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Journal articles on the topic 'Direct shear testing'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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1

Stasiak, M., and M. Molenda. "Direct shear testing of flowability of food powders." Research in Agricultural Engineering 50, No. 1 (February 8, 2012): 6–10. http://dx.doi.org/10.17221/4919-rae.

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The flow properties were determined for two groups of food powders used in industry: cereal powders and non-starch powders. Materials were different in mean sizes of particles d* ranging from 0.033 mm for potato flour to 4.449 mm for oatmeal. Experiments were performed in 60 mm in diameter direct shear tester (Jenike shear tester) for four values of consolidating stress <sub>r</sub>: 30, 60, 80 and 100 kPa. The highest values of flow function (FF) and the widest range of its variability (ranging from 0.5 kPa to 35 kPa) were found in the case of pearl barley groats. For the non-starch powders values of FF were more stable and did not exceed a limit characteristic for easy flowing materials. The highest values of FF in the group of the non-starch materials were obtained for icing sugar (from 19 kPa to 24 kPa) while the lowest found were values of FF for salt (from 3 kPa to 7 kPa). Powdered milk and potato flour showed the widest variability of FF values within the non-starch materials.

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2

Drnevich, VP, KJ Gan, and DG Fredlund. "Multistage Direct Shear Testing of Unsaturated Soils." Geotechnical Testing Journal 11, no. 2 (1988): 132. http://dx.doi.org/10.1520/gtj10959j.

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3

Suits, L. D., T. C. Sheahan, GA Miller, and TB Hamid. "Interface Direct Shear Testing of Unsaturated Soil." Geotechnical Testing Journal 30, no. 3 (2007): 13301. http://dx.doi.org/10.1520/gtj13301.

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4

Franklin, J. A. "Direct shear machine for testing rock joints." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 22, no. 6 (December 1985): 193. http://dx.doi.org/10.1016/0148-9062(85)90223-2.

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5

Meehan, Christopher L., Thomas L. Brandon, J. Michael Duncan, and Binod Tiwari. "Direct shear testing of polished slickensided surfaces." Landslides 7, no. 2 (February 13, 2010): 157–67. http://dx.doi.org/10.1007/s10346-010-0199-7.

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6

Tang, Chien-Ting, Roy H. Borden, and Mohammed A. Gabr. "A Simplified Direct Shear Testing Procedure to Evaluate Unsaturated Shear Strength." Geotechnical Testing Journal 41, no. 2 (January 5, 2018): 20150161. http://dx.doi.org/10.1520/gtj20150161.

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7

Selig, ET, and JA Franklin. "A Direct Shear Machine for Testing Rock Joints." Geotechnical Testing Journal 8, no. 1 (1985): 25. http://dx.doi.org/10.1520/gtj10853j.

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8

Kondo, Hiroshi, Yoshiaki Noda, and Noboru Sugiyama. "Trial production of dynamic direct shear testing apparatus." Journal of Terramechanics 24, no. 1 (January 1987): 120. http://dx.doi.org/10.1016/0022-4898(87)90092-9.

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9

Barla, G., M. Barla, and M. E. Martinotti. "Development of a New Direct Shear Testing Apparatus." Rock Mechanics and Rock Engineering 43, no. 1 (March 20, 2009): 117–22. http://dx.doi.org/10.1007/s00603-009-0041-5.

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10

Shibuya, S., T. Mitachi, and S. Tamate. "Interpretation of direct shear box testing of sands as quasi-simple shear." Géotechnique 47, no. 4 (September 1997): 769–90. http://dx.doi.org/10.1680/geot.1997.47.4.769.

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11

Suits, L. D., T. C. Sheahan, Tomoyo Nakao, and Stephen Fityus. "Direct Shear Testing of a Marginal Material Using a Large Shear Box." Geotechnical Testing Journal 31, no. 5 (2008): 101237. http://dx.doi.org/10.1520/gtj101237.

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12

Zekkos, Dimitrios, George A. Athanasopoulos, Jonathan D. Bray, Athena Grizi, and Andreas Theodoratos. "Large-scale direct shear testing of municipal solid waste." Waste Management 30, no. 8-9 (August 2010): 1544–55. http://dx.doi.org/10.1016/j.wasman.2010.01.024.

