Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Design Detail
Concrete f'c = 20.69 MPa
Rebar Fy = 413.7 MPa
800 mm
Unit Weight = 23.56 kN/m
5.75 m

#6 @ 225 mm (S&T)
#8 @ 150 mm
7.35 m

#6 @ 225 mm (S&T)
#6 @ 304.8 mm
1600 mm
0.01 m

Heel Bars: #8 @ 150 mm

Toe Bars: #8 @ 225 mm
1m 4m Footing S/T Bars: #6 @ 300 mm

5.8 m

Check Summary Criteria

Ratio Check Provided Required Combination
----- Stability Checks ----- Building Code IBC 2003
0.360 Overturning 4.16 1.50 Unfactored Concrete Load Combs IBC 2003/06 (Str)
0.974 Sliding 1.54 1.50 Unfactored Masonry Load Combs MSJC 02/05 (ASD)
0.583 Bearing Pressure 360 kPa 209.9 kPa Unfactored Stability Load Comb Unfactored
0.274 Bearing Eccentricity 0.26 m 0.97 m Unfactored Restrained Against Sliding No
----- Toe Checks ----- Neglect Bearing At Heel Yes
0.000 Shear 856 kN/m 0 kN/m 1.2D + 1.6H + 1.6L Use Vert. Comp. for OT No
0.086 Moment 1252 kNm/m 107.4 kNm/m 1.2D + 1.6H + 1.6L Use Vert. Comp. for Sliding No
0.058 Min Strain 0.0693 0.0040 1.2D + 1.6H + 1.6L Use Vert. Comp. for Bearing Yes
0.000 Min Steel 57.54 mm 0 mm 1.2D + 1.6H + 1.6L Use Surcharge for Sliding & OT Yes
0.065 Development 4724 mm 304.8 mm 1.2D + 1.6H + 1.6L Use Surcharge for Bearing Yes
0.656 S&T Max Spacing 300 mm 457.2 mm 1.2D + 1.6H + 1.6L Neglect Soil Over Toe No
1.522 S&T Min Rho 0.0012 0.0018 1.2D + 1.6H + 1.6L Neglect Backfill Wt. for Coulomb No
----- Heel Checks ----- Factor Soil Weight As Dead Yes
0.982 Shear 870.4 kN/m 855.1 kN/m 1.4D Use Passive Force for OT Yes
0.263 Moment 1893 kNm/m 497.3 kNm/m 1.2D + 1.6H + 1.6L Assume Pressure To Top Yes
0.087 Min Strain 0.0460 0.0040 1.2D + 1.6H + 1.6L Extend Backfill Pressure To Key Bottom No
0.000 Min Steel 86.31 mm 0 mm 1.2D + 1.6H + 1.6L Required F.S. for OT 1.50
0.174 Development 1749 mm 304.8 mm 1.2D + 1.6H + 1.6L Required F.S. for Sliding 1.50
0.656 S&T Max Spacing 300 mm 457.2 mm 1.2D + 1.6H + 1.6L Has Different Safety Factors for Seismic No
1.522 S&T Min Rho 0.0012 0.0018 1.2D + 1.6H + 1.6L Allowable Bearing Pressure 360 kPa
----- Stem Checks ----- Req'd Bearing Location Middle third
0.793 Horz Bar Rho 0.0032 0.0025 1.2D + 1.6H + 1.6L Wall Friction Angle 25
0.492 Horz Bar Spacing 225 mm 457.2 mm 1.2D + 1.6H + 1.6L Friction Coefficent 0.35
0.564 Moment 881.2 kNm/m 497.3 kNm/m 1.2D + 1.6H + 1.6L
0.480 Shear 417.2 kN/m 200.2 kN/m 1.2D + 1.6H + 1.6L
0.195 Max Steel 0.0205 0.0040 1.2D + 1.6H + 1.6L
0.000 Min Steel 3398 mm/m 0 mm/m 1.2D + 1.6H + 1.6L
0.144 Base Development 1524 mm 219.8 mm 1.2D + 1.6H + 1.6L

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Loads Load Combinations

DL=0 kN/m, LL=87.5 kN/m Loading Options/Assumptions
Passive pressure neglects top 0 m of soil.
IBC 2003/06 (Str)
1.2D
... + 1.6H + 1.6L
-250 kPa 1.2D
... + 0.5L
= 20 kN/m 0.9D
... + 1.6H
= 25 1.4D
...
5.75 m

