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HomeMy WebLinkAboutCT 2017-0005; 800 GRAND AVENUE; MASONRY RETAINING WALL CALCULATIONS; 2020-09-01I I I I I I I I I I I I I I I I I I MASONRY RETAINING WALL CALCULATIONS CT 2017-0005 GR 2018-0036 FOR Grand West 972 & 988 Grand Avenue Carlsbad, CA 92008 PREPARED BY: MASSON & ASSOCIATES, INC. 200 E. WASHINGTON, SUITE 200 ESCONDIDO, CA 92025 (760) 741-3570 P.N. 16277 Updated Tuesday, September 1, 2020 By: Douglas R.C.E. 17706, exp. 6-30-2021 RECE WED SEP29 2020 LAND DEVELOPMENT ENGINEERING OWNER: Arie E de Jong, III and Silva de Jong 807 E. Mission Avenue Carlsbad, CA 92008 I I I I I I I I I I I I I I I I I I I PROJECT NO. 16277 Rev. August 21, 2019 TABLE OF CONTENTS Loads and Soil Design Parameters Design Parameters Retaining Wall Calculations Wall "A" 6'-0" High Masonry/Concrete (Restrained against sliding) Wall "B" 4'-8" High Masonry (Restrained against sliding) Wall "C" 4'-8" High Masonry (Restrained against sliding) MASONRY RETAINING WALL SPECIFICATIONS AND NOTES GOVERNING BUILDING CODE - CBC 2016 - SOIL DESIGN PARAMETERS - FROM PRELIMINARY GEOTECHNICAL INVESTIGATION BY CTE, INC. DATED MAY 31, 2017. PROJECT NO. 10-13643G UNIT WEIGHT OF SOIL 135 PCF ACTIVE SOIL PRESSURE (EFP) LEVEL BACKFILL - UNRESTRAINED 30 PCF PASSIVE SOIL PRESSURE (MAX OF 2/3 OF TOTAL LATERAL RESISTANCE) LEVEL 250 PSF (2 KSF MAX) I I I I I I COEFFICIENT OF FRICTION SOIL BEARING PRESSURE 0.3 2,500 PSF WALL DESIGN PARAMETERS - MASONRY BLOCK DESIGN PER ACI 530 . ALL BLOCK SHALL BE TYPE "N" GROUTED SOLID WITH F'M = 1,500 PSI CONCRETE DESIGN PER ACI 318 - FOOTING CONCRETE SHALL HAVE A COMPRESSIVE STRENGTH OF: F'c = 2,500 PSI MINIMUM MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,800 PSI. GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. REINFORCING STEEL - REINFORCING STEEL SHALL BE DEFORMED BARS COMPLYING WITH ASTM SPECIFICATION A615-85, GRADE 40 OR 60. REINFORCING STEEL LAP DISTANCE SHALL BE A MINIMUM OF 40 BAR DIAMETERS. FOR 8" AND 12" WALLS, ONE BAR SHALL BE PLACED LONGITUDINALLY IN THE CENTER OF THE WALL (#4 BAR @ 16" O.C.). NOTES: ALL CELLS SHALL BE FILLED SOLID WITH GROUT. STOP GROUT 2" BELOW TOP OF MASONRY UNITS WHEN GROUTING OF A SECOND LIFT IS TO BE CONTINUED AT A LATER TIME. TO ENSURE PROPER BONDING BETWEEN THE FOOTING AND THE FIRST COURSE OF BLOCK, A 2" HIGH BY 4" WIDE (NOMINAL) MORTAR KEY SHALL BE FORMED IN THE FOOTING. AS AN ALTERNATIVE THE FIRST COURSE OF BLOCK MAY BE SET INTO THE FRESH CONCRETE AND A GOOD BOND IS VERTICAL CONTROL JOINTS SHALL BE PLACED AT 32 FOOT INTERVALS. JOINTS SHALL BE DESIGNED TO RESIST SHEAR AND OTHER LATERAL FORCES WHILE PERMITTING LONGITUDINAL MOVEMENT. VERTICAL EXPANSION JOINTS SHALL BE PLACED AT 96 FOOT INTERVALS. JOINTS SHALL BE DESIGNED TO RESIST SHEAR AND OTHER LATERAL FORCES WHILE PERMITTING LONGITUDINAL MOVEMENT. I I I LI I I I I I I H I I Adjacent Footing Load Adjacent Footing Load = 1,000.0 lb Footing Width = 1.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 6.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK 3.33 0.00 Masonry Concrete ASD LRFD 6.00 6.25 #5 #5 16.00 16.00 Edge Edge fm psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Wall Weight psf = 58.0 - Short Term Factor = 1.000 Equiv. Solid Thick. = 5.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= Fy psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind,W 1.300 Seismic, E 1.000 Project Name/Number: carlesbad gra Use menu item Settings> Printing & Title Block Title WALL "A" 6'-0" High Masonry/Conc Page: 1 to set these five lines of information Dsgnr: DWM Date: 7 MAY 2019 for your program. Description.... Stormwater Basins I and 3 This Wall in File: \sbssvr\redirectedfolders\doug\my documents\retainpro 10 project files\carlesbad License: KW-06057269 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 I In TA . MAQQM 2 AQCrr'IATe IkIf I I I I I I I I I I Height of Soil over foe = 0.00 In = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 50.0 psf Lateral Load ,. = 0.0 #Ift Used To Resist Sliding & Overturning .. .Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (\N) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 20.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in I Design Summary r Stem Construction 3rd Wall Stability Ratios Design Height Above Ftg ft = 6.00 Overturning = 1.52 OK Wall Material Above "Ht" = Fence Slab Resists All Sliding I Desion Method = Total Bearing Load = 1,915 lbs resultant ecc. = 17.05 in I Soil Pressure @ Toe = 1,097 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf I Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,535 psf ACI Factored @ Heel 0 psf Footing Shear © Toe = 8.8 psi OK I Footing Shear © Heel = Allowable = 3.2 psi OK 75.0 psi Sliding Calcs Lateral Sliding Force = 1,320.7 lbs LII I I I I Criteria Retained Height = 5.83 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 Soil Data Allow Soil Bearing = 2500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 30.0 psf/ft 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= Miqnnr, Data 78.1 2,000.0 60,000.0 0.851 0.935 116.6 259.7 1,500.9 339.9 784.2 4,008.0 920.6 4,283.9 3.8 28.2 45.1 67.1 67.50 2.75 4.44 I I Project Name/Number: carlesbad gra Use menu Item Settings> Printing & Title Block Title WALL "A" 6'-0" High Masonry/Conc Page 2 to set these five lines of information Dsgnr: DWM Date: 7 MAY 2019 I for your program. Description.... Stormwater Basins I and 3 I This Wall in File: \\sbssvr\redirectedfolders\doug\my documents\retainpro 10 project flles\carlesbad RetainPro (c) 1987-2019, Build 11.19.03.08 Cantilevered License KW-06057269 Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: MASSON & ASSOCIATES, INC. Concrete Stem Rebar Area Details I Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2162 1n2/ft (4/3) * As: 0.2883 in2/ft Min Stem T&S Reinf Area 0.500 in2 200bd/fy : 200(12)(4.4375)/60000: 0.1775 in2/ft Min Stem T&S Reinf Area per ft of stem Height :0.150 in2/ft I 0.0018bh : 0.0018(12)(6.25): 0.135 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2162 in2/ft #4@ 16.00 in #4@ 32.00 in Provided Area: 0.2325 in2/ft #5@ 24.80 in #5@ 49.60 in I Maximum Area: 0.4809 in2/ft #6@ 35.20 in #6@ 70.40 in [Footing Dimensions & Strengths • I Footing Design Results • Toe Width = 4.17 ft Toe B-W I Heel Width 1.00 Factored Pressure = 1,535 0 psf Total Footing Width 5.17 Mu': Upward = 8,059 0 ft-# Footing Thickness = 18.00 in Mu': Downward = 2,739 149 ft-# Key Width = 0.00 in Mu: Design = 5,321 149 ft-# I Key Depth 0.00 in Actual 1-Way Shear = 8.78 3.24 psi Key Distance from Toe = 5.33 Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = #5 © 15.99 in t'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Speed Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Mm. As % 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in 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 I Key: No key defined Min footing T&S reinf Area 2.01 in2 Min footing T&S reinf Area per foot 0.39 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: I #.4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5© 19.14 in #6© 13.58 in #6© 27.16 in Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I HL Act Pres (ab water tbl) 805.9 2.44 1,969.2 Soil Over HL (ab. water tbl) 213.8 5.00 1515.1 HL Act Pres (be water tbl) 1,220.9 Soil Over HL (be[. water tbl) 5.00 1,515.1 Hydrostatic Force Watre Table 5.00 Buoyant Force 