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HomeMy WebLinkAboutCT 15-08; SUPPLEMENTAL STRUCTURAL CALCULATIONS; 2020-08-0613NVE STRUCTURAL • CIVIL • SUR ND 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: August 6, 2020 PROJECT NUMBER: 12215A.3.00 SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR Carlsbad Ranch, P.A. NO.5 (Marbrisa - Phase Ill) PUD 15-16/SDP 03-02A/CDP 03-04A/CUP 03-01A CT15-08, DWG 428-91-1, CC REV2 RETAINING WALL 5410 Grand Pacific Drive CARLSBAD, CALIFORNIA 92008 cfESSio RECEIVED AUG 272020 LAND DEVELOPMENT \!c!, ENGINEERING DATE SIGNED: 08/06/2020 Prepared for GRAND PACIFIC RESORTS, INC. 5900 PASTEUR CF, #200 CARLSBAD, CALIFORNIA I 40 Project Name!Numb a hate BUILDING FOOTING DESIGN FOR REFERENCE Retainpro cJ 151-ZQ1, Build 11.20.11225 License: KW.06056430 Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 License To: BURKETT AND WONG ENGINEERS Criteria Soil Data - Retained Height = 7.00 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.00 It Equivalent Fluid Pressure Method Total Wall Height = 7.00 ft At-Rest Heel Pressure : 60.0 psf/ft Top Support Height = 7.00 ft Passive Pressure = 350.0 psf/ft Soil Density = 110.00 pd Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.330 Height of Soil over Toe = 21.20 in Soil height to ignore for passive pressure = 12.00 in LOAD FROM BUILDING FOOTING TO BE APPLIED TO RETAINING WALL Thumbnail Surcharge Loads • I [Uniform Lateral Load Applied to Stem • Surcharge Over Heel = 40.0 psf >>>Used To Resist Sliding & Overturning Lateral Load = 0.0 #Ift Surcharge Over Toe = 0.0 psf ...Height to Top = ...Height to Bottoff 0.00 ft 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Wind (W) - (Strength Level) Axial Dead Load 1,107.0 lbs VY 675.0 lbs Axial Live Load ~0.0 Wind on Exposed Stem 0.0 psf Axial Load Eccentricity in 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 It Footing Type Line Load Base Above/Below Soil - 00 It - at Back of Wall Poisson's Ratio = 0.300 I Earth Pressure Seismit6àd"''1 Kh Soil Density Multiplier = 0.320 g Added seismic per unit area = 172.5 psf [Design Summary • Concrete Stem Construction Total Bearing Load = 5,137 lbs Thickness = 12.00 in Fy = 60,000 psi ... resultant ecc. = 7.98 in Wall Weight = 150.0 psf fc = 3,000 psi Soil Pressure © Toe = 3,158 psf OK Stem is FREE to rotate at top of footing Soil Pressure © Heel = 0 psf OK Allowable = 4,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored © Toe = 3,955 psf Stem OK Stem OK Stem OK ACI Factored © Heel = 0 psf Design Height Above FtS 7.00 It 3.20 It 0.00 ft Footing Shear © Toe = 1.1 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear © HI = 4.2 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 75.0 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 1,164.2 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in Reaction at Bottom = 2,663.7 lbs Design Data Sliding Stability Ratio = 1.50 OK fb/FB + fa/Fa = 0.000 0.282 0.000 Sliding Coles Lateral Sliding Force = 2,663.7 lbs Mu .... Actual = 0.0 ft-# 3,808.5 ft-# 0.0 ft-# less 100% Passive Force-- - 2,307.9 lbs Mn * Phi.....Allowable = 12,827.3 ft-# 13,524.8 ft-# 12,827.3 ft-# less 100% Friction Force= - 1,695.3 lbs Shear Force © this height = 1,769.6 lbs 2,552.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Shear .... Actual = 15.52 psi 22.39 psi Vertical component of active lateral soil pressure IS Shear ..... Allowable = 82.16 psi 82.16 psi NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 40 Project Name/Numb sa 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: BURKETI AND WONG ENGINEERS Criteria 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 Load Factors I Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,000.0 psf Soil Density, Heel = 110.00 pcf Equivalent Fluid Pressure Method Soil Density, Toe = 0.00 pcf Active Heel Pressure = 40.0 psf/ft FootingSoil Friction = 0.350 Soil height to ignore = for passive pressure = 12.00 in Passive Pressure = 300.0 psflft Surcharge Loads Surcharge Over Heel = 0.0 psf Surcharge Over Toe = 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Lateral Load Applied to Stem Lateral Load = 50.0 #/ft Height to Top = 12.41 ft ... Height to Bottom 11.41 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psf ADJACENT FOOTING SURCHARGE (Service Level) Adjacent Footing Load Adjacent Footing Load 1,782.0 lbs Footing Type Line Load Footing Width = 3.50 ft Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = -7.8 ft Wall to Ftg CL Dist = 4.60 ft Poisson's Ratio = 0.300 40 Project NameINumb 00 a hote Icense : KW.06056430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Icense To: BURKETT AND WONG ENGINEERS Earth Pressure Seismic Load Method : Uniform Multiplier Used = 18.000 Uniform Seismic Force = (Multiplier used on soil density) Total Seismic Force = > 2,343.386 Per goetech report uniform Seismic load of 18H. 18x(9.41'+2') = 205.38psf 11.41 'x205.38 = 2,343.41bs Project NameINumbe a hote RetalnPr License: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Wall Design Summary Stability Ratios Overturning = 2.21 OK Sliding = 1.54 OK Soil Bearing Total Bearing Load = 8,337 lbs ...resultant sec. = 19.41 in Soil Pressure @ Toe = 2,769 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,877 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 19.8 psi OK Footing Shear @ Heel = 21.8 psi OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces EQW& Lateral Forces Force Soil Over Heel (above water table, if any) 4,054.1 lbs Heel Active Pressure (above water table, if any) 2,603.8 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 * Heel Active Pressure 2,603.