The paper presents a one-meter-height rigid facing panel, supported rigidly at the top and bottom to simulate nonyielding retaining wall system. A set of load cells is used to measure the horizontal force at the top and bottom of the facing panel, which is converted to equivalent horizontal earth pressure acting at the back of the wall. Another set of load cells is used to measure the vertical load at the bottom of the wall facing, both at the toe and the heel. Uniformly graded sand was used as backfill soil. The measured wall responses were used to calibrate a numerical model that used to predict additional wall parameters. Results indicated that the measured horizontal earth force is about three times the value calculated by classical at-rest earth pressure theory. In addition, the location of the resultant earth force is located closer to 0.4？H, which is higher compared to the theoretical value of H/3. The numerical model developed was able to predict the earth pressure distribution over the wall height. Test set up, instrumentation, soil properties, different measured responses, and numerical model procedures and results are presented together with the implication of the current results to the practical work. 1. Introduction Earth pressure distribution behind retaining wall systems is a soil-structure interaction problem. Therefore, determination of earth pressure distribution at the back of the wall should be done interactively with the deflection of the wall. However, this is not the case in the current design practice. Practically, the hydrostatic earth pressure distribution behind the wall is adopted according to the at-rest, active, or passive earth pressure theories for both internal and external stability analyses. Furthermore, triangular distribution is typically assumed for of the lateral earth pressure for at-rest, active or passive conditions. This assumption can be true for walls that are free to move laterally or rotate around the toe with sufficient movement to initiate the sliding wedge (i.e., active or passive state). However, this is not the case for nonyielding walls that do not develop the limiting static active or passive earth pressure, because the movements are not sufficient to fully mobilize the backfill soil shear strength. Typically, all underground basements walls, tunnels, bridge abutments, culverts, and piles are examples of nonyielding structures that are in contact with soil. These structures usually undergo relatively very small movement which is insufficient to initiate the sliding wedge behind the wall and to
References
[1]
K. Terzaghi, “General wedge theory of earth pressure,” ASCE Transaction, vol. 106, pp. 68–80, 1941.
[2]
J. Jaky, “The coefficient of earth pressure at-rest,” Journal of Society of Hungarian Architects and Engineers, pp. 355–358, 1944 (Hungarian).
[3]
B. Schmidt, “Discussion paper-Earth pressure at rest related to stress history,” Canadian Geotechnical Journal, vol. 3, no. 4, pp. 239–242, 1966.
[4]
M. A. Sherif, I. Ishibashi, and D. E. Ryden, “Coefficient of lateral earth pressure at rest in cohesionless soil,” Soil Eng. Research Report 10, University of Washington, 1974.
[5]
M. Al-Hussaini, “Comparison of various methods for determining ,” in Proceedings of the Symposium of Laboratory Shear Strength of Soil, pp. 78–93, ASTM, University of Florida, 1980.
[6]
P. W. Mayne and F. H. Kulhawy, “ -OCR relationships in soil,” Journal of the Geotechnical Engineering Division, vol. 108, no. 6, pp. 851–872, 1982.
[7]
M. A. Sherif, Y. S. Fang, and R. I. Sherif, “ and behind rotating and non-yielding walls,” Journal of Geotechnical Engineering, vol. 110, no. 1, pp. 41–56, 1984.
[8]
F. Schnaid and G. T. Houlsby, “Measurement of the properties of sand by the cohesion pressuremeter test,” Soil Mechanics Report 113/91, University of Oxford, 1991.
[9]
C. P. Worth, “General theories of earth pressure and deformation,” in Proceedings of the 5th European Conference on Soil Mechanics and Foundation Engineering, vol. 2, pp. 33–52, Madrid, Spain, 1972.
[10]
C. Cherubini, C. I. Giasi, and F. M. Guadagno, “The coefficient of pressure at rest of Subapennine Blue Clays in Matera (Southern Italy),” in Proceedings of the 6th International Congress of the International Association of Engineering Geology, D. G. Price and A. A. Balkema, Eds., vol. 2, pp. 1163–1169, Amsterdam, 1990.
[11]
A. Hanna and R. Al-Romhein, “At-rest earth pressure of overconsolidated cohesionless soil,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 134, no. 3, pp. 408–412, 2008.
[12]
J. Feda, “ coefficient of sand in triaxial apparatus,” Journal of Geotechnical Engineering, vol. 110, no. 4, pp. 519–524, 1984.
