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HomeMy WebLinkAboutCDP 2016-0005; KLOVANISH RESIDENCE; RETAINING WALL CALCULATIONS; 2019-04-3014 COFFEY ENGINEERING, INC. Retaining Wall Calculations Kiovanish Residence Adams Street Carlsbad, CA 92008 CDP 2016-0005 GR 2017-0026 DWG 503-9A, CC REV 1 RE C" fl, T [) JUN 17 2019 Prepared For:ENGINEEHING LAND DEVLLO;'MENT Steve Kiovanish & Crystal Hollins and The City of Carlsbad J. I! No. 0076074 April 30, 2019 9666 BUSINESSPARK AVENUE SUITE 201 SAN DIEGO, CA 92131 PHONE: (858)831-0111 FAx: (858) 831-0179 COFFEY ENGINEERING, INC. April 30, 2019 Crystal Hollins and Steve Kiovanish 12721 Carlsbad Blvd Carlsbad, CA 92008 RE: Retaining Wall Calculations Report 4436 Adams Street, Carlsbad, CA 92008 (Our Job No. 2016-08 8) Dear Crystal and Steve: In accordance with your request, you will find enclosed our retaining wall calculations for the above- referenced project. Site-specific design criteria and soil characteristics were derived from the soils report "Geotechnical Investigation and Foundation. Recommendations Proposed New Residence to be located at Adams Avenue (APN 206-180-4100) Carlsbad, California 92008, EDG Project No. 165564-1, dated March 25th, 2016. If, during construction, any of the site conditions vary significantly from those proposed in our calculations and details, this office should be contacted for recommendations, and a revision to the calculations and/or plans may be required. The plans, including the detailed section designs, shall remain a full part of this report. We appreciate this opportunity to be of service to your project. Thank you. Sincerely, Daniel Valdez Date RICE 76074 Exp. 6-30-20 No. C076074 9666 BUSINESSPARK AVENUE SUITE 201 SAN DIEGO, CA 92131 PHONE: (858) 831-0111 FAx: (858) 831-0179 Coffey Engineering, Inc. 9665 Businesspark Avenue, Suite 210 San Diego, CA 92131 K ::, (858) 831-0111 p -4o JOB SHEET NO.trfSOF CALCULATED BY DATE 1 / CHECKED BY DATE -A4E cH Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure = 268.6 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 30.00 in Retained Height = 6.00 ft Wall height above soil = 3.50 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 30.00 in Water height over heel = 0.0 ft 3rd 2nd Bottom Stem OK Stem OK 6.00 3.33 0.00 Fence Masonry Masonry ASD ASD LRFD 8.00 12.00 #5 #5 16.00 16.00 Center Edge Project Name/Number : 0nish Res Title R.6 : Page : Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description.... 6' high RW- 3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 - Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: COFFEY ENGINEERING, INC. Criteria I I Soil Data I I Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in LDesign Summary I Wall Stability Ratios Overturning = 3.05 OK Sliding = 1.56 OK Total Bearing Load = 8,257 lbs resultant ecc. = 6.82 in Load Factors Building Code CBC 2019,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.300 Seismic, E 1.000 LLateral Load Applied to Stem Lateral Load = 200.0 #/ft ...Height to Top 9.50 ft ...Height to Bottom = 8.70 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) L Stem Construction I- Design Height Above Ftg ft= 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 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 = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi= Fs psi= Solid Grouting = Adjacent Footing Load I 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 0.707 0.851 338.2 1,060.0 1,081.8 3,256.0 1,526.9 3,820.4 7.1 14.5 45.5 46.5 47.54 73.02 3.75 9.00 1,500 24,000 No 21.48 103.0 1.000 8.50 Soil Pressure @ Toe = 1,937 psf OK Soil Pressure @ Heel = 604 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,277 psf ACI Factored @ Heel = 710 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 16.6 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,808.0 lbs less 100% Passive Force = - 1,492.0 lbs less 100% Friction Force = - 2,889.9 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 Modular Ratio 'n' = considered in the calculation of soil bearing pressures. - 1,500 24,000 No 21.48 vvarr vvo,j, it pr - 66.0 - Short Term Factor = 1.000 Equiv. Solid Thick. = 5.80 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data f'c psk' Fy psi' Toe Width = 0.25 ft Heel Width = 6.25 Total Footing Width = 6.50 Footing Thickness = 20.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 3.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ lop 2.00 @ Btm.= 3.00 in Stem Weight(s) = 519.2 0.69 360.0 Earth @ Stem Transitions= 106.8 1.08 115.7 Footing Weight = 1,625.0 3.25 5,281.3 Key Weight = 3.50 Vert. Component 1,323.9 6.50 8,605.4 Total = 8,256.8 lbs R.M. 32,946.