0.9D+1.0W <br />0.9D+1.0W <br />1.2D+1.0W <br />1.2D+1.0W <br /><-- Minimum reinforcement assumed <br />1.2D+1.0W <br />Load Case <br />Tower Centroid, X <br />Tower Centroid, Y <br />Pad & Pier Reinforcing <br />Tower Eccentricity <br />Concrete F'c <br />Rebar Fy <br />Pad Reinforcing Size <br />Pier Rebar Size <br />Pier Quantity of Rebar <br />Soil Type <br />Soil Unit Weight <br />Reinforced Top & Bottom? <br />Angle of Friction, ø <br />Base Friction Coeff. Provided in Geo? <br />Concrete Code <br />Tower Height <br />ACI 318-14 <br />78 ft <br />Soil <br />Moment, M <br />Pier Diameter, ø <br />Pad Length, L [y] <br />Shear, V <br />0.9D+1.0W <br />0.9D+1.0W <br />0.9D+1.0W <br />General Info <br />214755_CLL01583_SCE Fairview Substation <br />2023723.21.214755.02 <br />AASHTO 2012Soil Code <br />TIA-222-HTIA Code <br />Foundation Criteria GPD <br />Apply TIA-222-H Section 15.5?No <br />Bearing Summary <br />Overturning Summary <br />Sliding Summary <br />Reinforcement Summary <br />Controlling Capacity <br />Controlling Capacity <br />Controlling Capacity <br />Load Case <br />0.9D+1.0W <br />Load Case <br />0.9D+1.0W <br />LxW <br />t <br />D <br />HG <br />ø <br />V <br />P <br />M <br />4111 3%4 S Main St Unit <br />#WCC0112/13/2024