[13]
J. H. Schmertmann, “Measure and use of the in-situ lateral stress,” in The Practice of Foundation Engineering, A Volume Honoring Jorj O. Osterberg, R. J. Krizek, C. H. Dowding, and F. Somogyi, Eds., pp. 189–213, Department of Civil Engineering, Technological Institute, Northwestern University, Evanston, Ill, USA, 1985.
[14]
G. A. Leonards and J. D. Frost, “Settlement of shallow foundations on granular soils,” Journal of Geotechnical Engineering, vol. 114, no. 7, pp. 791–809, 1988.
[15]
K. R. Massarsch, “Deep soil compaction using vibratory probes,” in Proceedings of the ASTM Symposium on Design, Construction, and Testing of Deep Foundation Improvement: Stone Columns and Related Techniques, R. C. Bachus, Ed., pp. 297–319, ASTM Special Technical Publication, STP 1089, London, UK, 1991.
[16]
K. R. Massarsch, “Settlement analysis of compacted fill,” in Proceedings of the 13th International Conference on Soil Mechanics and Foundation Engineering (ICSMFE '94), vol. 1, pp. 325–328, New Delhi, India, 1994.
[17]
R. B. Peck and G. Mesri, “Discussion of compaction-induced earth pressure under -condition,” Journal of Geotechnical Engineering, vol. 113, no. 11, pp. 1406–1408, 1987.
[18]
K. R. Massarsch and B. H. Fellenius, “Vibratory compaction of coarse-grained soils,” Canadian Geotechnical Journal, vol. 39, no. 3, pp. 695–709, 2002.
[19]
J. M. Duncan and R. B. Seed, “Compaction-induced earth pressure under -condition,” Journal of Geotechnical Engineering, vol. 112, no. 1, pp. 1–22, 1986.
[20]
S. E. Rehnman and B. B. Broms, “Lateral pressure on basement wall: results from full-scale tests,” in Proceedings of the 5th European Conference on Soil Mechanics and Foundation Engineering, vol. 1, pp. 189–197, 1972.
[21]
R. D. Mackey and D. P. Kirk, “At rest, active and passive earth pressures,” in Proceedings of the South East Asian Conference on Soil Mechanics and Foundation Engineering, pp. 187–199, Bangkok, Thailand, 1967.
[22]
Y. S. Fang and I. Ishibashi, “Static earth pressures with various wall movements,” Journal of Geotechnical Engineering, vol. 112, no. 3, pp. 317–333, 1986.
[23]
Y. S. Fang, J. M. Chen, and C. Y. Chen, “Earth pressures with sloping backfill,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 123, no. 3, pp. 250–259, 1997.
[24]
G. W. Clough and J. M. Duncan, “Finite element analysis of retaining wall behavior,” Journal of the Soil Mechanics and Foundations Division, vol. 97, no. SM12, pp. 1657–1673, 1971.
[25]
R. B. Seed and J. M. Duncan, “FE analysis: compaction-induced stresses and deformations,” Journal of Geotechnical Engineering, vol. 112, no. 1, pp. 22–43, 1986.
[26]
H. Matsuzawa and H. Hazarika, “Analyses of active earth pressure against rigid retaining wall subjected to different modes of movement,” Soils and Foundations, vol. 36, no. 3, pp. 51–65, 1996.
[27]
M. El-Emam and R. J. Bathurst, “Experimental design, instrumentation and interpretation of reinforced soil wall response using a shaking table,” International Journal of Physical Modeling in Geotechnics, vol. 4, no. 4, pp. 13–32, 2004.
[28]
M. M. El-Emam and R. J. Bathurst, “Facing contribution to seismic response of reduced-scale reinforced soil walls,” Geosynthetics International, vol. 12, no. 5, pp. 215–238, 2005.
[29]
Itasca Consulting Group, FLAC: Fast Lagrangian Analysis of Continua. Version 4, Itasca Consulting Group, Minneapolis, Minn, USA, 2000.
[30]
M. M. El-Emam and R. J. Bathurst, “Influence of reinforcement parameters on the seismic response of reduced-scale reinforced soil retaining walls,” Geotextiles and Geomembranes, vol. 25, no. 1, pp. 33–49, 2007.
[31]
M. D. Bolton, “The strength and dilatancy of sands,” Géotechnique, vol. 36, no. 1, pp. 65–78, 1986.
[32]
A. I. El-Mhaidib, “Influence of shearing rate on interfacial friction between sand and steel,” Engineering Journal of Qatar University, vol. 19, pp. 1–16, 2006.
[33]
T. J. Chen and Y. S. Fang, “Earth pressure due to vibratory compaction,” Journal of Geotechnical and Geoenvironmental Engineering, vol. 134, no. 4, pp. 437–444, 2008.
