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Project Name/Number : miles retaini
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<br />for your program. Description....
<br />This Wall in File: Q:\2021\2210579\20_STR\NON_CAD\CALCs\Miles Retaining Wall\miles retaining wall.RP
<br />Page: 1
<br />Date: 17 NOV 2022
<br />Ketain Pro (c) 1997-2019, build 11.20.03.31
<br />License: KW-06057224 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
<br />License To: AHBL, INC
<br />Criteria
<br />Retained Height =
<br />5.50 ft
<br />Wall height above soil =
<br />0.50 ft
<br />Slope Behind Wall =
<br />0.00
<br />Height of Soil over Toe =
<br />6.00 in
<br />Water height over heel =
<br />0.0 ft
<br />Surcharge Loads
<br />Surcharge Over Heel = 100.0 psf
<br />Used To Resist Sliding & Overturning
<br />Surcharge Over Toe = 0.0
<br />Used for Sliding & Overturning
<br />Axial Load Applied to Stem I
<br />Axial Dead Load = 0.0 Ibs
<br />Axial Live Load = 0.0 Ibs
<br />Axial Load Eccentricity = 0.0 in
<br />Earth Pressure Seismic Load
<br />Method : Uniform
<br />Multiplier Used = 5.000
<br />(Multiplier used on soil density)
<br />Design Summary i
<br />Wall Stability Ratios
<br />Overturning =
<br />Sliding =
<br />Slia�ng afety factor>1.1 acceptabl
<br />f i iti� es seis nic oad
<br />l Bearing boa =
<br />...resultant ecc. _
<br />fou
<br />Soil Data
<br />Allow Soil Bearing = 3,333.0 sf INCLUDES 1/;
<br />Equivalent Fluid Pressure Method _ INCR FOR SH
<br />Active Heel Pressure = 35.0 psf/ft TERM SEISMI
<br />LOADING
<br />Passive Pressure = 250.0 psf/ft
<br />Soil Density, Heel = 140.00 pcf
<br />Soil Density, Toe = 140.00 pcf
<br />FootingIlSoil Friction = 0.525
<br />Soil height to ignore
<br />for passive pressure = 12.00 in
<br />Lateral Load Applied to Stem
<br />Lateral Load = 0.0 #/ft
<br />...Height to Top = 0.00 ft
<br />...Height to Bottom = 0.00 ft
<br />Load Type = Wind (W)
<br />(Service Level)
<br />Wind on Exposed Stem = 0.0 psf
<br />(Service Level)
<br />Adjacent Footing Load
<br />Adjacent Footing Load = 0.0 Ibs
<br />Footing Width = 0.00 ft
<br />Eccentricity = 0.00 in
<br />Wall to Ftg CL Dist = 0.00 ft
<br />Footing Type Line Load
<br />Base Above/Below Soil = 0.0 ft
<br />at Back of Wall
<br />Poisson's Ratio = 0.300
<br />Uniform Seismic Force = 32.500
<br />Total Seismic Force = 211.250 �5H SEISMIC LATERAL LOAD
<br />PER SOILS REPORT
<br />Stem Construction i
<br />Design Height Above Ftg ft =
<br />Wall Material Above "Ht" _
<br />e
<br />1.73 OK Design Method =
<br />1.49 Ratio < 1.5! Thickness -
<br />--17 -
<br />Rebar Size -
<br />2,680 Ibs Rebar Spacing =
<br />9.51 in R b 'Di d t -
<br />Soil Pressure @ Toe = 2,525 psf OK
<br />Soil Pressure @ Heel = 0 psf OK
<br />Allowable = 3,333 psf
<br />Soil Pressure Less Than Allowable
<br />ACI Factored @ Toe = 3,536 psf
<br />ACI Factored @ Heel = 0 psf
<br />Footing Shear @ Toe = 0.5 psi OK
