A 1.8 m square, 2 m deep and 1 m high footing supports a column load of 570 kN. It is supported on a clayey sand. There is no water present at the site. Use unit weight for the concrete 24 kN/m³. A dilatometer test run at the site has returned the following constrained modulus profile: Depth (m) M (MPa) 2 7.7 E = 3 4 8.8 10.2 Calculate the settlement using Schmertman's method for the period after 50 years. Soil unit weight is 21 kN/m³. Use the correlation between elastic and constrained modulus of soil with Poisson's ration 0.33: (1 + v)(1-2v) (1-v) 5 14.8 M 6 15.4
A 1.8 m square, 2 m deep and 1 m high footing supports a column load of 570 kN. It is supported on a clayey sand. There is no water present at the site. Use unit weight for the concrete 24 kN/m³. A dilatometer test run at the site has returned the following constrained modulus profile: Depth (m) M (MPa) 2 7.7 E = 3 4 8.8 10.2 Calculate the settlement using Schmertman's method for the period after 50 years. Soil unit weight is 21 kN/m³. Use the correlation between elastic and constrained modulus of soil with Poisson's ration 0.33: (1 + v)(1-2v) (1-v) 5 14.8 M 6 15.4
Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN:9781337705028
Author:Braja M. Das, Nagaratnam Sivakugan
Publisher:Braja M. Das, Nagaratnam Sivakugan
Chapter2: Geotechnical Properties Of Soil
Section: Chapter Questions
Problem 2.10P: The soil profile at a site consists of 10 m of gravelly sand underlain by a soft clay layer. The...
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Transcribed Image Text:A 1.8 m square, 2 m deep and 1 m high footing supports a column load of 570 kN. It is supported
on a clayey sand. There is no water present at the site. Use unit weight for the concrete 24 kN/m³.
A dilatometer test run at the site has returned the following constrained modulus profile:
Depth (m)
M (MPa)
2
E
7.7
3
8.8
Calculate the settlement using Schmertman's method for the period after 50 years. Soil unit
weight is 21 kN/m³. Use the correlation between elastic and constrained modulus of soil
with Poisson's ration 0.33:
(1 + v)(1-2v)
(1 − v)
4
5
10.2 14.8
M
6
15.4
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