[资料原创]边坡基坑经典英文文章 [复制链接]

谢谢了,发了一个贴就能下了.原来如此.看贴不回贴可不好哟!

谢谢,学习了.

要支持楼主哦

太谢谢了！

     

好资料,谢谢!                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                                .

Assessment of stability of slopes under drawdown conditions 5n{d jP  
ABSTRACT: The traditional approach for estimating the stability of slopes under different submergence conditions ~?FhQd\Q  
is the charts of Morgernstern and, more recently, proprietary computer programs, both utilizing limitstate L9lJ4s  
analyses. The chart approach is limited by geometry and material property considerations and the limitstate *UJ4\  
approach by assumptions about analysis method and failure mechanism. The finite-element method offers v?Utz~lQ  
a powerful method for analyzing complex geometries and properties of slope stability problems, but may be f 9Kt>2IN  
unattractive for routine use by supervisory staff. By comparison a chart based approach is useful, particularly m uy^>2p  
when setting operating conditions on, for example, drawdown rates for dams and reservoirs. This paper seeks Qd{8.lB~LQ  
to explore the use of the finite-element method to produce operating charts for such circumstances that should ~f[ Y;  
be applicable to real structures.

Basal Stability Analysis of Braced Cuts in Clay `$S&:Q,  
kS8?N`2}LV  
ABSTRACT: The evaluation of basal stability is important in the design of braced excavations in clay. Limitations &9fQW?Czs  
exist in two common methods of analysis—Terzaghi’s method and Bjerrum and Eide’s—and their results YO$D-  
vary. Two improved methods of analysis, one a direct modification of Terzaghi’s and the other based on limit {(!JYz~P  
analysis, have been proposed. The modified Terzaghi method provides factors of safety that are close to Bejerrum 6-fv<Pn  
and Eide’s solutions. The factors of safety as obtained from limit analysis are the lowest and are consistent with r PK.Q)g  
field observations of classical braced cuts in clay.

Base Stability of Circular Excavations in Soft Clay e
IY`RMo (  
suwR`2  
Abstract: The base stability of circular excavations in soft clay is expected to be larger than rectangular excavations due to the shape +w^,!gA&  
effect. Up to the present, however, the base stability of circular excavations is usually evaluated with two-dimensional methods although i[IFD]Xy!j  
some modification has been made to consider the shape effect. In this analysis, the finite-element method with reduced shear strength is SL-2^\R  
used to evaluate the base stability of circular excavations. The base stability of circular excavations significantly increases with the gV
fFEF.  
presence of the hard stratum close to the base of the excavation, and with the depth of the wall inserted into the soft clay layer below the uBx\xeI  
base of the excavation. A design chart for the base stability of circular excavations is provided. 95z|}16UK  
DOI: 10.1061/~ASCE!1090-0241~2002!128:8~702! w\o6G7  
CE Database keywords: Clays; Excavation; Finite element methods; Stability; Diaphragm wall.

Numerical Analysis of Rainfall Effects on Slope Stability KD &nLm!  
ly17FLJ].  
Abstract: The finite element analysis of transient water flow through unsaturated–saturated soils was used to investigate effects of a+cMXMf  
hydraulic characteristics, initial relative degree of saturation, methods to consider boundary condition, and rainfall intensity and duration z/1
$G"  
on water pressure in slopes. The finite element method with shear strength reduction technique was used to evaluate the stability of slopes uI7n{4W*x  
under rainfall. The results of the finite element analysis indicated that the hydraulic characteristics, initial relative degree of saturation, z_$c_J  
methods to consider boundary condition, and rainfall intensity and duration had significant influence on the water pressure in slopes, and G|rE\h 2w  
thus on the stability of slopes under rainfall. The good comparisons of the numerical results with statistical and observational results n9+33^ PT  
showed the ability of the finite element analysis to evaluate the stability of slopes under rainfall. ?l/6DT>e  
DOI: 10.1061/~ASCE!1532-3641~2004!4:2~69! B@&sG 5ES  
CE Database subject headings: Slope stability; Seepage; Rainfall; Slopes; Water pressures; Finite element method; Numerical V2Vr7v=Y"  
analysis.

Slope stability analysis by finite elements lA5Dag'  
,IjZQ53q~  
The majority of slope stability analyses performed in practice still use traditional limit equilibrium approaches involving methods of slices that have remained essentially unchanged for decades. This was not the outcome envisaged when Whitman & Bailey (1967) set criteria for the then emerging methods to become readily accessible to all engineers. The ®nite element \FVfV`x  
method represents a powerful alternative approach for slope stability analysis which is accurate, versatile and requires fewer a priori assumptions, especially, regarding the failure mechanism. Slope failure in the ®nite element model occurs `naturally' through the zones in which the shear strength of the soil is insuf®-cient to resist the shear stresses. The paper describes several examples of ®nite element slope stability analysis with comparison against other solution methods, including the in¯uence of a free surface on slope and dam stability. Graphical output is included to illustrate deformations and mechanisms of failure. It is argued that the ®nite element method of slope stability analysis is a more powerful alternative to traditional f,cd=vGj  
limit equilibrium methods and its widespread use should now be standard in geotechnical practice. A9MM^jV8  
KEYWORDS: dams; limit equilibrium methods; numerical )RJEOl1  
modelling; plasticity; slopes.

Slope stability analysis by strength reduction al9wNtMT  
e2O6q05 ?Q  
KEYWORDS: embankments; landslides; limit state design analysis; numerical modelling and analysis;plasticity; slopes. R@o&c%K"  
INTRODUCTION M|*YeVs9#  
For slopes, the factor of safety F is traditionally de®ned as the ratio of the actual soil shear strength to the minimum shear strength required to prevent failure (Bishop, 1955). As Duncan (1996) points out, F is the factor by which the soil shear strength must be divided to bring the slope to the verge of failure. Since it is de®ned as a shear strength reduction factor, an obvious way of computing F with a ®nite element or ®nite difference program is simply to reduce the soil shear strength until collapse occurs. The resulting factor of safety is the ratio of the soil's actual shear strength to the reduced shear strength at failure. This `shear strength reduction technique' was used as early as 1975 by Zienkiewicz et al. (1975), and has since been applied by Naylor (1982), Donald & Giam (1988), Matsui & San (1992), Ugai (1989), Ugai & Leshchinsky (1995) and others. ljKIxSvCFp  
The shear strength reduction technique has a number of advantages over the method of slices for slope stability analysis. Most importantly, the critical failure surface is found automatically. Application of the technique has been limited in the past due to the long computer run times required. But with the increasing speed of desktop computers,the technique is becoming a reasonable alternative to the method of slices, and is being used increasingly in engineering practice. However,there has been little investigation of the accuracyof the technique. In this paper, factors of safety obtained with the shear strength reduction technique are compared to limit analysis solutions for a homogeneous embankment.