1.2D
...
7.35 m

7.34 m

= 19 kN/m
= 30
c = 0 kPa

Backfill Pressure

81.06 kN/m
7.35 m

7.35 m
191.8 kN/m
= 20 kN/m 173.8 kN/m

2.45 m
= 25 -52.19 kPa
5.75 m
7.35 m

7.34 m

49.61 kN/m

117.4 kN/m
106.4 kN/m

1.92 m
-40.83 kPa
Lateral Earth Pressure
Coulomb Active Earth Pressure Theory
sin +
Ka =
sin + sin -
sin sin - 1+ ^2
sin - sin +
sin 90 + 25
=
sin 25 + 25 sin 25 - 0
sin 90 sin 90 - 25 1+ ^2
sin 90 - 25 sin 0 + 90
= 0.3551
a = H Ka = 20 kN / m 7.35 m 0.3551 = 52.19 kPa
1 1
Pa = K H^2 = 0.3551 20 kN / m 7.35 m ^ 2 = 191.8 kN / m
2 a 2
P = 90 - + = 90 - 90 + 25 = 25 resultant force angle with horizontal
Lateral Earth Pressure (stem only)
a = H Ka = 20 kN / m 5.75 m 0.3551 = 40.83 kPa
1 1
Pa = K H^2 = 0.3551 20 kN / m 5.75 m ^ 2 = 117.4 kN / m
2 a 2
P = 90 - + = 90 - 90 + 25 = 25 resultant force angle with horizontal

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Passive Pressure

0.57 kPa

0 kN/m
= 19 kN/m
= 30
c = 0 kPa

Lateral Earth Pressure

Rankine Passive Earth Pressure Theory
30
Kp = tan 45 + = tan 45 + = 3.0
2 2

p = H Kp + 2 c Kp = 19 kN / m 0.01 m 3.0 + 2 0 kPa 3.0 = 0.57 kPa

Manually Specified Lateral Stem Pressure

-250 kPa 25 kN/m

Wall/Soil Weights

108.4 kN/m 460 kN/m

218.7 kN/m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Bearing Pressure

e = 0.26 m

2.64 m
306.1 kN/m

119.6 kPa
209.9 kPa
955.6 kN/m
Friction
F = R = 0.350 874.6 kN / m = 306.1 kN / m

Bearing Pressure Calculation

Contributing Forces
Vert Force ...offset Horz Force ...offset OT Moment
Backfill Pressure -81.06 kN/m 5.8 m -173.84 kN/m 2.45 m -44.26 kNm/m
Manual Lateral Pressure -0 kN/m - -25 kN/m 7.3 m 182.5 kNm/m
Axial Live Load -87.5 kN/m 1.4 m 0 kN/m - -122.5 kNm/m
Footing Weight -218.67 kN/m 2.9 m 0 kN/m - -634.15 kNm/m
Stem Weight -108.39 kN/m 1.4 m 0 kN/m - -151.75 kNm/m
Backfill Weight -460 kN/m 3.8 m 0 kN/m - -1748 kNm/m
-955.63 kN/m -2518.16 kNm/m
- 2518.16 kNm / m
= 2.64 m
- 955.63 kN / m
Note: Bearing resultant used for friction calcs is 874.6 kN/m - reduced per user options (for sliding check).

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stability Checks

Overturning Check
Overturning Moments
Force Distance Moment
Backfill pressure (horz) 173.8 kN/m 2.45 m 425.9 kNm/m
Manual lateral pressure 25 kN/m 7.3 m 182.5 kNm/m
Total: 608.4 kNm/m
Resisting Moments
Force Distance Moment
Passive pressure @ toe 0 kN/m 0m 0 kNm/m
Footing Weight -218.67 kN/m 2.9 m 634.2 kNm/m
Stem Weight -108.39 kN/m 1.4 m 151.8 kNm/m
Backfill Weight -460 kN/m 3.8 m 1748 kNm/m
Total: 2534 kNm/m
RM 2534 kNm / m
F.S. = = = 4.165 > 1.50 OK
OTM 608.4 kNm / m

Sliding Check
Sliding Force(s)
Backfill pressure 173.8 kN/m
Manual lateral pressure 25 kN/m
Total: 198.8 kN/m
Resisting Force(s)
Passive pressure @ toe 0 kN/m
Friction 306.1 kN/m
Total: 306.1 kN/m
RF 306.1 kN / m
F.S. = = = 1.539 > 1.50 OK
SF 198.8 kN / m

Bearing Check
Bearing pressure < allowable (209.9 kPa < 360 kPa) - OK
Bearing resultant eccentricity < allowable (0.26 m < 0.97 m) - OK