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing 180.4 Adjacent Footing Load 583.6 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load © Stem Above Soil 0.0 Axial Live Load on Stem * Omit Added Lateral Load 50.0 Soil Over Toe 0.0 Seismic Load 1,640.4 Surcharge Over Toe 0.0 Seismic-Self-weight 0.0 Stem Weight(s) 1,078.0 Lateral on Key 0.0 Earth © Stem Transitions 396.7 Totals = 4,474.6 lbs Footing Weight 2,175.0 Key Weight 50.0 *Includes water table effect Vert. Component ** 1,054.9 Total Vertical Loads 9,392.4 lbs * Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 4,474.6 lbs less 100% Passive Force = - 3,600.0 lbs less 100% Friction Force = - 3,287.3 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 pressures. Project Name!Numb *9 a hote License To: BURKETT AND WONG ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 4,054.1 lbs 5.29 It 21,453.2114 Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 4,054.1 5.29 21,453.2 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 583.6 5.97 3,483.3 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 0.0 1.00 Surcharge Over Toe 0.0 Stem Weight(s) 1,078.0 2.54 2,734.0 Earth © Stem Transitions 396.7 3.00 1,190.2 Footing Weight 2,175.0 3.63 7,884.4 Key Weight 50.0 2.33 116.7 Vert. Component 1,054.9 7.25 7,647.9 Total Vertical Loads 9,392.4 lbs Resisting Moment 44,509.6 ft-# Eccentricity -12.3 in * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 2,603.8 lbs 3.80 It 9,903.0 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 0.0 Adjacent Footing 180.4 0.94 169.1 Surcharge Over Toe 0.0 Load © Stem Above Soil 0.0 Added Lateral Load 50.0 13.91 695.5 Seismic Load 1,640.4 5.71 9,358.3 Seismic-Self-weight 0.0 Totals = 4,474.6 lbs Overturning Moment 20,125.9 ft-# Project NameINumbe a hote Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Design Height Above Ftg Wall Material Above 'Ht' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft = = = = = = = 2nd Stem OK 4.00 Masonry ASD 8.00 # 6 8.00 Edge Bottom Stem OK 0.00 Masonry ASD 16.00 # 6 8.00 Edge fbIFB + fa/Fa = 0.963 0.742 Total Force @ Section Service Level lbs = 1,746.5 3,764.7 Strength Level lbs = Moment .... Actual Service Level ft-# = 4,456.6 15,246.0 Strength Lave ft-# = Moment.....Allowable ft-# = 4,624.0 20,536.3 Shear.....Actual Service Level psi = 19.1 20.1 Strength Love psi= Shear ..... Allowable psi = 51.7 52.5 Anet in2 = 91.50 187.50 Rebar Depth 'd' in = 5.25 13.00 Masonry Data fm psi = 2,000 2,000 Fs psi = 32,000 32,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 16.11 16.11 Wall Weight psf = 78.0 164.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 15.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 40 Project Name/Numbe a hote Ke1ainrro(c11vvi-zuiv,uiia 11.iu.ui.15 License: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 KWO6O5643O License To: BURKETT AND WONG ENGINEERS Footing Data Toe Width = 2.00 ft Heel Width = 5.25 Total Footing Width = 7.25 ft Footing Thickness = 24.00 in Key Width = 8.00 in Key Depth = 6.00 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 Rebar Cover @ Top = 2.00 in @ Bottom = 3.00 in Footing Design Results IN Hal Factored Pressure = 3,877 0 psf Mu': Upward = 82,740 2,085 ft-# Mu': Downward = 22,080 20,991 ft-# Mu: Design = 5,055 -8,642 ft-# Actual 1-Way Shear = 19.78 21.85 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 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: phiMn = phi'5'lambda'sqrt(fc)'Sm Min footing T&S reinf Area 3.76 in2 Min footing T&S reinf Area per fo 0.52 in2 /ft 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 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. hiP (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell © Top of Wall (approximate only) 0.100 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. Solid #6@e. @ To 16" w Solid 40 S. RETAIN PRO Construction Diagram S S. RETAIN PRO Loading Diagram 50.oOpsf (Service-Level) Pp: 3600.0O 1365# zzvW Hydrostatic Force CL C1 ° • Lateral earth pressure due to the soil 8ELOW water table Is N Seismic lateral earth pressure N Project NameINumbe a hote RETAIN PRO Moment Diagram Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete N Masonry Allowable 2,2 0.0 ft-# 6,840.0 00 ft-# 4 50.O ft-# Moment LineQ Concrete E Masonry Designer to determine bar cutoff locations ft-# 11,400.0 ft-# 15,960.0 ft-# 20,E 20.0 ft-# 9,1 0.0 ft-# 13,680.0 ft-# 18,240.0 ft-# 8.41 ft ctual = Allow. = 2,789.4 ,624.oft-# 4.0 ________ Mu MnPhi .18. 20536. I. Project NameINumbe 00 hote RETAIN PRO Shear Diagram nexaInFro jut I5•AU 6 DUHU 11.LU.U.O - Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete M Masonry Designer to determine bar cutoff locations 0 0 lbs 340.0 lbs 680.0 lbs 1,020.0 lbs 1,390.0 lbs 1,700.0 lbs 2,C 0.0 lbs 2,310.0 lbs 2,7 0.0 lbs 3,010.0 lbs 8.41ft [aafail I 4.00 ft I I I 0.00 ft