a) A foundation, 1.5 m square, will carry a load of 700 kN and will be founded at a depth of 1.0 m in a deep deposit of sand. The soil is saturated throughout with a unit weight of 19.5 kN/m³. Ground water level occurs at a depth of 1.5 m below the surface of the soil. A series of SPT tests gave the following results: Depth range (m) Ground surface - 1.0 1.0 2.0 2.0-3.0 3.0-4.0 4.0-5.0 N value 10 12 14 20 Determine the elastic settlement at the centre of the foundation using De Beer and Martens' method.

a) A foundation, 1.5 m square, will carry a load of 700 kN and will be founded at a depth of 1.0 m in a deep deposit of sand. The soil is saturated throughout with a unit weight of 19.5 kN/m³. Ground water level occurs at a depth of 1.5 m below the surface of the soil. A series of SPT tests gave the following results: Depth range (m) Ground surface - 1.0 1.0 2.0 2.0-3.0 3.0-4.0 4.0-5.0 N value 10 12 14 20 Determine the elastic settlement at the centre of the foundation using De Beer and Martens' method.

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 circular foundation 2m in diameter is shown in the figure below. A normallyconsolidated clay layer 5m thick is located below the foundation. Determine the consolidation settlement of the clay. 1- method 2:1 2- consolidation settlement Cc method
A permanent load of 2500kN and an imposed load of 1250 kN are to be supported on a square pad foundation at a depth of 1.0 m in a deposit of gravelly sand extending from the surface to a depth of 6.0 m. A layer of clay 2.0 m thick lies immediately below the sand. The water table may rise to foundation level. The unit weight of the sand above the water table is 17 kN/m3 and below the water table the saturated unit weight is 20 kN/m3. Characteristic values of the shear strength parameters for the sand are c = 0 and ϕ = 38 . The coefficient of volume compressibility for the clay is 0.15m2/MN. It is specified that the long term settlement of the foundation due to consolidation of the clay should not exceed 20 mm. Using the Working Stress Design Approach with Fs = 2.5, determine the foundation size to safeguard against bearing capacity failure and excessive settlement
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.
For the embedded strip footing (infinitely long in the out-of-plane direction) shown below, the maximum vertical pressure that the soil can bear before failure is 100 kPa (i.e., qmax should not exceed 100 kPa). What is the maximum overall eccentricity of the foundation in mm before failure? (answer tolerance = 2%). Consider γconcrete = 25 kN/m3, γsoil = 18 kN/m3 and assume that the width of the embedded column is negligible, and the entire top of the foundation is covered with soil. Hint: for a strip footing, the calculations should be conducted assuming a 1-m long footing in the out-of-plane direction.
A circular footing with a radius of r = 4.0 ft will be embedded D = 2 ft in uniform clay. The top of the foundation is at the surface. The water table is at the ground surface. An intact sample of the clay with Gs=2.75 was obtained using a thin-walled Shelby tube from a depth of 10 ft below the ground surface. The sample was saturated and has a gravimetric water content of 45 %. Estimate its void ratio e0 and total unit weight y _in pcf. Ovp' = 800psf Void Ratio 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 do 10 0.1 0 2 z/r, depth in radii 6 7 8 9 Cr = 0.07 100 1000 Effective Stress (psf) 0.2 0.3 0.4 0.6 0.81.0 7.0 10.0 Cc = 0.3 8.0 9.0 5.0 6.0 I, stress in percent of surface contact pressure 2 3456 8.10 10000 3.0 2.5 (2.0) 1.25 20 30 40 50 60 80 100 1.0 PAG 0.75 Note: Numbers on curves indicate offset distances in radii, x/r. 2r Z 0.5 0₂- KAB X 0.25 IX q 100 0, 10 FIGURE 4.10 Chart for calculating the increase in vertical stress beneath a uniformly loaded circular area. (From NAVFAC DM-7.1, 1982,…
* 3 m b. Is the clay overconsolidated? c. What would be the consolidation settlement beneath the center of the mat? 6m A 15 m X 20 m mat foundation shown in Figure P10.7 car- ries a building load of 36 MN and is placed at 3.0 m depth below the ground level. 5 m For the clay layer, the consolidation tests show that the preconsolidation pressure at the middle of the clay layer is 210 kN/m². a. Find the net applied pressure on the underlying ground. Q Sand Clay y = 16.5 kN/m³ Ysat 19.0 kN/m³ e = 0.82 Ce=0.35 and C, = 0.06 =
Consider Figure FE 3. Compute the difference in the primary consolidation settlement. Further, if foundation B is to be loaded with an additional 150 kN, suggest an increase in dimension for said foundation if a differential settlement of 20 mm is not to be exceeded. You may use the equation for primary consolidation settlement of HomvΔσv.
Please answer question 3b Question 3b
A foundation, 1.5 m square, will carry a load of 700 kN and will be founded ata depth of 1.0 m in a deep deposit of sand. The soil is saturated throughoutwith a unit weight of 19.5 kN/m3. Ground water level occurs at a depth of 1.5m below the surface of the soil.A series of SPT tests gave the following results:Depth range (m) N valueGround surface – 1.0 ---1.0 – 2.0 102.0 – 3.0 123.0 – 4.0 144.0 – 5.0 20Determine the elastic settlement at the centre of the foundation using DeBeer and Martens’ method.
This is for foundation engineering review. Please show work and choose from the answer choices