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Flexural Capacity

Moment
5.75

5.18

4.6

4.03

3.45

2.88 Offset (m)

2.3

1.73

1.15

0.58

0
-1000 -766.67 -533.33 -300 -66.67 166.7 400
Moment (kNm/m)

Capacity (ACI 318-02 10.2) @ 0 m from base [Negative bending]

As fy 86.31 mm 413.7 MPa
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2 = 0.90 86.31 mm 413.7 MPa 736.5 mm - 79.95 mm / 2 = 881.2 kNm / m

Capacity (ACI 318-02 10.2) @ 0 m from base [Positive bending]

As fy 23.66 mm 413.7 MPa
a = = = 21.91 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2 = 0.90 23.66 mm 413.7 MPa 739.7 mm - 21.91 mm / 2 = 252.7 kNm / m

Capacity (ACI 318-02 10.2) @ 4.92 m from base [Negative bending]

As fy 50.97 mm 413.7 MPa
a = = = 47.21 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2 = 0.90 50.97 mm 413.7 MPa 736.5 mm - 47.21 mm / 2 = 532.6 kNm / m

Capacity (ACI 318-02 10.2) @ 5.25 m from base [Positive bending]

As fy 23.66 mm 413.7 MPa
a = = = 21.91 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2 = 0.90 23.66 mm 413.7 MPa 739.7 mm - 21.91 mm / 2 = 252.7 kNm / m

Capacity (ACI 318-02 10.2) @ 5.75 m from base [Negative bending]

As fy 0 mm 413.7 MPa
a = = = 0 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2 = 0.90 0 mm 413.7 MPa 736.5 mm - 0 mm / 2 = 0 kNm / m

Capacity (ACI 318-02 10.2) @ 5.75 m from base [Positive bending]

As fy 0 mm 413.7 MPa
a = = = 0 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2 = 0.90 0 mm 413.7 MPa 739.7 mm - 0 mm / 2 = 0 kNm / m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Shear Capacity

Shear
5.75

5.18

4.6

4.03

3.45

2.88 Offset (m)

2.3

1.73

1.15

0.58

0
-500 -333.33 -166.67 0 166.7 333.3 500
Shear (kN/m)

Shear Capacity (ACI 318-02 11.1.1, 11.3.1) @ 0 m from base [Positive shear]

Vc = 2 f'c d = 2 20.69 MPa 736.5 mm = 556.3 kN / m

Vn = Vc = 0.750 556.3 kN / m = 417.2 kN / m

Shear Capacity (ACI 318-02 11.1.1, 11.3.1) @ 0 m from base [Negative shear]

Vc = 2 f'c d = 2 20.69 MPa 739.7 mm = 558.7 kN / m

Vn = Vc = 0.750 558.7 kN / m = 419 kN / m

Shear Capacity (ACI 318-02 11.1.1, 11.3.1) @ 5.75 m from base [Positive shear]

Vc = 2 f'c d = 2 20.69 MPa 736.5 mm = 556.3 kN / m

Vn = Vc = 0.750 556.3 kN / m = 417.2 kN / m

Shear Capacity (ACI 318-02 11.1.1, 11.3.1) @ 5.75 m from base [Negative shear]

Vc = 2 f'c d = 2 20.69 MPa 739.7 mm = 558.7 kN / m

Vn = Vc = 0.750 558.7 kN / m = 419 kN / m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Development/Lap Length Calculations

Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-02 12.2.3, 12.5)
= 1.0 bar not epoxy - coated
= 1.0 normal weight concrete
0.02 fy
ldh = db
f'c
0.02 1.0 1.0 413.7 MPa
= 25.4 mm
20.69 MPa
= 556.5 mm
0.7 multiplier of 12.5.3 a applies: ldh = 389.5 mm
8 db = 8 25.4 mm = 8.0

Main vertical stem bars (top end) - Development Length Calculation (ACI 318-02 12.2.3, 12.5)
= 1.0 bar not epoxy - coated
= 1.0 bars are #7 or larger
s/2 = 75 mm / 2 = 37.5 mm
cover + db / 2 = 50.8 mm + 25.4 mm / 2 = 63.5 mm
c = 37.5 mm lesser of half spacing, ctr to surface
= 1.0 bars are not horizontal
= 1.0 normal weight concrete
Ktr = 0 mm no transverse reinforcement
3. fy 3. 413.7 MPa 1.0 1.0 1.0 1.0
ld = db = 25.4 mm = 1413 mm
40 c + Ktr 40 37.5 mm + 0 mm
f'c 20.69 MPa
db 25.4 mm

