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Design Detail
Concrete f'c = 35 MPa
Rebar Fy = 420 MPa
350 mm
Unit Weight = 24 kN/m³
0.1 m
1.82 m
2.17 m

10mm @ 150 mm (S&T)

12mm @ 150 mm
10mm @ 150 mm (S&T)
12mm @ 150 mm
350 mm
0.35 m

300 mm
0.5 m

2.05 m
Heel Bars: 12mm @ 150 mm
Toe Bars: 12mm @ 150 mm
0.3 m
1.7 m Footing S/T Bars: 10mm @ 150 mm

2.35 m

Check Summary Criteria

Ratio Check Provided Required Combination
----- Stability Checks ----- Building Code IBC 2012
0.356 Overturning 5.62 2.00 1.0D + 1.0F + 0.6H Concrete Load Combs IBC 2012 (Strength)
0.902 Sliding 2.22 2.00 1.0D + 1.0F + 0.6H Masonry Load Combs ASCE 7-10 (ASD)
0.460 Bearing Pressure 95 kPa 43.67 kPa 1.0D + 1.0F + 1.0H Stability Load Combs ASCE 7-10 (ASD)
0.124 Bearing Eccentricity 0.05 m 0.39 m 1.0D + 1.0F + 1.0H Restrained Against Sliding No
----- Toe Checks ----- Neglect Bearing At Heel Yes
0.008 Shear 198.2 kN/m 1.59 kN/m 1.2D + 1.2F + 1.6H Use Vert. Comp. for OT No
0.030 Moment 77.13 kN·m/m 2.33 kN·m/m 1.2D + 1.2F + 1.6H Use Vert. Comp. for Sliding No
0.072 Min Strain 0.0558 0.0040 1.4D + 1.4F Use Vert. Comp. for Bearing Yes
0.000 Min Steel 19.66 mm² 0 mm² 1.4D + 1.4F Use Surcharge for Sliding & OT Yes
0.154 Development 197.5 cm 30.48 cm 1.4D + 1.4F Use Surcharge for Bearing Yes
0.328 S&T Max Spacing 150 mm 457.2 mm 1.4D + 1.4F Neglect Soil Over Toe No
0.601 S&T Min Rho 0.0029 0.0018 1.4D + 1.4F Neglect Backfill Wt. for Coulomb No
----- Heel Checks ----- Factor Soil Weight As Dead No
0.511 Shear 198.2 kN/m 101.3 kN/m 1.2D + 1.2F + 1.6H Use Passive Force for OT Yes
0.226 Moment 77.13 kN·m/m 17.45 kN·m/m 1.2D + 1.2F + 1.6H Assume Pressure To Top No
0.072 Min Strain 0.0558 0.0040 1.4D + 1.4F Extend Backfill Pressure To Key Bottom No
0.000 Min Steel 19.66 mm² 0 mm² 1.4D + 1.4F Use Toe Passive Pressure for Bearing No
0.530 Development 57.5 cm 30.48 cm 1.4D + 1.4F Required F.S. for OT 2.00
Required F.S. for Sliding 2.00
0.328 S&T Max Spacing 150 mm 457.2 mm 1.4D + 1.4F
Has Different Safety Factors for Seismic No
0.601 S&T Min Rho 0.0029 0.0018 1.4D + 1.4F
Allowable Bearing Pressure 95 kPa
----- Stem Checks -----
Req'd Bearing Location Middle third
0.226 Moment 77.13 kN·m/m 17.45 kN·m/m 1.2D + 1.2F + 1.6H
Wall Friction Angle 18°
0.154 Shear 198.2 kN/m 30.44 kN/m 1.2D + 1.2F + 1.6H
Friction Coefficent 0.40
0.072 Max Steel 0.0558 0.0040 1.4D + 1.4F Soil Reaction Modulus 21000 kN/m³
0.000 Min Steel 0 cm²/m 0 cm²/m 1.4D + 1.4F
0.554 Base Development 27.5 cm 15.24 cm 1.4D + 1.4F
0.678 Horz Bar Rho 0.0029 0.0020 1.4D + 1.4F
0.328 Horz Bar Spacing 150 mm 457.2 mm 1.4D + 1.4F

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Loads Load Combinations

Loading Options/Assumptions
Passive pressure neglects top 0 m of soil.
IBC 2012 (Strength)
1.4D
... + 1.4F
0.1 m

1.2D
... + 1.2F + 1.6H
 = 18 kN/m³ 1.2D
... + 1.2F + 0.9H
 = 28° 0.9D
... + 1.6H
1.72 m

