Specifications - coo(y
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' 141 OFFICE COPY
MILLER
CONSULTING "Ly
ENGINEERS RECEIVE
8 E17)
JUL 182017
STRUCTURAL CALCULATIONS
BUILDING 7
U CD !
Elderberry Ridge Retaining Walls 1 'VISi01,
Tigard, Oregon
Riverside Homes
' April 17, 2017
Project No. 170456
20 pages
' Principal Checked: ARL
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EXPIRES: 12-31 -2018
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LIMITATIONS
' Miller Consulting Engineers, Inc. was retained in a limited capacity for this
project. This design is based upon information provided by the client, who
is solely responsible for accuracy of same. No responsibility and or liability
I is assumed by or is to be assigned to the engineer for items beyond that
shown on these sheets.
Engineering Practical,Diverse Structural Solutions Since 1978
9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412
Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.com
Building Code:
I 2014 Oregon Structural Specialty Code
Soils Report: Yes Soils Report by: GeoPacific Engineering,Inc. Dated: 5/22/2016
I
Soil Bearing: 1500 PSF Retaining Walls: Yes
Equivalent Fluid Pressure(active): 85 pcf PCF Passive bearing: 120 psf PCF Friction: 0.42
Structural System: Non-building Structure
Vertical System: N/A Lateral Sys: N/A
IElement
Load Type
Basic Design Value(PSF)
I Loads: Load Type
Value(PSF)
Deflection Criteria
ILateral Design Parameters:
Wind Design: N/A MPH
Exposure
IImportance Factors IW= 1.00 IE= 1.00 Is= 1.00 I;= 1.00 Risk Cat: II
(ice) (seismic) (snow) (ice)
ISeismic Design
Seismic design parameters are based on published
values from the USGS web site.
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Design Summary:
Provide stamped structural calculations and structural drawings for the proposed detention pond retaining walls.
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9570 SW Barbur Blvd Project Name Elderberry Ridge Retaining Walls Project# 170456
Suite One Hundred
grill Portland,OR 97219
I
1111)
Location Tigard, Oregon
MILLER Client Riverside Homes
Phone 503.246.1250
CONSULTING Fax 503.246.1395
I
www.miller-se.com By KAT Ck'd ARL Date 4/17/17
Page 1 of 20
ENGINEERS
GoAt_L__
rf= H TAU- G,-)A(-0
Pt-) j- ((,7
P(}--) 1--0 6 - 61:0 or I 43 ( ) (
( 5
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/3 ( if 1 ( I Er it.
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vef LA,ti > ( "z-/ ( f,5.4) -
RE 5eStilre' Z:Z, 1.5 6:-A 5LT:). 0c„,--04,3(X-V- ) )
in Addition to Water Pressure Tref-ii)
I
I at 9570 SW Barbur Blvd Project Name Elderberry Ridge Retaining Walls Project# 170456
Suite One Hundred
Portland,OR 97219
Location Tigard, Oregon
Client Riverside Homes
MILLER
Phone 503 246 1250
I CONSULTING Fax 5m0 .4411::n5.1 By
KAT Ck'd ARL Date 4/17/17
Page 2 of 20
ENGINEERS
I
I9 ft Retaining Wall W/O Seismic
RetainPro(c)
987-2016, Build 11.16.06.24
License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11
License To:MILLER CONSULTING ENGINEERS
Criteria ' Soil Data I
I
Retained Height _ 5.83 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil 2.00 ft Equivalent Fluid Pressure Method
Active Heel Pressure = 22.5 psf/ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 45.00 in Passive Pressure = 120.0 psf/ftilligainiage
IWater height over heel = 0.0 ft Soil Density, Heel125.00 pcfintatilart
Soil Density,Toe = 110.00 pcf m••
FootingljSoil Friction = 0.420 ,•r•:
I Soil height to ignore = `-• •
for passive pressure0.00 in • . • •
Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load
ISurcharge Over Heel = 0.0 psf Lateral Load = 2,254.0#/ft Adjacent Footing Load = 0.0 lbs I
Used To Resist Sliding&Overturning Height to Top = 2.16 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 1.16 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft
Load Type = Earth(H) Ftg
Load Applied to Stem ' (Service Level) Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
I Axial Load Eccentricity = 0.0 in
Design Summary I Stem Construction _Bottom
' Stem OK
Wall Stability Ratios Design Height Above Ftp, ft= 0.00
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Overturning = 3.74 OK
