Question

A proposed residential development of a single tower is to be built on a sloping site as shown in Figure 1. The site has a (W1m x 25m wide building zone. A level platform has to be created by building a permanent retaining structure outside the building zone but within the (W2m x (W2m wide site boundary. A temporary slope, which may extend outside the site boundary, has to be formed in advance for construction of the retaining structure. --- develop a suitable site formation scheme to enable the formation of the level platform as specified in the figure. A) Stability calculations and a cross-section of your proposed Inverted T-shape RC retaining wall; and B) Stability calculations and a cross-section of your proposed temporary slope. *Note: Cross-sections should be drawn to scale and all dimensions should be shown. W2 (Site Boundary) W1 (Building Zone) TIA Soil Al 11.31° Average -I _ Soil BI Proposed Site Formation Level Figure 1-Sectional View of the Site Assumptions: - No stability check for the existing slope is required - Water Level: For TaskB) temporary slope, dry condition is assumed: For Task A), water level at one-third of retaining wall height above the base (assume the intensity of uplift pressure varies linearly from zero at the front to its maximum at the back) - Refer to Table 1 for site dimensions, in-situ soil properties, & surcharge Surcharge: Live load and only for Task A) retaining structure stability checks - Coefficient of friction between soil and concrete at wall base: 0.6 Backtill material: Cohesionless, Bulk unit weight is 18.5 kN/m, Saturated unit weight is 19.4 kN/m; and angle of shearing resistance same as in-situ Soil A

Answer 1

Backfill Material Coefficient of friction, ua o.b x = ookpa Vo = 18.5 kN/m rs - 1904 kalen W, = 30 , we= 34 Surchage, q = 2 koluit 27 H = 2.7 & - 27 , rezo katere Consider SBC = 200 enlut site formation man Depto y foundation required L It final the above proputies are og soil B. water със pressure. a he tano, a hitan (8.310) h a tan 11+31 as hie 6 m. He 6+ 1.5 715 m 0.55 m. 12 Thickness of Slab. (0) = (to to t h Consoler, d e f * 7.15 = width of slab, b = (o.s to 0.6) H. bo 0.6 x 7.15 & 4:29 & 4.3 m.

Toe projection - Py a to the or ? - 17:15 - 2.38 tym 7.5 - 1.1875 P 22 genna Stability Analysis ov e r c ostanse oodburnomon Load Magnitude I Distance 2 from nulla on Bending moment about toe (kNow) Stem wi 0 12x (7.15-0.55) x 1 25 = 33 6913 Slob wz 4.34 4.3.2.15 0.55*1x25 - 59.12 127.12 have to Inolta siis pole Backfill, W3 24 (115-ass), * 1914 = 23.28 NIN 23.28 Backfill, wy 27012 +1.05 845 a 3.25 (4-3-2-012)4](4- d.): 19 (4.30 + ** 18-5)] - 216 ( 35:56+ 88.18) - 259.85 & 260 m. ę w = 375.41 $1=1064,7 Earth presten kanta = 0.3418.5 * 7.45-0.55) a (7.15-0.55) +os +0.55 assume ka 2013 . = 120.88 7.15 - 3 Mo - 332.42 a 2 -75

Chuck for Ros overturning, a EUR - 1064 7 332.42 = 3.2 2 2 safe Check for Sliding Pos & u Ew 0.6 x 3754 1.86715 12088 Pet Safe. EDO SOO DOE 2015