IS 456:2000 RC Retaining Wall Design

Type 1 — Cantilever wall

Stem designed as a vertical cantilever from the base slab; active (Rankine/Coulomb) pressure; basic L/d = 7.

H = 5.000 m · B = 3.250 m · M30 / Fe 500

Project information

Appears on the printed calculation sheet

ProjectDesigned byChecked byDateRevisionExposure condition (Cl. 8.2.2, Table 3)

Crack width limit w_cr,lim

0.3mm

Cl. 35.3.2, Table 14 — set from exposure

Min. grade for exposure

M25

Cl. 8.2.2, Table 5

Min. nominal cover

30mm

Cl. 26.4, Table 16

Wall geometry

Section dimensions per metre run and wall run length

Total wall height H

Stem thickness at top t_top

Stem thickness at base t_base (H/10–H/14)

Base slab thickness D_base (H/10–H/12)

Toe projection L_toe

Heel projection L_heel

Total base width B

3.250m

B = L_toe + t_base + L_heel

Shear key depth d_sk (0 = none)

Shear key width w_sk

Depth of front soil h_f

Wall run length L (elevation / length loading)

t_base/H = 0.090 (target 0.07–0.1)D_base/H = 0.100 (target 0.08–0.1)B/H = 0.650 (target 0.5–0.7)

Material properties

IS 456:2000 Cl. 6, Cl. 26.4, Cl. 38.1

Concrete grade fck (Cl. 6.1, Table 2)Steel grade fy (IS 1786)Clear cover — stem

Clear cover — base

Main bar dia — stem Main bar dia — base Distribution bar dia Stirrup bar dia Unit weight of concrete γ_c (Cl. 19.2.1)

kN/m³

0.446 fck

13.38MPa

Cl. 38.1 — stress block

0.87 fy

435.00MPa

Cl. 36.4.2

Modular ratio m = Es/Ec

7.303

Cl. 6.2.3.1, Ec = 5000√fck

x_u,max/d

0.46

Cl. 38.1

R_u,lim

4.008MPa

0.36·(xu/d)·(1−0.42 xu/d)·fck

d — stem / toe / heel

392 / 442 / 442mm

d = t − cover − φ/2

Soil properties

Backfill, foundation and front soil

Unit weight of backfill γ_s

kN/m³

Angle of internal friction φ

Wall friction angle δ (0 = Rankine)

Backfill slope β (0 = level)

Coefficient of friction μ

—

Allowable bearing capacity

kN/m²

Cohesion c

kN/m²

Unit weight of front soil γ_f

kN/m³

Surcharge & water

Backfill loading

Surcharge on backfill q

kN/m²

Surcharge equivalent height h_s

0.556m

h_s = q / γ_s

Water table depth from top d_w (0 = none)

Validation warnings

Code compliance notes

Water table at 3.00 m below top — hydrostatic pressure below this level is not included in the active pressure; provide drainage / weep holes (good practice).