2nd curtain vertical bars (top end) - Development Length Calculation (ACI 318-02 12.2.3, 12.5)
= 1.0 bar not epoxy - coated
= 0.80 bars are #6 or smaller
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 50.8 mm + 19.05 mm / 2 = 60.33 mm
c = 60.33 mm lesser of half spacing, ctr to surface
= 1.0 bars are not horizontal
= 1.0 normal weight concrete
Ktr = 0 mm no transverse reinforcement
c + Ktr / db = 60.33 mm + 0 mm / 19.05 mm = 3.1667
3. fy 3. 413.7 MPa 1.0 1.0 0.80 1.0
ld = db = 19.05 mm = 500.8 mm term 'c plus Ktr over db' limited to 2.5
40 2.5 40 2.5
f'c 20.69 MPa

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Toe Checks [combination 1.2D + 1.6H + 1.6L]

Toe Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for toe need not exceed moment at stem base:
Mtoe = 107.4 kNm / m < Mstem = 497.3 kNm / m
Mu = 107.4 kNm / m stem moment does not control
37.7 kPa
Flexure Check (ACI 318-02 10.2)
As fy 57.54 mm 413.7 MPa
a = = = 53.3 mm

1600 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2
#8 @ 225 mm
= 0.90 57.54 mm 413.7 MPa 1511 mm - 53.3 mm / 2
= 1252 kNm / m
Mn = 1252 kNm / m Mu = 107.4 kNm / m 209.9 kPa 194.3 kPa
Shear Check (ACI 318-02 11.1.1, 11.3.1)

Vc = 2 f'c d = 2 20.69 MPa 1511 mm = 1141 kN / m Toe Factored Loads

Vn = Vc = 0.750 1141 kN / m = 856 kN / m 1.2D + 1.6H + 1.6L
Vn = 856 kN / m Vu = 0 kN / m
Minimum Strain Check (ACI 318-02 10.3.5)
1 = 0.850 f'c 4000 psi
211.6 kN/m
As fy 57.54 mm 413.7 MPa
a = = = 53.3 mm 45.24 kPa (Self-wt)
0.85 f'c 0.85 20.69 MPa

1600 mm
d 1511 mm
t = 0.003 -1 = 0.003 -1 = 0.0693
a / 1 53.3 mm / 0.850 #8 @ 225 mm
t = 0.0693 0.004
Minimum Steel Check (ACI 318-02 10.5.1) 246.9 kPa
266.7 kPa
Mn = 1252 kNm / m 4 / 3 Mu = 4 / 3 107.4 kNm / m = 143.3 kNm / m
Check is waived per ACI 10.5.3
Shrinkage Temperature Steel (ACI 318-02 7.12.2)
AST 567.7 mm
ST_prov = = = 0.0012
t sST 1600 mm 300 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 413.7 MPa
ST_min = 0.0018
ST_prov = 0.0012 < ST_min = 0.0018
18 inch limit governs
sST_max = 457.2 mm
sST = 300 mm sST_max = 457.2 mm
Development Check (ACI 318-02 12.12, 12.2.3)
= 1.0 bar not epoxy - coated
= 1.0 bars are #7 or larger
s/2 = 225 mm / 2 = 112.5 mm
cover + db / 2 = 76.2 mm + 25.4 mm / 2 = 88.9 mm
c = 88.9 mm lesser of half spacing, ctr to surface
= 1.0 12 inches or less cast below - 3.00 inches
= 1.0 normal weight concrete
Ktr = 0 mm no transverse reinforcement
c + Ktr / db = 88.9 mm + 0 mm / 25.4 mm = 3.50
3. fy 3. 413.7 MPa 1.0 1.0 1.0 1.0
ld = db = 25.4 mm = 834.7 mm term 'c plus Ktr over db' limited to 2.5
40 2.5 40 2.5
f'c 20.69 MPa
Mu / Mn = 107.4 kNm / m / 1252 kNm / m = 0.0858
Excess reinforcement reduction of 12.3.3 a applies: ld = 71.63 mm
12 inch minimum controls
ld_prov = 4724 mm ld = 304.8 mm

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Heel Checks [combination 1.2D + 1.6H + 1.6L]

Heel Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for heel need not exceed moment at stem base:
Mheel = 1466 kNm / m Mstem = 497.3 kNm / m
Mu = 497.3 kNm / m stem base moment controls
115-115 kPa (Soil weight)
Flexure Check (ACI 318-02 10.2)
37.7 kPa (Concrete self-wt)
As fy 86.31 mm 413.7 MPa

