Field monitoring and numerical modeling in an excavation stabilized by Top-Down method (A case study)

Document Type : Original Article

Authors

1 M.Sc. Student, Department of Civil Engineering, Faculty of Engineering, University of Qom.

2 Associate Professor, Department of Civil Engineering, Faculty of Engineering, University of Qom.

3 Lecturer, Department of Civil Engineering, Faculty of Engineering, University of Qom.

Abstract

Stress changes due to deep excavations will cause ground deformations near the excavated site. Deformation control in the vicinity of worn-out urban textures and important buildings is crucially significant. Prediction of ground deformation trends needs numerical modeling which should be calibrated with field studies; therefore, the accuracy of monitoring tool should be investigated in the field precisely. In this study, field monitoring and numerical modeling of an excavation stabilized by Top-Down method using total station in an overcrowded street in the city of Qom in Iran is implemented. In this project, construction sequences in Top-down excavation are monitored and the obtained data are analyzed frequently. Depending on the evolved information and the calibrated model, designation or construction stages in stabilization could be reconsidered to secure the excavation or to enhance the economy of the project. The quality of the gathered data in this method is of high importance which should be evaluated using statistical analysis to determine the precision of the monitoring tool. According to the conducted statistical analysis, the accuracy of Total Station in this study is appropriate for monitoring and construction technique in this project. However, using more accurate tools in monitoring high-risk excavations is emphasized.

