The URL can be used to link to this page

Home My WebLink AboutDEV 2017-0112; STRUCTURAL CALCULATIONS; 2018-06-19MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Structural Corrections) RECEIVED Project: Viola Residence - Site Walls 1095 Hoover Street Carlsbad, California 92008 DEV 2017-0112 GR 2017-0035 DWG 504-6a JUN 20 2018 LAND DEVELOPMENT ENGINEERING Prepared for: Ted Viola 4858 Park Drive Carlsbad, California 92008 Project No.: 18063 Date: June 19, 2018 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 9 Fax. (858) 693.0758 Mike Surprenant & Associates Consulting Structural Engineers Job (oo(,eA fl. rr Sheet No. __ of______ 117 Calculated by Date Checked by Date Scale Correction Response u Correction Responses to Redlines on Calculations: i Redline #1: Se:smic loading is not applicable when a retaining wall is below 6'-0" in height per 2016 CBC Section 1803.5.12 #1. Redline #2: City of Carlsbad project numbers have been added to calculations cover sheet. Redline #3: E.O.R. feels the clearance between the reinforcement will be sufficient for tie aggregate. 0 Redline #4: NDtes and specifications have been added to grading plan. Redline #5: Per the soils report, an equivalent fluid pressure of 52 PCF with a level backfill can be used instead of the 2:1 slope option in RetainPro. EO.R. has also confirmed with the geotechnical engineer that this is indeed the case and that the 52 PCF pressure does not need to be used concurrently with a 2:1 slope. Redline #6: Calculations have been revised to show the updated codes. Note: no changes were tequired. f:\calc tetupla tes\correcrion response [Criteria Retained Height = 5.75 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft [Soil Data I Allow Soil Bearing = 2,500.0 psi Equivalent Fluid Pressure Method Active Heel Pressure = 52.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pct Soil Density, Toe = 0.00 pcf FootingISoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Mike Surprenant & Associates Title Viola Hoover St. Page: 2_ Job#:18109 Dsgnr: TC Date: 11 JUN 2018 Description.... Site Wall #1 This Wail in File: F:\Projects\2018\18063-Vlola-Hoover Street-Wright\03-Engineering\Caic Templates\V RetalnPro (c) 1987-2017, Build 11.17.11.03 License: KW-06066839 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Too = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Ecceltricity = 0.0 in I Design Summary I Walt Stability Ratios Overturning = 2.57 OK Sliding = 1.63 OK Total Bearing Load = 2,919 lbs ...resultant SCC. = 6.64 in Load Factors - Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load 0.0 #/ft ...Height to bc 0.00 it ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Stem Construction • - Design Height Above Ft ft = Wall Material Above "lit', = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at Design Data fbIFB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment... Actual Service Level ft-# = Strength Level ft-# = Moment. . ... Allowable = Shear ..... Actual Service level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2= Rebar Depth 'd' in= Masonry Data fm p Fs p Solid Grouting Modular Ratio 'n' Wall Weight p - Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= Adjacent Footing Load 1 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 it - at Back of Wall Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 #5 16,00 Edge 0.909 859.6 1,647.6 1,812.8 9.4 45.2 91.50 5.25 Soil Pressure @ Toe = 1.069 psf OK Soil Pressure @ Heel = 181 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACt Factored @ Toe = 1,497 psf ACI Factored @ Heel = 253 psi Footing Shear @ Toe = 9.4 psi OK Footing Shear @ Heel = 5.3 psi OK Allowable = 75.0 psi Sliding Cabs Lateral Sliding Force = 1,366.6 lbs less 100% Passive Force = - 1,054.2 lbs less 100% Friction Force - 1,167.4 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK si= 1,500 si= 20,000 Yes 21.48 sf= 78.0 = 1.000 in= 7.60 Medium Weight = ASD Mike Surprenant & Associates Title Viola - Hoover St. Page: 3 of Job#:18109 Dsgnr: IC Date: 11 JUN 2O18 Description. Site Wall #1 This Wall in File: F:\Projects\2018\18063-Viola--hoover Street-Wright\03-Englneering\Calc Templates\V RetainPro (c) 1987-2017, Build 11.17.1103 License: KW-06056831 License To: MIKE SURPRENANT Cantilevered Retaining Wall Code: CBC 201E,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths • Footing Design Results j Toe Width = 2.00 ft Toe Heel Heel Width = 2.67 Factored Pressure = 1,497 253 psf Total Footing Width = 4.67 Mu': Upward = 2,638 865 ft-# Footing Thickness = 18.00 in Mu': Downward = 733 2,408 ft-# Mu: Design = 1,906 1,543 ft-# Key Width = 8.00 in Actual 1-Way Shear = 9.39 5.31 psi Key Depth = 12.00 In Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe 2.00 ft Toe Reinforcing = #5 © 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 3.00 @ Btni 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sqrt(tc)*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 reint Area 182 in2 Min footing T&S relnf Area per foot 0.39 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4© 6.17 in #4© 12.35 in 45© 9.57 in #5© 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 1,366.6 2.42 3,302.7 Soil Over Heel = 1,267.1 3.67 4,648.