1600 mm
a = = = 79.95 mm #8 @ 150 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2
= 0.90 86.31 mm 413.7 MPa 1536 mm - 79.95 mm / 2
= 1893 kNm / m (neglect bearing pressure)

Mn = 1893 kNm / m Mu = 497.3 kNm / m

Shear Check (ACI 318-02 11.1.1, 11.3.1)

Vc = 2 f'c d = 2 20.69 MPa 1536 mm = 1161 kN / m Heel Factored Loads

Vn = Vc = 0.750 1161 kN / m = 870.4 kN / m 1.2D + 1.6H + 1.6L
Vn = 870.4 kN / m Vu = 733 kN / m
Minimum Strain Check (ACI 318-02 10.3.5)
1 = 0.850 f'c 4000 psi 138-138 kPa (Soil weight)
As fy 86.31 mm 413.7 MPa 45.24 kPa (Concrete self-wt)
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa

1600 mm
#8 @ 150 mm
d 1536 mm
t = 0.003 -1 = 0.003 -1 = 0.0460
a / 1 79.95 mm / 0.850
t = 0.0460 0.004 (neglect bearing pressure)
Minimum Steel Check (ACI 318-02 10.5.1) 733 kN/m
Mn = 1893 kNm / m 4 / 3 Mu = 4 / 3 497.3 kNm / m = 663 kNm / m
Check is waived per ACI 10.5.3
Shrinkage Temperature Steel (ACI 318-02 7.12.2)
AST 567.7 mm
ST_prov = = = 0.0012
t sST 1600 mm 300 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 413.7 MPa
ST_min = 0.0018
ST_prov = 0.0012 < ST_min = 0.0018
18 inch limit governs
sST_max = 457.2 mm
sST = 300 mm sST_max = 457.2 mm
Development Check (ACI 318-02 12.12, 12.2.3)
= 1.0 bar not epoxy - coated
= 1.0 bars are #7 or larger
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 50.8 mm + 25.4 mm / 2 = 63.5 mm
c = 63.5 mm lesser of half spacing, ctr to surface
= 1.30 more than 12 inches cast below - 59.99 inches
= 1.0 normal weight concrete
Ktr = 0 mm no transverse reinforcement
3. fy 3. 413.7 MPa 1.30 1.0 1.0 1.0
ld = db = 25.4 mm = 1085 mm
40 c + Ktr 40 63.5 mm + 0 mm
f'c 20.69 MPa
db 25.4 mm
Mu / Mn = 497.3 kNm / m / 1893 kNm / m = 0.2626
Excess reinforcement reduction of 12.3.3 a applies: ld = 285 mm
12 inch minimum controls
ld_prov = 1749 mm ld = 304.8 mm

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Forces [combination 1.2D + 1.6H + 1.6L]

Stem Internal Forces Stem Internal Forces Stem Internal Forces
Moment Shear
5.75 5.75

-300 kPa
5.03 5.03

4.31 4.31

3.59 3.59

2.88 2.88

2.16 2.16

1.44 1.44

0.72 0.72
-59.21 kPa
200.2 kN/m
0 0
-500 -375 -250 -125 0 0 75 150 225 300
Moment (kNm/m) Shear (kN/m)
-497.27 kNm/m

Stem Internal Forces

-300 kPa

-59.21 kPa

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Moment Checks [combination 1.2D + 1.6H + 1.6L]

Moment
5.75

5.18

4.6

4.03

3.45

2.88 Offset (m)

2.3

1.73

1.15

0.58

0
-1000 -766.67 -533.33 -300 -66.67 166.7 400
Moment (kNm/m)

Check (ACI 318-02 Ch 10) @ 0 m from base

Mn = 881.2 kNm / m Mu = 497.3 kNm / m

Check (ACI 318-02 Ch 10) @ 5.25 m from base

Mn = 319.6 kNm / m Mu = 14.43 kNm / m

Check (ACI 318-02 Ch 10) @ 5.29 m from base

Mn = 296.5 kNm / m Mu = 12.61 kNm / m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Shear Checks [combination 1.2D + 1.6H + 1.6L]

Shear
5.75

5.18

4.6

4.03

3.45

2.88 Offset (m)

2.3

1.73

1.15

0.58

0
-500 -333.33 -166.67 0 166.7 333.3 500
Shear (kN/m)

