Book•
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 article, a simplified hyperbolic model was proposed to evaluate the σ-e curve in terms of SPT value (N value) to predict undrained shear strength/undrained cohesive strength (Cu) and elastic modulus (E) from N value.
Abstract: A comprehensive study was carried out to examine the suitability of hyperbolic model to establish undrained stress-strain (σ-e) response of cohesive soils of Vijayawada region, India. The majority of locations in this region covered with cohesive soils. Standard penetration test (SPT) is the most commonly used in-situ test conducted as a part of geotechnical investigation in this region. In this paper a simplified hyperbolic model was proposed to evaluate the σ-e curve in terms of SPT value (N value). The present study aims on predicting undrained shear strength/undrained cohesive strength (Cu) and elastic modulus (E) from N value. Empirical correlations would permit consulting engineers to rapidly estimate Cu and E using N value.
TL;DR: In this paper, the Coulomb wedge analysis is applied to infinite-slope stability analysis of reinforced slopes and the results are shown to be valid and indeed instructive in practical terms (i.e., for nearly infinite slopes).
Abstract: The purpose of this discussion is to point out that adaptation of Coulomb wedge analysis to infinite slopes is not applicable in the strict framework of statics. However, the presented numerical results are valid and indeed instructive in practical terms (i.e., for “nearly” infinite slopes). Following are points leading to the conclusion of this discussion: (1) Some foundation engineering handbooks include the derivation of Coulomb’s equation for the resultant of the active lateral earth pressure (e.g., Bowles 1988). Following this derivation, one realizes the implicit assumption in the basic formulation that the wall retains a finite wedge of soil; otherwise, an expression is rendered in which Pa = f (∞·0), where f () symbolizes a function. A mathematical finite value of this expression is not obvious. The writer, however, used and further simplified eq. [2], which is an intermediate result in the derivation of Coulomb’s equation where a finite value is a priori assumed. The legitimacy of this operation as applied to infinite mass is questionable. (2) It is perhaps more instructive to obtain Pa using the graphical approach; i.e., the force polygon. To simplify the presentation and without any loss of generality, the problem is restricted to cohesionless soil and to a case where the resultant Pa is horizontal (i.e., δ = 0). While β φ, a finite value of Pa is obtained. If α φ. Here W→∞ as α→β. Hence, R and Pa must also approach infinity. In the case where α = β β = φ (for cohesionless soil), where α is only differentially greater than β, the writer’s numerical results derived using Coulomb analysis are practically correct, and the conclusions are indeed instructive. In fact, the discusser has used some of the same numerical results for the last 15 years as benchmarks in assessing the performance of computerized stability analysis of reinforced slopes in which automatic search for the critical results is utilized. In such cases Pa should equal the sum of the mobilized force in all reinforcement layers. The critical slip surface then degenerates to nearly a plane emerging on the inclined crest at a significant distance from the top of the wall; i.e., practically an infinite slope.
01 Jan 2015
TL;DR: In this article, the effect of various parameters of a stone column on the bearing capacity of sandy soils by model testing has been observed and the test results followed that relative settlement was minimum corresponding to L/B ratio (of stone column) of 2.5.
Abstract: Stone columns are one method of ground improvement having a proven record of experience. They are ideally suited for improving soft clays and silts and also for loose silty sands. In spite of the wide use of stone columns and their development in construction methods, present design methods are empirical, and only limited information about designing stone columns are available in technical codes. This study is dedicated to observe practically the effect of various parameters of stone column on the bearing capacity of sandy soils by model testing. In this study square footing has been used and model tests were conducted with varying L/B ratio of stone columns. The test results followed that relative settlement was minimum corresponding to L/B ratio (of stone column) of 2.5.
Journal Article•
TL;DR: In this article, a linear dynamic analysis of asymmetric reinforced concrete building considering the effect of soil-structure interaction is carried out with ProV8i SS5 and STAAD, where the supports are modeled as fixed, hinged and effect of SSI is accounted by Winkler's approach.
Abstract: This paper aims towards the linear dynamic analysis of asymmetric reinforced concrete building considering the effect of soil-structure interaction. Asymmetry in structure can produce a torsional response coupled with translational response during earthquakes. Torsional behavior of structure includes using the design eccentricities. In this paper G+ 8 R.C. moment resisting frame with 'L' shape are analyze by Response Spectrum Analysis (with and without considering design eccentricity) and Linear Time History Analysis (with IS code compatible time histories). The analysis and design is carried out as per IS 456:2000, IS 1893(Part-1): 2002 and IS 13920:1993. The supports are modeled as fixed, hinged and effect of SSI is accounted by Winkler's approach computed in accordance with the soil sub-grade modulus (�� �� ) and equivalent spring stiffness according to FEMA-356. Cohesion-less (O) soil with medium type is considered. Soil bearing capacity is considered 300kN/m 2 . Whole analysis is carried out using STAAD.ProV8i SS5. This study reveals that, consideration
01 Oct 2001
TL;DR: In this paper, a case study on a building, soil and tunnels interaction is given as an example of solving a soil structure interaction problem by using geotechnical finite element software.
Abstract: Despite the advancement of the computer technology and engineering software, which allows soil structure interaction to be analyzed economically, the concept of spring constant is still widely used in analyzing raft and pile raft foundation. This paper first reviews the spring constant concept, its limitation and the misused of the value in evaluating building foundation. Finally, a case study on a building, soil and tunnels interaction is given as an example of solving a soil structure interaction problem by using geotechnical finite element software.
Cites background from "Foundation analysis and design"
...Bowles (1997) suggested providing higher ks at the edges of the raft and smaller ks at the center position....
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