1.72 m

1.72 m
0.9D
... + 0.9H
2.07 m

0.9D
... + 0.9F + 1.6H
0.9D
... + 0.9F + 0.9H
0.35 m

 = 18 kN/m³
 = 28°

Backfill Pressure

0 k/ft
2.07 m

2.07 m
0.01 k/ft
0.1 m

0.01 k/ft

0.69 m
 = 18 kN/m³ -0.13 kPa
 = 28°
1.72 m

1.72 m
2.07 m

0.18 k/ft
0.35 m

0.59 k/ft
0.56 k/ft

0.57 m
-9.96 kPa

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Backfill Pressure (Water Layer)

Lateral Earth Pressure (water layer)

eff = sat - w = 10 kN / m³ - 9.8 kN / m³ = 0.2 kN / m³
 = 28° sat
 = 0.2 kN / m³ eff
 = sat
 = eff
Coulomb Active Earth Pressure Theory
sin²  + 
Ka =
sin  +  sin  - 
sin²  sin  -  1+ ^2
sin  -  sin  + 
sin ² 90° + 28°
=
sin 28° + 18° sin 28° - 0°
sin ² 90° sin 90° - 18° 1+ ^2
sin 90° - 18° sin 0° + 90°
= 0.3219
a =  H Ka = 0.2 kN / m³ 2.07 m 0.3219 = 0.13 kPa
1 1
Pa = K H^2 = 0.3219 0.2 kN / m³ 2.07 m ^ 2 = 0.01 k / ft
2 a 2
P = 90° -  +  = 90° - 90° + 18° = 18° resultant force angle with horizontal

Lateral Earth Pressure (water layer, stem only)

a =  H Ka = 18 kN / m³ 1.72 m 0.3219 = 9.96 kPa
1 1
Pa = Ka  H ^ 2 = 0.3219 18 kN / m³ 1.72 m ^ 2 = 0.59 k / ft
2 2
P = 90° -  +  = 90° - 90° + 18° = 18° resultant force angle with horizontal

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Passive Pressure

0.85 m

0.22 m
0.35 m

76.8 kPa 2.24 k/ft

 = 18 kN/m³
 = 28°

Lateral Earth Pressure

Coulomb Passive Earth Pressure Theory
sin²  - 
Kp =
sin  +  sin  + 
sin²  sin  +  1- ^2
sin  +  sin  + 
sin ² 90° - 28°
=
sin 28° + 18° sin 28° + 0°
sin ² 90° sin 90° + 18° 1- ^2
sin 90° + 18° sin 90° + 0°
= 5.0196
p =  H Kp = 18 kN / m³ 0.85 m 5.0196 = 76.8 kPa
1 1
Pp =  H ^ 2 Kp = 18 kN / m³ 0.85 m ^ 2 5.0196 = 2.24 k / ft
2 2
P = 90° -  -  = 90° - 90° - 18° = - 18° resultant force angle with horizontal

Water Pressure
2.07 m

2.07 m

-20.29 kPa 1.44 k/ft

1.72 m

-16.86 kPa 0.99 k/ft

Lateral Water Pressure

w = w Hw = 9.8 kN / m³ 2.07 m = 20.29 kPa

Lateral Water Pressure (stem only)

w = w Hw = 9.8 kN / m³ 1.72 m = 16.86 kPa

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Wall/Soil Weights

1.05 k/ft 3.61 k/ft

1.35 k/ft 0 k/ft

0.25 k/ft

Bearing Pressure

e = 0.05 m

1.13 m
2.5 k/ft

34.03 kPa
43.67 kPa
6.26 k/ft
Friction
F=R = 0.40 6.25 k / ft = 2.5 k / ft

Bearing Pressure Calculation

Contributing Forces
Vert Force ...offset Horz Force ...offset OT Moment
Backfill Pressure -0 k/ft 2.35 m -0.01 k/ft 0.69 m -2.17 ft·lb/ft
Water Pressure -0 k/ft - -1.44 k/ft 0.69 m 3257 ft·lb/ft
Footing Weight -1.35 k/ft 1.18 m 0 k/ft - -5214.12 ft·lb/ft
Stem Weight -1.05 k/ft 0.48 m 0 k/ft - -1632.45 ft·lb/ft
Key Weight -0.25 k/ft 2.2 m 0 k/ft - -1780.42 ft·lb/ft
Backfill Weight -3.61 k/ft 1.5 m 0 k/ft - -17747.51 ft·lb/ft
Soil over toe Weight -0 k/ft - 0 k/ft - -0 ft·lb/ft
-6.26 k/ft -23119.94 ft·lb/ft
- 23119.94 ft·lb / ft
= 1.13 m
- 6.26 k / ft
Note: Bearing resultant used for friction calcs is 6.25 k/ft - reduced per user options (for sliding check).

