A masonry dam 4 m on top, 16 m at the bottom and 24 m high has water 21 m deep on its vertical side. Neglecting hydrostatic uplift, what is the soil pressure at the heel? Assume weight of masonry as 2400 kg/m³.

A masonry dam 4 m on top, 16 m at the bottom and 24 m high has water 21 m deep on its vertical side. Neglecting hydrostatic uplift, what is the soil pressure at the heel? Assume weight of masonry as 2400 kg/m³.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

A masonry dam of trapezoidal cross section, with one face vertical, has a thickness of 2ft at the top and 10ft at the bottom. It is 22ft high and has a horizontal base. The inclined face is subjected to water pressure, the water standing to a depth of 15ft above the base. The weight of the masonry is 150lb per cu ft. If there is no hydrostatic uplift, where will the resultant pressure intersect the base? Is this a good design?
2.5. Water is flowing in a horizontal 200-mm diameter pipe at a rate of 0.06 m³/s, and the pressures at sections 100 m apart are equal to 500 kPa at the upstream section and 400 kPa at the downstream section. Estimate the aver- age shear stress on the pipe and the friction factor, f.
2. A dam consists of continuous flat-plat barriers whose masses are negligible. Supporting struts A, B, C and D are placed every 3 metres along the dam structure. A mud sample drawn up to the surface has a density of 1.6 Mg/m³. Determine the force in struts Cand D. All joints can be assumed to be hinged. FRESH WATER 3m B D MUD 3m A 3m
For a linear stress variation over the base of the dam and neglecting hydrostatic uplift. 70m note: sg concrete=2.5 40m 60m 10 6. Locate where the resultant crosses the base a. 5.59 m b. 6.28 m c. 8.42 m d. 10.51 m 7. Compute the maximum compressive stress at the base a. 1390 kPa b. 1186 kPa с. 463 kPa d. 508 kPa
a building will have a sitting wall on the north side of the building to allow for seating during outdoor season. the wall will be 1.5 meter tall. what is the minimum width of the wall to ensure that it will not slide or overturning? the soil behind the wall is a sand with Gamma dry= 18.3 kN/m^3 , gamma buoyant =11.5 Kn/m^3 , gamma water= 9.81 kN/m^3 and phi= 36 degrees. the water table is 0.5 m below the ground surface. to enhance the aesthic value of the seating area, the architect has asked that the wall he made of granite ( gamma granite= 25 kN/m^3. Hand written pls
2. Refer to the figure. Assume unit weight of concrete to be 23.5 kN/m. Hydrostatic uplift varies from % of the hydrostatic pressure at the heel and zero at the toe. Calculate the following. a. Calculate the vertical component of the soil reaction on the dam. b. What is the factor of safety against overturning? c. What is the factor of safety against sliding? d. What is the maximum foundation pressure? 1m 2m 9m 6m
Q3- A raft foundation (12 * 8) m carrying a net pressure of 183 kN/m² is located at a depth of 3.8 m below the surface in deposit of dense sandy gravel 6 m deep. The water table is located at a depth of 4.3 m. Below the sandy gravel is a layer of clay 3.8 m thick which in turn is underlain by dense sand. The value of mv for the clay is 0.28 m²/MN. Determine the settlement below the center and below the corner of the raft due to consolidation of the clay.
Considering that the horizontal thrust from the back of a 5.5 m wide brick wall to the 1 m deep part of the wall is H = 55 kN a) Find the greatest stress in the base when b = 2 m.b) Find the width b so that there is a shrinkage zone at the base.(Note: unit weight of brick wall ỿ = 24 kN / m3 ) Answer: ϭmax=0,30 Mpa, b=2,23 m
EXAMPLE 10.15 An embankment is shown in Figure 10.29a. Determine the stress increase under the embankment at points A₁ and A₂. 14 m- 5m 11.5 m- 5 m č A₂ At point A₁ -14 m- → 5m → ← 5m 5 m A₂ 11.5 m At point A₂ H=7m ► 5 m 8 A₁ 5m+¦+ H=7m >· 5 m X A₁ 14 m 16.5 m 5 m 14 m EXAMPLE 10.15 An embankment is shown in Figure 10.29a. Determine the stress increase under the embankment at points A, and A₂. 14 m 16.5 m y= 17.5 kN/m³ 5m9 = (2.5 m) x (17.5 - A₂ H A0₂ (1) kN/m³) = 43.75 kN/m2 Aσ₂ (1) y= 17.5 kN/m² B A₁ 1 90 = 122.5 kN/m2 + + T 5m 9=(7 m) x (17.5 kN/m³)= 122.5 kN/m² % = 122.5 kN/m² A₂ 2.5 m →→ ● A0₂ (2) A₁ 14 m- A₂ (2) 9 (4.5 m) x (17.5 kN/m³)= 78.75 kN/m² Aar: (33) A₂ 14 m 9 m ➜ 14 m 1
Answer in three decimal places please
Solve this.
50. Whle drlling a well a rock layer Is encountered at 10000 ft. depth with an excess preSsure (overpressure) of 150 psl. An overpressure zone has fluld pressures In excess of the hydrostatic gradlent. If the overburden density Is 2400 kg/m* and the flutd column Is water what Is the effective stress at this depth? a. b. 57.68 MPa 4127.6psl d. 5549.0psl