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13

Wang, Yi-min, Ye-kai Chen, and Wei Liu. "Large-scale direct shear testing of geocell reinforced soil." Journal of Central South University of Technology 15, no. 6 (December 2008): 895–900. http://dx.doi.org/10.1007/s11771-008-0163-z.

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14

Ungureanu, C., A. Priceputu, G. Nguyen, I. Pencea, R. N. Turcu, and A. C. Popescu-Argeş. "Hybrid OLS for uncertainties estimation in direct shear testing." Measurement 185 (November 2021): 110018. http://dx.doi.org/10.1016/j.measurement.2021.110018.

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15

Lee, K. M., and V. R. Manjunath. "Soil-geotextile interface friction by direct shear tests." Canadian Geotechnical Journal 37, no. 1 (February 1, 2000): 238–52. http://dx.doi.org/10.1139/t99-124.

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This paper describes large-size direct shear tests on soil-geotextile interfaces. Medium-grained, uniform sand and three varieties of woven and nonwoven geotextiles manufactured with different techniques are utilized to investigate the soil-geotextile interface friction coefficient (f*). Tests were carried out using an apparatus specifically designed for interface testing, and results were compared with those obtained from the conventional direct shear equipment. The results obtained from this study indicated that the determination of peak interface behaviour was not a trivial matter, as the results were significantly affected by the boundary and testing conditions of the testing apparatus. The residual interface behaviour was investigated by multiple reversal direct shear tests. Since the use of multiple reversal direct shear tests on the proposed apparatus can impose a high degree of shear displacement and stress uniformity on the soil-geotextile interface, a more reliable definition of the residual interface friction can be obtained. The results indicate that woven-nonwoven geotextile interfaces exhibit a significant postpeak strength loss after a number of shear cycles. In the case of woven geotextiles, this is attributed to the opening up of the filaments associated with the physical damage caused during shear, whereas for nonwoven geotextiles it is due to the pulling out or tearing of filaments.Key words: geotextile, direct shear test, interface friction coefficient, peak shear strength, residual shear strength.

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16

Lee, Sojeong, Ilhan Chang, Moon-Kyung Chung, Yunyoung Kim, and Jong Kee. "Geotechnical shear behavior of Xanthan Gum biopolymer treated sand from direct shear testing." Geomechanics and Engineering 12, no. 5 (May 25, 2017): 831–47. http://dx.doi.org/10.12989/gae.2017.12.5.831.

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17

Mallick, S. B., H. Zhai, S. Adanur, and D. J. Elton. "Pullout and Direct Shear Testing of Geosynthetic Reinforcement: State-of-the-Art Report." Transportation Research Record: Journal of the Transportation Research Board 1534, no. 1 (January 1996): 80–90. http://dx.doi.org/10.1177/0361198196153400112.

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The frictional characteristics of a soil-geosynthetic interface can be determined by direct shear and pullout tests. The direct shear test is commonly conducted according to ASTM standard D5321. However, at present there is no ASTM method for pullout testing of geosynthetics. During the past 10 years different researchers have obtained a wealth of information from direct shear and pullout tests of geosynthetics. A critical analysis of direct shear and pullout tests and an evaluation of the effects of fundamental material and testing parameters on test results are presented.

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18

McCarron, W. O., J. C. Lawrence, R. J. Werner, J. T. Germaine, and D. F. Cauble. "Cyclic direct simple shear testing of a Beaufort Sea clay." Canadian Geotechnical Journal 32, no. 4 (August 1, 1995): 584–600. http://dx.doi.org/10.1139/t95-061.

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Results are presented for undrained direct simple shear tests on a Beaufort Sea cohesive soil. Monotonic and one-way cyclic loading response characteristics are identified for a number of loading scenarios. The critical level of repeated loadings (CLRL) is determined for two overconsolidation ratios from tests having 30 000 cycles of loading. Postcyclic strength tests indicate that one-way cyclic loadings not causing failure have a strain-hardening effect on the material. High strain-rate testing is found to increase soil strength by as much as 40% compared with typical testing strain rates. Key words : strength, cyclic testing, clay, simple shear, strain rate.