1.50 OK Wall Material Above"Ht" Concrete
Sliding Design Method = LRFD
Thickness = 10.00
Total Bearing Load = 3,944 lbs Rebar Size = # 5
I ...resultant ecc. = 9.75 in Rebar Spacing 10.00
Soil Pressure @Toe 793 psf OK Rebar Placed at Center
Design Data - -
Soil Pressure @ Heel = 193 psf OK fb/FB+fa/Fa = 0.905
Allowable = 1,500 psf
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Total Force @ Section
Soil Pressure Less Than Allowable Service Level lbs=
ACI Factored @ Toe 1,851 psf
ACI Factored @ Heel = 450 psf Strength Level lbs= 4,137.5
Footing Shear @ Toe = 12.9 psi OK Moment....Actual
Footing Shear @Heel = 9.1 psi OK Service Level
ft-#=
Allowable 94.9 psi Strength Level ft-#= 7,018.7
Sliding Calcs Moment Allowable = 7,757.7
Lateral Sliding Force = 2,804.7 lbs Shear Actual
Iless 100%Passive Force= - 1,450.4 lbs Service Level psi=
less 100%Friction Force = - 2,760.9 lbs Strength Level psi= 69.0
Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2
IRebar
....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0
Depth 'd' in= 5.00
Masonry Data
fm psi=
Fs psi=
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Vertical component of active lateral soil pressure IS Solid Grouting
Modular Ratio'n'
NOT considered in the calculation of soil bearing Short Term Factor =
Load Factors -- Equiv.Solid Thick. =
' Building Code IBC 2012,ACI Masonry Block Type = Medium Weight
Dead Load 1.200 Masonry Design Method = ASD
Live Load 1.600
Concrete Data
fc psi= 3,000.0
Earth, H 1.600I
Wind,W 1.000 Fy psi 60,000.0
Seismic, E 1.000
I 3of20
I
I9 ft Retaining Wall W/O Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
I License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
License To: MILLER CONSULTING ENGINEERS
Concrete Stem Rebar Area Details
I Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As(based on applied moment) : 0.3332 in2/ft
(4/3)*As: 0.4442 in2/ft Min Stem T&S Reinf Area 1.879 in2
200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft
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0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.3332 in2/ft #4@ 10.00 in #4@ 20.00 in
I Provided Area: 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area: 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths I Footing Design Results I
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Toe Width = 3.25 ft Mpg egg
Heel Width = 4.75 Factored Pressure = 1,851 450 psf
Total Footing Width = 8.00 Mu': Upward = 8,774 5,203 ft-#
Footing Thickness = 14.00 in Mu': Downward = 4,080 8,318 ft-#
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= Mu: Design 4,694 3,115 ft-#
Key Width 0.00 in Actual 1-Way Shear = 12.87 9.07 psi
Key Depth0.00 in Allow 1-Way Shear = 94.87 94.87 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 10.00 in
fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
IFooting Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% 0.0018 Other Acceptable Sizes& Spacings
Cover @ Top 3.00 @ Btm.= 3.00 in
Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39
I Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 2.42 in2
Min footing T&S reinf Area per foot 0.30 in2 ift
I If one layer of horizontal bars:
#4@ 7.94 in If two layers of horizontal bars:
#4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
ISummary of Overturning & Resisting Forces & Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
I Item lbs ft ft# lbs ft ft-#
- -
Heel Active Pressure = 550.7 2.33 1,284.4 Soil Over Heel = 2,854.3 6.04 17,244.6
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
I Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load 2,254.0 2.83 6,371.3 Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
= Soil Over Toe = 1,340.6 1.63 2,178.5
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Surcharge Over Toe =
Stem Weight(s) = 978.8 3.67 3,588.8
Total 2,804.7 O.T.M. 7,655.7 Earth @ Stem Transitions=
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== = Footing Weight = 1,400.0 4.00 5,600.0
Resisting/Overturning Ratio3.74 Key Weight
Vertical Loads used for Soil Pressure= 6,573.6 lbs Vert.Component
Total= 6,573.6 lbs R.M.= 28,611.8
I ii II *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.
I Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
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I
111 9 ft Retaining Wall W/O Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
I License:Kw-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
License To: MILLER CONSULTING ENGINEERS
_Tilt A
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
IHorizontal Defl @ Top of Wall(approximate only) 0.022 in
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5 of 20
I
9 ft Retaining Wall W/Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
I License KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,AC1 530-11
Li ens eTo MILLER CONSULTING ENGINEERS
Soil Data I
Retained Height = 5.83 ft Allow Soil Bearing 1,500.0 psf
Equivalent Fluid Pressure Method h=�~^ Y<
Wall height above soil 2.00 ft Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 45.00 in Passive Pressure = 120.0 psf/ft .h x
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Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcfiinittifiNgsfta
Soil Density,Toe = 110.00 pcf mseKekkaagjai
•zsz:• �•• , •
MEIEN
FootinglISoil Friction = 0.420 v ••:_. ,•••,_•,
1 Soil height to ignore = •
for passive pressure0.00 •
in • • • •
Surcharge Loads I Lateral Load Applied to Stem ' Adjacent Footing Load
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Surcharge Over Heel = 0.0 psf Lateral Load = 470.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning Height to To = 5.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 4.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning
Wall to Ft CL Dist = 0.00 ft
111 Load Type = Seismic(E) g
Axial Load Applied to Stem Footing Type Line Load
(Service Level) Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs (Service Level)
I Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
Design Summary ' Stem Construction I - Bottom
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
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Overturning = 5.07 OK
2.59 OK Wall Material Above"Ht" Concrete
SlidingDesign Method = LRFD
Thickness = 10.00
Total Bearing Load = 3,739 lbs Rebar Size = # 5
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...resultant ecc. = 6.96 in Rebar Spacing 10.00
Soil Pressure @Toe 671 psf OK Rebar Placed at Edge
Design Data - -_ -
Soil Pressure @ Heel = 264 psf OK fb/FB+fa/Fa = 0.300
Allowable = 1,500 psf
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Total Force @ Section
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,565 psf Service Level lbs=
ACI Factored @ Heel = 616 psf Strength Level lbs= 1,404.7
Footing Shear @ Toe = 10.4 psi OK Moment....Actual
I Footing Shear @ Heel =Allowable 3.7 si OK
94.9 psi Service Level ft-#_
p Strength Level
ft-#= 3,931.4
Sliding Calcs Moment Allowable = 13,093.5
Lateral Sliding Force = 1,571.5 lbs Shear Actual
I less 100%Passive Force= - 1,450.4 lbs Service Level psi=
less 100%Friction Force = - 2,617.1 lbs Strength Level psi= 14.3
Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2
....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0
I Rebar Depth 'd' in= 8.19
Masonry Data
fm psi=
I
Solid Grouting
Fs psi=
Vertical component of active lateral soil pressure IS Modular Ratio'n'
NOT considered in the calculation of soil bearing Short Term Factor =
Load Factors Equiv. Solid Thick. =
I
Building Code IBC 2012,ACI Masonry Block Type = Medium Weight
Dead Load 1.200 Masonry Design Method = ASD
Live Load 1.600 Concrete Data
fc psi= 3,000.0
Earth, H 1.600I
Wind,W 1.000 Fy psi= 60,000.0
Seismic, E 1.000
I 6of20
I
II
9 ft Retaining Wall W/Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
I License:KW-06059813
License To: MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,AC1 530-11
Concrete Stem Rebar Area Details
I Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As(based on applied moment): 0.111 in2/ft
(4/3)*As: 0.148 in2/ft Min Stem T&S Reinf Area 1.879 in2
200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft
I 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in
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Provided Area: 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area: 1.331 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths I Footing Design Results '
1 Toe Width 3 25 ft - Da Heel
Heel Width 4.75 Factored Pressure 1,565 616 psf
Total Footing Width 8.00 Mu': Upward 7,586 5,913 ft-#
Footing Thickness = 14.00 in Mu': Downward = 3,723 7,513 ft-#
- Mu: Design = 3,862 1,600 ft-#
Key Width 0.00 in Actual 1-Way Shear = 10.44 3.72 psi
Key Depth 0.00 in Allow 1-Way Shear = 94.87 94.87 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 10.00 in
fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
'
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39
I Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 2.42 in2
Min footing T&S reinf Area per foot 0.30 in2 ift
I If one layer of horizontal bars:
#4@ 7.94 in If two layers of horizontal bars:
#4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
ISummary of Overturning & Resisting Forces & Moments I
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
I Item lbs ft ft-# lbs
= ft ft-#
Heel Active Pressure = 1,101.5 2.33 2,568.8 Soil Over Heel 2,511.8 6.04 15,175.2
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
I Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load 470.0 5.67 2,663.3 Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
= Soil Over Toe = 1,340.6 1.63 2,178.5
ISurcharge Over Toe =
Total 1,571.5 O.T.M. 5,232.2
Stem Weight(s) = 978.8 3.67 3,588.8
Earth @ Stem Transitions=
=I = Footing Weight = 1,400.0 4.00 5,600.0
=
Resisting/Overturning Ratio5.07 Key Weight
Vertical Loads used for Soil Pressure= 6,231.1 lbs Vert.Component
Total= 6,231.1 lbs R.M.= 26,542.5
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
the calculation of Sliding Resistance.
I Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
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9 ft Retaining Wall W/Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
I License To cense:KW-06059
: MILLER CONSULTING ENGINEERS 813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,ACI 530-11
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
IHorizontal Defl @ Top of Wall(approximate only) 0.018 in
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9 ft Retaining Wall Under Construction Loads
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813
License To: MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,ACI 530-11
Criteria I Soil Data I
111 Retained Height = 3.75 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil4.08 ft Equivalent Fluid Pressure Method
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in Passive Pressure 120.0 psf/ft A
=
Water height over heel = 0.0 ft Soil Density, Heel110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingliSoil Friction = 0.420
I Soil height to ignore
for passive pressure = 12.00 in L. •
Surcharge Loads ' Lateral Load Applied to Stem I Adjacent Footing Load
I Surcharge Over Heel = 0.0 psf = Adjacent Footing = '
Used To Resist Sliding&OverturningLateral Load 3.000#/ft 1 Load 0.0 lbs
Height to Top = ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 2.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft
Load Type = Earth(H) g
Axial Load Applied to Stem , Footing Type Line Load
(Service Level) Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
I Axial Load Eccentricity = 0.0 in
Design Summary ' Stem Construction Bottom
Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 0.00
' Overturning = 20.44 OK
2.86 OK Wall Material Above"Ht" Concrete
SlidingDesign Method = LRFD
Thickness = 10.00
Total Bearing Load = 2,190 lbs Rebar Size = # 5
II ...resultant ecc. = 8.96 in Rebar Spacing 10.00
Soil Pressure @Toe 121 psf OK Rebar Placed at Center
Design Data -- -- -- - - -
Soil Pressure @ Heel = 427 psf OK fb/FB+fa/Fa = 0.062
Allowable = 1,500 psf
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Total Force @Section
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 281 psf Service Level lbs=
ACI Factored @ Heel = 996 psf Strength Level lbs= 386.7
Footing Shear @ Toe = 5.5 psi OK Moment....Actual
Footing Shear @ Heel =Allowable 3.4psi OK
94.9 psi Service Level ft-#=
p Strength Level ft-#= 483.4
Sliding Calcs Moment Allowable = 7,757.7
Lateral Sliding Force = 543.9 lbs Shear Actual
I less 100%Passive Force= - 21.7 lbs Service Level psi=
less 100%Friction Force = - 1,533.3 lbs Strength Level psi 6.4
Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2
....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0
Rebar Depth 'd' in= 5.00
Masonry Data - - -- -
-
fm psi=
I
Solid Grouting
Fs psi=
Vertical component of active lateral soil pressure IS Modular Ratio'n'
NOT considered in the calculation of soil bearing Short Term Factor =
Load Factors Equiv.Solid Thick. =
Building Code IBC ill 2012,ACI Masonry Block Type = Medium Weight
Dead Load 1.200 Masonry Design Method = ASD
Live Load 1.600
Concrete Data
fc psi= 3,000.0
Earth, H 1.600I
Wind,W 1.000 Fy psi= 60,000.0
Seismic, E 1.000
I 9of20
I
9 ft Retaining Wall Under Construction Loads
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
I License To: MILLER CONSULTING ENGINEERS
Concrete Stem Rebar Area Details
I Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As(based on applied moment): 0.0229 in2/ft
(4/3)*As: 0.0306 in2/ft Min Stem T&S Reinf Area 1.879 in2
200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft
I 0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in
I Provided Area: 0.372 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area : 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths Footing Design Results '
I ,Toe Width = 4.08 ft 1.121 hall
Heel Width 3.92 Factored Pressure 281 996 psf
Total Footing Width 8.00 Mu':Upward = 3,359 4,584 ft-#
Footing Thickness = 14.00 in Mu': Downward = 1,751 3,352 ft-#
- Mu: Design = 1,609 -1,232 ft-#
lilKey Width 0.00 in Actual 1-Way Shear = 5.47 3.43 psi
Key Depth 0.00 in Allow 1-Way Shear = 94.87 94.87 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 10.00 in
fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39
I Heel:Not req'd:Mu<phi*5"lambda"sgrt(fc)"Sm
Key: No key defined
Min footing T&S reinf Area 2.42 in2
Min footing T&S reinf Area per foot 0.30 in2 At
I If one layer of horizontal bars:
#4@ 7.94 in If two layers of horizontal bars:
#4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Summary of Overturning & Resisting Forces & Moments '
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
I Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 543.9 1.64 891.4 Soil Over Heel = 1,272.0 6.46 8,215.3
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
I Adjacent Footing Load =
Added Lateral Load Adjacent Footing Load =
Axial Dead Load on Stem=
Load @ Stem Above Soil= "Axial Live Load on Stem =
= Soil Over Toe =
I Surcharge Over Toe =
Total 543.9 O.T.M. 891.4 Stem Weight(s) = 978.8 4.50 4,404.4
Earth @ Stem Transitions=
=I = Footing Weighs = 1,400.1 4.00 5,600.5
=
Resisting/Overturning Ratio20.44 Key Weight
Vertical Loads used for Soil Pressure= 3,650.8 lbs Vert.Component
Total= 3,650.8 lbs R.M.= 18,220.1
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
the calculation of Sliding Resistance.
I Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
I10 of 20
I
I9 ft Retaining Wall Under Construction Loads
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
License To: MILLER CONSULTING ENGINEERS
Tilt 1
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
1 Horizontal Defl @ Top of Wall(approximate only) 0.033 in
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11 of 20
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5 ft Retaining Wall W/O Seismic
etaine: (c)-1987-2016, Build 11.16.06.24
M License KW-06059813 Cantilevered RetainingWall Code: IBC 2012,ACI 318-11,ACI 530 11
License To: MILLER CONSULTING ENGINEERS
L Criteria I Soil Data '
I Retained Height = 2.83 ft Allow Soil Bearing 1,500.0 psf
Equivalent Fluid Pressure Method '. .•r
Wall height above soil1.00 ft Active Heel Pressure 22.5 psf/ft `
Slope Behind Wall = 0.00 =
Height of Soil over Toe = 21.00 in Passive Pressure = 250.0 psf/ft
I Water height over heel = 0.0 ft Soil Density, Heel110.00 pcf .
Soil Density,Toe 120.00 pcf
FootingllSoil Friction = 0.420 r • •
I Soil height to ignore 11.---.• •
for passive pressure =
0.00 in
Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load
I Surcharge Over Heel = 0.0 psf Lateral Load = 631.0#/ft Adjacent Footing Load 0.0 lbs
Used To Resist Sliding&Overturning Height to To = 0.83 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
111
Axial Load Applied to Stem ' Load Type = Earth(H) Footing Type Line Load
(Service Level) Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
III Axial Load Eccentricity = 0.0 in
Design Summary I Stem Construction ' Bottom
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
I Overturning = 1.65 OK
2.32 OK Wall Material Above"Ht Concrete
SlidingDesign Method = LRFD
Thickness = 10.00
Total Bearing Load = 810 lbs Rebar Size = # 5
I ...resultant ecc. = 8.86 in
Rebar Spacing 16.00
Soil Pressure @Toe1,056 psf OK Rebar Placed at Center
Design Data - - - - - - -
Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.090
Allowable = 1,500 psf Total Force @ Section
I Soil Pressure Less Than Allowable Service Level lbs=
ACI Factored @ Toe 2,463 psf
ACI Factored @ Heel = 0 psf Strength Level lbs= 948.1
Footing Shear @ Toe = 0.2 psi OK Moment....Actual
Footing Shear @ Heel =Allowable 3.5 si OK
94.9 psi Service Level ft-#ft-4#p Strength Level ft- = 451.6
Sliding Calcs Moment Allowable = 4,992.1
Lateral Sliding Force = 703.4 lbs Shear Actual
I less 100%Passive Force= - 1,063.4 lbs Service Level psi=
less 100%Friction Force = 567.3 lbs Strength Level psi= 15.8
Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2
....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0
I Rebar Depth 'd' in= 5.00
Masonry Data -- .
