Company's Name: ABC Consultants Job No.

: ABC/1001
101, Known Street, Known Area, Known City, Pin ….
Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/101

SPREADSHEET OF CANTILEVER R.C. RETAINING WALL AS PER IS CODES

Designs a RC Retaining Wall subjected to Normal Earth Pressure for the given properties of
backfill material, wall and base sections, Concrete grade and type of Steel.

INPUT
BACK FILL Angle of slope of bank Ф(deg) to horizontal, (max Ф=θ) 0
Angle of repose θ (deg) = 30
Density of back fill (kN/m3) = 16
Density of saturated back fill (kN/m3) = 20.8
Surcharge Uniform Surcharge load (kN/m2) = 0
Base Soil Safe Bearing Capacity of Soil (kN/m2) = 140
Coefficient of base friction between soil and concrete 0.45

RCDesignCD
Company's Name: ABC Consultants Job No.: ABC/1001
101, Known Street, Known Area, Known City, Pin ….
Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/102

INPUT (Cont'd)
Wall Height of Wall, H (m) 4.350
Profile Depth of Water Table below GL, H1 (m) 8.000
Depth of soil above toe slab, H2 (m) 1.600
Wall thickness at top of base slab, T1 (m) 0.250
Wall thickness at top, T2 (m) 0.250
Base slab width, B (m) 2.500
Base slab toe dimension, B1 (m) 1.200
Base slab thickness, D (m) 0.650
Shear key depth, D1 (m) 0.000
Shear key thickness, T3 (m) 0.000
Material Concrete Grade, fck M 20 2

Data Steel Reinforcement Grade, fy (N/mm2) = 5004

Concrete In base slab (mm) = 50

Cover In earth face of wall (mm) = 35
In front face of wall (mm) = 35

Horizontal Pressures, Moments and Shears on Wall (Service Load Condn.)

2
Depth of wall Horizontal Pressure on wall (kN/m ) Bending Moment Shear on
from top (m) Soil Pressure Grd Water Pr Surcharge Pr. on wall (kNm/m) wall (kN/m)
0 0.00 0 0.000 0.00 0.00
0.435 2.32 0 0.000 0.07 0.50
0.87 4.64 0 0.000 0.59 2.02
1.305 6.96 0 0.000 1.98 4.54
1.74 9.28 0 0.000 4.68 8.07
2.175 11.60 0 0.000 9.15 12.62
2.61 13.92 0 0.000 15.80 18.17
3.045 16.24 0 0.000 25.10 24.73
3.48 18.56 0 0.000 37.46 32.29
3.915 20.88 0 0.000 53.34 40.87
4.35 23.20 0 0.000 73.17 50.46
5 26.67 0 0.000 111.11 66.67
Value at 5m depth neglecting surcharge pressure = 111.11 66.67

Note: Seismic load case governs the design

RCDesignCD
Company's Name: ABC Consultants Job No.: ABC/1001
101, Known Street, Known Area, Known City, Pin ….
Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/103

Passive Resistance (Considered / Not Considered =) TickFALSE

if considered
2
Passive pressure at top, (kN/m ) = 0.00
Passive pressure at bottom, (kN/m2) = 0.00
Depth of passive resistance (m) = 0.00
Passive Force (kN/m) = 0.00
Passive Moment about Toe (kNm/m) = 0.00

Vertical Loads per metre length (Service Load condition)

Load case Vertical load (kN) Lever arm to Toe (m) B.M. (kNm)
Wall (Rectangle) 27.188 1.325 36.023
Wall (Triangle) 0.000 1.200 0.000
Base Slab 40.625 1.250 50.781
Shear Key 0.000 0.000 0.000
Soil load over Toe Slab TickFALSE
if considered 0.000 0.000 0.000
Soil +sub-soil water(if any) over Heel Slab 73.080 1.975 144.333
Surcharge load 0 0.000 0.000
Maximum Total = 140.893 - 231.138
Total neglecting surcharge load = 140.893 - 231.138
Total for 0.9 x (wall+base), no soil over toe & no surcharge = 134.111 - 222.457
C.G. of vertical loads from Toe: Case: Total load = 231.138/140.893= 1.641 m
Case: Total neglecting surcharge load = 231.138/140.893= 1.641 m
Moment on C.L. of Base:
Case: Total load = 111.111+(0) + 140.893 x (1.25-1.641) = 56.09 kNm
Case: Total neglecting surcharge load = 111.111+(0) + 140.893 x (1.25-1.641) = 56.09 kNm

