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Home My WebLink AboutCUP 2017-0009; Eco-Friendly Auto Spa; Stem Wall - Cantilevered Retaining Wall, Avenida Encinas Car Wash Eco-Friendly Auto Spa; 2020-03-03ECO-Friendly Auto Spa CUP 2017•00009/GR2019-0011/DWG 517•2A 10-13214T Title Job#: Dsgnr: Page : 2 Date: 3 MAR 2020 Description .... Stem Wall This Wall In File: \\esc_server\projects\10-13000 to 10-13999 projects\10-13214c\retalnpro\4-stem w RetalnPro (c) 1987-2017, Bulkl 11.17.06.23 LlcellH: KW-06054060 License To: CTE Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) • As : 200bd/fy : 200(12X6.1875)/60000 : 0.0018bh : 0.0018(12XB): Vertical Reinforcing 0ln2/ft Horizontal Reinforcing 0 in2/ft Min Stem T&S Reinf Area 0.000 ln2 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.000 ln2/ft 0.1728 in2/ft Horizontal Reinforcing Options : -----------One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 0.00 In #4@ 0.00 in ,----------------, Provided Area : 0.2067 in2/ft #5@ 0.00 In #5@ 0.00 in Maximum Area : 0.6706 ln2/ft #6@ 0.00 In #6@ 0.00 In RECORD COPY I Footing Dimensions & Strengths I Footing Design Results I Toe Width = 4.25 ft lSll 11111 Di,t. /11:?1 Initial qf,r /2..-0 Heel Width = 1.00 Factored Pressure = 698 102 psf Date Total Footing Width 5.25 Mu': Upward = 4,855 6 ft-# Footing Thickness = 18.00 In Mu': Downward = 2,438 59 ft-# Mu: Design 2,417 53 ft-# Key Width 8-00 In Actual 1-Way Shear 4.05 4.05 psi Key Depth = 12,00 In Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 4-25 ft Toe Reinforcing = # 5@ 18.00 In fc = 2,500 psi Fy = 80,000 psi Heel Reinforcing = # 5@ 18.00 In Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd: Mu < phi*S*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phl*5*1ambda*sqrt(fc)*Sm Key: Not req'd: Mu < phl*5*1ambda*sqrt(fc)*Sm Min footing T&S reinf Area 2.04 ln2 0.39 in2 1ft Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 6.17In #5@ 9.57In #6@ 13.58 In If two layers of horizontal bars: #4@12.35 In #5@19.14 In #6@27.16 In I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING-.•. . ... .RESISTING._ .. Force Distance Moment Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soll = Total Resisting/Overturning Ratio lbs ft ft-# 735.0 2.33 1,715.0 735.0 O.T.M. 1,715.0 Vertical Loads used for Soll Pressure = = 2.73 1,501 .3 lbs Vertical component of active lateral soll 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. lbs ft ft-# Soil Over Heel = 220.0 5.08 1,118.3 Sloped Soll Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions= Footing Weight Key Weight = 1,181.3 100.0 Vert. Component _= ____ _ 2.63 4.58 3,100.8 458.3 Total-= 1,501.3 lbs R.M.• 4,6TT.4 • Axial live load NOT Included In total displayed, or used for overtumlng resistance, but Is Included for soil pressure ca1culation. ED MAR 2 0 2020 LAND OE VELOPMENT ENGINEEf I G • ECO-Friendly Auto Spa CUP 2017-00009/GR2019-0011/DWG 517-2A 10-13214T Stem Wall TiUe Job#: Description .... Dsgnr: This Wall in File: \\esc server\projects\10-13000 to 10-13999 projects\10-13214c\retainpro\4-stem w Page : 1 Date: 3 MAR 2020 ~=~'!:~ ~1:~i.:cr· euud 11·11·05.23 Cantilevered Retaining Wall License To: CTE Code: CBC 2016,ACI 318-14,ACI 530-13 l,c.r.ite.r.ia--------•· I Soil Data I Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psf/ft Retained Height = 5.50 ft Wall height above soil = 0.00 ft Slope Behind Wall 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft = Passive Pressure = 250.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf Footingl!Soil Friction = 0.300 Soil height to ignore • • for passive pressure = 12.00 in .,I Sl!lllu•r•ch•a•rllll!ge_L .. oa•d•s----11111!111-I I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load Used To Resist Sliding & Overturning ... Height to Top 0.0 #/ft 0.00 ft 0.00 ft Surcharge Over Toe = 0.0 ... Height to Bottom Used for Sliding & Overturning = I Axial Load Applied to Stem I Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding = Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in • 2.73 OK 1.51 OK 1,501 lbs 7.82 in Soil Pressure@ Toe = 499 psf OK Load Type = Wlnd(W) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ftg Wall Material Above "Hr Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 0.0 psf • 2nd Stem OK ft= 5.50 = Concrete LRFD 8.00 = # 5 18.00 = Edge Adjacent Footing Load FooUng Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Soil Pressure @ Heel = 73 psf OK Design Data fb/FB + fa/Fa = 0.000 Allowable = 2,500 psf Soll Pressure Less Than Allowable ACI Factored @ Toe = 698 psf ACI Factored@ Heel 102 psf Footing Shear@ Toe = 4.1 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability = 735.0 lbs 656.3 lbs 450.4 lbs 0.0 lbs OK 0.0 lbs OK Total Force @ Section Service Level Strength Level Moment. .. .Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs = ft-#= ft-#= psi= psi = 5,470.9 psi= 67.1 in2= in= 6.19 O.0lbs 0.00 ft 0.00In 0.00 ft Line Load 0.0 ft 0.300 Masonry Data ------------------------- Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Load Factors ------------ Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Tenn Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psf= 100.0 = Medium Weight = ASD Concrete Data -------- fc Fy psi = 2,000.0 psi = 60,000.0 ECO-Friendly Auto Spa CUP 2017-00009/GR2019-00111DWG 517-2A 10-13214T Stem Wall Title Job#: Description .... Dsgnr: This Wall In File: \\esc server\projects\10-13000 to 10-13999 projects\10-13214c\retalnpro\4-stem w RetalnPro (c) 1987-2017, Build 11.17.06.23 License : KW-06054060 License To: CTE I TUt I Cantilevered Retaining Wall Horizontal Deflection at Jop of wan dye to settlement of sou (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Deft @ Top of Wall (approximate only) 250.0 pci 0.015 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wan would then tend to rotate into the retained soil Page : 3 Date: 3 MAR 2020 Code: CBC 2016,ACI 318-14,ACI 530-13