Toe Wall Design

Analysis of PCC / Random Rubble Stone Masonary TOE wall

 Height above GL = 1.5 m Height (H1) (m) Height(H2) (m)

5 0

Depth of bed slab (H3) (m)

0

Top Width (B2)(m) Angle of Internal Friction(Ø) (deg) Angle of Friction b/w wall and soil(δ) (deg)

0.5

Angle of surcharge(β) (deg) Wall slope on Backfill side (1V: nH) n = Wall slope on Road Side (1 V: m H)

26.5

Density of Soil(ϒs) (kN/m3)

20

Density of wall(ϒw) (kN/m3) Coefficient of friction (µ) Height of Surcharge(m)

22 0.5 1.2

30 20

0 0

Calculations H=(H1+H2+H3) m B1 (m) = B2(m) = B3 (m) = Base width B (m) = (B1+B2+B3)

5.00 0.00 0.5 0.00

Ka

0.523

Pa = Ka x 0.5 x ϒs x H

0.50

2

130.649

Check For Stability (Overturning about toe M) Name of Force

Wt of Gravity Wall (Vertically Downward) Surcharge Pressure

Active Earth Pressure

Sum of Vertical Forces Sum of Horizontal Forces FOS against

Designation W1 W2 W3 W4 Psur, hor Psur, ver Pav = Pa x sin (θ+δ) Pah = Pa x cos (θ+δ)

∑V=(W1+W2+ W3 + W4 +Psur,ver + Pav) ∑V=(Pah+Psur ,hor) Sliding (µ x ∑ V) / Pah)

Lever Arm Force (kN) from toe (m) 0.000 55.000 0.000 0.000 58.930 21.449 44.685

0.000 0.250 0.500 0.250 2.500 0.500 0.500

122.770

2.100

121.133

∑ Mo; ∑Mr

Moment about toe Overturnig Resisting (Mo, kN-m) (Mr, kN-m) 0.000 13.750 0.000 0.000 -147.324 10.724 22.342 -257.817

-405.141

46.817

0.116

181.700

0.333

Overturning

∑Mr/∑Mo

-2.958

∑ M = ∑ Mo+ ∑Mr

-358.325

Check for pressure below toe and heel Dist of Vertical Rxn from toe (m) Eccentricity (e) (m) =

(B/2 -x

̅)

-9084.324

Pessure at heel (N) (kN/m2)

9568.858

Pessure at toe (M) (kN/m2) FOS (Sliding) FOS (Overturning) Stress at heel (kN/m2) Stess at toe (kN/m2)

3.208

0.33 0.12 -9084.4 9568.9

unsafe unsafe unsafe OK