Soil Pressure under Base Slab (Service Load Condition)

Case: Total load excluding soil load over toe slab Toe Heel
2
Pressure at Toe = 140.893/2.5 + ( 56.089) x 6 /2.5^2 = 110.202 kN/m
2
Pressure at Heel = 140.893/2.5 - ( 56.089) x 6 /2.5^2 = 2.512 kN/m
Case: Total excluding soil load over toe slab & neglecting surcharge load: Soil Pressures O.K.
2
Pressure at Toe = 140.893/2.5 + ( 56.089) x 6 /2.5^2 = 110.202 kN/m
2
Pressure at Heel = 140.893/2.5 - ( 56.089) x 6 /2.5^2 = 2.512 kN/m

SBC of soil is more than the design pressures, hence base width is O.K
RCDesignCD
Company's Name: ABC Consultants Job No.: ABC/1001
101, Known Street, Known Area, Known City, Pin ….
Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/104
RCDesignCD

Stability Calculations (Service Load Condition)

Case: Total load excluding soil load over toe slab

Over Turning Moment about Toe = 111.11 kNm
Resisting Moment = 231.138 kNm
Factor of safety against over turning = 2.08 > 1.5, Section O.K.

Horizontal Sliding Force = 66.67 kN

Resisting Force = 140.893 x 0.45 + 0 = 63.4 kN
Factor of safety against sliding = 0.95 < 1.4 Revise base size or consider soil load
over toe slab for which tick in cell E101
Total for 0.9 x (wall+base), no soil over toe & no surcharge:
Over Turning Moment about Toe = 111.11 kNm
Resisting Moment = 222.457 kNm
Factor of safety against over turning = 2 > 1.5, Section O.K.

Horizontal Sliding Force = 66.67 kN

Resisting Force = 134.11 x 0.45 + 0 = 60.4 kN
Factor of safety against sliding = 0.91 < 1.4 Revise base size or consider soil load
over toe slab for which tick in cell E101
Design of Wall by Limit State Method (Partial Safety Factor, γ f = 1.5)
Depth of wallUlt. MomentEff. Depth (mm) Bar ф (mm) Ast (mm2) Provide Steel near earth face
from top (m) Mu, kNm Reqd. Provided Vertl. Horzl. Reqd. Provided Vertical Reinf't Horizontal Reinf't
0 0 0 207 16 12 300 400 16 dia at 300 crs 12 dia - 375crs
0.435 0.110 6.42 207 16 12 300 400 16 dia at 300 crs 12 dia - 375crs
0.87 0.878 18.17 207 16 12 300 400 16 dia at 300 crs 12 dia - 375crs
1.305 2.963 33.38 207 16 10 300 400 16 dia at 300 crs 10 dia - 260crs
1.74 7.024 51.39 207 16 10 300 400 16 dia at 300 crs 10 dia - 260crs
2.175 13.719 71.82 207 16 10 300 2530 16 dia at 75 crs 10 dia - 260crs
2.61 23.706 94.40 207 16 10 300 2530 16 dia at 75 crs 10 dia - 260crs
3.045 37.644 118.96 207 16 10 442 2530 16 dia at 75 crs 10 dia - 260crs
3.48 56.192 145.34 207 16 10 680 2750 16 dia at 70 crs 10 dia - 260crs
3.915 80.008 173.43 207 16 10 1012 2500 16 dia at 80 crs 10 dia - 260crs
4.35 109.751 203.12 207 16 10 1485 1944 16 dia at 100 crs 10 dia - 260crs
Company's Name: ABC Consultants Job No.: ABC/1001
101, Known Street, Known Area, Known City, Pin ….
Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/105

Check for Shear in Wall by Limit State Method (Partial Safety Factor, γf = 1.5)
Depth of wall Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status
from top (m) Vu, kN τv, N/mm2 bd τc, N/mm2 of Wall
0 0.000 0.000 0.193 0.321 Section O.K.
0.435 0.757 0.004 0.193 0.321 Section O.K.
0.87 3.028 0.015 0.193 0.321 Section O.K.
1.305 6.812 0.033 0.193 0.321 Section O.K.
1.74 12.110 0.059 0.193 0.321 Section O.K.
2.175 18.923 0.091 1.222 0.668 Section O.K.
2.61 27.248 0.132 1.222 0.668 Section O.K.
3.045 37.088 0.179 1.222 0.668 Section O.K.
3.48 48.442 0.234 1.329 0.688 Section O.K.
3.915 61.309 0.296 1.208 0.665 Section O.K.
4.35 75.690 0.366 0.939 0.609 Section O.K.