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19

Fang, Juan, Jiaai Zhu, and Lai Meng. "Water-sensitive Properties of Shear Strength of Bijie Red Clay under Direct shear Testing." IOP Conference Series: Earth and Environmental Science 252 (July 9, 2019): 052083. http://dx.doi.org/10.1088/1755-1315/252/5/052083.

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20

Ghazizadeh, Shahin, and Christopher A. Bareither. "Stress-controlled direct shear testing of geosynthetic clay liners II: Assessment of shear behavior." Geotextiles and Geomembranes 46, no. 5 (October 2018): 667–77. http://dx.doi.org/10.1016/j.geotexmem.2018.06.004.

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21

Sreng, Sokkheang, Hiroki Ishikawa, Takuya Kusaka, Takashi Okui, and Akitoshi Mochizuki. "Development of high precision direct shear apparatus for liquefaction testing." Japanese Geotechnical Society Special Publication 2, no. 5 (2016): 268–72. http://dx.doi.org/10.3208/jgssp.jpn-145.

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22

Knodel, PC, DJ DeGroot, JT Germaine, and R. Gedney. "An Automated Electropneumatic Control System for Direct Simple Shear Testing." Geotechnical Testing Journal 14, no. 4 (1991): 339. http://dx.doi.org/10.1520/gtj10202j.

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23

Drnevich, PV, V. Silvestri, G. Karam, A. Tonthat, and Y. St-Amour. "Direct and Simple Shear Testing of Two Canadian Sensitive Clays." Geotechnical Testing Journal 12, no. 1 (1989): 11. http://dx.doi.org/10.1520/gtj10669j.

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24

Hamidi, A., G. Habibagahi, and M. Ajdari. "A Modified Osmotic Direct Shear Apparatus for Testing Unsaturated Soils." Geotechnical Testing Journal 36, no. 1 (December 2012): 20120092. http://dx.doi.org/10.1520/gtj20120092.

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25

Jotisankasa, A., and D. Taworn. "Direct Shear Testing of Clayey Sand Reinforced With Live Stake." Geotechnical Testing Journal 39, no. 4 (April 14, 2016): 20150217. http://dx.doi.org/10.1520/gtj20150217.

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26

Romero, Louis, Lenny Mendoza, Ali Nasirian, Douglas D. Cortes, and Julio R. Valdes. "A Thermal Direct Shear Device for Testing Polymer-Bonded Sands." Geotechnical Testing Journal 41, no. 3 (February 28, 2018): 20160281. http://dx.doi.org/10.1520/gtj20160281.

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27

Qi, Shengwen, Bowen Zheng, Faquan Wu, Xiaolin Huang, Songfeng Guo, Zhifa Zhan, Yu Zou, and Giovanni Barla. "A New Dynamic Direct Shear Testing Device on Rock Joints." Rock Mechanics and Rock Engineering 53, no. 10 (July 1, 2020): 4787–98. http://dx.doi.org/10.1007/s00603-020-02175-3.

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28

Uyeturk, Celal Emre, and Nejan Huvaj. "Constant water content direct shear testing of compacted residual soils." Bulletin of Engineering Geology and the Environment 80, no. 1 (August 10, 2020): 691–703. http://dx.doi.org/10.1007/s10064-020-01893-w.

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29

Winchester, Lindsay. "Direct Orthodontic Bonding to Porcelain: An In Vitro Study." British Journal of Orthodontics 18, no. 4 (November 1991): 299–308. http://dx.doi.org/10.1179/bjo.18.4.299.

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The shear/peel and tensile/peel bond strengths of mesh-backed orthodontic brackets bonded to porcelain, using a highly filled composite and four different silane bonding agents were determined. Sites of failure were recorded for each method of testing. A method of debonding and restoring the procelain surface to its original state after debonding was also investigated. All silane bonding systems tested provided adequate bond strength for clinical use. Fusion produced significantly higher force values to failure in shear testing. There was no significant difference between the bond strengths obtained in tensile testing. Patterns of failure differed in each mode of testing, suggesting that a shear mode of debonding is more likely to cause porcelain fracture and that the possibility of porcelain fracture during function or debonding cannot be excluded. The use of a Lift-Off plier is recommended in debonding brackets from porcelain where a silane bonding agent has been used. Diamond polishing paste was better at restoring the procelain surface to its original appearance than Shofu polishing stones.

