Study Of Shear Behavior Of Sand Blended With Silt

The mass of the sand was 17.7108 g. The apparent volume of dry sand was about 7.51 but the actual volume of sand is about 8.05 ml. The apparent density of sand was about 8.86 but the actual density of sand is 2.2 g/cm^3.

With the tremendous loss of life and destruction of property that resulted from Hurricane Katrina, the American Society of Civil Engineers and the U.S. Army Corps of Engineers (USACE) began redesigning and implementing new hurricane prevention system guidelines. Through extensive studies, it was evident that the structures for the levees were constructed on weak and compressible soil. “Although the geology of the area was relatively well known and borings taken were reasonably adequate for characterizing the variety of conditions in the area, the spacing could have missed local anomalies in soil type and strength” (USACE I-119). As a result, geotechnical engineers suggested a

Sand is the largest particle and doesn’t stick together very well. Sand particles create large spaces that allow water to flow through very quickly. Sand is also very gritty to the touch. Silt is slightly more dense and sticks together a bit more than sand does. Silt is also the second biggest particle. Silt has slighter better water holding ability and feels like flour when dry and smooth when moist.Clay is the smallest particle, and is very dense. Clay sticks together and can be molded and formed. Clay has the ability to hold nutrients and water in. Clay also has very poor water drainage. Clay is clumpy and chalky when dry, and sticky when wet.

Shear box is an instrument used in the geotechnical lab which measures the shear strength of a soil in a direct way and offers simple way to visualize what is happening to the soil. This is achieved by measuring the sliding resistance between the soil particles and thus the coefficient of direct sliding, C. The direct shear test is used to determine the shear strength of soils on a predetermined failure surface. This test is used to measure the shearing resistance, un-drained shear strength, and dilative and contractive tendencies in soils.

A bar graph was created for porosity to show the porosity differences between sand and gravel. The sand and gravel were independent variables of the experiment, so they were put on the x-axis. The porosity values, on the other hand, were the dependent variables of the experiment, so they were put on the y-axis. As seen on the graph and in the calculations, gravel resulted in having quite a larger porosity percentage than sand. Similarly to the porosity bar graph, the permeability bar graph was created to show the permeability differences between sand and gravel.

An understanding of geology, hydrology, and soil properties is central to applying slope stability principles properly. Analyses must be based upon a model that accurately represents site

Sampling From ‘m’ To ‘m’ No. Depth 1 2 Brownish colour clayey silt of ‘CI’ type Ash colour fine to medium grained sand of ‘SP’ type. 0.00 6.00 15.00 6.00 15.00 6.00 9.00 d1 u1 n1 d2 u2 n2 d3 u3 n3 d4 u4 n4 d5 n5 d6 n6 d7 n7 d8 n8 d9 n9 d10 n10 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.50 8.00 9.00 9.50 10.50 11.00 12.00 12.50 13.50 14.00 15.00 Page – 4 BORE HOLE LOG DATA Name of work : SSI for construction of proposed Landfill at Kankakee, IL AE&T Project # 17652 Bore Hole No.2 Date of boring = 14-5-2012 to 15-5-2014 No.of Disturbed samples =10 nos. Depth of boring = 15.00m

2 types of Soil samples were taken from each site, one series get air-dried, gently crushed and passed through a 2-mm sieve for evaluating soil characteristics. The second one remained undisturbed for aggregation stability experiment.

Karlsrud(2014) proposed new semi empirical design procedures for the determination of ultimate shaft friction and load-displacement response of axially loaded piles in clay are proposed. A main basis for developing the new procedures was detailed review and reassessment of results from a series of pile load-test programs published over the past 30 years on piles well instrumented to monitor soil and pore pressures as well as load distribution along the pile shafts. Two new alternative procedures are proposed for predicting the ultimate shaft friction: an a approach, which uses the normalized un drained strength based on direct simple shear tests as a main correlation parameter, and a b approach, which uses the over consolidation ratio (OCR). Both approaches include the effects of the plasticity index of the clay, Ip, which is shown to have an especially large impact on the correlations when Ip 25%. In practical design, it is recommended that both methods be used and design values be selected for the ultimate shaft friction that represents an average for the two methods. Pile diameter, length, or stiffness or whether the pile is open or closed-ended seem to have little impact on the shaft friction. However, a moderate effect of pile length or flexibility on the total ultimate pile capacity comes out of the proposed t-z curves, which include some post peak reduction. The main purpose of the study was to reduce the basic uncertainties involved with relating ultimate shaft

Ei Ei Khine - Ph.D Candidate, Department of Civil Engineering, Yangon Technological University, Yangon, Republic of the Union of Myanmar

Skempton, 1986, also included the effect of D50 by declaring that N values are higher for sands having larger D50 under a given relative density and overburden stress. Also under the same testing circumstances, the tendency to increase the penetration resistance with increasing the D50 is possibly related to a similar trend of the angle of internal friction ϕ. While Cubrinovski and Ishihara, 1999 & 2000, clearly pointed out that two sand soils having identical fine content can show remarkably inconsistent stress-strain characteristics. Thus, they recommended that (emax - emin) and DR are the most appropriate parameters to explain the behavior of sands. Initially, they correlated between D50 and (emax - emin)

A slope stabilized with soil nails inclined at 10° showed better performance than a slope stabilized with soil nails inclined at 25°. Zhao et al. (2014) conducted some centrifuge tests to examine the role of passive anchors on the overall stability of a slope. The deformation and stress distributions in anchored slope models were monitored during the tests. It was observed that the passive anchors in the combined anchoring system contribute significantly to the overall stability of the slopes.

Previous studies were conducted on the influence of the F-T cycles on soil materials (Stark（2001); Robert et al (1991) and Fishman & Pal (1994)). However, there is no investigations performed on the interface shear behavior of compacted Leda clay/HDPE material, and the influence of F-T cycles on this interface. Thus, in order to understand the behavior and resistance of interface composite liner in cold regions, particularly in Canada, a series of experiments have been conducted to study the effects of varying numbers of F-T cycles on interface shear behavior and strength of Leda clay/smooth HDPE. The objective of this paper is to present

There has been increasing studies on magnesium silicate hydrate binder system as an eco-cement and its potential use for nuclear waste immobilization. The cementing properties and workability of cement paste and mortar using magnesium silicate hydrate binder were examined by compressive strength, flow test and scanning electron microscopy. The binder composition was proposed based on stoichiometric ratio. The results showed that magnesium silicate hydrate binder exhibits very high water demand due to containing high microfine content of amorphous silica (silica fume). However, it is possible to produce workable mixes at normal water to binder ratio (w/cm=0.40 and below) by use of polycarboxylate-based superplasticizer. Crushed quartz with smooth texture and particle size coarser than magnesium and silica fume was used as fillers to form ternary system. Use of crushed quartz fillers contributes to water reduction and improves packing density, hence increases strength of magnesium silicate hydrate binder system. Mortar samples of the binder containing 40% magnesium oxide, 40% silica fume (Mg/Si molar ratio = 1.50) and 20% crushed quartz fillers resulted in encouraging compressive strength of up to 70 MPa.

Study shows that the shear strength characteristics of the soil increased with surcharge pressure whist decreased with relative density, which confirmed Simoni and Houlsby’s results.