fm psi=
Fs psi=
Solid Grouting =
Vertical component of active lateral soil pressure IS Modular Ratio'n'
NOT considered in the calculation of soil bearing Short Term Factor =
Load Factors Equiv.Solid Thick. =
I Building Code IBC 2012,ACI Masonry Block Type = Medium Weight
Dead Load 1.200 Masonry Design Method = ASD
Live Load 1.600 Concrete Data
fc psi= 3,000.0
Earth, H 1.600
Wind,W 1.000 Fy psi= 60,000.0
Seismic, E 1.000
I12 of 20
I
1
5 ft Retaining Wall W/O Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813
License To:MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11
Concrete Stem Rebar Area Details
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
I As(based on applied moment): 0.0214 in2/ft
(4/3)*As: 0.0286 in2/ft Min Stem T&S Reinf Area 0.919 in2
200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft
I0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in
Provided Area: 0.2325 in2/ft #5@ 15.50 in #5@ 31.00 in
I Maximum Area: 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions & Strengths I Footing Design Results I
I Toe Width0.83 ft = ISM EWA
Heel Width 1.67 Factored Pressure2,463 0 psf
Total Footing Width 2.50 Mu': Upward = 701 0 ft-#
Footing Thickness = 14.00 in Mu': Downward = 153 203 ft-#
_ Mu: Design 548 203 ft-#
Key Width
Key Depth 0.00 in Actual 1-Way Shear = 0.17 3.52 psi=0.00 in Allow 1-Way Shear94.87 94.87 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in
fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in
I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm= 3.00 in
Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39
I
Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.76 in2
Min footing T&S reinf Area per foot 0.30 in2 ift
I
If one layer of horizontal bars:
#4@ 7.94 in If two layers of horizontal bars:
#4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Summary of Overturning & Resisting Forces& Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
I Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 179.7 1.33 239.4 Soil Over Heel = 259.5 2.08 540.6
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
I Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load 523.7 1.58 828.4 Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
= Soil Over Toe = 175.0 0.42 72.9
I
Surcharge Over Toe =
Total 703.4 O.T.M. 1,067.8 Stem Weight(s) = 478.8 1.25 598.5
Earth @ Stem Transitions=
I
== = Footing Weight = 437.6 1.25 547.0
Resisting/Overturning Ratio1.65 Key Weight
Vertical Loads used for Soil Pressure= 1,350.8 lbs Vert.Component =
Total= 1,350.8 lbs R.M.= 1,759.1
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
the calculation of Sliding Resistance.
I
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
I13 of 20
I
I
5 ft Retaining Wall W/O Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
License:Kw-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,AC1 530 11
License To: MILLER CONSULTING ENGINEERS
Tilt 1
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
IHorizontal Defl @ Top of Wall(approximate only) 0.045 in
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14 of 20
I
5 ft Retaining Wall W/Seismic
RetainPro(c)1987-2016,
License:KW-06059813
License To MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
Criteria I r Soil Data I
Retained Height = 2.83 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 1.00 ft Equivalent Fluid Pressure Methods
10
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 21.00 in Passive Pressure = 250.0 psf/ft *- ,
= _.:`
I Water height over heel = 0.0 ft Soil Density, Heel110.00 pcf
Soil Density,Toe = 120.00 pcf .
FootingllSoil Friction = 0.420 ••
I Soil height to ignore 1110--401110--40for passive pressure =
0.00 in
Surcharge Loads ' Lateral Load Applied to Stem ' Adjacent Footing Load
I Surcharge Over Heel = 0.0 psf Lateral Load = 132.0#/ft Adjacent Footing Load = 0.0 lbs '
Used To Resist Sliding&Overturning Height to Tod = 1.83 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 0.83 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft
-- -- - -- Load Type = Seismic(E) g
Axial Load Applied to Stem , (Service Level) Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
I Axial Load Eccentricity = 0.0 in
Design Summary I Stem Construction ' -__Bottom
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
I Overturning = 2.17 OK
3.32 OK Wall Material Above"Ht" Concrete
SlidingDesign Method = LRFD
Thickness = 10.00
Total Bearing Load = 810 lbs Rebar Size = # 5
II ...resultant ecc. = 6.56 in Rebar Spacing 16.00
Soil Pressure @Toe 769 psf OK Rebar Placed at Center
Design Data ---- -
Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.077