<br />Footing Shear @ Heel = 13.7 psi OK
<br />Allowable = 82.2 psi
<br />Sliding Calcs
<br />Lateral Sliding Force = 1,049.8 Ibs
<br />less 100% Passive Force = - 156.3 Ibs
<br />less 100% Friction Force = - 1,407.0 Ibs
<br />Added Force Req'd = 0.0 Ibs OK
<br />....for 1.5 Stability = 11.4 Ibs NG
<br />Sliding safety factor>1.1 acceptable
<br />if includes seismic load
<br />e aace a -
<br />Design Data
<br />fb/FB + fa/Fa =
<br />Total Force @ Section
<br />Service Level Ibs =
<br />Strength Level Ibs =
<br />Moment.... Actual
<br />Service Level ft# =
<br />Strength Level ft# =
<br />Moment..... Allowable =
<br />Shear..... Actual
<br />Service Level psi =
<br />Strength Level psi =
<br />Shear..... Allowable psi =
<br />Anet (Masonry) in2 =
<br />Rebar Depth 'd' in =
<br />Masonry Data
<br />fm psi =
<br />Fs psi =
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />Lateral Load Applied to Stem
<br />Lateral Load = 0.0 #/ft
<br />...Height to Top = 0.00 ft
<br />...Height to Bottom = 0.00 ft
<br />Load Type = Wind (W)
<br />(Service Level)
<br />Wind on Exposed Stem = 0.0 psf
<br />(Service Level)
<br />Adjacent Footing Load
<br />Adjacent Footing Load = 0.0 Ibs
<br />Footing Width = 0.00 ft
<br />Eccentricity = 0.00 in
<br />Wall to Ftg CL Dist = 0.00 ft
<br />Footing Type Line Load
<br />Base Above/Below Soil = 0.0 ft
<br />at Back of Wall
<br />Poisson's Ratio = 0.300
<br />Uniform Seismic Force = 32.500
<br />Total Seismic Force = 211.250 �5H SEISMIC LATERAL LOAD
<br />PER SOILS REPORT
<br />Stem Construction i
<br />Design Height Above Ftg ft =
<br />Wall Material Above "Ht" _
<br />e
<br />1.73 OK Design Method =
<br />1.49 Ratio < 1.5! Thickness -
<br />--17 -
<br />Rebar Size -
<br />2,680 Ibs Rebar Spacing =
<br />9.51 in R b 'Di d t -
<br />Soil Pressure @ Toe = 2,525 psf OK
<br />Soil Pressure @ Heel = 0 psf OK
<br />Allowable = 3,333 psf
<br />Soil Pressure Less Than Allowable
<br />ACI Factored @ Toe = 3,536 psf
<br />ACI Factored @ Heel = 0 psf
<br />Footing Shear @ Toe = 0.5 psi OK
<br />Footing Shear @ Heel = 13.7 psi OK
<br />Allowable = 82.2 psi
<br />Sliding Calcs
<br />Lateral Sliding Force = 1,049.8 Ibs
<br />less 100% Passive Force = - 156.3 Ibs
<br />less 100% Friction Force = - 1,407.0 Ibs
<br />Added Force Req'd = 0.0 Ibs OK
<br />....for 1.5 Stability = 11.4 Ibs NG
<br />Sliding safety factor>1.1 acceptable
<br />if includes seismic load
<br />e aace a -
<br />Design Data
<br />fb/FB + fa/Fa =
<br />Total Force @ Section
<br />Service Level Ibs =
<br />Strength Level Ibs =
<br />Moment.... Actual
<br />Service Level ft# =
<br />Strength Level ft# =
<br />Moment..... Allowable =
<br />Shear..... Actual
<br />Service Level psi =
<br />Strength Level psi =
<br />Shear..... Allowable psi =
<br />Anet (Masonry) in2 =
<br />Rebar Depth 'd' in =
<br />Masonry Data
<br />fm psi =
<br />Fs psi =
