Limitations of the theorem of corresponding states in active pressure problems

2006 ◽  
Vol 43 (7) ◽  
pp. 704-713 ◽  
Author(s):  
Vincenzo Silvestri
Keyword(s):  
Boundary Conditions ◽  
Soil Mechanics ◽  
Retaining Wall ◽  
Limit State ◽  
Ground Surface ◽  
Approximate Solutions ◽  
Retaining Walls ◽  
Corresponding States ◽  
Active Pressure

This paper analyzes the application of the theorem of corresponding states or the correspondence rule, as found in a number of advanced soil mechanics textbooks, and shows that it results in approximate solutions to limit-state problems. The limitations of the rule are made apparent by applying it to the determination of active pressures exerted on vertical retaining walls by cohesive–frictional backfills with inclined ground surfaces. A correct derivation of the correspondence rule is obtained for this case. An example is given that illustrates the inadequacy of this rule when boundary conditions are not properly accounted for in the analysis.Key words: theorem of corresponding states, active pressure, vertical retaining wall, inclined ground surface, cohesive–frictional backfill.

Research on the Calculation Method of Stress in Retaining Wall Based on Elasticity Theory

2012 ◽  
Vol 166-169 ◽  
pp. 3031-3034
Author(s):  
Ling Bo Dang ◽  
Li Bin Fu
Keyword(s):  
Stress Intensity ◽  
Stress State ◽  
Elasticity Theory ◽  
Working Condition ◽  
Soil Mechanics ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Failure Criteria ◽  
Soil Structures ◽  
Polar Coordinate

The retaining walls were divided into water retaining wall and soil retaining wall, they were built to cut off rivers or prevent soil structures from sliding. In engineering the stress state of the structure played an important role to analysis the working condition and to guarantee the project safety. The stress state of any point in the water retaining wall and soil retaining wall were studied based on the elasticity theory and soil mechanics. The method of semi-inverse was used to deduce the stress intensity of the retaining wall in polar coordinate. And if the failure criteria and strength conditions of the retaining wall were known, the working and safety state of the structure could be checked from the stress intensity.

Determination of apparent earth pressure diagram for anchored walls in c–φ soil with surcharge

2020 ◽  
Vol 17 (4) ◽  
pp. 481-489
Author(s):  
Seyyed Pouya Alavinezhad ◽  
Hadi Shahir
Keyword(s):  
Retaining Wall ◽  
Ground Surface ◽  
Earth Pressure ◽  
Ground Level ◽  
Content Type ◽  
Lateral Earth Pressure ◽  
The Earth ◽  
Real Distribution ◽  
Strain Modeling

Purpose The purpose of this study is to present a diagram for the lateral earth pressure of c–φ soils exerted on anchored walls in presence of surcharge. Design/methodology/approach To this end, two-dimensional plane strain modeling of anchored wall was carried out in Plaxis software. To validate the numerical model, two excavations with different specifications were simulated and the model results were compared with the available results. Subsequently, a parametric analysis was done and based on its results, a diagram was proposed for the lateral earth pressure of c–φ soils including the surcharge effects. Findings The proposed diagram without the surcharge and cohesion effects is a trapezoidal with zero value at the ground surface that is linearly approaching the apparent earth pressure of sand according to Terzaghi and Peck (1967) at 0.1H (H: wall height). The surcharge and cohesion effects at the ground level is 4 Ka*q and 0, respectively, and below 0.1H, they are treated as the same way for lateral earth pressure of a retaining wall. It should be emphasized that the apparent pressure diagram for design does not resemble the real distribution of earth pressure against the wall and it is for calculating the values of the anchors loads. Originality/value The available diagrams to determine the earth pressure exerted on the anchored walls are related to sandy or clayey soils and do not take the presence of surcharge into account. Thus, the proposed diagram is quite original and different from the previous ones.

