Loading...
HomeMy WebLinkAboutSDP 2019-0009; 2051 PALOMAR AIRPORT ROAD; RETAINING WALL CALCULATIONS ADDENDUM WALL #1; 2020-12-01RECEIVED DEC 04 2020 LAND DEVELOPMENT ENGINEERING FLeord Ca p) 1-211 fi6 I TAUT RISING TO THE CHALLENGE 2051 Palomar Airport Road Retaining Wall Calculations Addendum Wall #1 Project Site: 2051 Palomar Airport Road Carlsbad, CA 92011 Project ID: SDP2019-0009 Permit No: GR2020-0001 Owner! Develooer Steelwave, LLC 3335 Susan Street Costa Mesa, CA 92626 (949)863-0390 Prepared by Tait & Associates, Inc. 701 North Parkcenter Drive Santa Ana, CA 92705 (714)560-8200 Engineer: Jacob Vandervis, P.E. Registration No. 46301 December 1, 2020 Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl. TYPE "A" Page: 2 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 11 NOV 2020 TAIT & ASSOCIATES Description.... WALL NO. lAND 3 This Wall in File: 15- carlsbad.RPX RetainPro (C) 1587-2019, build 11.20.03.31 License: KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Wall Design Summary Stability Ratios Overturning = 1.94 OK Sliding = 1.54 OK Soil Bearing Total Bearing Load = 11.078 lbs ...resultant ccc. = 19.02 in Soil Pressure © Toe = 3,619 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 3,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,067 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 33.9 psi OK Footing Shear © Heel = 31.4 psi OK Allowable = 100.6 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Force Soil Over Heel (above water table, if any) 5,729.2 lbs Heel Active Pressure (above water table, if any) 3,430.0 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 * Heel Active Pressure 3,430.0 Sloped Soil Over Heel 0.0 Surcharge over Heel 1,113.6 Surcharge Over Heel 1,041.7 Adjacent Footing 0.0 Adjacent Footing Load 0.0 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem * Omit Added Lateral Load 20.0 Soil Over Toe 385.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 0.0 Stem Weight(s) 1,588.0 Lateral on Key 0.0 Earth @ Stem Transitions 440.0 Totals = 4,563.6 lbs Footing Weight 1,631.3 Key Weight 262.5 'Includes water table effect Vert. Component ** 0.0 Total Vertical Loads 11,077.6 lbs * Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force = 4,563.6 lbs less 100% Passive Force = - 4,429.7 lbs less 67 % Friction Force = - 2,582.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl. TYPE "A" Page: 3 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 11 NOV 2020 TAIT & ASSOCIATES Description.... WALL NO. lAND 3 This Wall in File: K:Drawings\SPSP8415 - Carlsbad\DocsStructuraI\sp8415 carlsbad.RPX RetainPro (C) 1987-2019, Build 11.20.03.31 License: KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 5,729.2 lbs 5.17 ft 29,600.7ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 5,729.2 5.17 29,600.7 Sloped Soil Over Heel 0.0 Surcharge Over Heel 1,041.7 5.17 5,381.9 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 385.0 0.88 336.9 Surcharge Over Toe 0.0 Stem Weight(s) 1,588.0 2.29 3,630.3 Earth @ Stem Transitions 440.0 2.82 1,240.6 Footing Weight 1,631.3 3.63 5,913.3 Key Weight 262.5 2.25 590.6 Vert. Component 0.0 Total Vertical Loads 11,077.6 lbs Resisting Moment 46.694.3 ft4 Eccentricity -19.0 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 3,430.0 lbs 4.67 ft 16,006.7 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 1,113.6 7.00 7,795.5 Adjacent Footing 0.0 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 20.0 14.50 290.0 Seismic Load 0.0 Seismic-Self-weight 0.0 Totals = 4,563.6 lbs Overturning Moment 24,092.1 ft4 Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl. TYPE "A" Page: 4 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 11 NOV 2020 TAIT & ASSOCIATES Description.... WALL NO. lAND 3 This Wall in File: K:DrawingsSPSP8415 - CarlsbadDocsStructural\sp8415 carlsbad.RPX RetainPro (C) 1987-2019, Build 11.20.03.31 License: KW.06056245 Cantilevered Retaining Wall Code: CBC 2019,ACl 318-14,TMS 402-16 License To: WENDELL GAYER Stem Design Summary 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg It = 9.00 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 8.00 12.00 16.00 Rebar Size = # 5 # 6 # 8 Rebar Spacing = 8.00 8.00 8.00 Rebar Placed at = Edge Edge Edge Design Data fb/FB + fa/Fa = 0.240 0.712 0.848 Total Force @ Section Service Level lbs = 512.8 1,960.5 3,748.7 Strength Level lbs = Moment-Actual Service Level ft-# = 817.3 6,636.0 17,867.7 Strength Level ft-# = Moment.....Allowable ft-# = 3,403.2 8,587.7 21,049.1 Shear.....Actual Service Level psi = 5.6 14.1 20.0 Strength Level psi = Shear.....Allowable psi = 44.6 46.0 46.6 Anet in2 = 91.50 139.50 187.50 Rebar Depth d in = 5.25 9.00 13.00 Masonry Data I'm psi = 1,500 1,500 1,500 Fs psi = 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes ModularRatio'n' = 21.48 21.48 21.48 Wall Weight psf = 78.0 124.0 164.0 Short Tern, Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 15.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi Project Name/Number: sp8415 carlsb 2051 PALOMAR AIRPORT ROAD Title WALl. TYPE "A" Page: 5 RETAINING WALL STRUCTURAL CALCULATIONS Dsgnr: TAIT Date: 11 NOV 2020 TAIT & ASSOCIATES Description.... WALL NO. lAND 3 This Wall in File: K:\DrawingsSP\SP8415 - Carlsbad,DocsStructuraIsp8415 carlsbad.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06056245 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: WENDELL GAYER Footing Data Toe Width = 1.75 It fc = 4,500 psi Heel Width = 5.50 Fy = 60,000 psi Total Footing Width = 7.25 ft Footing Concrete Density = 150.00 pd Footing Thickness = 18.00 in Min. As % = 0.0018 Key Width = 12.00 in Rebar Cover @ Top = 2.00 in Key Depth = 21.00 in @ Bottom = 3.00 In Key Distance from Toe = 1.75 ft Footing Design Results 12! Heel Factored Pressure = 5,067 0 psf Mu': Upward = 84,238 3,868 ft-# Mu': Downward = 13,550 23,361 ft-0 Mu: Design = 5,891 -4,792 ft-# Actual 1-Way Shear = 33.91 31.44 psi Allow 1-Way Shear = 53.67 100.62 psi Toe Reinforcing = None Spec'd Heel Reinforcing = #5 @ 8.00 in Key Reinforcing = #4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: phiMn = phi'S'Iambda'sqrt(fc)'Sm Heel: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. Key: #4@ 9.93 in, #5@ 15.4 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 2.82 in2 Min footing T&S reinf Area per fo 0.39 1n2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 50.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.901 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.