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30

Nakamura, Tsutomu, Toshiyuki Mitachi, and Isao Ikeura. "Direct Shear Testing Method as a Means for Estimating Geogrid—Sand Interface Shear—Displacement Behavior." Soils and Foundations 39, no. 4 (August 1999): 1–8. http://dx.doi.org/10.3208/sandf.39.4_1.

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31

Gan, J. K. M., D. G. Fredlund, and H. Rahardjo. "Determination of the shear strength parameters of an unsaturated soil using the direct shear test." Canadian Geotechnical Journal 25, no. 3 (August 1, 1988): 500–510. http://dx.doi.org/10.1139/t88-055.

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Multistage direct shear tests have been performed on saturated and unsaturated specimens of a compacted glacial till. A conventional direct shear apparatus was modified in order to use the axis-translation technique for direct shear tests on unsaturated soils. The soil can be subjected to a wide range of matric suctions. The testing procedure and some typical results are presented. Nonlinearity in the failure envelope with respect to matric suction was observed. Suggestions are made as to how best to handle the nonlinearity from a practical engineering standpoint. Key words: shear strength, unsaturated soils, negative pore-water pressures, soil suction, direct shear.

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32

Thapa, B. B., T. C. Ke, R. E. Goodman, C. Tanimoto, and K. Kishida. "Numerically simulated direct shear testing of in situ joint roughness profiles." International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts 33, no. 1 (January 1996): 75–82. http://dx.doi.org/10.1016/0148-9062(95)00051-8.

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33

Piratheepan, J., A. Arulrajah, and M. M. Disfani. "Large-Scale Direct Shear Testing of Recycled Construction and Demolition Materials." Advances in Civil Engineering Materials 2, no. 1 (February 6, 2013): 20120009. http://dx.doi.org/10.1520/acem20120009.

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34

Suits, L. D., T. C. Sheahan, Ahmed H. Abdelrahman, Alaa K. Ashmawy, and Mohamed Abdelmoniem. "An Apparatus for Direct Shear, Pullout, and Uniaxial Testing of Geogrids." Geotechnical Testing Journal 31, no. 6 (2008): 100761. http://dx.doi.org/10.1520/gtj100761.

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35

Cui, Kai, and Shupeng Fan. "Indoor direct shear and uniaxial compression testing of polymer-modified silt." Cluster Computing 22, S3 (October 27, 2017): 5447–55. http://dx.doi.org/10.1007/s10586-017-1275-8.

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36

Asahina, D., T. Takemura, S. Kawakita, and Y. Li. "Development of a direct shear testing method using true triaxial apparatus." IOP Conference Series: Earth and Environmental Science 833, no. 1 (August 1, 2021): 012013. http://dx.doi.org/10.1088/1755-1315/833/1/012013.

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37

Tamošiūnas, Tadas, and Šarūnas Skuodis. "Non-cohesive Soil Direct Shear Strength Affected with Hydrostatic Pressure." Mokslas - Lietuvos ateitis 9, no. 5 (December 27, 2017): 520–23. http://dx.doi.org/10.3846/mla.2017.1078.

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This paper presents first results of noncohesive soil direct shear tests with hydrostatic pressure. To reach this aim, it was chosen the Baltic Sea Klaipėda sand, due to granulometry composition and particles shape. According to this, investigated Baltic Sea sand can be called Lithuanian standard sand for scientific testing. Analysis of results revealed, that when it is increased hydrostatic pressure, the shearing strength is also increasing. Comparing air dry sand results with fully saturated sand and affected with 100 kPa of hydrostatic pressure, the angle of internal friction increased for 21,24%. Meanwhile, the cohesion was not changing so dramatically according to hydrostatic pressure change. Obtained results allows to proceed this research work more detailed with different loading types, testing procedures and hydrostatic pressures.