Shear Check (ACI 318-02 Ch 11.1.1) @ 0 m from base

Vn = 417.2 kN / m Vu = 200.2 kN / m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Miscellaneous Checks [combination 1.2D + 1.6H + 1.6L]

Minimum Steel Check (ACI 318-02 10.5.1) @ 0 m from base [Stem in negative flexure]
Mn = 881.2 kNm / m 4 / 3 Mu = 4 / 3 497.3 kNm / m = 663 kNm / m
Check is waived per ACI 10.5.3

Minimum Steel Check (ACI 318-02 10.5.1) @ 5.75 m from base [Stem in negative flexure]
Mn = 0 kNm / m 4 / 3 Mu = 4 / 3 0 kNm / m = 0 kNm / m
Check is waived per ACI 10.5.3

Maximum Steel Check (ACI 318-02 10.3.5) @ 0 m from base [Stem in negative flexure]
1 = 0.850 f'c 4000 psi
As fy 86.31 mm 413.7 MPa
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa
d 736.5 mm
t = 0.003 -1 = 0.003 -1 = 0.0205
a / 1 79.95 mm / 0.850
t = 0.0205 0.004

Maximum Steel Check (ACI 318-02 10.3.5) @ 5.75 m from base [Stem in negative flexure]
1 = 0.850 f'c 4000 psi
As fy 86.31 mm 413.7 MPa
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa
d 736.5 mm
t = 0.003 -1 = 0.003 -1 = 0.0205
a / 1 79.95 mm / 0.850
t = 0.0205 0.004

Wall Horizontal Steel (ACI 318-02 14.3.3, 14.3.5)

As_horz / shorz 567.7 mm / 225 mm
t = = = 0.0032
t 800 mm
t = 0.0032 t_min
= 0.0025
3 t = 3 800 mm = 2400 mm
18 inch limit governs
shorz_max = 457.2 mm
shorz = 225 mm shorz_max = 457.2 mm

Development Check (ACI 318-02 12.12, 12.2.3)

= 1.0 bar not epoxy - coated
= 1.0 normal weight concrete
0.02 fy
ldh = db
f'c
0.02 1.0 1.0 413.7 MPa
= 25.4 mm
20.69 MPa
= 556.5 mm
0.7 multiplier of 12.5.3 a applies: ldh = 389.5 mm
Mu 497.3 kNm / m
= = 0.5643
Mn 881.2 kNm / m
Factor ldh by this ratio excess reinforcement per 12.5.3 d : ldh = 219.8 mm
8 db = 8 25.4 mm = 8.0
ldh_prov = 1524 mm ldh = 219.8 mm

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Toe Checks [combination 1.4D]

Toe Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for toe need not exceed moment at stem base:
Mtoe = 107.4 kNm / m < Mstem = 497.3 kNm / m
Mu = 107.4 kNm / m stem moment does not control
37.7 kPa
Flexure Check (ACI 318-02 10.2)
As fy 57.54 mm 413.7 MPa
a = = = 53.3 mm

1600 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2
#8 @ 225 mm
= 0.90 57.54 mm 413.7 MPa 1511 mm - 53.3 mm / 2
= 1252 kNm / m
Mn = 1252 kNm / m Mu = 107.4 kNm / m 209.9 kPa 194.3 kPa
Shear Check (ACI 318-02 11.1.1, 11.3.1)

Vc = 2 f'c d = 2 20.69 MPa 1511 mm = 1141 kN / m Toe Factored Loads

Vn = Vc = 0.750 1141 kN / m = 856 kN / m 1.4D
Vn = 856 kN / m Vu = 0 kN / m
Minimum Strain Check (ACI 318-02 10.3.5)
1 = 0.850 f'c 4000 psi
180.3 kN/m
As fy 57.54 mm 413.7 MPa
a = = = 53.3 mm 52.78 kPa (Self-wt)
0.85 f'c 0.85 20.69 MPa