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Stability Checks [1.0D + 1.0F + 1.0H]

Overturning Check Sliding Check
Overturning Moments Sliding Force(s)
Force Distance Moment Backfill pressure 0.01 k/ft
Backfill pressure (horz) 0.01 k/ft 0.69 m 20.34 ft·lb/ft Water pressure 1.44 k/ft
Water pressure 1.44 k/ft 0.69 m 3257 ft·lb/ft Total: 1.45 k/ft
Total: 3277 ft·lb/ft Resisting Force(s)
Resisting Moments Passive pressure @ toe 2.13 k/ft
Force Distance Moment Friction 2.5 k/ft
Passive pressure @ toe 2.13 k/ft -0.22 m -1511.98 ft·lb/ft Total: 4.63 k/ft
Footing Weight -1.35 k/ft 1.18 m 5214 ft·lb/ft RF 4.63 k / ft
F.S. = = = 3.197 > 2.00 OK
Stem Weight -1.05 k/ft 0.48 m 1632 ft·lb/ft SF 1.45 k / ft
Key Weight -0.25 k/ft 2.2 m 1780 ft·lb/ft
Backfill Weight -3.61 k/ft 1.5 m 17748 ft·lb/ft
Soil over toe Weight -0 k/ft 0.15 m 0 ft·lb/ft
Total: 24863 ft·lb/ft
RM 24863 ft·lb / ft
F.S. = = = 7.587 > 2.00 OK
OTM 3277 ft·lb / ft

Bearing Capacity Check

Bearing pressure < allowable (43.67 kPa < 95 kPa) - OK
Bearing resultant eccentricity < allowable (0.05 m < 0.39 m) - OK

Wall Top Displacement

(based on unfactored service loads)
Deflection due to stem flexural displacement 0m
Deflection due to rotation from settlement 0m
Total deflection at top of wall (positive towards toe) 0m

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Stability Checks [1.0D + 1.0F + 0.6H]

Overturning Check Sliding Check
Overturning Moments Sliding Force(s)
Force Distance Moment Backfill pressure 0.01 k/ft
Backfill pressure (horz) 0.01 k/ft 0.69 m 12.21 ft·lb/ft Water pressure 1.44 k/ft
Water pressure 1.44 k/ft 0.69 m 3257 ft·lb/ft Total: 1.44 k/ft
Total: 3269 ft·lb/ft Resisting Force(s)
Resisting Moments Passive pressure @ toe 1.28 k/ft
Force Distance Moment Friction 1.92 k/ft
Passive pressure @ toe 1.28 k/ft -0.22 m -907.19 ft·lb/ft Total: 3.2 k/ft
Footing Weight -1.35 k/ft 1.18 m 5214 ft·lb/ft RF 3.2 k / ft
F.S. = = = 2.216 > 2.00 OK
Stem Weight -1.05 k/ft 0.48 m 1632 ft·lb/ft SF 1.44 k / ft
Key Weight -0.25 k/ft 2.2 m 1780 ft·lb/ft
Backfill Weight -2.16 k/ft 1.5 m 10649 ft·lb/ft
Soil over toe Weight -0 k/ft 0.15 m 0 ft·lb/ft
Total: 18368 ft·lb/ft
RM 18368 ft·lb / ft
F.S. = = = 5.619 > 2.00 OK
OTM 3269 ft·lb / ft

Bearing Capacity Check

Bearing pressure < allowable (33.59 kPa < 95 kPa) - OK
Bearing resultant eccentricity < allowable (0.05 m < 0.39 m) - OK

Wall Top Displacement

(based on unfactored service loads)
Deflection due to stem flexural displacement 0m
Deflection due to rotation from settlement 0m
Total deflection at top of wall (positive towards toe) 0m

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Stem Flexural Capacity

Moment
1.82

1.64

1.46

1.27

1.09

0.91 Offset (m)

0.73

0.55

0.36

0.18

0
-80 -53.33 -26.67 0 26.67 53.33 80
Moment (kN·m/m)

Capacity (ACI 318-11 10.2) @ 0 m from base [Negative bending]

As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m

Capacity (ACI 318-11 10.2) @ 0 m from base [Positive bending]

As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m

Capacity (ACI 318-11 10.2) @ 1.52 m from base [Negative bending]

As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m

Capacity (ACI 318-11 10.2) @ 1.52 m from base [Positive bending]

As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m

Capacity (ACI 318-11 10.2) @ 1.82 m from base [Negative bending]