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem Load ci Stern Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 1.00 Surcharge Over Toe = Total - 1,366.6 O.T.M. 3,302.7 Stem Weight(s) = 500.8 2.33 1,168.4 Earth @ Stem Transitions = = Footing Weighi = 1,050.8 2.34 2,453.5 Res istinglOverturnlng Ratio = 2.57 Key Weight = 100.0 2.33 233.3 Vertical Loads used for Soil Pressure = 2,918.6 lbs Vert. Component = Total = 2918.6 Its R.M. 8,503.5 * Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning 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 Overturning Resistance, Tilt I 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 Defl @ Top of Wall (approximate only) 0.041 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. Lsurcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Slidlnç & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning 2.49 OK Sliding = 2.26 OK Total Bearing Load = 1,801 lbs resultant ecc. = 5.70 in Soil Pressure @ Toe = 1,002 pet OK Soil Pressure @, Heel = 78 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,403 psf ACl Factored @ Heel = 110 psf Footing Shear @ Toe = 5.7 psi OK Footing Shear@ Heel = 3.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 786.5 lbs less 100% Passive Force = - 1,054.2 lbs less 100% Friction Force = - 720.3 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK 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 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 Ft ft = 0.00 Wall Material Above "lit" = Masonry Design Method = ASD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at Edge Design Data fb/FB + fa/Fa 0.306 Total Force @ Section Service Level lbs= 416.0 Strength Level lbs = Moment... Actual Service Level ft-# = 554.7 Strength Level ft-# = Moment ..... Allowable = 1,812.8 Shear ..... Actual Service Level psi = 4.5 Strength Level psi = Shear.....Allowable psi= 448 Anet (Masonry) in2 = 91.50 Rebar Depth 'd' in = 5.25 Masonry Data I'm psi' 1,500 Fs psi= 20,000 Solid Grouting = Yes Modular Ratio 'n' 21.48 Wall Weight psi = 78.0 - Short Term Factor = 1.000 Equiv. Solid Thick. in 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data Ic p51= Fy psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 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 (Strength Level) Mike Surprenant &Associates Title Viola Hoover St. Page: 4 Job#:18109 Dsgnr: TC Date: 1I JUN 2O1B Description.... Site Wall #2 This Wallin File: F,Projects\2018\18063-Vioia-Hoover Street-Wright03-EngineeringCalc Ten RetainPro (c) 1981-2017, Build 11.17.11.03 License: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 [Criteria Retained Height = 4.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft [Soil Data 1 Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 52.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pot Soil Density, Toe = 0.00 pcf FootingpjSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Mike Surprenant & Associates Title Viola- Hoover St. Page: S Job #:18109 Dsgnr: TC Date: 1IJUN2018 Description.... NLI Site Wall #2 This Wall In File: F:\Projects\2018\18063-Viola-'Hoover Street-Wright\03-Engineering\Calc Templates\V RetainPro (c) 1981-2017, Build 11.11.11.03 License: W-0!3 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width = 1.331t Heel Width = 2.00 Total Footing Width = 3.33 Footing Thickness = 18.00 in Key Width = 8.00 in Key Depth = 12.00 in Key Distance from Toe = 1.33 ft 2.500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min, As% 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Footing Design Results j Toe Heel Factored Pressure = 1,403 110 psf Mu': Upward = 1,093 251 ft-# Mu': Downward = 349 887 ft-# Mu: Design = 745 636 ft-# Actual 1-Way Shear = 5.66 2.98 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = #5 @ 18.00 in Heel Reinforcing = #5@ 16.00 in Key Reinforcing = #5 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phl*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu <phi*5*lambda*sqrt(1c)*Sm Key: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5© 9.57 in #6@ 13.58 in 1.30 in2 0.39 in2 At If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in Summary of Overturning & Resisting Forces & Moments I Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 786.5 1.83 1,441.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 786.5 O.T.M. 1,441.9 Resisting/Overturning Ratio = 2.49 Vertical Loads used for Soil Pressure = 1,800,9 lbs RESISTING..... Force Distance Moment lbs ft ft-# Soil Over Heel = 57 2.67 1,564.2 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 0.67 Surcharge Over Toe = Stem Weight(s) = 364.3 1.67 607.0 Earth ©Stem Transitions= Footing Weight = 749.9 1.67 1,249.8 Key Weight = 100.0 1.67 166.6 Vert. Component Total = 1,800.9 lbs R.M. 3,567.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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 Overturning Resistance. Tilt I 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 Deft @ Top of Wall (approximate only) 0.039 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.