Advance Design of RC Structure Retaining Wall

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1 1 Retaining Wall

2 Retaining Walls What are retaining walls Retaining walls are soil-structure systems intended to support earth backfills. Type of retaining walls Gravity retaining wall gravity walls rely on their own weight to provide static equilibrium. typically made of plain (unreinforced) concrete or stone blocks. Cantilever retaining walls cantilever walls derive a portion of their stabilizing forces and moments from the backfill soil above the heel. require the use of steel reinforcement to resist the large moments and shear stresses.

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5 Retaining Walls 5 MSE walls Mechanically Stabilized Earth (MSE) walls derive their stability from the internal stresses developing at the interface between the soil and the reinforcement elements. MSE walls are constructed by compacting the soil in layers separated by reinforcement strips or sheets. Reinforcement strips are attached to facing units, and extend far enough into the backfill to ensure adequate pullout resistance. Soil-Nailed walls

6 Retaining Walls Reinforced Earth Walls Geotextile-Reinforced Walls Cantilever Sheet Piles 6

7 Reinforced Earth Walls 7

8 Cantilever Sheet Piles 8

9 Cantilever Retaining Walls Basic Principles Cantilever walls are made of reinforced concrete, & come in different geometries. Rely on their self-weight to resist sliding & overturning, but derive part of their stability from the weight of the backfill above the heel of the wall. 9

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11 Cantilever Retaining Walls Typical Dimensions of retaining walls 11

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14 Cantilever Retaining Walls Basic Design Principles In addition to the external stability, cantilever walls must also satisfy internal structural. The wall section should be able to withstand the shear stresses and bending moments resulting from the lateral earth pressure as well as the difference in pressure between the top and bottom faces of the base. 14

15 Cantilever Retaining Walls 15 External stability In analyzing or designing for external stability, all the forces acting on the structure are considered. These forces include lateral earth pressures, the self-weight of the structure, & the reaction from the foundation soil. The stability of the wall is then evaluated by considering the relevant forces for each potential failure mechanism. The wall has to be stable against: Sliding Overturning Bearing capacity FS BC q q all max 1

16 Cantilever Retaining Walls Design Example Given data As shown in the figure f ' 5 f c y MPa 40MPa q 150 kn / m all Design the retaining wall 16

17 Design Example Step 1: Check for overturning Calculate the weight per unit width (W i ) W (per meter) kN W kN W kN W 4 ( ) kN 17 Moment arm (x i ) x1 0.35m x 0.95m x3 1.9m x 4 1.9m

18 Design Example 18 Calculate the active earth pressure & the water pressure 1 sin 35 K a sin 35 ' kPa h1 ' (17.5 (19 9.8).5) kPa h u kPa W 4 ( ) kN The active forces P 1 to P 4 per unit width P kN P kN P3 0.5 ( ) kN P kN Moment arm (y i ) y1.5.5 / m y3.5 / m y.5 / 1.5m y m

19 Design Example Calculate the active earth pressure & the water pressure M Wx R i i FS overturning M P y O i i OK 19 Step : Check for bearing capacity The eccentricity on the wall base e 0.5 B ( M M ) / W R 0.5(.6) ( ) /196.1 e 0.4 m B / OK O The maximum & minimum soil pressures at the toe & heel of the base are F M x qmax qtoe y kn / m A Ix qmin q heel.3 kn / m.6.6

20 Design Example FS BC qall q max OK 0 Step 3: Check for shear strength at critical section The ultimate shear on the base at a distance d from the face of the wall is d m qmax kn / m Effective depth of base At the TOE Pressure at distance d from the face of the wall ( ).95 q d kn / m.6 V 1.6 qb(0.7 d ) u V c 0.17 fc ' b d 0 kn kn V u OK

21 Design Example At the HEEL Pressure at distance d from the face of the wall ( ) q d kn / m.6 qmin.3 kn / m 1 V 1.6 qb(1.4 d ) u V kn c 0.17 fc ' b d kn V u OK Step 3: Flexural reinforcement At the HEEL Case I M u 1.6M heel M 44.8 kn. m u

22 Design Example f ' c.6110 M u 1 1 f y bd f c ' (44.8) min (0.405) 5 As Case II (100)(40.5) 7.3cm Use 15cm M 1.6M kn u heel W3 + W (144.6) (0.405) 5 As 0.004(100)(40.5) 9.7cm Use 15cm

23 Design Example At the TOE M u 1.6M toe M 53.1 kn. m u (53.1) min (0.405) 5 As (100)(40.5) 7.3cm Use 15cm At the STEM M M stem stem M 1.6M kn. m u 86.7 kn. m stem (148.7) (0.405) 5

24 Design Example 4 As 0.003(100)(40.5) 9.3cm Use 15cm Step 4: Shrinkage reinforcement As (100)(40.5) 7.3cm Use 15cm

25 Design Example 5 15cm Flexural reinforcement Shrinkage reinforcement 15cm 15cm 15cm 15cm 15cm 15cm

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