Volume 6 - Issue 2 - 2020

Influence of Geometry on Design of Masonry Retaining Walls

Rajendra Chalisgaonkar

Abstract
Masonry retaining walls are generally constructed to retain earth and resist the lateral pressure of the soil against the wall. Although these are very simple structures and commonly built in every nook and corner, yet many problems are encountered in the field. In the present paper, influence of geometry of masonry retaining walls have been studied and results are presented in the form of charts so that design/field engineers/researchers, working in highways/water resources/construction sector, can provide technoeconomic sections as per site conditions before constructing the massive masonry retaining walls.
Keywords: Retaining walls, Gravity, Breast wall, Shapes, Influence, Vertical face, Base/height ratio, Economic design

References

Journal of Geotechnical and Transportation Engineering - 2020 vol. 6 (2)


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[3.] Chalisgaonkar, Rajendra(2018), Influence of Design Parameters on Earth Pressures behind Retaining Walls, Journal of Indian Highways, Indian Road Congress, New Delhi, Vol. 46, No.11, November.
[4.] Chalisgaonkar, Rajendra(2019), Charts for Techno Economic Design of Masonry Breast Walls, Water and Energy International, Central Board of Irrigation and Power, New Delhi, Volume 62/RNI, No. 3, ISSN : 0974-4711, June.
[5.] Chalisgaonkar, Rajendra(2020), Revisiting Design of Gravity Retaining Walls, Journal of Indian Highways, Indian Road Congress, New Delhi, Vol. 48, No.4, April.
[6.] Coulomb, C. A.(1776) Essai sur une application des regles des maximis et minimis a quelques problems de statique relatifis a Parchitecture, Mem. Acad. Roy. Pres divers savants, Vol. 7, Paris.
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Shear Strength Evaluation of Sand-Clay Mixture under Unconsolidated-Undrained Triaxial and Direct Shear Test

Ali Ramazan Borujerdi, Morteza Jiryaei Sharahi, Masoud Amelsakhi

Abstract
The direct shear test and triaxial test were conducted on specimens with 0, 10, 20, and 30% clay contents under 50, 100, and 150 kPa overloads to investigate the effect of fine-grained on the strength of the sandy soil. Preparing the specimens requires determining the maximum dry unit weight and the optimum water content of the soil. Therefore, before conducting the main tests, a series of proctor compaction tests were performed on the soil specimens. The tests were conducted on clean sand and a mixture of sand and clay. The results of the triaxial test showed that the ultimate strength and failure strain increase by adding to the clay content to the specimens. Moreover, adding clay increases the residual strength of soil. Compared to the results of direct shear tests, the stress-strain behavior of specimens is dominated by the clay content as it increases the stiffness of the sand-clay mixture.
Keywords: Triaxial Test, Direct Shear Test, Clay Soil, Sandy Soil

References

Journal of Geotechnical and Transportation Engineering - 2020 vol. 6 (2)

[1] Salgado, R., Bandini, P. and Karim, A., "Shear strength and stiffness of silty sand," Journal of Geotechnical and Geoenvironmental Engineering, 126(5), pp.451-462, 2000. doi: [10.1061/(ASCE)1090-0241(2000)126:5(451)].
[2] Thevanayagam, S., "Effect of fines and confining stress on undrained shear strength of silty sands," Journal of Geotechnical and Geoenvironmental Engineering, 124(6), pp.479-491, 1998. doi: [10.1061/(ASCE)1090-0241(1998)124:6(479)].
[3] Head, K.H., "Manual of Soil Laboratory Testing Volume 2: Permeability," Shear Strength and Compressibility Tests, Pentech Pres, London, 1982.
[4] Bayoglu, E., "Shear strength and compressibility behavior of sand-clay mixtures," (Doctoral dissertation, M.Sc. thesis, Department of Civil Engineering, Middle-East Technical University, Ankara, Turkey), 1995.
[5] Novais-Ferreira, H., "The Clay Content and the Shear Strength in Sand Clay Mixture," In Soil Mech & Fdn Eng Proc/South Africa/ (Vol. 1), August, 1971. doi: [10.15680/IJIRSET.2015.04 06117].
[6] Pitman, T.D., Robertson, P.K. and Sego, D.C., "Influence of fines on the collapse of loose sands," Canadian Geotechnical Journal, 31(5), pp.728-739, 1994. doi: [10.1139/t94-084].
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[9] ASTM D4253-16, "Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table," ASTM International, West Conshohocken, PA, 2016. doi: [10.1520/D4253-16E01].
[10] ASTM D4254-16, "Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density," ASTM International, West Conshohocken, PA, 2016. doi: [10.1520/D4254-16].
[11] ASTM D422-63(2007) e2, “Standard Test Method for Particle-Size Analysis of Soils (Withdrawn 2016),” ASTM International, West Conshohocken, PA, 2007. doi: [10.1520/D0422-63R07E02].
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A Summary of Common Structural Damages Over Sites Prone to Liquefaction

Mark N. Potes

Abstract
Recent studies within the realm of geotechnical engineering have further expanded on the effects, which liquefaction has to ground motion and soil mechanics. However, the investigation of building/infrastructure damages has not been explored to a deeper level of understanding. This paper explores the possible factors that can explain the damages a building or structure experiences due to liquefaction. In addition, current code requirements and common building practices is investigated and evaluated based on the findings. Keywords: liquefaction, settlement, tilting, building pounding, building separation

References

Journal of Geotechnical and Transportation Engineering - 2020 vol. 6 (2)

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[7] NBC (National Building Code). (1993). "Seismic design of buildings in Nepal." NBC 105, Kathmandu, Nepal.
[8] Tokimatsu, K., Katsumata, K., "Liquefaction-Induced Damage to Buildings in Urayasu City during the 2011 Tohoku Pacific Earthquake" in the Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, Tokyo, Japan, 2012.
[9] Tokimatsu, K., Kojima, H., Kuwayama, S., Abe, A., Midorikawa, S., "Liquefaction-Induced Damage to Buildings in 1990 Luzon Earthquake" Journal of Geotechnical Engineering, vol. 120, no. 2, pp. 290-307, 1994.

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