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />Adjacent Footing Load
<br />Adjacent Footing Load = 0.0 Ibs
<br />Footing Width = 0.00 ft
<br />Eccentricity = 0.00 in
<br />Wall to Ftg CL Dist = 0.00 ft
<br />Footing Type Line Load
<br />Base Above/Below Soil = 0.0 ft
<br />at Back of Wall
<br />Poisson's Ratio = 0.300
<br />Uniform Seismic Force = 32.500
<br />Total Seismic Force = 211.250 �5H SEISMIC LATERAL LOAD
<br />PER SOILS REPORT
<br />Stem Construction i
<br />Design Height Above Ftg ft =
<br />Wall Material Above "Ht" _
<br />e
<br />1.73 OK Design Method =
<br />1.49 Ratio < 1.5! Thickness -
<br />--17 -
<br />Rebar Size -
<br />2,680 Ibs Rebar Spacing =
<br />9.51 in R b 'Di d t -
<br />Soil Pressure @ Toe = 2,525 psf OK
<br />Soil Pressure @ Heel = 0 psf OK
<br />Allowable = 3,333 psf
<br />Soil Pressure Less Than Allowable
<br />ACI Factored @ Toe = 3,536 psf
<br />ACI Factored @ Heel = 0 psf
<br />Footing Shear @ Toe = 0.5 psi OK
<br />Footing Shear @ Heel = 13.7 psi OK
<br />Allowable = 82.2 psi
<br />Sliding Calcs
<br />Lateral Sliding Force = 1,049.8 Ibs
<br />less 100% Passive Force = - 156.3 Ibs
<br />less 100% Friction Force = - 1,407.0 Ibs
<br />Added Force Req'd = 0.0 Ibs OK
<br />....for 1.5 Stability = 11.4 Ibs NG
<br />Sliding safety factor>1.1 acceptable
<br />if includes seismic load
<br />e aace a -
<br />Design Data
<br />fb/FB + fa/Fa =
<br />Total Force @ Section
<br />Service Level Ibs =
<br />Strength Level Ibs =
<br />Moment.... Actual
<br />Service Level ft# =
<br />Strength Level ft# =
<br />Moment..... Allowable =
<br />Shear..... Actual
<br />Service Level psi =
<br />Strength Level psi =
<br />Shear..... Allowable psi =
<br />Anet (Masonry) in2 =
<br />Rebar Depth 'd' in =
<br />Masonry Data
<br />fm psi =
<br />Fs psi =
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />Uniform Seismic Force = 32.500
<br />Total Seismic Force = 211.250 �5H SEISMIC LATERAL LOAD
<br />PER SOILS REPORT
<br />Stem Construction i
<br />Design Height Above Ftg ft =
<br />Wall Material Above "Ht" _
<br />e
<br />1.73 OK Design Method =
<br />1.49 Ratio < 1.5! Thickness -
<br />--17 -
<br />Rebar Size -
<br />2,680 Ibs Rebar Spacing =
<br />9.51 in R b 'Di d t -
<br />Soil Pressure @ Toe = 2,525 psf OK
<br />Soil Pressure @ Heel = 0 psf OK
<br />Allowable = 3,333 psf
<br />Soil Pressure Less Than Allowable
<br />ACI Factored @ Toe = 3,536 psf
<br />ACI Factored @ Heel = 0 psf
<br />Footing Shear @ Toe = 0.5 psi OK
<br />Footing Shear @ Heel = 13.7 psi OK
<br />Allowable = 82.2 psi
<br />Sliding Calcs
<br />Lateral Sliding Force = 1,049.8 Ibs
<br />less 100% Passive Force = - 156.3 Ibs
<br />less 100% Friction Force = - 1,407.0 Ibs
<br />Added Force Req'd = 0.0 Ibs OK
<br />....for 1.5 Stability = 11.4 Ibs NG
<br />Sliding safety factor>1.1 acceptable
<br />if includes seismic load
<br />e aace a -
<br />Design Data
<br />fb/FB + fa/Fa =
<br />Total Force @ Section
