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Home My WebLink AboutCUP 2017-0009; Eco-Friendly Auto Spa; Modified Curb - 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 Modified Curb TIUe Job#: Description .... Dsgnr: This Wall in File: \\Esc server\projects\10-13000 to 10-13999 Projects\10-13214C\RetainPro\5-Modifi Page : 2 Date: 3 MAR 2020 RetalnPro (c) 1987-2017, Build 11.17.06.23 License : 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(12)(4.1875)/60000 : 0.0018bh : 0.0018(12)(6): Vertical Reinforcing 0in2/ft O in2/ft 0.1675 in2/ft Horizontal Reinforcing Min Stem T&S Relnf Area 0.000 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.000 in2/ft 0.1296 in2/ft Horizontal Reinforcing Options : ------------One layer of : Two layers of : Required Area : 0.1296 in2/ft #4@ 0.00 in #4@ r,0:-;:0-:-in ____ R_E ___________ _ ProvidedArea : 0.2325in2/ft #5@ 0.OOin #5@ .00in CORD COPY Maximum Area : 0.5673 in2/ft #6@ 0.00 In #6@ I Footing Dimensions & Strengths • Footing Design Results I _ '9t /Ll t:~) /, If, 2-P Toe Width = 0.33 ft la. In itia f Date ~~:l~~~tng Width : t~j ~~~~~:a~ssure : 1 •0;~ 1.~~419--pftel-#f---------_____ _, Footing Thickness = 18.00 in Mu': Downward = 15 2,119 ft-# Mu: Design = 43 305 ft-# Key Width = 8-00 in Actual 1-Way Shear 1.24 1.24 psi Key Depth = 14.oo In Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.33 ft Toe Reinforcing = # 5@ 18.00 In re = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 5@ 18.00 in Footing Concrete Density = 150.00pcf 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 < phl*5*1ambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: Not req'd : Mu< phi*5*1ambda*sqrt(fc)*Sm Min footing T&S relnf Area 1.23 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.39 in2 1ft #4@ 6.17 In #5@ 9.57 in #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 ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = = Total = Resisting/Overturning Retio lbs ft ft-# 375.0 1.67 625.0 2.50 375.0 O.T.M. 625.0 Vertical Loads used for Soll Pressure = = 5.08 1,812.7 lbs Soil Over Heel = Sloped Soil 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 Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = ..... RESISTING ..... Force Distance lbs ft 982.8 2.00 713.3 1.59 116.7 0.66 Vert. Component _= ____ _ Moment ft-# 1,965.6 1,130.5 77.4 Total• 1,812.7 lbs R.M.• 3,173.5 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 Overtuming Resistance. • Axial live load NOT Included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. E E MAR 2 0 2020 LAND D VELOPMENT EN,.....IN _ERIN G -..... C: :tr... (!_) ~-~ CD (1) C\j .c. (.) ~ • t::) ,.., ~ c-' -r- '---s- ECO-Friendly Auto Spa Page : 1 CUP 2017-00009/GR2019-0011/DWG 517-2A 10-132141 Title Job#: Dsgnr: Date: 3 MAR 2020 Description .... Modified Curb This Wall In File: \\Esc server\projects\10-13000 to 10-13999 Projects\10-13214C\RetainPro\5-Modifi ~::~':~ 0~1:=· euud 11 · 11 · 0623 Cantilevered Retaining Wall License To: CTE Code: CBC 2016,ACI 318-14,ACI 530-13 .,I c.r.it.er.ia _________ l I Soil Data I Retained Height 3.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.OOin Water height over heel = 0.0 ft I Surcharge Loads • Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe 0.0 Used for Sliding & Overtumlng ! Axial Load Applied to Stem I Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stabllity Ratios 0.0ibs 0.0ibs 0.0in • Overtumlng = Sliding = 5.08 OK 3.49 OK Total Bearing Load ... resultant ecc. 1,813 lbs 2.15 in Soil Pressure @ Toe = 766 psf OK Soil Pressure @ Heel = 378 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,072 psf ACI Factored @ Heel = 529 psf Footing Shear@ Toe = 1.2 psi OK Footing Shear @ Heel = 0.5 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 = 375.0 lbs 763.9 lbs 543.8 lbs 0.0 lbs OK 0.0 lbs OK Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psf/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 1· ~ ~ I_._J I Lateral Load Applied to Stem • I Adjacent Footing Load Lateral Load = 20000.0 #/ft ... Height to Top = 1.00 ft ... Height to Bottom = 1.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 0.0 psf • 2nd Stem OK ft= 4.00 = Concrete = LRFD = 6.00 = # 5 = 16.00 = Edge Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Design Data fb/FB + fa/Fa = 0.000 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 = 4,094.1 psi= 75.0 in2= in= 4.19 = = = = = = 0.0lbs 0.00 ft 0.00 in 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 Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi = psi= = psf= 75.0 = Medium Weight = ASD Concrete Data ------------------------ fc Fy psi = 2,500.0 psi= 60,000.0 ECO-Friendly Auto Spa CUP 2017-00009/GR2019-0011/DWG 517-2A 10-132141 Modified Curb Title Job#: Description .... Dsgnr: This Wall in File: \\Esc server\projects\10-13000 to 10-13999 Projects\10-13214C\RetainPro\5-Modifi RetalnPro (c) 1987-2017, Bulld 11.17.06.23 License : KW-06054060 License To : CTE I TIit I Cantilevered Retaining Wall Horizontal Deflection at Jop of Wall due to settlement of son (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell @ Top of Wall (approximate only) 250.0 pci 0.027 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 Page : 3 Date: 3 MAR 2020 Code: CBC 2016,ACI 318-14,ACI 530-13