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Derin Kazı Analizlerinde Küçük Şekil Değiştirme Rijitliğinin Etkisi

Year 2018, Volume: 5 Issue: 1, 96 - 106, 31.01.2018
https://doi.org/10.31202/ecjse.364289

Abstract

Zemin-yapı etkileşiminde derin kazı destek
sistemlerinin davranışı son yıllarda pek çok araştırmacı tarafından çalışılmaktadır.
Ancak zeminin küçük şekil değiştirme rijitliğini dikkate alan çalışmalar çok
fazla bulunmamaktadır. Bu durumun sebebi olarak bu etkiyi değerlendiren sonlu
elemanlar programlarının yeterli sayıda bulunmayışı söylenebilir. Bu çalışma
kapsamında geoteknik problemlerin çözümünde sıkça kullanılan bir sonlu
elemanlar programı olan Plaxis yazılımı ile analizler gerçekleştirilmiştir. Programın
kütüphanesinde birçok zemin modeli bulunmaktadır. Bunlar arasında sıkça
kullanılan
Pekleşen Zemin Modeli (Hardening
Soil Model) ve bu modelin küçük şekil değiştirme rijitliği etkilerini dikkate
alan Pekleşen Zemin Küçük Birim Deformasyon Modeli (Hardening Soil Small Strain
Model) bu çalışmada kullanılmıştır. Bu modeller ile üç adet vakanın analizleri gerçekleştirilmiştir.
Analiz sonuçları inklinometre ölçümleri ile karşılaştırılmıştır. Çalışma
sonucunda model analiz sonuçları ile yerinde alınan ölçümler karşılaştırmalı
olarak sunulmuştur.
HS_ss modelin HS modele
göre saha ölçümlerine daha yakın olduğu görülmüştür.

References

  • [1] Lim, A., Ou, C. Y., and Hsieh, P. G. (2010), "Evaluation of Clay Constitutive Models for Analysis of Deep Excavation under Undrained Conditions", Journal of GeoEngineering,TGS,Vol.5 (1), 9-20.
  • [2] Zhang, W., Goh, A. and Zhang Y. (2015), “Probabilistic Assessment of Serviceability Limit State of Diaphragm Walls for Braced Excavation in Clays”, ASCE-ASME J. Risk Uncertainty Eng. Syst., Part A: Civ. Eng., 2015, 1(3): 06015001-1.
  • [3] Hsiung B.B., Sakai, T. (2016), “Failure Analysis of Underground Construction—Lessons Learned from Taiwan”, Forensic Geotechnical Engineering, pp.197-208.
  • [4] Mu, L., Finno, R. J., Huang, M., Kim, T., & Kern, K. (2015), “Defining The Soil Parameters For Computing Deformations Caused By Braced Excavation”, Maejo International Journal of Science and Technology, 9(2), 165.
  • [5] Likitlersuang, S., Surarak, C., Wanatowski, D., Oh, E., & Balasubramaniam, A. (2013),“Finite Element Analysis of A Deep Excavation: A Case Study from the Bangkok MRT”, Soils and Foundations, 53(5), 756-773.
  • [6] Castaldo, P., & De Iuliis, M. (2014),“Optimal Integrated Seismic Design of Structural and Viscoelastic Bracing‐Damper Systems”, Earthquake Engineering & Structural Dynamics, 43(12), 1809-1827.
  • [7] Lim, A., & Ou, C. Y. (2017). “Stress paths in deep excavations under undrained conditions and its influence on deformation analysis.” Tunnelling and Underground Space Technology, 63: 118-132.
  • [8] Schanz, T., Vermeer, P., and Bonier, P. (1999), “Formulation and Verification of the Hardening Soil Model. In Beyond 2000 in Computational Geotechnics, Balkema, Rotterdam.
  • [9] Duncan, J. M. and Chang, C. Y. (1970), "Nonlinear Analysis of Stress And Strain in Soils", Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 96, pp. 1629-1653.
  • [10] Janbu, N. (1985), "Soil Models In Offshore Engineering", Géotechnique 35(3) 241-281.
  • [11] Kempfert, H. G., & Gebreselassie, B. (2006), “Constitutive Soil Models and Soil Parameters”, Excavations and Foundations in Soft Soils, 57-116.
  • [12] Jaky, J. (1944). The coefficient of earth pressure at rest. Journal of the Society of Hungarian Architects and Engineers, 78(22), 355-358.
  • [13] Brinkgreve, R.B.J. (2002), “PLAXIS Finite Element Code for Soil and Rock Analysis-Version 8”. Balkema, Rotterdam.
  • [14] Benz, T. (2007), “Small-Strain Stiffness of Soils and Its Numerical Consequences”, Phd Thesis, Universitat Sttutgart.
  • [15] Hardin, B. O., & Drnevich, V. P. (1972), “Shear Modulus and Damping in Soils: Design Equations and Curves”, Journal of Soil Mechanics & Foundations Div, 98(sm7).
  • [16] Zimmermann, T., Truty, A., Podles, K. (2010) “Numerics In Geotechnics And Structures”, Elmepress international, Lausanne.
  • [17] Yamashita, S., Kawaguchi, T., Nakata, Y., Mikami, T., Fujiwara, T., & Shibuya, S. (2009), “Interpretation Of International Parallel Test On The Measurement of Gmax Using Bender Elements. Soils and Foundations”, 49(4), 631-650.
  • [18] Dong, Y., Ning L., F.(2016). “Correlation between Small-Strain Shear Modulus and Suction Stress in Capillary Regime under Zero Total Stress Conditions” J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001531.
  • [19] Vardanega, P.J., Bolton, M.D.(2013).”Stiffness of Clays and Silts: Normalizing Shear Modulus and Shear Strain”, J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0000887.
  • [20] Clough, G.W. ve O’Rourke, T.D. “Wall Deflection and Ground Surface Settlement Induced by Excavation”, In Proceedings of the 4th National Geotechnical Conference, 1990, Hawlin, Taiwan.