As fy 0 cm² / m 420 MPa
a= = = 0 mm
0.85 F'c 0.85 35 MPa
Mn =  As fy d - a / 2 = 0.90 0 cm² / m 420 MPa 269 mm - 0 mm / 2 = 0 kN·m / m

Capacity (ACI 318-11 10.2) @ 1.82 m from base [Positive bending]

As fy 0 cm² / m 420 MPa
a= = = 0 mm
0.85 F'c 0.85 35 MPa
Mn =  As fy d - a / 2 = 0.90 0 cm² / m 420 MPa 269 mm - 0 mm / 2 = 0 kN·m / m

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Stem Shear Capacity

Shear
1.82

1.64

1.46

1.27

1.09

0.91 Offset (m)

0.73

0.55

0.36

0.18

0
-200 -133.33 -66.67 0 66.67 133.3 200
Shear (kN/m)

Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 0 m from base [Positive shear]
 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m

Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 0 m from base [Negative shear]
 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m

Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 1.82 m from base [Positive shear]
 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m

Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 1.82 m from base [Negative shear]
 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m

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Stem Development/Lap Length Calculations

Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
e = 1.0 uncoated hooked bars
 = 1.0 normal weight concrete
fy 420 MPa
ldh = 0.02 e db = 0.02 1.0 11.94 mm = 20.41 cm
 F'c 1.0 35 MPa
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh = 14.29 cm
8 db = 8 11.94 mm = 3.760 minimum limit, does not control
6 inch minimum controls

Main vertical stem bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
t = 1.0 bars are not horizontal
e = 1.0 bar not epoxy coated
s = 0.80 bars are #6 or smaller
 = 1.0 normal weight concrete
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 75 mm + 11.94 mm / 2 = 80.97 mm
cb = 75 mm lesser of half spacing, ctr to surface
Ktr = 0.0 no transverse reinforcement
cb + Ktr 75 mm + 0.0
= = 6.2824
db 11.94 mm
3. fy t e s 3. 420 MPa 1.0 1.0 0.80
ld = db = 11.94 mm = 24.5 cm
40 2.5 40 2.5
 F'c 1.0 35 MPa
12 inch minimum controls

2nd curtain vertical bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)
t = 1.0 bars are not horizontal
e = 1.0 bar not epoxy coated
s = 0.80 bars are #6 or smaller
 = 1.0 normal weight concrete
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 75 mm + 11.94 mm / 2 = 80.97 mm
cb = 75 mm lesser of half spacing, ctr to surface
Ktr = 0.0 no transverse reinforcement
cb + Ktr 75 mm + 0.0
= = 6.2824
db 11.94 mm
3. fy t e s 3. 420 MPa 1.0 1.0 0.80
ld = db = 11.94 mm = 24.5 cm
40 2.5 40 2.5
 F'c 1.0 35 MPa
12 inch minimum controls

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Toe Checks [1.4D + 1.4F]

Toe Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for toe need not exceed moment at stem base:
Mtoe = 0.62 kN·m / m < Mstem = 11.64 kN·m / m
Mu = 0.62 kN·m / m stem moment does not control
8.4 kPa
Flexure Check (ACI 318-11 10.2)
As fy 7.74 cm² / m 420 MPa

350 mm
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
12mm @ 150 mm
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m
Mn = 77.13 kN·m / m  Mu = 0.62 kN·m / m 
Shear Check (ACI 318-11 11.1.1, 11.11.3.1) 43.67 kPa 42.44 kPa

 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Toe Factored Loads
Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m 1.4D + 1.4F
Vn = 198.2 kN / m  Vu = 0.43 kN / m 
Minimum Strain Check (ACI 318-11 10.3.5)
F'c - 4000 35 MPa - 4000 4.12 kN/m
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000 11.76 kPa (Self-wt)
As fy 7.74 cm² / m 420 MPa