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38

Canestrari, Francesco, Gilda Ferrotti, Manfred N. Partl, and Ezio Santagata. "Advanced Testing and Characterization of Interlayer Shear Resistance." Transportation Research Record: Journal of the Transportation Research Board 1929, no. 1 (January 2005): 69–78. http://dx.doi.org/10.1177/0361198105192900109.

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The performance of multilayered pavement systems depends strongly on interlayer bonding. To guarantee good bonding, tack coats (also called bond coats) are usually applied at various interfaces during pavement construction or overlay. The effectiveness of the tack coat can be assessed with the use of several devices arranged by different laboratories to evaluate interlayer shear resistance. This paper shows how interlayer shear resistance may be evaluated through the Ancona shear testing research and analysis (ASTRA) device. ASTRA results, expressed in units of maximum interlayer shear stress (τpeak), highlight the effects of various influence parameters such as type of interface treatment, curing time, procedure of specimen preparation, temperature, and applied normal load. Moreover, this paper compares the τpeak results obtained by two different shear test devices: the ASTRA tester designed and developed in the Polytechnic University of Marche (Italy) and the layer-parallel direct shear tester created by the Swiss Federal Laboratories for Materials Testing and Research. The two test methods provide different but comparable results showing the same ranking of shear resistance for different interface treatments.

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39

Jotisankasa, Apiniti, and Warakorn Mairaing. "Suction-Monitored Direct Shear Testing of Residual Soils from Landslide-Prone Areas." Journal of Geotechnical and Geoenvironmental Engineering 136, no. 3 (March 2010): 533–37. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0000225.

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40

David Suits, L., TC Sheahan, JP Seidel, and CM Haberfield. "Laboratory Testing of Concrete-rock Joints in Constant Normal Stiffness Direct Shear." Geotechnical Testing Journal 25, no. 4 (2002): 10416. http://dx.doi.org/10.1520/gtj11292j.

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41

Liu, Yixin, Jiang Xu, Guangzhi Yin, and Shoujian Peng. "Development of a New Direct Shear Testing Device for Investigating Rock Failure." Rock Mechanics and Rock Engineering 50, no. 3 (October 20, 2016): 647–51. http://dx.doi.org/10.1007/s00603-016-1099-5.

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42

Ghazizadeh, Shahin, and Christopher A. Bareither. "Stress-controlled direct shear testing of geosynthetic clay liners I: Apparatus development." Geotextiles and Geomembranes 46, no. 5 (October 2018): 656–66. http://dx.doi.org/10.1016/j.geotexmem.2018.06.003.

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43

Chu, L. M., and J. H. Yin. "Study on soil–cement grout interface shear strength of soil nailing by direct shear box testing method." Geomechanics and Geoengineering 1, no. 4 (December 18, 2006): 259–73. http://dx.doi.org/10.1080/17486020601091742.

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44

Maghool, Farshid, Arul Arulrajah, Mehdi Mirzababaei, Cherdsak Suksiripattanapong, and Suksun Horpibulsuk. "Interface shear strength properties of geogrid-reinforced steel slags using a large-scale direct shear testing apparatus." Geotextiles and Geomembranes 48, no. 5 (October 2020): 625–33. http://dx.doi.org/10.1016/j.geotexmem.2020.04.001.

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45

Saeki, Hiroshi, Toshiyuki Ono, Niu En Zong, and Naoki Nakazawa. "Experimental Study on Direct Shear Strength of Sea Ice." Annals of Glaciology 6 (1985): 218–21. http://dx.doi.org/10.3189/1985aog6-1-218-221.

