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On consistent nonlinear analysis of soil–structure interaction problems

1 Introduction In most of the finite element (FE) simulations, carried out for certain classes of soil–structure interaction problems, such as deep excavations, a computational strategy that assumes nonlinear soil and linear structure (NSO–LST) behaviour is usually adopted. Such an approach should lead to the conservative assessment of stress resultants in the structure, and a safer design in consequence, but it is rather difficult to say whether this hypothesis holds true in all cases. The main source of this uncertainty is because most of the structural

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The Results of Analyses of Deep Excavation Walls Using two Different Methods of Calculation / Wyniki Analiz Obudów Głebokich Wykopów Uzyskane Z Dwóch Róznych Metod Obliczeniowych

References 1. A. Bolt, E. Dembicki, G. Horodecki, K. Jaworska, Analysis of measurement and calculations of displacements of slotted walls multilevelly anchored [in Polish], Materiały XI KKMGiF, Gdansk, 1997. 2. G. Horodecki, A. Bolt, E. Dembicki, Geotechnical problems in design and realization of cased excavations [in Polish], Inzynieria i Budownictwo, nr 12/2002. 3. A. Siemińska-Lewandowska, Designing of deep excavations walls - theory and practice [in Polish], Geoinzynieria 02/2006. 4. K

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Selected aspects of designing deep excavations

Abstract

This paper analyzes two approaches to serviceability limit state (SLS) verification for the deep excavation boundary value problem. The verification is carried out by means of the finite element (FE) method with the aid of the commercial program ZSoil v2014. In numerical simulations, deep excavation in non-cohesive soil is supported with a diaphragm wall. In the first approach, the diaphragm wall is modeled with the Hookean material assuming reduced average stiffness and possible concrete cracking. The second approach is divided into two stages. In the first stage, the wall is modeled by defining its stiffness with the highest nominal Young’s modulus. The modulus makes it possible to find design bending moments which are used to compute the minimal design cross-section reinforcement for the retaining structure. The computed reinforcement is then used in a non-linear structural analysis which is viewed as the “actual” SLS verification.

In the second part, the paper examines the same boundary value problem assuming that the excavation takes place in quasi-impermeable cohesive soils, which are modeled with the Hardening Soil model. This example demonstrates the consequences of applying the steady-state type analysis for an intrinsically time-dependent problem. The results of this analysis are compared to the results from the consolidation-type analysis, which are considered as a reference. For both analysis types, the two-phase formulation for partially- saturated medium, after Aubry and Ozanam, is used to describe the interaction between the soil skeleton and pore water pressure.

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Improved Formulation of the Hardening Soil Model in the Context of Modeling the Undrained Behavior of Cohesive Soils

Abstract

The analysis of an important drawback of the well known Hardening Soil model (HSM) is the main purpose of this paper. A special emphasis is put on modifying the HSM to enable an appropriate prediction of the undrained shear strength using a nonzero dilatancy angle. In this light, the paper demonstrates an advanced numerical finite element modeling addressed to practical geotechnical problems. The main focus is put on serviceability limit state analysis of a twin-tunnel excavation in London clay. The two-phase formulation for partially saturated medium, after Aubry and Ozanam, is used to describe interaction between soil skeleton and pore water pressure.

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Monitoring And Strengthening Of Existing Facilities In The Neighbourhood Of In-Fill Building

Abstract

This paper focuses on the following issues:

  • - technical issues regarding the construction of infill buildings and their influence on the old neighbouring buildings,
  • - analysis of the dangers, damages and catastrophes of old traditional buildings,
  • - rules regarding monitoring of the technical conditions of existing old buildings,
  • - settlements of the ground and their influence on the neighbouring buildings,
  • - examples of the ground settlements observed during construction of infill buildings in Warsaw,
  • - examples of strengthenings realized near brick buildings and listed buildings.

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DISPLACEMENT MONITORING AND SENSITIVITY ANALYSIS IN THE OBSERVATIONAL METHOD

., Geotechnical instrumentation for monitoring field performance, Wiley, New York, 2004. [5] GÓRSKA K., WYJADŁOWSKI M., Analysis of displacement of excavation based on inclinometer measurements, Studia Geotechnica et Mechanica, 2012, Vol. XXXIV, No. 4. [6] KARSZNIA K., Geodezyjny i geotechniczny monitoring obiektów inżynierskich w ujęciu dynamicznym. Wykrywanie słabych punktów. Nowoczesne Budownictwo Inżynieryjne, 2008, No. 4. [7] LONG M., Database for retaining wall and ground movements due to deep excavations, ASCE Journal of

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Study of Subsiding Trough Expansion Over Twin Tube TBM Metro Tunnel

Congress, Underground – the way to the future, Geneva, 2013. 5. N. Longanathan, H.G. Poulos, “Analytical prediction for tunneling induced ground movements in clays”, Journal of Geotechnical and Geoenvironmental Engineering 124 (9), pp 846-856, 1998. 6. R.J. Mair, “Tunneling in urban areas and effects on infrastructure. Advances in research and practice”, Muir Wood Lecture, ITA-AITES materials, 2011. 7. M. Mitew-Czajewska “Evaluation of deep excavation impact on surrounding structures-a case study”, Underground Infrastructure of Urban Areas 3, CRC Pess

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Performance evaluation of continuous miner based underground mine operation system: An OEE based approach

://ibm.gov.in/index.php?c=pages&m=index&id=1008 (Accessed: June 30, 2019) Modi, J., Bharti, S. and Kant, R., (2017). Applicability of continuous miner in room and pillar mining system: higher production and productivity with safety. In International Conference on Deep Excavation, Energy Resource and Production, Kharagpur. Vagenas, N., Runciman, N. and Clément, S.R., (1997). A methodology for maintenance analysis of mining equipment. International Journal o/Surface Mining, Reclamation and Environment, 11(1), pp. 33-40.

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Analysis of displacement of excavation based on inclinometer measurements

-27. [12] LONG M., Database for retaining wall and ground movements due to deep excavations , Journal of Geot. & Geoenv. Eng., 2001, No. 3. [13] SROKOSZ P., Back analysis iInverse problems in geotechnics-examples of shape determination , Foundations of Civil and Enviromental Engineering, 2008, No. 8. [14] VERMEER P.A., Plaxis. Delft University of Technology , A.A. Balkema, Netherlands, 1994. [15] VAIRAKTARIS E., Inverse problems in geomechanics , European Journal of Environmental and Civil Engineering, 2010, Vol. 14

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Analysis of Embedded Retaining Wall Using the Subgrade Reaction Method

-568. [4] FINE Ltd. 2013. GEO5 - Podręcznik użytkownika. Wersja 17. [5] LIPIŃSKI M.J., WDOWSKA M.K., A stress history and strain dependent stiffness of overconsolidated cohesive soil, Annals of Warsaw University of Life Sciences - SGGW, Land Reclamation, 2011, 43(2), 207-216. [6] OU CHANG-YU, Deep Excavation Theory and Practice, Taylor & Francis Group, London, 2006. [7] PASIK T., KODA E., Analiza sił wewnętrznych i przemieszczeń rozpieranej ściany szczelinowej, Acta Scientiarum Polonorum - Architectura, 2013, 12(4), 121

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