350 mm
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
12mm @ 150 mm
d 269 mm
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004  25.87 kPa
25.14 kPa
25.87
25.14 kPa
kPa
Minimum Steel Check (ACI 318-11 10.5.1)
Mn = 77.13 kN·m / m  4 / 3 Mu = 4 / 3 0.62 kN·m / m = 0.83 kN·m / m
Check is waived per ACI 10.5.3 
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
AST 60.96 cm² / m
ST_prov = = = 0.0029
t sST 350 mm 150 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 420 MPa
ST_min = 0.0018
ST_prov = 0.0029  ST_min = 0.0018 
18 inch limit governs
sST_max = 457.2 mm
sST = 150 mm  sST_max = 457.2 mm 
Development Check (ACI 318-11 12.12, 12.2.3)
Mu 0.62 kN·m / m
= = 0.0081 ratio to represent excess reinforcement
Mn 77.13 kN·m / m
t = 1.0 12 inches or less cast below - 2.95 inches
e = 1.0 bar not epoxy coated
s = 0.80 bars are #6 or smaller
 = 1.0 normal weight concrete
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 75 mm + 11.94 mm / 2 = 80.97 mm
cb = 75 mm lesser of half spacing, ctr to surface
Ktr = 0.0 no transverse reinforcement
cb + Ktr 75 mm + 0.0
= = 6.2824
db 11.94 mm
3. fy t e s 3. 420 MPa 1.0 1.0 0.80
ld = db = 11.94 mm = 24.5 cm
40 2.5 40 2.5
 F'c 1.0 35 MPa
Factoring ld by the excess reinforcement ratio 0.0081 per 12.2.5: ld = 0.2 cm
12 inch minimum controls
ld_prov = 197.5 cm  ld = 30.48 cm 
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Heel Checks [1.4D + 1.4F]

Heel Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for heel need not exceed moment at stem base:
Mheel = 16.99 kN·m / m  Mstem = 11.64 kN·m / m
Mu = 11.64 kN·m / m stem base moment controls

Flexure Check (ACI 318-11 10.2) 30.96 kPa (Soil weight)

As fy 7.74 cm² / m 420 MPa 8.4 kPa (Concrete self-wt)
a= = = 10.93 mm

350 mm
0.85 F'c 0.85 35 MPa 12mm @ 150 mm
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m
(neglect bearing pressure)
Mn = 77.13 kN·m / m  Mu = 11.64 kN·m / m 
Shear Check (ACI 318-11 11.1.1, 11.11.3.1)
 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Heel Factored Loads
Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m 1.4D + 1.4F
Vn = 198.2 kN / m  Vu = 19.99 kN / m 
Minimum Strain Check (ACI 318-11 10.3.5)
F'c - 4000 35 MPa - 4000 11.76 kPa
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000
As fy 7.74 cm² / m 420 MPa

350 mm
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa 12mm @ 150 mm
d 269 mm (neglect bearing pressure)
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004  19.99 kN/m

Minimum Steel Check (ACI 318-11 10.5.1)

Mn = 77.13 kN·m / m  4 / 3 Mu = 4 / 3 11.64 kN·m / m = 15.51 kN·m / m
Check is waived per ACI 10.5.3 
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
AST 60.96 cm² / m
ST_prov = = = 0.0029
t sST 350 mm 150 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 420 MPa
ST_min = 0.0018
ST_prov = 0.0029  ST_min = 0.0018 
18 inch limit governs
sST_max = 457.2 mm
sST = 150 mm  sST_max = 457.2 mm 
Development Check (ACI 318-11 12.12, 12.2.3)
Mu 11.64 kN·m / m
= = 0.1509 ratio to represent excess reinforcement
Mn 77.13 kN·m / m
t = 1.0 12 inches or less cast below - 10.36 inches
e = 1.0 bar not epoxy coated
s = 0.80 bars are #6 or smaller
 = 1.0 normal weight concrete
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 75 mm + 11.94 mm / 2 = 80.97 mm
cb = 75 mm lesser of half spacing, ctr to surface
Ktr = 0.0 no transverse reinforcement
cb + Ktr 75 mm + 0.0
= = 6.2824
db 11.94 mm
3. fy t e s 3. 420 MPa 1.0 1.0 0.80
ld = db = 11.94 mm = 24.5 cm
40 2.5 40 2.5
 F'c 1.0 35 MPa
Factoring ld by the excess reinforcement ratio 0.1509 per 12.2.5: ld = 3.7 cm
12 inch minimum controls
ld_prov = 57.5 cm  ld = 30.48 cm 
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Stem Forces [1.4D + 1.4F]

Stem Internal Forces Stem Internal Forces Stem Internal Forces
Moment Shear
1.82 1.82

1.59 1.59

1.37 1.37

1.14 1.14

0.91 0.91

0.68 0.68

0.46 0.46

0.23 0.23
-23.6 kPa
20.29 kN/m
0 0
-12 -9 -6 -3 0 0 7.5 15 22.5 30
Moment (kN·m/m) Shear (kN/m)
-11.64 kN·m/m

Stem Joint Force Transfer

Location Force
@ stem base 20.29 kN/m

Stem Internal Forces

-23.6 kPa

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Stem Moment Checks [1.4D + 1.4F]

Moment
1.82

1.64

1.46

1.27

1.09

0.91 Offset (m)

0.73

0.55

0.36

0.18

0
-80 -53.33 -26.67 0 26.67 53.33 80
Moment (kN·m/m)