Allowable = 1,500 psf Total Force @ Section
I Soil Pressure Less Than Allowable Service Level lbs=
ACI Factored @ Toe 1,795 psf
ACI Factored @ Heel = 0 psf Strength Level lbs= 352.2
Footing Shear @ Toe = 0.2 psi OK Moment....Actual
111 Footing Shear @ Heel =Allowable 2.9psi OK
94.9 psi Service Level ft-#=
p Strength Level ft-#= 383.3
Sliding Calcs Moment Allowable = 4,992.1
Lateral Sliding Force = 491.4 lbs Shear Actual
I less 100%Passive Force= - 1,063.4 lbs Service Level psi=
less 100%Friction Force = 566.7 lbs Strength Level psi= 5.9
Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2
....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0
Rebar Depth 'd' in= 5.00
Masonry Data -
fm psi=
Fs psi=
Solid Grouting =
Vertical component of active lateral soil pressure IS Modular Ratio'n'
NOT considered in the calculation of soil bearing Short Term Factor =
Load Factors Equiv. Solid Thick. =
I Building Code IBC 2012,ACI Masonry Block Type = Medium Weight
Dead Load 1.200 Masonry Design Method = ASD
Live Load 1.600
Concrete Data
fc psi= 3,000.0
Earth, H 1.600I
Wind,W 1.000 Fy psi= 60,000.0
Seismic, E 1.000
I15 of 20
I
I
5 ft Retaining Wall W/Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813I
License To:MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
Concrete Stem Rebar Area Details
I Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As(based on applied moment) : 0.0182 in2/ft
(4/3)*As: 0.0243 in2/ft Min Stem T&S Reinf Area 0.919 in2
I 200bd/fy:200(12)(5)/60000: 0.2 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.240 in2/ft
0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in
I Provided Area: 0.2325 in2/ft #5@ 15.50 in #5@ 31.00 in
Maximum Area: 0.8128 in2/ft #6@ 22.00 in #6@ 44.00 in
Footing Dimensions&Strengths I Footing Design Results 1
Toe Width = 0.83 ft Zqg J1
Heel Width = 1.67 Factored Pressure = 1,795 0 psf
Total Footing Width = 2.50 Mu': Upward = 539 12 ft-#
Footing Thickness = 14.00 in Mu':Downward = 153 202 ft-#
- Mu: Design 387 190 ft-#
Key Width 0.00 in Actual 1-Way Shear = 0.18 2.92 psi
Key Depth 0.00 in Allow 1-Way Shear = 94.87 94.87 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in
:re = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in
I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm= 3.00 in
Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39
I Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area 0.76 in2
Min footing T&S reinf Area per foot 0.30 in2 /ft
I If one layer of horizontal bars:
#4@ 7.94 in If two layers of horizontal bars:
#4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
ISummary of Overturning & Resisting Forces & Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
I Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 359.4 1.33 478.8 Soil Over Heel = 258.9 2.08 538.9
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
l Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load 132.0 2.50 329.6 Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
= Soil Over Toe = 174.7 0.42 72.7
I Surcharge Over Toe =
- Stem Weight(s) = 478.8 1.25 597.7
Total 491.4 O.T.M. 808.4
Earth @ Stem Transitions=
_ = = Footing Weighs = 437.0 1.25 545.6
I Resisting/Overturning Ratio2.17 Key Weight
Vertical Loads used for Soil Pressure= 1,349.4 lbs Vert.Component
Total= 1,349.4 lbs R.M.= 1,754.8
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
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
1 16 of 20
I
I
5 ft Retaining Wall W/Seismic
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-1 1,ACI 530-1 1
License To:MILLER CONSULTING ENGINEERS
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 Defl @ Top of Wall(approximate only) 0.033 in
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1 17 of 20
1
I
5 ft Retaining Wall Under Construction Loads
RetainPro(c)1987-2016, Build 11.16.06.24
IILicense.KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
License To: MILLER CONSULTING ENGINEERS
Criteria I Soil Data I
I Retained Height = 1.75 ft Allow Soil Bearing 1,500.0 psf
Wall height above soil 2.08 ft Equivalent Fluid Pressure Method
Active Heel Pressure = 45.0 psf/ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft "`
I
Water height over heel = 0.0 ft Soil Density, Heel110.00 pcf
Soil Density,Toe 120.00 pcf
FootingliSoil Friction = 0.420 • •-41/
I Soil height to ignore = • ••
for passive pressure12.00 in
Surcharge Loads I Lateral Load Applied to Stem ' Adjacent Footing Load
I
Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load 0.0 lbs
Used To Resist Sliding&Overturning Height to To = 1.67 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 ...Height to Bottom = 0.67 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
