The URL can be used to link to this page

Home My WebLink AboutCUP 2017-0008; OAKMONT OF CARLSBAD; STRUCTURAL EDGE ENGINEERING, PLLC; 2020-07-2077 DAVID SANSOTTA Registered Professional Engineer In Partners with STRUCTURAL EDGE ENGINEERING, PLLC c ENGINEERING STRUCTURAL EDGE ENGINEERING, PLLC OAKMONT RETAINING WALL CARLSBAD, CA SE PROJECT NO: SE18-386.06 STRUCTURAL CALCULATIONS PREPARED FOR: OAKMONT SENIOR LIVING, LLC [[IJI1J 2015 IBC, 2016 CBC DATE: JULY 20, 2020 5509 N. Glenwood St. Boise, II) 83714'o: 208.501.2289 vwa .structuralecke.com \ rç 0 ENGINEERING JOB NAME 1. SRPrD ?- T P 1 N IN ( VJ fcU JOB NO BY PNA /-P-o PATE '\D U SHEET OF_____ l.i pLD vL b - Dt Pp = \ L 12 i u cb D3 - LOuJ€ N 'ietd It) 1 I Ill ui:iLd om Soil Pressure @ Toe = 1,725 psf OK Soil Pressure G Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable AOl FactoredToe = 2,416 psf ACI Factored Heel = 0 psf Footing Shear @ Toe = 21.4 psi 01< Footing Shear@ Heel = 10.4 psi OK Allowable = 75.0 psi Sliding Caics Lateral Sliding Force = 1,301.2 lbs less 100% Passive Force = - 1,276.0 lbs less 100% Friction Force = • 740.3 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 Project Name/Number: c id reta Use menu item Settings> Printing & Title Title : Page: 1 to set these five lines of information Dsgnr: Date: 20 JUL 2020 for your program. Description.... This Wallin File: t:\-se projects\oakmont senior living\2018 projects\sel 8-386 carlsbad\calcs\retai RetainPro (C) 1987-2019, Build 11.20.03.31 License: KW-06061210 - - . . Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 Criteria Retained Height = 5.00 ft Wall height above soil = 067 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [sign Summary Wail Stability Ratios Overturning = 1.59 OK Sliding = 1.55 OK Total Bearing Load = 2,115 lbs ... resultant ecc. = 11.21 in Load Factors Building Code IBC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem j Lateral Load = 176.0 #/ft Height to Top = 3.25 ft Height to Bottom = 2.25 ft Load Type = Seismic (E) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) FRI Lffj [Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.841 Total Force @ Section Service Level lbs = 801.0 Strength Level lbs = Moment. .. .Actuai Service Level ft-# = 1,525.7 Strength Level ft-# = Moment.....Allowable = 1,812.8 Shear.....Actual Service Level psi = 8.8 Strength Level psi = Shear.....Allowable psi = 45.0 Anet (Masonry) in2 = 91.50 Rebar Depth d' in= 5.25 Masonry Data fm p si= 1,500 Es p si= 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Wall Weight p: sf= 78.0 Short Term Factor = 1.000 Equiv. Solid Thick. in 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi Fy psi= Project Name/Number: c d reta Use menu item Settings> Printing & Title Title : Page: 2 to set these five lines of information Dsgnr: Date: 20 JUL 2020 for your program. Description.... This Wall in File: t:\_se projects\oakmont senior living'2018 projects\sel8-386 carlsbad\calcs\retai RetainPro (C) 1987-2019, Build 11.20.03.31 License: KW-06061210 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To : Structural Edge Engineering Footing Data Toe Width = 1.42 ft Heel Width = 2.08 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 25.00 in Key Distance from Toe = 1.42 ft f'c = 2,503 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in n Results Toe Heel Factored Pressure = 2,416 0 psf Mu': Upward = 23,515 8 ft-# Mu': Downward = 2,681 1,116 ft-# Mu: Design = 1,736 1,108ft-# Actual 1-Way Shear = 21.37 10.45 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 14.35 in Heel Reinforcing = # 5 @ 14.35 in Key Reinforcing = None Spec'd 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. Other Acceptable Sizes & Spacings Toe: #4c 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key: phiMn = phi'S'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 1,125.2 2.00 2,516.3 Soil Over HL (jab. water tbl) 779.7 2.79 2,177.9 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.79 2,177.9 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = 55.3 3.03 167.4 Surcharge over Feel = Surcharge Over Heel = Surcharge Over Toe = . Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 176.0 3.75 660.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 442.3 1.75 774.4 Earth © Stem Transitions= Total = 1,301.2 O.T.M. = 2,910.4 Footing Weighi = 525.3 1.75 919.8 Key Weight = 312.5 1.92 599.3 Resisting/Overturning Ratio = 1.59 Vert. Component = Vertical Loads used for Soil Pressure = 2,115.0 lbs Total = 2,115.0 lbs R.M.= 4,638.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical compolent of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical compoflent of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name/Number: c d reta Use menu item Settings> Printing & Title I Title Page: 3 to set these five lines of information Dsgnr: Date: 20 JUL 2020 for your program. Description. This Wall in File: t:\_se projects\oakmont senior living\2018 projects\se18-386 carlsbad\calcs\retai Retain-Pro (c) 1987-2019, Build 11.20.03:31 License: KW-06061210 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To : Structural Edae Enaineerina 'lip 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 Defi @ Top of Wall (approximate only) 0.078 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.