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Foundation analysis and design
01 Jan 1968-
TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.
Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08
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TL;DR: In this paper, the authors investigated how the arrangement of geotextiles affects the seismic performance of mid-rise buildings under Maximum Considered Earthquake (MCE) shaking, and showed that the geotextex layers close to the edges of the foundation sustained most of the stress induced by foundation rocking.
23 citations
TL;DR: In this paper, an appropriate algorithm is derived for estimating the static bearing capacity of strip footing located on two-layered soils using the stress characteristic lines method, which is a powerful numerical tool that can solve stability problems in geotechnical engineering.
Abstract: A study on the bearing capacity of strip footings over sandy-layered soils has been conducted using the stress characteristic lines method. Traditional bearing capacity theories for specifying the ultimate bearing capacity of shallow foundations are based on the idea that the bearing layer is homogenous and infinite. In practice, layered soils are mainly being used. The stress characteristic lines method is a powerful numerical tool that can solve stability problems in geotechnical engineering. In the present paper, an appropriate algorithm is derived for estimating the static bearing capacity of strip footing located on two-layered soils using the stress characteristic lines method. Numerical and experimental examples are presented, to validate the proposed algorithm. Graphs and equations illustrate the effective depth of strip footings located on two-layered soils. If the friction angles of the top and bottom layers are 30° and 35°, respectively, the depth effect of the top layer is estimated to be 0.76 of the foundation’s width.
23 citations
TL;DR: In this paper, a finite element model was developed to simulate the extraction of spudcans embedded in soft clay and the spudcan was assumed to be "wished in place".
Abstract: A finite element model was developed to simulate the extraction of spudcans embedded in soft clay. The spudcan was assumed to be ‘wished in place'. To simulate the effect of installation, assumptio...
22 citations
Cites background from "Foundation analysis and design"
...In Byrne and Finn (1978), six rapid breakout tests were conducted to determine the relationship between q and c....
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...Otherwise, from Hansen’s formula (Bowles, 1968), N∗c can be expressed as N∗c = Ncscdcic (2.33) 2.7: Breakout of Objects With Soil Failure 34 where Nc is the bearing capacity factor with respect to cohesion, sc is the shape factor, dc is the depth factor, and ic is the inclination factor....
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...Otherwise, from Hansen’s formula (Bowles, 1968), N∗ c can be expressed as N∗ c = Ncscdcic (2....
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01 Jan 2011
TL;DR: In this article, the geotechnical aspects of the completed Bangkok MRT Blue Line project and its extension which is currently under design were investigated using the Mohr Coulomb model.
Abstract: This dissertation is on the geotechnical aspects of the completed Bangkok MRT Blue Line
Project and its extension which is currently under design. There were 18 cut and cover
subway stations and nearly 22 km of tunnels constructed by the use of earth pressure balanced
shield tunnel boring machines. The soil profile model up to depths of 60 to 65 m consists of
seven layers: Weathered Crust and Backfill Material; Very Soft to Soft Bangkok Clay;
Medium Stiff Clay; Stiff to Hard Clay; Medium Dense to Very Dense Sand; Very Stiff to
Hard Clay; and Very Dense Sand.
The strength and deformation characteristics of the Bangkok subsoils are determined from
laboratory tests (mainly oedometer and triaxial tests) and in-situ field tests (such as vane tests
and pressuremeter tests). Additionally, the small strain behaviour is also investigated using
Bender element tests in the laboratory and cross hole seismic tests in the field. The soil
parameters needed for the deformation analyses are determined for the Mohr Coulomb
Model, Soft Soil Model, Hardening Soil Model, and the Hardening Soil Model with Small
Strain Stiffness.
22 citations
Cites background or methods from "Foundation analysis and design"
...For ground surface settlements, induced by excavation, Bowles (1986) proposed an estimation procedure....
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...… EG Eq.2.44 )21(3 EK Eq.2.45 )1)(21( )1( EEoed Eq.2.46 where, Eoed refers to the Young’s modulus in the oedometer test under constrained conditions. b) Poisson's Ratio (υ) The drained Poisson’s ratio of soils in the loading condition ranges in a narrow band from 0.3 to 0.4 (Bowles, 1986)....
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TL;DR: In this paper, a correlation analysis was performed to identify the parameters that affect relative density and friction angle of sands on the basis of SPT-N values, and the proposed correlation may be very useful in the field of geotechnical engineering during feasibility/preliminary design stage.
Abstract: This study is an attempt to evaluate relative density and friction angle of sands on the basis of SPT-N values. In order to develop the relationships among relative density (Dr), friction angle (ϕ) and SPT-N value, field and laboratory test results from sixty boreholes executed in sandy deposit were used. The field tests include the SPTs conducted in the boreholes and the determination of in-situ density at various depths in the boreholes using the pitcher sampler whereas the laboratory tests include routine classification, direct shear box, maximum and minimum density and specific gravity tests. The SPT-N values were observed to vary between 4 and 100 and the in-situ bulk density of undisturbed samples as recovered through pitcher sampler are in the range of 13.24 ~ 18.44 kN/m3. The soil samples are classified as poorly graded sand (SP), poorly graded sand with silt (SP-SM) and silty sand (SM) on the basis of Unified Soil Classification System. The values of minimum dry unit weight fall in the range of 12.22~14.95 kN/m3 and maximum dry unit weight varies in the range of 14.64~19.17 kN/m3 as obtained through vibratory table. Based on the test results, correlation analysis was performed to identify the parameters that affect relative density. The parameters include SPT-N value corrected for field procedures (N60), relative density (Dr), void ratio range (emax–emin), effective overburden stresses (σv') and in-situ dry density (γdf). Based on the results of correlation analyses, it was observed that SPT-N values alone cannot be related to Dr. Therefore, multiple regression analysis was carried out using Statistical Package for the Social Sciences (SPSS) software and relation between relative density, corrected SPT-N value and effective overburden stress is being proposed. The variation between experimental and predicted values falls within ± 10% at 95% confidence interval. Validation of the proposed correlation was also performed by using an independent data set which indicated that the prediction by using the proposed correlation also falls within ± 10%. Further, comparison of the proposed correlation with other similar relationships already available in the literature was also performed. In addition to the above, correlation between ϕ and SPT-N60 has also been proposed. It has been observed that the experimental and predicted values of friction angle fall within ± 10% with 95% confidence interval. The proposed correlations may be very useful in the field of geotechnical engineering during feasibility/preliminary design stage for rapid estimation of relative density or friction angle based on the field SPT-N60 values.
22 citations