1600 mm
d 1511 mm
t = 0.003 -1 = 0.003 -1 = 0.0693
a / 1 53.3 mm / 0.850 #8 @ 225 mm
t = 0.0693 0.004
Minimum Steel Check (ACI 318-02 10.5.1) 224.1 kPa
242 kPa
Mn = 1252 kNm / m 4 / 3 Mu = 4 / 3 107.4 kNm / m = 143.3 kNm / m
Check is waived per ACI 10.5.3
Shrinkage Temperature Steel (ACI 318-02 7.12.2)
AST 567.7 mm
ST_prov = = = 0.0012
t sST 1600 mm 300 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 413.7 MPa
ST_min = 0.0018
ST_prov = 0.0012 < ST_min = 0.0018
18 inch limit governs
sST_max = 457.2 mm
sST = 300 mm sST_max = 457.2 mm
Development Check (ACI 318-02 12.12, 12.2.3)
= 1.0 bar not epoxy - coated
= 1.0 bars are #7 or larger
s/2 = 225 mm / 2 = 112.5 mm
cover + db / 2 = 76.2 mm + 25.4 mm / 2 = 88.9 mm
c = 88.9 mm lesser of half spacing, ctr to surface
= 1.0 12 inches or less cast below - 3.00 inches
= 1.0 normal weight concrete
Ktr = 0 mm no transverse reinforcement
c + Ktr / db = 88.9 mm + 0 mm / 25.4 mm = 3.50
3. fy 3. 413.7 MPa 1.0 1.0 1.0 1.0
ld = db = 25.4 mm = 834.7 mm term 'c plus Ktr over db' limited to 2.5
40 2.5 40 2.5
f'c 20.69 MPa
Mu / Mn = 107.4 kNm / m / 1252 kNm / m = 0.0858
Excess reinforcement reduction of 12.3.3 a applies: ld = 71.63 mm
12 inch minimum controls
ld_prov = 4724 mm ld = 304.8 mm

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Heel Checks [combination 1.4D]

Heel Unfactored Loads
Controlling Moment Unfactored Loads
Design moment Mu for heel need not exceed moment at stem base:
Mheel = 1466 kNm / m Mstem = 497.3 kNm / m
Mu = 497.3 kNm / m stem base moment controls
115-115 kPa (Soil weight)
Flexure Check (ACI 318-02 10.2)
37.7 kPa (Concrete self-wt)
As fy 86.31 mm 413.7 MPa

1600 mm
a = = = 79.95 mm #8 @ 150 mm
0.85 f'c 0.85 20.69 MPa
Mn = As fy d - a / 2
= 0.90 86.31 mm 413.7 MPa 1536 mm - 79.95 mm / 2
= 1893 kNm / m (neglect bearing pressure)

Mn = 1893 kNm / m Mu = 497.3 kNm / m

Shear Check (ACI 318-02 11.1.1, 11.3.1)

Vc = 2 f'c d = 2 20.69 MPa 1536 mm = 1161 kN / m Heel Factored Loads

Vn = Vc = 0.750 1161 kN / m = 870.4 kN / m 1.4D
Vn = 870.4 kN / m Vu = 733 kN / m
Minimum Strain Check (ACI 318-02 10.3.5)
1 = 0.850 f'c 4000 psi 161-161 kPa (Soil weight)
As fy 86.31 mm 413.7 MPa 52.78 kPa (Concrete self-wt)
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa

1600 mm
#8 @ 150 mm
d 1536 mm
t = 0.003 -1 = 0.003 -1 = 0.0460
a / 1 79.95 mm / 0.850
t = 0.0460 0.004 (neglect bearing pressure)
Minimum Steel Check (ACI 318-02 10.5.1) 855.1 kN/m
Mn = 1893 kNm / m 4 / 3 Mu = 4 / 3 497.3 kNm / m = 663 kNm / m
Check is waived per ACI 10.5.3
Shrinkage Temperature Steel (ACI 318-02 7.12.2)
AST 567.7 mm
ST_prov = = = 0.0012
t sST 1600 mm 300 mm
0.0018 60000 0.0018 60000
ST_min = = = 0.0018
fy 413.7 MPa
ST_min = 0.0018
ST_prov = 0.0012 < ST_min = 0.0018
18 inch limit governs
sST_max = 457.2 mm
sST = 300 mm sST_max = 457.2 mm
Development Check (ACI 318-02 12.12, 12.2.3)
= 1.0 bar not epoxy - coated
= 1.0 bars are #7 or larger
s/2 = 150 mm / 2 = 75 mm
cover + db / 2 = 50.8 mm + 25.4 mm / 2 = 63.5 mm
c = 63.5 mm lesser of half spacing, ctr to surface
= 1.30 more than 12 inches cast below - 59.99 inches
= 1.0 normal weight concrete
Ktr = 0 mm no transverse reinforcement
3. fy 3. 413.7 MPa 1.30 1.0 1.0 1.0
ld = db = 25.4 mm = 1085 mm
40 c + Ktr 40 63.5 mm + 0 mm
f'c 20.69 MPa
db 25.4 mm
Mu / Mn = 497.3 kNm / m / 1893 kNm / m = 0.2626
Excess reinforcement reduction of 12.3.3 a applies: ld = 285 mm
12 inch minimum controls
ld_prov = 1749 mm ld = 304.8 mm