The Effect of Small Strain Stiffness in Deep Excavation Analyzes

Year 2018, Volume: 5 Issue: 1, 96 - 106, 31.01.2018
https://doi.org/10.31202/ecjse.364289

Abstract

The behavior of deep excavation support systems at soil-structure interaction has been studied by many researchers in recent years. However, studies that considering the rigidity of the small strain of the soil are not very common. For this situation, it can be said that there is not enough number of finite element programs evaluating this effect. Within the scope of this study, analyzes were performed by Plaxis software, is a finite element program, is frequently used to solve geotechnical problems. There are many soil models in the library of the program. Among these, Hardening Soil Model (HS), which is frequently used, and Hardening Soil Small Strain Model (HS_ss), which takes into account the effects of small strain stiffness of this model, were used in this study. Three cases were analyzed with these models. The analysis results were compared with the inlinometer measurements. As a result of the study, model analysis results and in situ measurements are presented comparatively. The HS_ss model was found to be closer to the field measurements than the HS model.

References

  • [1] Lim, A., Ou, C. Y., and Hsieh, P. G. (2010), "Evaluation of Clay Constitutive Models for Analysis of Deep Excavation under Undrained Conditions", Journal of GeoEngineering,TGS,Vol.5 (1), 9-20.
  • [2] Zhang, W., Goh, A. and Zhang Y. (2015), “Probabilistic Assessment of Serviceability Limit State of Diaphragm Walls for Braced Excavation in Clays”, ASCE-ASME J. Risk Uncertainty Eng. Syst., Part A: Civ. Eng., 2015, 1(3): 06015001-1.
  • [3] Hsiung B.B., Sakai, T. (2016), “Failure Analysis of Underground Construction—Lessons Learned from Taiwan”, Forensic Geotechnical Engineering, pp.197-208.
  • [4] Mu, L., Finno, R. J., Huang, M., Kim, T., & Kern, K. (2015), “Defining The Soil Parameters For Computing Deformations Caused By Braced Excavation”, Maejo International Journal of Science and Technology, 9(2), 165.
  • [5] Likitlersuang, S., Surarak, C., Wanatowski, D., Oh, E., & Balasubramaniam, A. (2013),“Finite Element Analysis of A Deep Excavation: A Case Study from the Bangkok MRT”, Soils and Foundations, 53(5), 756-773.
  • [6] Castaldo, P., & De Iuliis, M. (2014),“Optimal Integrated Seismic Design of Structural and Viscoelastic Bracing‐Damper Systems”, Earthquake Engineering & Structural Dynamics, 43(12), 1809-1827.
  • [7] Lim, A., & Ou, C. Y. (2017). “Stress paths in deep excavations under undrained conditions and its influence on deformation analysis.” Tunnelling and Underground Space Technology, 63: 118-132.