Design of Base Slab

Case: Total load excluding soil load over toe slab P Q R S

Toe Heel
Soil Pressure at P = 110.202 kN/m2
Soil Pressure at S = 2.512 kN/m2
Soil Pressure at Q = 58.511 kN/m2
Soil Pressure at R = 47.742 kN/m2

Designing the base slab by limit-state method, Partial load factor, γf = 1.5
Moment at Q = 1.5x(58.51x1.2^2/2 +51.69x1.2^2/3 -(0+1.2x0.65x25) x 1.2) = 82.86 kNm
Moment at R = 1.5x(2.51x1.05^2/2 +45.23x1.05^2/6-(73.08+0+1.05x0.65x 25) x 0.525) = -56.44 kNm

Case: Total excluding soil load over toe slab & neglecting surcharge load:

Soil Pressure at P = 110.202 kN/m2

Soil Pressure at S = 2.512 kN/m2
Soil Pressure at Q = 58.511 kN/m2
Soil Pressure at R = 47.742 kN/m2 RCDesignCD
Company's Name: ABC Consultants Job No.: ABC/1001
101, Known Street, Known Area, Known City, Pin …. Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/106
Designing the base slab by limit-state method, Partial load factor, γf = 1.5
Moment at Q = 1.5x(58.51x1.2^2/2+51.69x1.2^2/3-(0+1.2x0.65x25)x0.6)) = 82.86 kNm
Moment at R = 1.5x(2.51x1.05^2/2 +45.23x1.05^2/6-(73.08+1.05x0.65x 25) x0.525) = -56.44 kNm

Areas of Reinforcement in Base Slab

Mu Eff. Depth(mm)Bar Ф (mm) Ast (mm2) Main steel Distribn.Steel
Location
(kNm) Reqd. Provided Main Distbn.Reqd. Provided Ф - Crs (mm) Ф - Crs (mm)
Toe Slab 82.86 176.49 592 16 16 780 800 16 - 250 at btm 16-255 at btm
Heel Slab 56.44 145.67 592 16 16 780 800 16 - 250 at top 16-255 at top

Critical section
at 'd' from face

Check for Shear in Base Slab

P Q R S
Case: Total load excluding soil load over toe slab Toe Heel
2
Soil Pr. at 'd' from Q = 84.012 kN/m
2
Soil Pr. at 'd' from R = 22.240 kN/m
Ultimate Shear (Partial lad factor, γf = 1.5:
Shear at 'd' from Q = 1.5x(84.01x0.608+26.19x0.608/2 -(0x0.608/1.2+0.608x0.65x25)) = 73.742 kN
Shear at 'd' from R = 1.5x(2.51x0.458+19.73x0.458/2-((73.08+0) x0.458/1.05+0.458x0.65x 25)) =
= -50.477 kN
Case: Total excluding soil load over toe slab & neglecting surcharge load:

2
Soil Pr. at 'd' from Q = 84.012 kN/m
2
Soil Pr. at 'd' from R = 22.240 kN/m
Ultimate Shear (Partial lad factor, γf = 1.5:
Shear at 'd' from Q = 1.5x(84.01x0.608+26.19x0.608/2-(0x0.608/1.2+0.608x0.65x25)) = 73.74 kN
Shear at 'd' from R = 1.5x(2.51x0.458+19.73x0.458/2-(73.08x0.458/1.05+0.458x0.65x 25)) = -50.48 kN

Check for Shear in Base Slab by Limit State Method (Partial Safety Factor, γf = 1.5)
Ult. Shear Shear Stress 100 Ast Perm. Shear Stress Design Status
Location
Vu-max, kN τv, N/mm τc, N/mm
2 2
bd of Base
Toe Slab 73.742 0.125 0.135 0.274 Section O.K.
Heel Slab 50.477 0.085 0.135 0.274 Section O.K.
RCDesignCD
Company's Name: ABC Consultants Job No.: ABC/1001
101, Known Street, Known Area, Known City, Pin ….
Design by: UVW
Client: Very Important Industries Ltd, Well Known City Date: 26-Nov-20
Project: XYZ Building Page No. RW/107

Cantilever RC Retaining Wall

0 G.L.

GWT, -8
-4.35

-5

G.L., -2.75

-4.35 Sectional Profile

-5
RCDesignCD