<br />Service Level Ibs =
<br />Strength Level Ibs =
<br />Moment.... Actual
<br />Service Level ft# =
<br />Strength Level ft# =
<br />Moment..... Allowable =
<br />Shear..... Actual
<br />Service Level psi =
<br />Strength Level psi =
<br />Shear..... Allowable psi =
<br />Anet (Masonry) in2 =
<br />Rebar Depth 'd' in =
<br />Masonry Data
<br />fm psi =
<br />Fs psi =
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />Soil Pressure @ Toe = 2,525 psf OK
<br />Soil Pressure @ Heel = 0 psf OK
<br />Allowable = 3,333 psf
<br />Soil Pressure Less Than Allowable
<br />ACI Factored @ Toe = 3,536 psf
<br />ACI Factored @ Heel = 0 psf
<br />Footing Shear @ Toe = 0.5 psi OK
<br />Footing Shear @ Heel = 13.7 psi OK
<br />Allowable = 82.2 psi
<br />Sliding Calcs
<br />Lateral Sliding Force = 1,049.8 Ibs
<br />less 100% Passive Force = - 156.3 Ibs
<br />less 100% Friction Force = - 1,407.0 Ibs
<br />Added Force Req'd = 0.0 Ibs OK
<br />....for 1.5 Stability = 11.4 Ibs NG
<br />Sliding safety factor>1.1 acceptable
<br />if includes seismic load
<br />e aace a -
<br />Design Data
<br />fb/FB + fa/Fa =
<br />Total Force @ Section
<br />Service Level Ibs =
<br />Strength Level Ibs =
<br />Moment.... Actual
<br />Service Level ft# =
<br />Strength Level ft# =
<br />Moment..... Allowable =
<br />Shear..... Actual
<br />Service Level psi =
<br />Strength Level psi =
<br />Shear..... Allowable psi =
<br />Anet (Masonry) in2 =
<br />Rebar Depth 'd' in =
<br />Masonry Data
<br />fm psi =
<br />Fs psi =
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />e aace a -
<br />Design Data
<br />fb/FB + fa/Fa =
<br />Total Force @ Section
<br />Service Level Ibs =
<br />Strength Level Ibs =
<br />Moment.... Actual
<br />Service Level ft# =
<br />Strength Level ft# =
<br />Moment..... Allowable =
<br />Shear..... Actual
<br />Service Level psi =
<br />Strength Level psi =
<br />Shear..... Allowable psi =
<br />Anet (Masonry) in2 =
<br />Rebar Depth 'd' in =
<br />Masonry Data
<br />fm psi =
<br />Fs psi =
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />Vertical component of active lateral soil pressure IS NOT Solid Grouting =
<br />considered in the calculation of soil bearing pressures. Modular Ratio'n' _
<br />Load Factors -
<br />Building Code
<br />Dead Load
<br />Live Load
<br />Earth, H
<br />Wind, W
<br />Seismic, E
<br />IBC 2018,AC1
<br />1.200
<br />1.600
<br />1.600
<br />1,000
<br />1.000
<br />Bottom
<br />Stem OK
<br />0.00
<br />Concrete
<br />LRFD
<br />8.00
<br /># 5
<br />18.00
<br />Edge
<br />0.472
<br />1,245.8
<br />2,649.4
<br />5,612.6
<br />16.8
<br />94.9
<br />6.19
<br />Wall Weight psf = 100.0
<br />Short Term Factor =
<br />Equiv. Solid Thick. _
<br />Masonry Block Type = Medium Weight
<br />Masonry Design Method = ASD
<br />Concrete Da
<br />fc psi =
<br />Fy � � psi =
<br />4,000.0
<br />60.000.0
<br />
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