Keywords

References

 
[1] Long, M. (2001), “Database for retaining wall and ground movements due to deep excavation”, Journal of Geotechnical and Geoenvironmental Engineering, 127, 203-224.
[2] Boone, S. J., Westland, J., & Nusink, R. (1999), “Comparative evaluation of building responses to an adja-cent braced excavation”, Canadian Geotechnical Journal, 36(2), 210-223.
[3] Li, M. G., Chen, J. J., Xu, A. J., Xia, X. H., & Wang, J. H. (2014), “Case study of innovative Top-Down con-struction method with channel-type excavation”, Journal of Construction Engineering and Management, 140. DOI: 10.1061/(ASCE)CO.1943-7862.0000828 
[4] Moormann, C. (2004), “Analysis of wall and ground movements due to deep excavations in soft soil based on a new worldwide database”, Journal of Japanese Geotechnical Society: Soils and Foundation, 44(1), 87-98.
[5] Paek, J. H., & Ock, J. H. (1996), “Innovative building construction technique: Modified Up-Down method”, Journal of Construction Engineering and Management, 122(2), 141-146.
[6] Wang, J. H., Xu, Z. H., & Wang, W. D. (2010), “Wall and ground movement due to deep excavations in Shanghai soft soils”, Journal of Geotechnical and Geoenvironmental Engineering, 136(7), 985-994. 
[7] Ghavidel Aghdam, O. (2011), “Assessment of underground construction using Top-Down method.” First Asian and 9th Iranian Tunneling Symposium, Iran, Tehran (In Persian).
[8] Hong, W. K., Kim, J. M., Lee, H. C., Park, S. C., Lee, S. G., & Kim, S. I. (2010), “Modularized Top-Down con-struction technique using suspended pour forms (Modularized RC System Downward, MRSD)”, The Structural Design of Tall and Special Buildings, Wiley Online Library, 802-822. DOI: 10.1002/tal.521 
[9] Huang, Z. H., Zhao, X. S., Chen, J. J., & Wang, J. H. (2014), “Numerical analysis and field monitoring on deformation of the semi-Top-Down excavation in Shanghai”, New Frontiers in Geotechnical Engineering, 198-207.
[10] Lee, H. S., Lee, J. Y., & Lee, J. S. (1999), “Noneshored formwork system for Top-Down construction”, Journal of Construction Engineering and Management, 125(6), 392-399.
[11] Wang, J. H., Xu, Z. H., Di, G. E., & Wang, W. D. (2006), “Performance of a deep excavation constructed using the united method: Bottom-Up method in the main building part and Top-Down method in the annex building part”, Underground Construction and Ground Movement, 385-392.
[12] Ikuta, Y., Maruoka, M., Aoki, M., & Sato, E. (1994), “Application of the observational method to a deep basement using the Top-Down method”, Geotechnique, 44(4), 655-664.
[13] Finno, R. J. (2007), “Use of monitoring data to update performance predictions of supported excavations”, Seventh International Symposium on Field Measurements in Geomechanics, 1-30. DOI: 10.1061/40940(307)3
[14] Finno, R. J., & Calvello, M. (2005), “Supported excavation: Observational method and inverse modeling”, Journal of Geotechnical and Geoenvironmental Engineering, 131(7), 826-836.
[15] Finno, R. J., & Hassash, Y. M. A. (2006), “Integrating tools to predict monitor and control deformation due to excavations”, Geo Congress, DOI: 10.1061/40803(187)75 
[16] Song, Y. (1999), “Inspection on the precision of 3D deformation observation by the free stationing meth-od”, Geotech. Investing. Surv., 1, 61-63.
[17] Yang, S. L., Liu, W. N., Wang, M. S., Huang, F., & Cui, N. Z. (2004), “Study on the auto-total station for monitoring analyzing and forecasting tunnel country rock deformation”, Journal of China Railway Society, 3, 93-97.
[18] Yuan, H., Liu, C. L., Lu, J., Deng, C., & Gong, S. (2012), “The principle and accuracy analysis of non-contact monitoring for tunnel based on free station of total station”, Geotech. Investig. Surv., 8, 63-68. 
[19] Luo, Y., Chen, J., Xi, W., Zhao, P., Qiao, X., Deng, X., & Liu, Q. (2016), “Analysis of tunnel displacement accuracy with total station”, Measurement, 83, 29-37.
[20] Sabzi, Z., & Fakher, A. (2013), “A field investigation into the performance of inclined struts connected to adjacent buildings during excavation.” Modares Civil Engineering Journal, 13(4), 27-43 (In Persian).
[21] Dunnicliff, J. (1982). Geotechnical instrumentation for monitoring field performance. John Wiley and Sons, A Wiley Interscience Publications.
[22] Finno, R. J., & Blackburn, J. T. (2005), “Automated monitoring of supported excavation”, Geotechnical Application for Transportation Infrastructure, 1-12. DOI: 10.1061/40821(181)1
[23] Paydar Gostar Soil Mechanics Co. (2013), “Geotechnical investigation report, 10529, 24 and 25” (In Per-sian).
[24] Sahel Consultant Co. (2011), “Engineering service for Qom subway project- Line A, Geology studies in determining tunnel direction, SCE 2000 UNGR TUN EG RP-B0” (In Persian).
[25] Leica Geosystems. (2008). Leica FlexLine TS02/TS06/TS09 user manual. Leica Geosystems AG, Heinrich-Wild-Strasse, CH-9435 Heerbrugg, Switzerland, www.leica-geosystems.com 
[26] Zhang, W., Goh, A. T. C., & Xuan, F. (2015), “A simple prediction model for wall deflection caused by braced excavation in clays”, Computers and Geotechnics, 63, 67-72 
[27] Schanz, T., & Vermeer, P. A. (1998), “On the stiffness of sands”, Geotechnique, Pre-failure Deformation Behaviour of Geomaterials, Institution of Civil Engineers, Great Britain, 383-387.
[28] Schanz, T., Vermeer, P. A., & Bonnier, P. G. (1999). The hardening soil model: Formulation and verifica-tion. Beyond 2000 in Computational Geotechnics- 10 Years of PLAXIS, Balkema, Rotterdam, ISBN 90 5809 040 X 
[29] PLAXIS Manual. (2014). Material models. PLAXIS publications, www.PLAXIS.nl 
[30] Hsieh, P. G., & Ou, C. Y. (1997), “Shape of ground surface settlement profiles caused by ezxcavation”, Canadian Geotechnical Journal, 35, 1004-1017.
Send comment about this article
CAPTCHA Image
Civil Infrastructure Researches
Volume 4, Issue 1 - Serial Number 6
September 2018
Pages 57-70

Files

Share

How to cite

Statistics