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Chapter 8 Retaining Walls

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Chapter 8 Retaining Walls Principles of Foundation Engineering Braja M. Das Chapter 8 Retaining Walls 1 Moments Review Moments 2 Types of retaining walls 3 Dimensions Approximate dimensions for various components of retaining wall for initial stability checks: cantilever wall 4 Active Earth Pressure 5 Stability Issues Overturning Sliding Failure of retaining wall: (a) by overturning (b) by sliding Bearing Capacity Global Stability (c) by bearing capacity failure (d) by deep-seated shear failure 6 Deep-seated shear failure Traditional Slope Stability Analysis 7 Check for overturning, assuming that the Rankine pressure is valid Forces at Work Overturning • Active Earth Pressure Using H’ • Any load along top – q Resisting • Weight of Soil (1 & 2) • Weight of Structure (3, 4 & 5) • Bearing Capacity of Base • Passive Pressure Against Base Point of Rotation 8 Moment Table Procedure for Calculating MR Weight per unit Moment arm Moment Section Area length of wall measured from C about C 12 3 4 5 M1 1A1W1 = 1•A1 X1 2A2W2 = 2•A2 X2 M2 X3 M3 3A3W3 = 3•A3 X4 M4 4A4W4 = 4•A4 5A5W5 = 5•XA5 X5 M5 6 X6 M6 6A6W6 = 6•A6 Pv B Mv V MR Pv = Vertical Component of Pa if sloped ground Pp neglected in overturning Always build the moment table C = Point of Rotation 9 Check Overturning Sw Ws1 = weight of soil over heel P = total lateral earth pressure force Ws1 a Ignore BC = weight of concrete base C1 = weight of rectangular section of stem 1 C2 = weight of triangular section of stem Ws = weight of soil over toe C1 2 C2 Ws2 Pa Moment Arm for Pa =z+T z is the location of the z total force Pa determined BC from the earth pressure L1 L 2 L3 diagram B T Moment Arm for Ws11212 = (L +L )+(B-(L +L ))/2 Point of Rotation Moment Arm for C112ww = (L +(L -S )+S /2 Moment Arm for C21 = L +2•(L 2w -S )/3 Moment Arm for Ws21 =L /2 Moment Arm for BC=B/2 10 Overturning (Continued) Overturning Moment Sw Moa = P(z+T)• Resisting Moments Ms = ••H [(L12 +L )+(B-(L 12 +L ))/2] Ws1 1 Mc 1 =c• H•• Sw [(L12ww +(L -S )+S /2] Ignore C Mc = ••0.5H [L12w +(L -S )/2] 1 2c 1 MBC = c •BTB/2 • • C a Unit Width Omitted Ws2 P Ms2 = 2•••(D-T) L11 [L /2] BC z Mr L3 D L1 L2 FS FS = 2 to 3 M T o • B MMs Ms MC MC MB Point of Rotation r 1 2 1 2 c 11 Check for sliding along the base Sw Resisting Forces Ws1 R Vtan Bc P Ignore f a p Driving Forces C1 1 Df Pa C a Ws2 P Vtan Bc P BC a p FSsliding Pa P 1 2 p B T Pp D K 2c D K • 2 2 1 p 2 1 p Point of Rotation s tan ca FS >1.5 = angle of friction between soil & slab 12 Coefficient of Friction Coefficient of Friction for Cohesionless Soil Material tan Wood 0.40 22° Rough concrete, cast against soil tan Smooth, formed concrete 0.3-0.4 17° Clean steel 0.20 11° Rusty steel 0.40 22° Corrugated metal tan 13 Alternatives for increasing the factor of safety with respect to sliding 14 Check for bearing capacity failure Resultant Force R acting on base R VP a Location of Resultant Force “R” Net Moment Mnet Mnet Mr Mo CE= X V Pressure on Base So Eccentricity “e” B V y Ve q Mnet 2 e X <B/6 I 1 2 A 12 1B I=Moment of Inertia Per Unit Length Max Pressure @ Toe Min Pressure @ Heel V 6e V 6 e qmax 1 qmin 1 - B B B B 15 Bearing Capacity Note you use only the lowest fill height over the footing. BN 2 qu cN c Fcd DNqFqd 2 2 2 BB2e D Fcd 10.4 B 2 D Fqd 12tan 2 1sin 2 B Fd 1 For inclined surface, add inclination factors F , F , F qu ci qi i FS 2 2 ° ° qmax Fi 1 Fci Fqi 1 ° 90° 1 Pa cos FS >3 tan [ V ] 16 Example Review Example 8.1 on Page 390-393 17 MSE Walls Mechanically Stabilized Earth (MSE) Walls 18 Geogrid Reinforcement for MSE 19 How Geogrids Work 20 Similar Checks to Retaining Wall 21 Types of MSE Walls 22 Geogrid Reinforced Walls 23 Comments Active Versus At-Rest Pressures You must have sufficient movement to get active pressure Creep Prolonged Rainfall & Groundwater Fluctuations Vibrations Due to Traffic and Other Sources Temperature Tides and Wave Action Seismic Events 24 Homework CE 430 CE 530 8.1 All of CE 430 plus 8.2 25.
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