Laboratory-scale tests on anchored retaining walls supporting backfill with surface loading

1982 ◽  
Vol 19 (3) ◽  
pp. 213-224 ◽  
Author(s):  
W. F. Anderson ◽  
T. H. Hanna ◽  
D. A. Ponniah ◽  
S. A. Shah
Keyword(s):  
Retaining Wall ◽  
Earth Pressure ◽  
Retaining Walls ◽  
Laboratory Scale ◽  
Surface Loading ◽  
Anchor System ◽  
Earth Pressures ◽  
Main Series ◽  
Strip Footings

Laboratory-scale tests simulating field construction procedures have been carried out to examine the behaviour of the soil–wall–anchor system when a rigid retaining wall, restrained by anchors, supports a sand backfill on which there is surface loading. Two main series of tests have been carried out, one with a uniform load applied over the whole backfill surface, and the other with a strip load applied parallel to the wall and at a varying distance from it. In both series of tests the intensity of loading was varied, and in the series with uniform loading on the backfill the effects of varying anchor inclination were studied. During all stages of construction wall movements, earth pressures, anchor loads, wall base reaction, and backfill surface subsidence were monitored. Although a conservative approach was used in the determination of the anchor loads, wall movements, and consequently backfill subsidence, were considerable. Similar movements at full scale could lead to settlement damage in a structure founded on a shallow mat or strip footings on a backfill, so tentative suggestions are made for more conservative earth pressure distribution assumptions for design purposes for the two cases studied.

scholarly journals DETERMINATION OF BEARING CAPACITY FREESTANDING RIGID RETAINING WALL ON THE METHODS OF LIMIT ANALYSIS

2016 ◽  
Vol 4 (4) ◽  
pp. 0-0
Author(s):  
Денис Вахрушев ◽  
Denis Vakhrushev
Keyword(s):  
Lower Bound ◽  
Bearing Capacity ◽  
Limit Analysis ◽  
Analytical Method ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Design Models ◽  
Strength Limit ◽  
Surrounding Soil

The article describes the method of determining the lower bound bearing capacity freestanding rigid retaining wall. This method is based on the extreme properties of strength limit states described in the first theorem of A.A. Gvozdeva about lower bound on the bearing capacity of the “wall-surrounding soil mass.” The existing graphic-analytical method for calculating the free-rigid sheet retaining walls has been reviewed .The numerical solutions of problems for each of the design models were found, and the results of calculations were analyzed.

scholarly journals Experimental research of retaining walls with structural surface

2018 ◽  
Vol 2 (51) ◽  
pp. 139-144
Author(s):  
Radomir Timchenko ◽  
Dmytro Krishko ◽  
Volodymyr Savenko
Keyword(s):  
Moisture Content ◽  
Boundary Conditions ◽  
Bearing Capacity ◽  
Experimental Research ◽  
Retaining Wall ◽  
Retaining Walls ◽  
Engineering Structures ◽  
Structural Surface ◽  
Model Structures

The retaining walls are one of the most widespread types of engineering structures. Behaviour numerous studies of various soils with soaking have showed that their bearing capacity and compliance are closely related to their moisture content degree. To obtain information on the displacements and sediments of model structures and grounds, the hour-type indicators are used. The carried out researches have shown that with the same ground base, loading and boundary conditions, evident for a retaining wall with a structural surface, there is an inclusion in entire soil massif work. The uniformity of the structures and the ground base general deformations, in turn, provides retaining wall with a structural surface greater stability.

Study on Mechanical Property and Displacement of Latticed Soil Nailing Support

2012 ◽  
Vol 182-183 ◽  
pp. 1662-1667
Author(s):  
Lan Qiao ◽  
Li Kai Liu ◽  
Hai Tao Wei ◽  
Yuan Li ◽  
Xi Wen Li
Keyword(s):  
Mechanical Property ◽  
Soil Mechanics ◽  
Retaining Wall ◽  
Limit State ◽  
Summation Method ◽  
Theoretical Research ◽  
Soil Nailing ◽  
Foundation Pit ◽  
Soil Nail ◽  
Total Displacement

Latticed soil nailing support is a new type of revetment structure, which combined lattice support and soil nailing. It effectively improves the global stability of the foundation pit. Currently, the theoretical research about this supporting method is still not consummate. In this paper, on the basis of soil mechanics and code, the stability of latticed soil nailing support are analyzed by the theory of the retaining wall, soil nail and the model of supporting piles. Then calculate the displacement in the limit state by elastic fulcrum method and the instantaneous displacement by layer-wise summation method. The total displacement can be calculated by the combination of the two displacements above, which is between 3.38mm and 15.43mm and close to the measured data. Simulate excavation and supporting process of the pit by finite difference method, analyze the mechanical property and displacement of latticed soil nailing support. Thus the theory of the calculation method to this supporting model is obtained, offering a reference for the similar projects.