2.59 Sloped Soil Over Heel = I Sloped Soil Over Heel = 805.9 2.44 1,969.2 Surcharge Over Heel = 24.0 4.93 118.1 Surcharge over Heel = 100.0 3.67 366.3 Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem = Adjacent Footing Load = 294.8 2.37 699.1 * Axial Live Load on Stem = I Added Lateral Load = Soil Over Toe = Load @ Stem Above Soil = 120.0 10.33 1,239.6 Surcharge Over Toe = = Stem Weight(s) 415.0 4.43 1,837.1 Earth @ Stem Transitions= 5.7 4.68 26.8 I Total = 1,320.7 O.T.M. = 5,495.1 Footing Weight 1,163.3 2.59 3,007.0 Key Weight = 5.33 Resisting/Overturning Ratio 1.52 Vert. Component = Vertical Loads used for Soil Pressure = 1,915.2 lbs Total = 1,821.7 lbs R.M.= 6,504.1 I * 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 I the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Project Name/Number: carlesbad gra Use menu item Settings> Printing & Title Block Title WALL "A" 6'-0" High Masonry/Conc Page: 3 to set these five lines of Information Dsgnr: DWM Date: 7 MAY 2019 for your program. Description.... Stormwater Basins I and 3 This Wall in File: \\sbssvr'redirectedfolders\doug\my documents\retainpro 10 project files\carlesbad RetainPro (c) 1987-2019, Build 11.19.03.08 License: KW-06057269 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: MASSON & ASSOCIATES. INC. 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 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. I I I I I I I I I I I I I I I I I I I 20.00psl (Service-Level Adj Ftg Load =1000# Ecc.h from CL I 1321# O Hydrostatic Force 0 Lateral earth pressure due to the soil BELOW water table Page: 1 Date: 7 MAY 2019 Project Name/Number: carlesbad gra Title WALL "B" 4-8" High Masonry Dsgnr: DWM Description.... Stormwater Basins I and 3 Use menu item Settings> Printing & Title Block I to set these five lines of information for your program. I CBC 2016,ACl 1.400 1.700 1.700 1.300 1.000 Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E This Wall in File: RetainPro (c) 198 License: KW-060 License To: M/ I Criteria Retained Height = 4.67 ft Wall height above soil = 3.50 It Slope Behind Wall = 0.00 cuments\retainpro 10 project files\carlesbad Cantilevered Retaining Wall Soil Data I Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psf/ft Code: CBC 2016,ACI 318-14,ACI 530-13 Design Method = ASD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.453 Total Force @ Section Service Level lbs = 480.0 Strength Level lbs = Moment .... Actual Service Level ft-#= 866.1 Strength Level ft-# = Moment.....Allowable ft-#= 1,909.1 Shear ..... Actual Service Level psi = 5.2 Strength Level psi = Shear.....Allowable = 46.4 Anet (Masonry) in2 = 91.50 Rebar Depth 'd' In = 5.25 Masonry Data I'm psi= 1,500 Fs psi = 32,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Wall Weight psf = 78.0 - Short Term Factor = 1.000 Equiv. Solid Thick. = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Design Summary Stem Construc-t-io-n----A 2nd Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 5.17 0.00 Overturning = 2.34 OK Wall Material Ahrn,p "Ht" Jnr', Mac- Slab Resists All Sliding! I I I I I 1 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootinglSoil Friction = 0.450 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 120.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning .. Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Earth (H) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in I I I I I I I I I I Total Bearing Load = 1,393 lbs ...resultant ece. = 4.21 in Soil Pressure @ Toe = 733 psf OK Soil Pressure © Heel = 147 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,026 psf ACI Factored © Heel = 206 psf Footing Shear © Toe = 12.0 psi OK Footing Shear © Heel = 8.9 psi OK Allowable = 67.1 psi Sliding Caics Lateral Sliding Force = 618.