Check (ACI 318-11 Ch 10) @ 0 m from base

Mn = 77.13 kN·m / m  Mu = 11.64 kN·m / m 

Check (ACI 318-11 Ch 10) @ 1.52 m from base

Mn = 77.13 kN·m / m  Mu = 0.02 kN·m / m 

Check (ACI 318-11 Ch 10) @ 1.53 m from base

Mn = 74.43 kN·m / m  Mu = 0.02 kN·m / m 

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Stem Shear Checks [1.4D + 1.4F]

Shear
1.82

1.64

1.46

1.27

1.09

0.91 Offset (m)

0.73

0.55

0.36

0.18

0
-200 -133.33 -66.67 0 66.67 133.3 200
Shear (kN/m)

Shear Check (ACI 318-11 Ch 11.1.1) @ 0 m from base

Vn = 198.2 kN / m  Vu = 20.29 kN / m 

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Stem Miscellaneous Checks [1.4D + 1.4F]

Minimum Steel Check (ACI 318-11 10.5.1) @ 0 m from base [Stem in negative flexure]
Mn = 77.13 kN·m / m  4 / 3 Mu = 4 / 3 11.64 kN·m / m = 15.51 kN·m / m
Check is waived per ACI 10.5.3 

Minimum Steel Check (ACI 318-11 10.5.1) @ 1.82 m from base [Stem in negative flexure]
Mn = 0 kN·m / m  4 / 3 Mu = 4 / 3 0 kN·m / m = 0 kN·m / m
Check is waived per ACI 10.5.3 

Maximum Steel Check (ACI 318-11 10.3.5) @ 0 m from base [Stem in negative flexure]
F'c - 4000 35 MPa - 4000
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000
As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
d 269 mm
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004 

Maximum Steel Check (ACI 318-11 10.3.5) @ 1.82 m from base [Stem in negative flexure]
F'c - 4000 35 MPa - 4000
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000
As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
d 269 mm
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004 

Wall Horizontal Steel (ACI 318-11 14.3.3, 14.3.5)

As_horz / shorz 154.8 mm² / 150 mm
h = = = 0.0029
t 350 mm
h_min = 0.0020 bars No. 5 or less, not less than 60 ksi
h = 0.0029  h_min = 0.0020 
3 twall = 3 350 mm = 1050 mm
18 inch limit governs
smax = 457.2 mm
shorz = 150 mm  shorz_max = 457.2 mm 

Development Check (ACI 318-11 12.12, 12.2.3)

Mu 11.64 kN·m / m
= = 0.1509 ratio to represent excess reinforcement
Mn 77.13 kN·m / m
e = 1.0 uncoated hooked bars
 = 1.0 normal weight concrete
fy 420 MPa
ldh = 0.02 e db = 0.02 1.0 11.94 mm = 20.41 cm
 F'c 1.0 35 MPa
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh = 14.29 cm
Factoring ldh by the excess reinforcement ratio 0.1509 per 12.5.3 d : ldh = 2.16 cm
8 db = 8 11.94 mm = 3.760 minimum limit, does not control
6 inch minimum controls
ldh_prov = 27.5 cm  ldh = 15.24 cm 

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Toe Checks [1.2D + 1.2F + 1.6H]

Toe Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for toe need not exceed moment at stem base:
Mtoe = 2.33 kN·m / m < Mstem = 17.45 kN·m / m
Mu = 2.33 kN·m / m stem moment does not control
8.4 kPa
Flexure Check (ACI 318-11 10.2)
As fy 7.74 cm² / m 420 MPa

350 mm
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
12mm @ 150 mm
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m
Mn = 77.13 kN·m / m  Mu = 2.33 kN·m / m 
Shear Check (ACI 318-11 11.1.1, 11.11.3.1) 43.67 kPa 42.44 kPa

 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Toe Factored Loads
Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m 1.2D + 1.2F + 1.6H
Vn = 198.2 kN / m  Vu = 1.59 kN / m 
Minimum Strain Check (ACI 318-11 10.3.5)
F'c - 4000 35 MPa - 4000 15.46 kN/m
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000 10.08 kPa (Self-wt)
As fy 7.74 cm² / m 420 MPa