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When structures such as oil drilling rigs are constructed on or through the ice plate in coastal and offshore regions, the shear strength of sea ice must be estimated to determine the loading on these structures. Testing methods for shear strength must be established so that shear strength of sea ice in various conditions can be determined.The authors have been conducting, for five years, direct shear strength experiments using sea ice samples from the Okhotsk Sea coast. Physical characteristics of sea ice, including shear strength, depend to a great extent on such properties as salinity, porosity, grain size, etc; thus, there is variation in the test results of five years experimentation since the samples obtained varied from year to year.The following conclusions were drawn from this experiment: i)Under certain conditions the relation between shear strength and vertical stress can be represented by Coulomb’s equation of soil; ie, where Ts: shear strength, C* : apparent cohesion (shear strength at σv σv = 0), φ*: angle of internal friction, σv : vertical stressii)The shear strength of sea ice increases, approaching a constant, with decreasing ice temperature.iii)The shear strength decreases with increasing ice shear area; an analogous relation exists in concrete.iv)The shear strength is not greatly dependent on either the shear velocity or stress rate.v)The shear strength is greater and generally increases more rapidly with decreasing ice temperatures in planes perpendicular to the ice growth direction than in planes parallel to it.vi)Two types of failure occurred in the sea ice samples. In the case of (sample diameter)/(sample length) less than 2 , the failure was induced by shear only. With d/l>2, the failure was not solely caused by shear since the existence of a small gap between the ice sample and shear box introduced a bending moment.

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46

Saeki, Hiroshi, Toshiyuki Ono, Niu En Zong, and Naoki Nakazawa. "Experimental Study on Direct Shear Strength of Sea Ice." Annals of Glaciology 6 (1985): 218–21. http://dx.doi.org/10.1017/s0260305500010399.

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When structures such as oil drilling rigs are constructed on or through the ice plate in coastal and offshore regions, the shear strength of sea ice must be estimated to determine the loading on these structures. Testing methods for shear strength must be established so that shear strength of sea ice in various conditions can be determined. The authors have been conducting, for five years, direct shear strength experiments using sea ice samples from the Okhotsk Sea coast. Physical characteristics of sea ice, including shear strength, depend to a great extent on such properties as salinity, porosity, grain size, etc; thus, there is variation in the test results of five years experimentation since the samples obtained varied from year to year. The following conclusions were drawn from this experiment: i) Under certain conditions the relation between shear strength and vertical stress can be represented by Coulomb’s equation of soil; ie, where Ts: shear strength, C* : apparent cohesion (shear strength at σv σv = 0), φ*: angle of internal friction, σv : vertical stress ii) The shear strength of sea ice increases, approaching a constant, with decreasing ice temperature. iii) The shear strength decreases with increasing ice shear area; an analogous relation exists in concrete. iv) The shear strength is not greatly dependent on either the shear velocity or stress rate. v) The shear strength is greater and generally increases more rapidly with decreasing ice temperatures in planes perpendicular to the ice growth direction than in planes parallel to it. vi) Two types of failure occurred in the sea ice samples. In the case of (sample diameter)/(sample length) less than 2 the failure was induced by shear only. With d/l>2, the failure was not solely caused by shear since the existence of a small gap between the ice sample and shear box introduced a bending moment.

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47

D'Andrea, Antonio, Simone Russo, and Cristina Tozzo. "Interlayer Shear Testing under Combined State of Stress." Advanced Materials Research 723 (August 2013): 381–88. http://dx.doi.org/10.4028/www.scientific.net/amr.723.381.

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This research aims to investigate the influence of the normal load on the shear behavior of double-layer asphalt specimens. The LCB shear test device proposed by Miro has been chosen as model for the design and the development of two new shear tests in the laboratories of the Sapienza University of Rome; under both shear tests, it possible to apply a normal load so as to reproduce the composed state of stress carried out by the vehicular loading. Several compression levels are investigated, paying attention especially to the load application modes and to the effect of the normal stress on the interlocking properties. The study parameters chosen for the analysis are the maximum shear stress and the slope of the final branch of the response curve or the residual shear stress, in relation to the failure behavior due to the devices. The results of tests performed on the first machine, when the normal load is applied, show a direct proportionality with the normal load and the slope of the response curves after the peak remain constant because it is related to the friction features. With the second machine, which was adjusted to evaluate the shear behaviour for high interface displacements, the peak shear stress and the residual one were also evaluated, showing the increasing in relation to the compression applied during the test. The two machines provide different but comparable results.

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48

Zardi, Muhammad, and Mukhlis Mukhlis. "PENGARUH PENCAMPURAN SEMEN TERHADAP KUAT GESER TANAH LEMPUNG LAMPOH KEUDE." Jurnal Teknik Sipil Unaya 1, no. 2 (March 1, 2019): 129–40. http://dx.doi.org/10.30601/jtsu.v1i2.13.