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Total 2,808.0 O.T.M. 1U,8U5.b Resisting/Overturning Ratio = 3.05 Vertical Loads used for Soil Pressure = 8.256.8 lbs Project Name/Number: Omish Res Title R.6 : Page : 2 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description.... 6' high RW- 3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 - Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: COFFEY ENGINEERING, INC. Footing Dimensions & Strengths I Footing Design Results I Toe Heel Factored Pressure = 2,277 710 psf Mu': Upward = 71 15,594 ft-# Mu': Downward = 72 36,654 ft-# Mu: Design = -2 21,060 ft-# Actual 1-Way Shear = 1.61 16.62 psi Allow 1-Way Shear = 40.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 6 @ 11.99 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Heel: #4@ 5.55 in, #5 8.60 in, #6@ 12.21 in, #7@ 16.66 in, #8@ 21.93 in, #9@ 27. Key: No key defined Min footing T&S reinf Area 2.81 in2 Min footing T&S reinf Area per foot 0.43 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5© 17.22 in #6@ 12.22 in #6@ 24.44 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,648.0 3.43 9,084.0 Soil Over Heel = 3,780.0 3.88 14,647.5 Surcharge over Heel = Sloped Soil Over Heel = 826.9 4.75 3,927.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 160.0 10.77 Load @ Stem Above Soil = Surcharge Over Heel = Adjacent Footing Load = 1,722.7 Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = 75.0 0.13 9.4 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. Tilt 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 @ lop of Wall (approximate only) 0.079 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. Project Name/Number: ish Res Title R.6 : Page : 3 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description.... 6 high RW- 3-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 - Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: COFFEY ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.33 ft above top of footing Calculated Rebar Stress,fs = 17003.99 Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Lap Splice length for #5 bar extending up into this stem design segment from below = 25.00 in Development length for #5 bar specified in this stem design segment = 21.25 in Development length for #5 bar extending up into this stem design segment from below = 21.25 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 20454.48 Lap Splice length for #5 bar extending down into this stem design segment from above = 38.35 in Lap Splice length for #5 bar specified in this stem design segment = 38.35 in Development length for #5 bar extending down into this stem design segment from above = 38.35 in Development length for #5 bar specified in this stem design segment = 38.35 in Hooked embedment length into footing for #5 bar specified in this stem design segment= 10.50 in As Provided = 0.2325 in2/ft As Required = 0.2031 in2/ft Project Name/Number: fish Res Title R.6 Page : 4 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description.... 6' high RW- 3'-6" ft exposed wail and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 - Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall Code: CBC2O19ACI 318-14,TMS402-16 License To: COFFEY ENGINEERING, INC. 2-6 Fence 8w/#5@ 16° 12" wl #5@ 16" 6-0" 9-6° F-611 #6@12' @Heel Pp= 1492OO Project Name/Number: nish Res Title R.6 : Page : 5 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description.... 6' high RW- 3'-6" ft exposed wail and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 - Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14TMS 402-16 License To: COFFEY ENGINEERING, INC. 200.00psf............. 2808# 0. CO04 Co CO C'D CD C') a) (0 Project Name/Number : nish Res Title R.6 Page : 6 Dsgnr: Coffey Engineering Date: 29 .AN 2019 Description... 6 high RW- 3-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\201 6-088 - Klovanish ResJdence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : COFFEY ENGINEERING, INC. U Applied Shear Diagram 0.00 ft al= li81.8 a. = 1,56.9ft-# I 3.33 Project Name/Number : I iish Res Title R.6 : Page : 7 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description... 6 high RW- 3-6 ft exposed wall and 2:1 backfill This Wall in File: \\CE ISERVER\CoffeyEng\Jobs\2016 Jobs\201 6-088 - Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 1118.12.04 License: KW-06058682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : COFFEY ENGINEERING, INC. WallU Concrete 13 masonry Allowable Moment Linen Concrete U Masonry Designer to determine bar cutoff locations 420.0 ft-# 1,260.0 ft-# 2,100.0 ft-# 2,940.0 ft-# 3,780.0 ft-# 0.0 ft-# 840.0 ft-# 1,680.0 ft-# 2,520.0 ft-# 3,360.0 ft-# 9.50 ft I 'Applied Moment Diagram Mu = 3,256.0 - MnPhi = 3,820.4f