350 mm
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
12mm @ 150 mm
d 269 mm
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004  62.48 kPa
60.72 kPa
62.48
60.72 kPa
kPa
Minimum Steel Check (ACI 318-11 10.5.1)
Mn = 77.13 kN·m / m  4 / 3 Mu = 4 / 3 2.33 kN·m / m = 3.11 kN·m / m
Check is waived per ACI 10.5.3 
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
AST 60.96 cm² / m
ST_prov = = = 0.0029
t sST 350 mm 150 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 420 MPa
ST_min = 0.0018
ST_prov = 0.0029  ST_min = 0.0018 
18 inch limit governs
sST_max = 457.2 mm
sST = 150 mm  sST_max = 457.2 mm 
Development Check (ACI 318-11 12.12, 12.2.3)
Mu 2.33 kN·m / m
= = 0.0302 ratio to represent excess reinforcement
Mn 77.13 kN·m / m
t = 1.0 12 inches or less cast below - 2.95 inches
e = 1.0 bar not epoxy coated
s = 0.80 bars are #6 or smaller
 = 1.0 normal weight concrete
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 75 mm + 11.94 mm / 2 = 80.97 mm
cb = 75 mm lesser of half spacing, ctr to surface
Ktr = 0.0 no transverse reinforcement
cb + Ktr 75 mm + 0.0
= = 6.2824
db 11.94 mm
3. fy t e s 3. 420 MPa 1.0 1.0 0.80
ld = db = 11.94 mm = 24.5 cm
40 2.5 40 2.5
 F'c 1.0 35 MPa
Factoring ld by the excess reinforcement ratio 0.0302 per 12.2.5: ld = 0.74 cm
12 inch minimum controls
ld_prov = 197.5 cm  ld = 30.48 cm 
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Heel Checks [1.2D + 1.2F + 1.6H]

Heel Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for heel need not exceed moment at stem base:
Mheel = 86.15 kN·m / m  Mstem = 17.45 kN·m / m
Mu = 17.45 kN·m / m stem base moment controls

Flexure Check (ACI 318-11 10.2) 30.96 kPa (Soil weight)

As fy 7.74 cm² / m 420 MPa 8.4 kPa (Concrete self-wt)
a= = = 10.93 mm

350 mm
0.85 F'c 0.85 35 MPa 12mm @ 150 mm
Mn =  As fy d - a / 2 = 0.90 7.74 cm² / m 420 MPa 269 mm - 10.93 mm / 2 = 77.13 kN·m / m
(neglect bearing pressure)
Mn = 77.13 kN·m / m  Mu = 17.45 kN·m / m 
Shear Check (ACI 318-11 11.1.1, 11.11.3.1)
 = 1.0 normal weight concrete

Vc = 2  F'c d = 2 1.0 35 MPa 269 mm = 264.3 kN / m

Heel Factored Loads
Vn =  Vc = 0.750 264.3 kN / m = 198.2 kN / m 1.2D + 1.2F + 1.6H
Vn = 198.2 kN / m  Vu = 101.3 kN / m 
Minimum Strain Check (ACI 318-11 10.3.5)
F'c - 4000 35 MPa - 4000
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962 49.54 kPa (Soil weight)
1000 1000
As fy 7.74 cm² / m 420 MPa 10.08 kPa (Concrete self-wt)

350 mm
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa 12mm @ 150 mm
d 269 mm (neglect bearing pressure)
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004  101.3 kN/m

Minimum Steel Check (ACI 318-11 10.5.1)

Mn = 77.13 kN·m / m  4 / 3 Mu = 4 / 3 17.45 kN·m / m = 23.27 kN·m / m
Check is waived per ACI 10.5.3 
Shrinkage and Temperature Steel (ACI 318-11 7.12.2)
AST 60.96 cm² / m
ST_prov = = = 0.0029
t sST 350 mm 150 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 420 MPa
ST_min = 0.0018
ST_prov = 0.0029  ST_min = 0.0018 
18 inch limit governs
sST_max = 457.2 mm
sST = 150 mm  sST_max = 457.2 mm 
Development Check (ACI 318-11 12.12, 12.2.3)
Mu 17.45 kN·m / m
= = 0.2262 ratio to represent excess reinforcement
Mn 77.13 kN·m / m
t = 1.0 12 inches or less cast below - 10.36 inches
e = 1.0 bar not epoxy coated
s = 0.80 bars are #6 or smaller
 = 1.0 normal weight concrete
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 75 mm + 11.94 mm / 2 = 80.97 mm
cb = 75 mm lesser of half spacing, ctr to surface
Ktr = 0.0 no transverse reinforcement
cb + Ktr 75 mm + 0.0
= = 6.2824
db 11.94 mm
3. fy t e s 3. 420 MPa 1.0 1.0 0.80
ld = db = 11.94 mm = 24.5 cm
40 2.5 40 2.5
 F'c 1.0 35 MPa
Factoring ld by the excess reinforcement ratio 0.2262 per 12.2.5: ld = 5.54 cm
12 inch minimum controls
ld_prov = 57.5 cm  ld = 30.48 cm 
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Stem Forces [1.2D + 1.2F + 1.6H]