- - - - -
Axial Load Applied to Stem Load Type = Dead Load(D)
(Service Level) Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft
Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300
I Axial Load Eccentricity = 0.0 in
Design Summary I `Stem Construction ' Bottom -
Stem OK
Wall Stability Ratios Design Height Above Fto ft= 0.00
I Overturning = 7.97 OK
2.60 OK Wall Material Above"Ht" Concrete
SlidingDesign Method = LRFD
Thickness = 10.00
Total Bearing Load = 647 lbs Rebar Size = # 5
II ...resultant ecc. = 0.59 in Rebar Spacing 16.00
Soil Pressure @Toe 289 psf OK Rebar Placed at Edge
Design Data - -
Soil Pressure @ Heel = 228 psf OK fb/FB+fa/Fa = 0.006
Allowable = 1,500 psf Total Force @ Section
II Soil Pressure Less Than Allowable Service Level lbs=
ACI Factored @ Toe 674 psf
ACI Factored @ Heel = 532 psf Strength Level lbs= 84.2
Footing Shear @ Toe = 0.1 psi OK Moment....Actual
Footing Shear @ Heel =Allowable 0.7psi OK
94.9 psi Service Level ft-#_
p Strength Level ft-#= 49.1
Sliding Calcs Moment Allowable = 8,327.0
Lateral Sliding Force = 191.4 lbs Shear Actual
I less 100%Passive Force= - 45.1 lbs Service Level psi=
less 100%Friction Force = - 452.7 lbs Strength Level psi= 0.9
Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2
....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 125.0
1
Rebar Depth 'd' in= 8.19
Masonry Data
fm psi=
Fs psi=
I Solid Grouting
Vertical component of active lateral soil pressure IS Modular Ratio'n'
NOT considered in the calculation of soil bearing Short Term Factor =
Load Factors Equiv.Solid Thick. =
Building Code IBC 2012,ACI Masonry Block Type = Medium Weight
Dead Load 1.200 Masonry Design Method = ASD
Live Load 1.600
Concrete Data
fc psi= 3,000.0
Earth, H 1.600
Wind,W 1.000 Fy psi= 60,000.0
Seismic, E 1.000
1 18 of 20
I
I
5 ft Retaining Wall Under Construction Loads
RetainPro(c)1987-2016, Build 11.16.06.24
License:KW-06059813
License To: MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,ACI 530-11
Concrete Stem Rebar Area Details
I Bottom Stem Vertical Reinforcing Horizontal Reinforcing
As(based on applied moment): 0.0014 in2/ft
(4/3)*As: 0.0018 in2/ft Min Stem T&S Reinf Area 0.919 in2
200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft
I
0.0018bh:0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options:
One layer of: Two layers of:
Required Area: 0.216 in2/ft #4@ 10.00 in #4@ 20.00 in
I Provided Area: 0.2325 in2/ft #5@ 15.50 in
#6@ 22.00 in #5@ 31.00 in
Maximum Area: 1.331 in2/ft #6@ 44.00 in
Footing Dimensions& Strengths , Footing Design Results II
Toe Width = 0.83 ft Toe Heel
Heel Width = 1.67 Factored Pressure = 674 532 psf
Total Footing Width = 2.50 Mu': Upward = 228 192 ft-#
Footing Thickness = 14.00 in Mu': Downward = 73 154 ft-#
- Mu: Design = 155 -37 ft-#
Key Width 0.00 in Actual 1-Way Shear = 0.07 0.70 psi
Key Depth 0.00 in Allow 1-Way Shear = 94.87 94.87 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 16.00 in
fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in
I Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% 0.0018 Other Acceptable Sizes& Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39
I Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)"Sm
Key: No key defined
Min footing T&S reinf Area 0.76 in2
Min footing T&S reinf Area per foot 0.30 in2 ift
I If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Summary of Overturning & Resisting Forces & Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
I Item lbs ft ft# lbs ft ft-#
Heel Active Pressure = 191.4 0.97 186.1 Soil Over Heel = 161.1 2.08 335.8
Surcharge over Heel = Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel =
Adjacent Footing Load = Adjacent Footing Load =
I Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
= Soil Over Toe =
Surcharge Over Toe =
- Stem Weight(s) = 478.8 1.25 598.3
I Total 191.4 O.T.M. 186.1
Earth @ Stem Transitions=
= = Footing Weight = 438.0 1.25 548.2
I Resisting/Overturning Ratio = 7.97 Key Weight =
Vertical Loads used for Soil Pressure= 1,077.8 lbs Vert.Component
Total= 1,077.8 lbs R.M.= 1,482.2
*Axial live load NOT included in total displayed,or used for overturning
I
resistance,but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
I Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
I19 of 20
I
III
5 ft Retaining Wall Under Construction Loads
RetainPro(c)1987-2016, Build 11.16.06.24
cense:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11
License To: MILLER CONSULTING ENGINEERS
_,Tilt 1
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
IHorizontal Defl @ Top of Wall(approximate only) 0.012 in
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