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Forces [combination 1.4D]

Stem Internal Forces Stem Internal Forces Stem Internal Forces
Moment Shear
5.75 5.75

-300 kPa
5.03 5.03

4.31 4.31

3.59 3.59

2.88 2.88

2.16 2.16

1.44 1.44

0.72 0.72
-59.21 kPa
200.2 kN/m
0 0
-200 -150 -100 -50 0 0 10 20 30 40
Moment (kNm/m) Shear (kN/m)
-497.27 kNm/m

Stem Internal Forces

-350 kPa

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Moment Checks [combination 1.4D]

Moment
5.75

5.18

4.6

4.03

3.45

2.88 Offset (m)

2.3

1.73

1.15

0.58

0
-1000 -766.67 -533.33 -300 -66.67 166.7 400
Moment (kNm/m)

Check (ACI 318-02 Ch 10) @ 0 m from base

Mn = 881.2 kNm / m Mu = 199.5 kNm / m

Check (ACI 318-02 Ch 10) @ 5.25 m from base

Mn = 319.6 kNm / m Mu = 16.55 kNm / m

Check (ACI 318-02 Ch 10) @ 5.29 m from base

Mn = 296.5 kNm / m Mu = 14.51 kNm / m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Shear Checks [combination 1.4D]

Shear
5.75

5.18

4.6

4.03

3.45

2.88 Offset (m)

2.3

1.73

1.15

0.58

0
-500 -333.33 -166.67 0 166.7 333.3 500
Shear (kN/m)

Shear Check (ACI 318-02 Ch 11.1.1) @ 0 m from base

Vn = 417.2 kN / m Vu = 35 kN / m

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 Cantilever Wall 1

123 Easy Street

AnyTown, USA 00000
(000) 000-0000

Stem Miscellaneous Checks [combination 1.4D]

Minimum Steel Check (ACI 318-02 10.5.1) @ 0 m from base [Stem in negative flexure]
Mn = 881.2 kNm / m 4 / 3 Mu = 4 / 3 497.3 kNm / m = 663 kNm / m
Check is waived per ACI 10.5.3

Minimum Steel Check (ACI 318-02 10.5.1) @ 5.75 m from base [Stem in negative flexure]
Mn = 0 kNm / m 4 / 3 Mu = 4 / 3 0 kNm / m = 0 kNm / m
Check is waived per ACI 10.5.3

Maximum Steel Check (ACI 318-02 10.3.5) @ 0 m from base [Stem in negative flexure]
1 = 0.850 f'c 4000 psi
As fy 86.31 mm 413.7 MPa
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa
d 736.5 mm
t = 0.003 -1 = 0.003 -1 = 0.0205
a / 1 79.95 mm / 0.850
t = 0.0205 0.004

Maximum Steel Check (ACI 318-02 10.3.5) @ 5.75 m from base [Stem in negative flexure]
1 = 0.850 f'c 4000 psi
As fy 86.31 mm 413.7 MPa
a = = = 79.95 mm
0.85 f'c 0.85 20.69 MPa
d 736.5 mm
t = 0.003 -1 = 0.003 -1 = 0.0205
a / 1 79.95 mm / 0.850
t = 0.0205 0.004

Wall Horizontal Steel (ACI 318-02 14.3.3, 14.3.5)

As_horz / shorz 567.7 mm / 225 mm
t = = = 0.0032
t 800 mm
t = 0.0032 t_min
= 0.0025
3 t = 3 800 mm = 2400 mm
18 inch limit governs
shorz_max = 457.2 mm
shorz = 225 mm shorz_max = 457.2 mm

Development Check (ACI 318-02 12.12, 12.2.3)

= 1.0 bar not epoxy - coated
= 1.0 normal weight concrete
0.02 fy
ldh = db
f'c
0.02 1.0 1.0 413.7 MPa
= 25.4 mm
20.69 MPa
= 556.5 mm
0.7 multiplier of 12.5.3 a applies: ldh = 389.5 mm
Mu 497.3 kNm / m
= = 0.5643
Mn 881.2 kNm / m
Factor ldh by this ratio excess reinforcement per 12.5.3 d : ldh = 219.8 mm
8 db = 8 25.4 mm = 8.0
ldh_prov = 1524 mm ldh = 219.8 mm

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