Stem Internal Forces Stem Internal Forces Stem Internal Forces
Moment Shear
1.82 1.82

1.59 1.59

1.37 1.37

1.14 1.14

0.91 0.91

0.68 0.68

0.46 0.46

0.23 0.23
-15.16 kPa
-20.23
30.44 kN/m
0 0
-18 -13.5 -9 -4.5 0 0 10 20 30 40
Moment (kN·m/m) Shear (kN/m)
-17.45 kN·m/m

Stem Joint Force Transfer

Location Force
@ stem base 30.44 kN/m

Stem Internal Forces

-15.16 kPa -20.23 kPa

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Stem Moment Checks [1.2D + 1.2F + 1.6H]

Moment
1.82

1.64

1.46

1.27

1.09

0.91 Offset (m)

0.73

0.55

0.36

0.18

0
-80 -53.33 -26.67 0 26.67 53.33 80
Moment (kN·m/m)

Check (ACI 318-11 Ch 10) @ 0 m from base

Mn = 77.13 kN·m / m  Mu = 17.45 kN·m / m 

Check (ACI 318-11 Ch 10) @ 1.52 m from base

Mn = 77.13 kN·m / m  Mu = 0.03 kN·m / m 

Check (ACI 318-11 Ch 10) @ 1.53 m from base

Mn = 74.43 kN·m / m  Mu = 0.03 kN·m / m 

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Stem Shear Checks [1.2D + 1.2F + 1.6H]

Shear
1.82

1.64

1.46

1.27

1.09

0.91 Offset (m)

0.73

0.55

0.36

0.18

0
-200 -133.33 -66.67 0 66.67 133.3 200
Shear (kN/m)

Shear Check (ACI 318-11 Ch 11.1.1) @ 0 m from base

Vn = 198.2 kN / m  Vu = 30.44 kN / m 

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Stem Miscellaneous Checks [1.2D + 1.2F + 1.6H]

Minimum Steel Check (ACI 318-11 10.5.1) @ 0 m from base [Stem in negative flexure]
Mn = 77.13 kN·m / m  4 / 3 Mu = 4 / 3 17.45 kN·m / m = 23.27 kN·m / m
Check is waived per ACI 10.5.3 

Minimum Steel Check (ACI 318-11 10.5.1) @ 1.82 m from base [Stem in negative flexure]
Mn = 0 kN·m / m  4 / 3 Mu = 4 / 3 0 kN·m / m = 0 kN·m / m
Check is waived per ACI 10.5.3 

Maximum Steel Check (ACI 318-11 10.3.5) @ 0 m from base [Stem in negative flexure]
F'c - 4000 35 MPa - 4000
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000
As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
d 269 mm
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004 

Maximum Steel Check (ACI 318-11 10.3.5) @ 1.82 m from base [Stem in negative flexure]
F'c - 4000 35 MPa - 4000
1 = 0.85 - 0.05 = 0.85 - 0.05 = 0.7962
1000 1000
As fy 7.74 cm² / m 420 MPa
a= = = 10.93 mm
0.85 F'c 0.85 35 MPa
d 269 mm
t = 0.003 -1 = 0.003 -1 = 0.0558
a / 1 10.93 mm / 0.7962
t = 0.0558  0.004 

Wall Horizontal Steel (ACI 318-11 14.3.3, 14.3.5)

As_horz / shorz 154.8 mm² / 150 mm
h = = = 0.0029
t 350 mm
h_min = 0.0020 bars No. 5 or less, not less than 60 ksi
h = 0.0029  h_min = 0.0020 
3 twall = 3 350 mm = 1050 mm
18 inch limit governs
smax = 457.2 mm
shorz = 150 mm  shorz_max = 457.2 mm 

Development Check (ACI 318-11 12.12, 12.2.3)

Mu 17.45 kN·m / m
= = 0.2262 ratio to represent excess reinforcement
Mn 77.13 kN·m / m
e = 1.0 uncoated hooked bars
 = 1.0 normal weight concrete
fy 420 MPa
ldh = 0.02 e db = 0.02 1.0 11.94 mm = 20.41 cm
 F'c 1.0 35 MPa
Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh = 14.29 cm
Factoring ldh by the excess reinforcement ratio 0.2262 per 12.5.3 d : ldh = 3.23 cm
8 db = 8 11.94 mm = 3.760 minimum limit, does not control
6 inch minimum controls
ldh_prov = 27.5 cm  ldh = 15.24 cm 

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