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HomeMy WebLinkAboutPD 2020-0017; STRUCTURAL CALCULATIONS; 2020-04-09COASTLINE ENGINEERING structural engineering services (760) 436-1344 www.CoastlineEngInc.com STRUCTURAL CALCULATIONS TORREJON PLACE WALL TORREJON PLACE, CARLSBAD, CA 92009 PROJECT NUMBER: 20-026 4/9/2020 CALCULATED BY: H.R. REVIEWED BY: M.I. DESIGNER KL DRAFTING & DESIGN www.kldrafting.com (619) 733-8134 FESSi No. C77167 Exp.12/31/20 ) II i LA tvo LopM,. 7- m EENGINEERING STLINE TORREJONPLWALL 20-026 04/09/2020 This Wall in File: C:\Users\Hannah\Desktop\QUARANTINE FILES\PROJECTS\20-026_TORREJON PLACE20-026.RP RetainPro (C) 1987-2019, Build 11.19.11.12 License: KW-06060863 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: Coastline Engineering, Inc. Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft 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 and Lateral Earth Pressure Allow Soil Bearing = 2,000.0 psf Soil Density, Heel = 110.00 PCf Equivalent Fluid Pressure Method Soil Density, Toe = 0.00 pcf Active Heel Pressure = 35.0 psf/ft FootingliSoil Friction = 0.350 Soil height to ignore = for passive pressure = 12.00 in Passive Pressure = 150.0 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 = 0.0 #Ift ...Height to Top = 0.00 ft ...Height to Bottom 0.00 ft Load Type = Wind (VV) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Type Line Load Footing Width = 0.00 ft Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 0.0 It Wall to Ftg CL Dist = 0.00 ft Poisson's Ratio = 0.300 COASTLINE ENGINEERING 2 of 6 TORREJON PL WAIL 20-026 04/09/2020 This Wall in File: C:\Users\Hanna NE TORREJON PLACE\20-026.RP ,ceIaInrru(c -Iwo f-u1 Dullu License: KW-06060863 11' Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: Coastline Engineering, Inc. Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution .......= 172.000 psf Total Strength-Level Seismic Load = 795.500 lbs Strength-Level) Total Service-Level Seismic Load = 556.850 lbs 4- I COASTLINE ENGINEERING 3 of 6 TORREJON PL WALL 20-026 04/09/2020 This Wall in File: C:\Users\HannahDesktopQUARANTlNE FlLESPROJECTS\20-026_TORREJON PLACE\20-026.RP RetainPro (C) 1987.2019, Build 11.19.11.12 License: KW-06060863 License To: Coastline Engineering, Inc. Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 Wall Design Summary Stability Ratios Overturning = Sliding = 1.1 ACCEPTABLE BECAUSE Soil Bearing SEISMIC LOAD IS INCLUDED Total Bearing Load = 3,995 lbs ... resultant ecc. = 12.17 in Soil Pressure © Toe = 1,653 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,314 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 23.9 psi OK Footing Shear © Heel = 12.3 psi OK Allowable = 75.0 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Force Soil Over Heel (above water table, if any) 1,540.0 lbs Heel Active Pressure (above water table, if any) 1,853.6 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 1,794.0 Sloped Soil Over Heel 84.2 Surcharge over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing 0.0 Adjacent Footing Load 0.0 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 0.0 Soil Over Toe 0.0 Seismic Load 556.9 Surcharge Over Toe 0.0 Seismic-Self-weight 0.0 Stem Weight(s) 716.0 Lateral on Key 0.0 Earth © Stem Transitions 220.0 Totals = 2,410.4 lbs Footing Weight 984.4 Key Weight 450.0 *Includes water table effect Vert. Component ** 0.0 Total Vertical Loads 3,994.6 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 = 2,410.4 lbs less 100% Passive Force = - 1,279.7 lbs less 100% Friction