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Home My WebLink AboutCUP 91-03C; BP/ARCO FACILITY 5792; STRUCTURAL CALCULATIONS FOR PALOMAR AIRPORT CAR WASH; 2023-07-11 STRUCTURAL CALCULATIONS FOR PALOMAR AIRPORT CAR WASH (PACW) 7/11/2023 BASIN RETAINING WALL RESUBMITTAL 1 1 NAJARS ENGINEERING Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 5.50 0.50 0.00 36.00 1,500.0 45.0 0.0 350.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =562.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =2.33 ft Eccentricity =0.00 in...Height to Bottom =1.33 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Earth (H)= 2 2 D Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.16 Global Stability =24.21 OK Sliding =2.82 OK Total Bearing Load =3,293 lbs...resultant ecc.=13.73 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,402 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,963 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =4.7 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,664.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,317.2 3,368.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Ratio > 1.0 Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =1.255 Total Force @ Section =1,242.6lbs Moment....Actual =2,276.3ft-# Moment.....Allowable =1,812.8 =13.6psi Shear.....Allowable =45.2psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 3 3 Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 4.75 0.67 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 5.42= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in Flush heel condition. No reinforcing required. =None Spec'd = = = = = 1,963 14,679 8,041 6,639 4.71 75.00 Heel: 0 0 1 1 0.02 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 13.58 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.11 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMn 24,788= OKOK Flush heel condition. No reinforcing required. OK - Flush 4 4 Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = = = 1,567.5 2.38 3,722.8= = = Stem Weight(s) = 504.0 5.08 2,562.0 Earth @ Stem Transitions =Footing Weight = 1,219.5 2.71 3,304.8 Key Weight = Added Lateral Load lbs =4,444.0 Vert. Component Total = 3,293.0 562.0 3.33 1,871.5 9,600.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,664.5 O.T.M. = Resisting/Overturning Ratio =2.16 Vertical Loads used for Soil Pressure =3,293.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 2.0 5.42 5.42 10.9 10.9 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,102.5 2.33 2,572.5 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.043 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 5 5 Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 25113.14 psi Lap Splice length for #5 bar specified in this stem design segment =47.09 in Development length for #5 bar specified in this stem design segment =47.09 in Hooked embedment length into footing for #5 bar specified in this stem design segment =7.00 in As Provided =0.2325 in2/ft As Required =0.2944 in2/ft 6 6 Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 7 7 3'-0" 8" w/ #5@ 16" Solid Grout 4'-9" 5'-5" .; 1' 6 8" :- Cle r Cov~--02-625" 5'-6" 3" Cantilevered Retaining Wall LIC# : KW-06018251, Build:20.22.7.25 JG (c) ENERCALC INC 1983-2022 DESCRIPTION:Basin Cantilevered Wall Project File: PACW Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 8 8 562.00psf (Service-Level Pp= 3368.75# 4'-8" 1665# ■ Lateral earth pressure due to the soil BELOW water table