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Footing Load /uJenI rooung LO8U = U.0 ID 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 I Project Name/Number: carlesbad gra Use menu item Settings> Printing & Title Block Title WALL "B" 4'-8" High Masonry Page: 2 DWM Date: 7 MAY 2019 to set these five lines of information Dsgnr: for your program. Description.... Stormwater Basins I and 3 This Wall in File: \sbssvr'redirectedfoIders\dougmy documents\retainpro 10 project files\carlesbad RetainPro (c) 1987-2019, Build 11.19.03.08 License: KW-06067269 Cantilevered Retaining Wall Code: C13C20I6,ACI 318-14,ACI 530-13 License To: MASSON & ASSOCIATES, INC. Footing Dimensions & Strengths • Footing Design Results IM Herd Toe Width = 1.50 ft Reel Width = 1.67 Factored Pressure 1,026 206 psf Total Footing Width 3.17 Mu': Upward = 1,008 146 ft-# Footing Thickness = 9.00 in Mu': Downward = 217 721 ft-# Mu: Design = 792 575 ft-# Key Width 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 12.04 8.87 psi Key Distance from Toe = 1.67 ft Allow 1-Way Shear = 35.78 35.78 psi Toe Reinforcing = #4 © 15.99 in fc = 2,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover ©Top 2.00 @Btm.= 3.00 in Toe: Not req'd: Mu < phi*5*Iambda*sqrt(f c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Key: No key defined Min footing T&S reinf Area 0.62 in2 Min footing T&S reinf Area per foot 0.19 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4© 12.35 in #4@ 24.69 in #5@ 19.14 in #5@ 38.27 in #6@ 27.16 in #6© 54.32 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ff4 lbs ft ff4 HL Act Pres (ab water tbl) 440.6 1.81 796.1 Soil Over HL (ab. water tbl) 513.9 2.67 1,370.4 HL Act Pres (be water tbl) 493.6 Soil Over HL (bel. water tbl) 2.67 1,370.4 Hydrostatic Force Watre Table 2.67 Sloped Soil Over Heel Buoyant Force = 1.58 Sloped Soil Over Heel = 440.6 1.81 796.1 Surcharge Over Heel = 120.0 2.67 320.1 Surcharge over Heel = 177.4 2.71 480.7 Adjacent Footing Load = Surcharge Over Toe = Axial Dead Load on Stem = * Axial Live Load on Stem = Adjacent Footing Load = Added Lateral Load = Soil Over Toe = Load @ Stem Above Soil = Surcharge Over Toe = - Stem Weight(s) = 403.3 1.83 739.3 = Earth © Stem Transitions= Total 618.0 O.T.M. = 1,770.4 Footing Weight 356.3 1.58 564.2 Key Weight = 1.67 Resisting/Overturning Ratio = 2.34 Vert. Component = Vertical Loads used for Soil Pressure = 1,393.5 lbs Total 1,393.5 lbs R.M. = 2,994.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I 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. I 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 I Horizontal Del © Top of Wall (approximate only) 0.053 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. I I I I Fence I I 6' wl #4@ 16" I Solid Grout I I I 94@16-in I I I I I 11 I I I I I I Co N El Hydrostatic Force "4 Cr) 0 Lateral earth pressure due to the soil BELOW water table I I I I I I I I I I I I I I I Adjacent Footing Load Adjacent Footing Load = 0.0 lb 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 Bottom Stem OK 0.00 Masonry ASD 8.00 #4 16.00 Edge 0.453 480.0 866.1 1,909.1 5.2 46.3 91.50 5.25 I I Use menu item Settings> Printing & Title Block to set these five lines of Information for your program. Project Name/Number: carlesbad gra Title WALL "C 4-8 High Masonry Dsgnr: DWM Description.... Stormwater Basin 2 Page: 1 Date: 7 MAY 2019 This Wall in File: documents\retainpro 10 files\carlesbad License INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To: Criteria Soil Data Retained Height - 4.67 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method 0 Slope Behind Wall = 0.00 