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Home My WebLink AboutCT 15-08; STRUCTURAL CALCULATIONS; 2020-03-04'4 13NIIE STRUCTURAL • CIVIL • SUR VL.. LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: Dane Hansen DATE: March 4, 2020 PROJECT NUMBER: 12215A.3.00 STRUCTURAL CALCULATIONS FOR Carlsbad Ranch, P.A. NO.5 (Marbrisa - Phase III) PUD 15-16/SDP 03-02A/CDP 03-04A/CUP 03-01A HOTEL 6 RETAINING WALL 5410 Grand Pacific Drive CARLSBAD, CALIFORNIA 92008 cFESS,oA fi2CE 'VD APR 072020 LAND DEVELOPMENT ENGINEERING DATE SIGNED: 03/04/2020 Prepared for GRAND PACIFIC RESORTS, INC. 5900 PASTEUR CT, #200 CARLSBAD, CALIFORNIA j Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = U.Olb = 0.00 ft = 0.00 in = 0.00 ft Line Load 0.0 ft 0.300 Project Name/Number brisa hote RetainPro (c) 1987-2019, Build 11.20.02.28 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: BURKETT AND WONG ENGINEERS I Criteria I I Soil Data I I ------ I Retained Height = 9.41 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 30.00 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 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Uniform Multiplier Used = 18.000 (Multiplier used on soil density) I Design Summary Wall Stability Ratios Overturning = 2.12 OK Sliding = 2.76 OK Total Bearing Load = 7,704 lbs ...resultant ecc. = 21.69 in Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 900.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem • Lateral Load = 0.0 #Ift ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 205.380 Total Seismic Force = 2,343.386 Stem Construction • - Design Height Above Ftg ft = Wall Material Above "Ht" = Design Method = Thickness = Reber Size = Reber Spacing = Reber Placed at = Design Data th/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = Shear ..... Actual Service Level psi = Strength Level psi = Shear.....Allowable psi = Met (Masonry) in2 = Reber Depth 'd' in = Masonry Data Soil Pressure @ Toe = 2,826 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,957 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.8 psi OK Footing Shear @ Heel = 24.6 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 4,244.1 lbs less 100% Passive Force = - 8,662.5 lbs less 100% Friction Force - 3,065.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Bottom Stem OK 0.00 Masonry ASD 16.00 #5 8.00 Edge 2nd Stem OK 4.00 Masonry ASD 8.00 #5 8.00 Edge 0.979 0.996 1,696.5 3,703.6 4,061.1 14,647.9 4,144.4 14,692.9 18.5 19.8 51.7 52.5 91.50 187.50 5.25 13.00 fm - psi = 2,000 2,000 Fs psi = 32,000 32.000 Vertical component of active lateral soil pressure IS Solid Grouting = Yes Yes NOT considered in the calculation of soil bearing Modular Ratio 'n' = 16.11 16.11 ____________________________ Wall Weight psf = 78.0 164.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in 7.60 15.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = Seismic, E 1.000 Fv rii = Project Name/Number •brisa hote License: KW-08056C License To: BUR I Footing Data NEERS Cantilevered Retaining Wall Footing Design Results Code: CBC 2016,ACI 318-14,ACI 530-13 Toe Width = 2.00 ft Heel Width = 5.25 Total Footing Width = 7.25 Footing Thickness = 24.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Ift had Factored Pressure = 3,957 0 psf Mu': Upward = 83,345 1,150 ft-# Mu': Downward = 22,080 20,991 ft-# Mu: Design = 5,105 19,841 ft-# Actual 1-Way Shear = 19.76 24.55 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #6 @ 8.00 in Heel Reinforcing = #6 @ 8.00 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: #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23. Heel: #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23. Key: No key defined Min footing T&S reinf Area 3.76 in2 Min footing T&S reinf Area per foot 0.52 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 in #4@ 9.26 in #5@ 7.18 in #5@ 14.35 in #6@ 10.19 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# HL Act Pres (ab water thl) 2,603.8 3.80 9,903.0 HL Act Pres (be water thl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,640.4 5.71 9,358.3 Total = 4,244.1 O.T.M. = 19,261.3 Resisting/Overturning Ratio = 2.12 Vertical Loads used for Soil Pressure = 7,703.9 lbs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water thl) 4,054.1 5.29 21,453.2 Soil Over HL (bel. water thl) 5.29 21,453.2 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 1.00 Surcharge Over Toe = Stem Weight(s) = 1,078.0 2.54 2,734.0 Earth @ Stem Transitions= 396.7 3.00 1,190.2 Footing Weighi = 2,175.0 3.63 7,884.4 Key Weight = 2.50 Vert. Component = 1,054.9 7.25 7,647.9 Total = 8,758.7 lbs R.M.0 40,909.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number brisa hote RetainPro (c) 1987-2019, Build 11.20.02.28 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: BURKETT AND WONG ENGINEERS Horizontal Deflection at Too 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) 0.102 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.