Book reviewsControl, optimisation, and smart structures—high performance bridges and buildings of the future. Adeli H. and SalehA.. John Wiley & Sons. 0 471 35094 X, 265 pp.Detailed chemical analysis of lime stabilised materials. McKinley J. D., Thomas H., Williams K. and Reid J. M.. TRL Report 424. Transport Research Laboratory, 1999. ISSN 0968 4107, 26 pp.Specification for the construction of slurry trench cut-off walls as barriers to pollution migration. Thomas Telford, London, 1999. 0 7277 2625 0, 40 pp.FLAC and numerical modelling in geomechanics. Detournay C. and Hart R.. Balkema, Rotterdam, 1999. 90 5809 074 4, 100 euros, 512 pp.Engineering for calcareous sediments—volume 1. Al-Shafei K. A. (ed.). Balkema, Rotterdam, 1999. 90 5809 037 X, 301 pp.Geoenvironment 97 (proceedings of the 1st Australia–New Zealand conference on environmental geotechnics). Bouazza A., Kodikara J. and Parker R. (eds), Melbourne, Australia, 26–28 November 1997. A. A. Balkema, Rotterdam. 90 5410 903 3.The emergence of unsaturated soil mechanics—Fredlund volume. Clifton A. W., Wilson G. W. and Barbour S. L. (eds), NRC Research Press, Ottawa, 1999. 0 660 17256 9, 735 pp.The determination of the acceptability of selected fragmenting materials for earthworks compaction. Winter M. G.. TRL Report 308 (revised). Transport Research Laboratory, 1999. 0 7277 2923 3, 24 pp.Case history studies of soil berms used as temporary support to embedded retaining walls. Easton M. R. and Darley P.. TRL Report 380. Transport Research Laboratory, 1999. ISSN 0968 4107, 50 pp.A centrifuge and analytical study of stabilising base retaining walls. Daly M. and Powrie W.. TRL Report 387. Transport Research Laboratory, 1999. ISSN 0968 4107, 72 pp.Reinforced earth bridge abutment at M8 Motorway: four years of monitoring. Winter M. G., TRL Report 404. Transport Research Laboratory, 1999. ISSN 0968 4107, 18 pp.A review of the durability of soil reinforcements. Greene M. J. and Brady K. C.. TRL Report 406. Transport Research Laboratory, 1999. ISSN 0968 4107, 46 pp.

2000 ◽  
Vol 143 (3) ◽  
pp. 171-173
Author(s):  
G. B. Card ◽  
G. B. Card ◽  
G. B. Card ◽  
D. Russell ◽  
D. Russell ◽  
...  
Keyword(s):  
Research Laboratory ◽  
High Performance ◽  
Analytical Study ◽  
Soil Mechanics ◽  
Retaining Walls ◽  
Bridge Abutment ◽  
Temporary Support ◽  
Unsaturated Soil Mechanics ◽  
Slurry Trench

scholarly journals HYDRAULIC HEAVE – DESIGN CHARTS AND DESIGN FORMULA FOR THE REQUIRED EMBEDDED LENGTH

2014 ◽  
Vol 6 (1) ◽  
pp. 1-6 ◽  
Author(s):  
Benjamin Aulbach ◽  
Martin Ziegler
Keyword(s):  
Boundary Conditions ◽  
Approximate Solutions ◽  
Unit Weight ◽  
Design Formula ◽  
Design Charts ◽  
Submerged Soil ◽  
The Difference ◽  
Geometrical Dimensions ◽  
Geometrical Boundary

For the determination of the required embedded length for the safety against hydraulic heave several approximate solutions exist. However, most of these solutions do not take into account the geometrical boundary conditions such as width B and length L of the excavation as well as the thickness of the aquifer S. Thus, values obtained by such simplified approximate solutions can easily lead to either uneconomical or unsafe design. For this reason investigations on the safety against hydraulic heave have been carried out at the Chair of Geotechnical Engineering at RWTH Aachen University. Based on the results of numerous calculations dimensionless design charts have been generated. With the help of these design charts the required embedded length T can be determined quite easily taking into account the difference of the ground water level H, the Thickness of the aquifer S, the geometrical dimensions B and L of the excavation and the unit weight of submerged soil γ′. In addition to these design charts a formula has been developed. By use of this design formula the required embedded length can directly be determined taking into account the before mentioned boundary conditions.

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