Active Heel Pressure = 30.0 psflft rieigrn WSW over Toe = 0.00 in Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads I LLateral Load Applied to Stem Surcharge Over Heel = 120.0 psf Lateral Load = 0.0 #Ift Used To Resist Sliding & Overturning Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Earth (H) (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Design Summary Ilem Construction 2nd Wall Stability Ratios Design Height Above Ftg ft= 4.83 Overturning = 2.31 OK Wall Material Above 'Ht" = Fence Slab Resists All Sliding l Design Method = Total Bearing Load = 1,369 lbs ...resultant ecc. = 4.33 in I Soil Pressure @ Toe = 727 psf OK Soil Pressure © Heel = 137 psf OK Allowable = 2,500 psI I Soil Pressure Less Than ACI Factored @ Toe = Allowable 1,018 psf ACI Factored @ Heel = 191 psf Footing Shear © Toe = 11.9 psi OK I Footing Shear Heel = Allowable = 9.1 psi OK 67.1 psi Sliding Caics Lateral Sliding Force = 618.0 lbs I I I LI I I I I I 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) 1n2 = Rebar Depth d' in= Masonry Data I'm psi= 1,500 Fs psi= 32,000 Solid Grouting = Yes Modular Ratio 'n' 21.48 Wall Weight psf = 78.0 - Short Term Factor = 1.000 Equiv. Solid Thick. = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= Fy psi= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACl Dead Load 1.400 Live Load 1.700 Earth,H 1.700 Wind,W 1.300 Seismic, E 1.000 I I I I I HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = 440.6 1.81 796.1 493.6 1.59 440.6 1.81 796.1 177.4 2.71 480.7 Total = 618.0 O.T.M. = 1,770.4 Resisting/Overturning Ratio = 2.31 Vertical Loads used for Soil Pressure = 1,369.2 lbs Project Name/Number: carlesbad gra Use menu item Settings> Printing & Title Block Title WALL "C" 4'-8" High Masonry Page: 2 to set these five lines of information Dsgnr: DWM Date: 7 MAY 2019 for your program. Description.... Stormwater Basin 2 This Wall in File: \sbssvr\redirectedfolders\doug\my documents\retainpro 10 project files\carlesbad RetainPro (c) 1987-2019, Build 11.19.03.08 License: KW-06057269 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: MASSON & ASSOCIATES, INC. Footing Dimensions & Strengths • Footing Design Results • Toe Width = 1.50 It Toe J:f1 Heel Width = 1.67 Factored Pressure = 1,018 191 psf Total Footing Width = 3.17 Mu: Upward = 999 140 ft-# Footing Thickness = 9.00 in Mu': Downward = 217 725 ft-# Key Width = 0.00 in Mu: Design = 782 584 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 11.87 9.06 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 35.78 35.78 psi Toe Reinforcing = #4 @ 15.99 in fc = 2,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Specd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.62 in2 Min footing T&S reinf Area per foot 0.19 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 12.35 in #4© 24.69 in #5© 19.14 in #5@ 38.27 in #6© 27.16 in #6© 54.32 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Soil Over HL (ab. water tbl) 515.4 2.67 1,375. Soil Over HL (bel. water tbl) 2.67 1,375. Watre Table 2.67 Sloped Soil Over Heel = Surcharge Over Heel = 120.4 2.67 321. Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 376.7 1.83 690.7 Earth © Stem Transitions= Footing Weight = 356.6 1.59 565.3 Key Weight = Vert. Component = Total 1,369.2 lbs R.M.= 2,952.5 * 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 I Horizontal Defi © Top of Wall (approximate only) 0.031 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. I I I I I I I I I I I I I I I I I I I I I 4@ 16 I Solid Grout I I 1 I #4@16.in I @Toe I I I I I I I I I I 4'-lO I I I I I I 1 I 1 I I I I I I I I I I 120.00 psI m an [J Hydrostatic Force Co E1 Lateral earth pressure due to the soil BELOW water table