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Home My WebLink AboutCDP 2020-0044; GIBSON FAMILY RESIDENCE; STRUCTURAL CALCULATIONS; 2021-07-01 Structural Calculations (Site Wall Calculations – Plan Check Corrections) Project Gibson Residence / 21140 Park Drive / Hillside Drive Carlsbad, California 92008 Prepared For Dale J. Clark BHA, Inc. 5115 Avenida Encinas, Suite L Carlsbad, California 92008 7-1-21 Mailing: 3525 Del Mar Heights Road, #331, San Diego, California 92130 Physical: 12625 High Bluff Drive, Suite 106, San Diego, California 92130 Office Phone: (858) 201-3072 Cell Phone: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com David Thomas Engineering, A.P.C. Structural Engineering Services CORRECTION RESPONSE Correction #1: See added detail for opening at bottom of basin retaining wall in coordination with Section C-C. Correction #2: See updated Structural Design Criteria with added active pressure for 2:1 slope. See also provided updated Soils Letter with added parameters. Correction #3: See updated Structural Details with details 6 and 7 removed since they do not apply to project. Correction #4: See attached revised retaining wall calculation per updated parameters and updated basin retaining wall detail. Job ___Gibson Site Walls 21140___ Calculated by _________DT__ Date ___7-1-21___ David Thomas Engineering David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 1 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside 6.50 1.00 0.00 36.00 1,500.0 63.0 0.0 347.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 116.00=pcf = Soil Density, Heel =Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction =0.380 Soil height to ignorefor passive pressure =6.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= Earth Pressure Seismic Load Load at top of Inverted Triangular Distribution . . . . . . .=17.000 (Strength) Total Strength-Level Seismic Load. . . . .= 47.600Total Service-Level Seismic Load. . . . .= 68.000 lbs lbspsf Method : Inverted Triangular Design Summary Wall Stability RatiosOverturning =1.67 OK Sliding =1.52 OK Total Bearing Load =2,160 lbs...resultant ecc.=20.99 in Soil Pressure @ Toe =822 psf OKSoil Pressure @ Heel =0 psf OK Allowable =1,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,151 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =11.5 psi OK Footing Shear @ Heel =0.5 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =2,063.6 lbs less 67 % Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 820.8 2,324.9 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 8.00 Rebar Size =##4 7 Rebar Spacing =16.00 8.00 Rebar Placed at =4.625 4.625Design Data fb/FB + fa/Fa =0.201 0.961 Total Force @ Section =232.7 1,396.5lbs Moment....Actual =211.7 3,145.4ft-# Moment.....Allowable =1,045.4 3,270.5ft-# =2.5 15.3psi Shear.....Allowable =44.5 45.5psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=4.63in 4.63 Masonry Data f'm =1,500 1,500psi Fs =psi 20,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50 91.50in2 Page : 1 ~-------• ~I------i ~-------• ~I _____ ___.J I~-------• • • ~-------•--------- David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 2 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside 6.33 0.67 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key DepthKey Width =in=in = 12.000.00 0.00 ft Footing Thickness =in 7.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm Not req'd: Mu < phi*5*lambda*sqrt(f'c)*Sm =None Spec'd = = = == 1,151 166,268 174,174 -5,851 11.5240.00 Heel: 0 0 0 0 0.4940.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =None Spec'd Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 2.720.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =47.6 = = 3.17= = =Seismic Earth Load = 5.33 253.9 Stem Weight(s) = 585.0 6.67 3,899.8 Earth @ Stem Transitions =Footing Weight = 1,574.9 3.50 5,512.0 Key Weight = 0.50 Added Lateral Load lbs =5,629.9 Vert. Component Total = 2,159.9 9,411.8* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,063.6 O.T.M. = Resisting/Overturning Ratio =1.67 Vertical Loads used for Soil Pressure =2,159.9 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,016.0 2.67 5,376.0 Hydrostatic Force Page : 2 David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 3 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside 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 Defl @ Top of Wall (approximate only)0.024 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. Page : 3 I David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 4 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.00 ft above top of footing Calculated Rebar Stress,fs = 4049.24 Lap Splice length for #4 bar specified in this stem design segment =20.00 in Lap Splice length for #7 bar extending up into this stem design segment from below =35.00 in Development length for #4 bar specified in this stem design segment =12.00 in Development length for #7 bar extending up into this stem design segment from below =12.00 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 11131.30 Lap Splice length for #4 bar extending down into this stem design segment from above =20.00 in Lap Splice length for #7 bar specified in this stem design segment =35.00 in Development length for #4 bar extending down into this stem design segment from above =12.00 in Development length for #7 bar specified in this stem design segment =19.48 in Hooked embedment length into footing for #7 bar specified in this stem design segment =9.80 in As Provided =0.9000 in2/ft As Required =0.4723 in2/ft Page : 4 David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 5 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside Page : 5 3'-0" 8" w/ #4@ 16 " Solid Grout 8" w/#7@8" Solid Grout .... ...... T-6" 1' fi,. 6'-4" David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 6 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside Page : 6 Pp= 2324.90# ..__ ____ ___, ~======-=--=--=--=--=--~-------'L----__. p=====-... Ill CL (D (".I ~ ~ ID 2016# 48# ■ Hyd' ostati c Force ■ Lat al esrttt JXessure due to lh:e soil BELOW wat table ■ Seismic I atera.l earth pre.su e David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 7 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside Wall:Concrete Masonry Designer to determine bar cutoff locations 7.50 ft 6.50 ft 4.00 ft 0.00 ft 0.0 lbs 160.0 lbs 320.0 lbs 480.0 lbs 640.0 lbs 800.0 lbs 960.0 lbs 1,120.0 lbs 1,280.0 lbs 1,440.0 lbs Applied Shear Diagram Top of Soil Page : 7 David Thomas Engineering Structural Engineering Services (858) 201-3072 david@dtengsd.comwww.dtengsd.com Title :BasinSite Wall Page : 8 Dsgnr:David Thomas Date:1 JUL 2021 Description.... Basin Site Wall **Revised** This Wall in File: Z:\Shared\DTE Team Folder\0 - Project Folders\2021\21140~Gibson Site Wall~BHA\Eng RetainPro (c) 1987-2019, Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06060528License To : David Thomas Engineering Project Name/Number : gibson reside Wall:Concrete Masonry Allowable Moment Lines:Concrete Masonry Designer to determine bar cutoff locations 7.50 ft 6.50 ft 4.00 ft 0.00 ft 0.0 ft-# 360.0 ft-# 720.0 ft-# 1,080.0 ft-# 1,440.0 ft-# 1,800.0 ft-# 2,160.0 ft-# 2,520.0 ft-# 2,880.0 ft-# 3,240.0 ft-# Applied Moment Diagram Top of Soil Actual = 211.7Allow. = 1,045.4ft-# Mu = 3,145.4MnPhi = 3,270.5ft-# Page : 8