  • [8] Schanz, T., Vermeer, P., and Bonier, P. (1999), “Formulation and Verification of the Hardening Soil Model. In Beyond 2000 in Computational Geotechnics, Balkema, Rotterdam.
  • [9] Duncan, J. M. and Chang, C. Y. (1970), "Nonlinear Analysis of Stress And Strain in Soils", Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 96, pp. 1629-1653.
  • [10] Janbu, N. (1985), "Soil Models In Offshore Engineering", Géotechnique 35(3) 241-281.
  • [11] Kempfert, H. G., & Gebreselassie, B. (2006), “Constitutive Soil Models and Soil Parameters”, Excavations and Foundations in Soft Soils, 57-116.
  • [12] Jaky, J. (1944). The coefficient of earth pressure at rest. Journal of the Society of Hungarian Architects and Engineers, 78(22), 355-358.
  • [13] Brinkgreve, R.B.J. (2002), “PLAXIS Finite Element Code for Soil and Rock Analysis-Version 8”. Balkema, Rotterdam.
  • [14] Benz, T. (2007), “Small-Strain Stiffness of Soils and Its Numerical Consequences”, Phd Thesis, Universitat Sttutgart.
  • [15] Hardin, B. O., & Drnevich, V. P. (1972), “Shear Modulus and Damping in Soils: Design Equations and Curves”, Journal of Soil Mechanics & Foundations Div, 98(sm7).
  • [16] Zimmermann, T., Truty, A., Podles, K. (2010) “Numerics In Geotechnics And Structures”, Elmepress international, Lausanne.
  • [17] Yamashita, S., Kawaguchi, T., Nakata, Y., Mikami, T., Fujiwara, T., & Shibuya, S. (2009), “Interpretation Of International Parallel Test On The Measurement of Gmax Using Bender Elements. Soils and Foundations”, 49(4), 631-650.
  • [18] Dong, Y., Ning L., F.(2016). “Correlation between Small-Strain Shear Modulus and Suction Stress in Capillary Regime under Zero Total Stress Conditions” J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0001531.
  • [19] Vardanega, P.J., Bolton, M.D.(2013).”Stiffness of Clays and Silts: Normalizing Shear Modulus and Shear Strain”, J. Geotech. Geoenviron. Eng., 10.1061/(ASCE)GT.1943-5606.0000887.
  • [20] Clough, G.W. ve O’Rourke, T.D. “Wall Deflection and Ground Surface Settlement Induced by Excavation”, In Proceedings of the 4th National Geotechnical Conference, 1990, Hawlin, Taiwan.
There are 20 citations in total.

Details

Primary Language Turkish
Subjects Engineering
Journal Section Makaleler
Authors

Mehmet İnanç Onur

Ahmet Arda Bahadır This is me

Publication Date January 31, 2018
Submission Date December 10, 2017
Acceptance Date December 26, 2017
Published in Issue Year 2018 Volume: 5 Issue: 1

Cite

IEEE M. İ. Onur and A. A. Bahadır, “Derin Kazı Analizlerinde Küçük Şekil Değiştirme Rijitliğinin Etkisi”, El-Cezeri Journal of Science and Engineering, vol. 5, no. 1, pp. 96–106, 2018, doi: 10.31202/ecjse.364289.
Creative Commons License El-Cezeri is licensed to the public under a Creative Commons Attribution 4.0 license.
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