Force = - 1,398.1 lbs Added Force Req'd = 0.0 lbs OI ....for 1.5 Stability = 848.5 lbs NC Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. • 4 of 6 [EN STLINE TORREJON PL. WALL INEERING 20-026 ayaz.lpz.p.ipii..p2 04/09/2020 This Wall in File: C:\Users\Hannah\Desktop\QUARANTINE FILES\PROJECTS\20-026_TORREJON PLACE\20-026.RP RetainPro (C) 1987-2019. Build 11.19.11.12 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 1,540.0 lbs 4.38 ft 6,737.5ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,540.0 4.38 6,737.5 Sloped Soil Over Heel 84.2 4.67 393.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 0.0 Surcharge Over Toe 0.0 Stem Weight(s) 716.0 2.89 2,070.0 Earth @ Stem Transitions 220.0 3.33 733.3 Footing Weight 984.4 2.63 2,584.0 Key Weight 450.0 3.00 1,350.0 Vert. Component 0.0 Total Vertical Loads 3,994.6 lbs Resisting Moment 13867.8 ft-# Eccentricity 12.2 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 Heel Active Pressure (above water table, if any) Heel Active Pressure (below water table, if any) Hydrostatic Force Buoyant Force Surcharge over Heel Adjacent Footing Surcharge Over Toe Load @ Stem Above Soil Added Lateral Load Seismic Load Seismic-Self-weight Totals = Force Distance Moment 1,853.6 lbs 3.08 ft 6,054.8 ft-# 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 556.9 3.08 1,717.0 0.0 2,410.4 lbs Overturning Moment 7,432.1 ft-# COASTLINE TORREJONPL WALL ENGINEERING 20-026 04/09/2020 This Wall in File: C:\Users\Hannah\Desktop\QUARANTINE FILES\PROJECTS\20-026_TORREJON PLACE\20-026.RP RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06060863 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: Coastline Engineering, inc. Stem Design Summary 2nd Bottom Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment... .Actual Service Level Strength Leve Moment ..... Allowable Shear.....Actual Service Level Strength Leve Shear ..... Allowable Anet Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy Stem OK Stem OK ft = 2.00 0.00 = Masonry Masonry = ASD ASD = 8.00 12.00 = # 6 # 7 = 16.00 16.00 = Edge Edge = 0.763 0.764 lbs 964.7 1,715.0 lbs = ft-# = 1,929.4 4,573.4 ft-# = ft-# = 2,526.5 5,978.3 psi = 10.5 12.3 psi = psi = 45.1 45.3 in2 = 91.50 139.50 in = 5.25 9.00 psi = 1,500 1,500 psi = 20,000 20,000 = Yes Yes = 21.48 21.48 psf = 78.0 124.0 = 1.000 1.000 in = 7.60 11.60 = Medium Weight = ASD psi = psi = E GI NE TORREJONPLWALL ING 20-026 I.1IW2 04/09/2020 This Wall in File: C:\Users\Hannah\Desktop\QUARANTINE FILES\PROJECTS\20-026_TORREJON PLACE\20-026.RP RetainPro (C) 1987.2019, Build 11.19.11.12 License: KW-06060863 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16 License To: Coastline Engineering, Inc. Footing Data Toe Width = 2.50 ft fc = 2,500 psi Heel Width = 2.75 Fy = 60,000 psi Total Footing Width = 5.25 ft Footing Concrete Density = 150.00 pcf Footing Thickness = 15.00 in Mm. As % = 0.0018 Key Width = 12.00 in Reber Cover @Top = 2.00 in Key Depth = 36.00 in @ Bottom = 3.00 in Key Distance from Toe = 2.50 ft Footing Design Results I2Q Heel Factored Pressure = 2,314 0 psf Mu': Upward = 71,817 189 ft-# Mu': Downward = 10,125 2,665 ft-# Mu: Design = 2,485 -1,034 ft-# Actual 1-Way Shear = 23.89 12.29 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 1.70 in2 Min footing T&S reinf Area per fo 0.32 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 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. Tilt 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) 0.070 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.