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The aim of the tests was to investigate the influence of cement on clay of Lampoh Keude Village Kuta Baroe district Aceh Besar district. Results to be seen is parameters of shear angle (ø) and cohesion (c) of the direct shear test. Normal stress to be given to direct shear test is 0.305 kg/ cm2, 0.634 kg cm2 and 1.293 kg /cm2 with optimum moisture content obtained 23.15% and the dry volume weight 1.438 gr /cm2. This study tested three samples for each percentage mixture of 0%, 4%, 8%, 12% and 16% with one day curing period. The amount of specimen without cement mixture was made of 3 specimens and without cement mixture was made of 12 specimens for 3 repetitions testing. Soil testing in the lab include testing the physical properties of the native land, the mechanical properties of the native land and land with a cement mixture. Based on the testing of the physical properties of the native land, AASHTO classifying soil in group A-7-6 (11) and USCS classifying soil as a silt and clay in CH group. The addition of cement shows the stability of direct shear tests with increases of cohesion (c) and friction angle (ø) is 0% cement is c = 0.797 kg/cm2 and ø = 31.45o, 4% cement is c = 1.326 kg/cm2, ø = 36,22o, 8% cement is c = 1.529 kg/cm2 and ø = 38,55o, 12% cement is c= 1.950 kg/cm2, ø = 38,11o and 16% cement is c = 2.084 kg/cm2, ø = 39,01o. Direct shear test results by mixing cement on clay showed an increase cohesion (c) and friction angle (ø) parameters.

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49

Davachi, M. M., B. J. Sinclair, H. H. Hartmaier, B. L. Baggott, and J. E. Peters. "Determination of the Oldman River Dam foundation shear strength." Canadian Geotechnical Journal 28, no. 5 (October 1, 1991): 698–707. http://dx.doi.org/10.1139/t91-084.

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Abstract:

The paper describes the results of site investigation and laboratory testing and the analysis performed for the determination of foundation shear strength at the Oldman River Dam site in southwestern Alberta, Canada. Horizontally bedded claystones, siltstones, and sandstones at the site contain relatively weak bedding-plane shears that adversely affect foundation stability. Data on the bedding-plane shear characteristics were collected by mapping, borehole coring, shaft exploration, and large-diameter sampling. Shear planes of structure-wide continuity were identified. Numerous laboratory direct shear tests were done to measure in situ and residual shear strengths. The design angle of shearing resistance of selected continuous bedding-plane shears was evaluated by summing the representative residual angle of shearing resistance and components of the angle of shearing resistance due to in situ state, roughness, and thickness of the bedding-plane shears. Relatively flat dam slopes were found to be required for stability. The methods used at the Oldman River Dam should be applicable at other sites located in flat-lying mudrock sequences. Key words: Oldman River Dam, foundation shear strength, sedimentary rocks, bedding-plane shear, residual angle of shearing resistance, in situ state, roughness, thickness.

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50

Kim, Byeong-Su, Satoru Shibuya, Seong-Wan Park, and Shoji Kato. "Application of suction stress for estimating unsaturated shear strength of soils using direct shear testing under low confining pressure." Canadian Geotechnical Journal 47, no. 9 (September 2010): 955–70. http://dx.doi.org/10.1139/t10-007.

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Abstract:

The primary objective of this study is to evaluate effects of suction on shear strength of unsaturated soils under low confining pressure and to examine the relationships between suction, shear strength behavior, and volumetric deformation using newly developed direct shear testing equipment for compacted weathered granite soils. The soil-water retention curves (SWRCs) of unsaturated soils were obtained under various overburden pressures. To analyze test results from the direct shear test under unsaturated conditions, a new method, suction stress–SWRC method (SSM), is proposed to determine the suction value for each overburden pressure and the suction stresses. As a result, it has been found that the stress states at the peak shear strength point are on the same failure line for the saturated state when the suction stress is treated as a component of confining pressure. The relationship between stress ratio and dilatancy for the saturated state can be extended to the unsaturated state. It is also noted that the estimated unsaturated shear strengths using the SSM agree well with the measured values from laboratory testing.

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