DEPARTMENT OF CIVIL ENGINEERING COLLEGE OF ENGINEERINGSoil Mechanics Laboratory CEGB 321 Open Ended LabSECTION : SECTION 01GROUP NO. : NO. 5GROUP MEMBERS1. Sivasangkaran a/l Chinna Swami( Leader)CE 0920061. Swee Main GyeCE 0923181. Nor Suhana Abd Khalid CE 0917281. Nor Aisah Khalid CE 0917611. Arvien Subramaniam CE 092854

DATE OF LABORATORY SESSION : 7TH & 14 TH July 2014DATE OF REPORT SUBMISSION : 28TH July 2014LAB INSTRUCTOR : Miss Intan Nor Zuliana Bt BaharuddinLAB REPORT MARKING

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1. Appearance, formatting and grammar or spelling.12345

1. Introduction and objective12345

1. Procedure12345

1. Results: data,figures, graphs, tables, etc.12345

1. Discussions12345

1. Conclusions12345

BilContentPage

1.Introduction1

2.Objective2

3.MethodologyMaterial and ApparatusProcedures2-5

4.Results5-20

5.Discussions21-24

6.Conclusion25

7.References25

TABLE CONTENT

INTRODUCTIONA soil sample that taken at area around (near car park COIT), Jalan IKRAM UNITEN, 43000 Kajang, Selangor. It is defined that the soil sample are sand because have a range between 2.62 until 2.67 and that soil are disturbed soil. From usually, a wide variety of laboratory tests can be performed on soils to measure a wide variety of soil properties. An undisturbed sample is one where the condition of the soil in the sample is close enough to the conditions of the soil in-situ to allow tests of structural properties of the soil to be used to approximate the properties of the soil in-situ. For experiment to classify the coarse grained soil, this test is to determine the grain size distribution curve of the given dry soil samples by passing them through a stack of sieves of decreasing mesh openings sizes and by measuring the weight retained on each sieve. Then, for experiment that to determine the specific gravity of fine grained soil, through conducting this experiment are able to obtain the value of where is the ratio of mass of a given volume of soil particles at a given temperature to the mass of an equal volume of distilled water. Other than this, void porosity and degree of saturation should be taken into consideration. To begin with this experiment, the density bottle and stopper is cleaned and weighed. The density bottle is then filled with soil and water up to full before taking is weight. Finally, the bottle is cleaned up and it is it filled with only 10gm of water before weighing it again. The procedure is repeated 3 more time to acquire more accurate results. And with the formula given in the lab manual we are able to obtain the value of. Lastly, for experiment to determine the direct shear parameter of soils,the shear strength of a soil can be measured with the direct shear test. This is a conventional test which uses the simplest form of shearing with its horizontal arrangement. By using a cubic metal mold, soil is filled inside. The soil sample used is fine sand. The soil if filled in gradually while in between it is compacted so that no air is trapped in between of the soil. It is then placed in the shear box equipment that would later divide the frames of the box horizontally into two parts opposite directions; the soil at this time is confined to normal stress that would fail the specimen along the horizontal plane at its mid height. This test can be controlled either through stressing and straining. But in this test, we only performed the strained control. Only one half of the box is applied with a constant shear rate by a motor. From this test we can measure shear force (T), shear displacement () and change in thickness () of specimen. This test satisfies the coulomb equation:

OBJECTIVE.1. To identify the types of soil sampled from site through basic soil classification test. 2. To justify the selected site for soil sampling.3. To differentiate between disturbed and undisturbed soil sample obtained from site for different types of laboratory soil testing.4. To evaluate the soil rate of consolidation in laboratory and predict consolidation settlement of the soil at site.MATERIAL AND APPARATUSMATERIAL = COARSE GRAINED SOIL SAMPLESIEVE ANALYSIS TEST.1. Sieves. The sieves that are used are with the aperture sizes of 5.00 mm, 4.75mm, 3.35mm, 2.00mm, 1.18mm, 0.600mm, 0.425mm, 0.300mm, 0.150mm, and 0.063mm.2. Sieve pan and cover3. Motorized sieve shaker.4. Electronic balance sensitive to 0.1 g.5. 200g of oven dried soil sample.6. Mortar and rubber-tipped pestle.SPECIFIC GRAVITY TEST. 1. Density bottle of 50ml capacity with stopper. 2. Electronic balance sensitive to 0.01g. 3. Vacuum source. 4. Wash bottle filled with distilled water.

DIRECT SHEAR TEST1. Soil sample.2. Shear box equipment.3. Weight set.

PROCEDURESFor doing the open ended Laboratory soil, soil sample from area around Uniten (COIT), the soil sample is bring and put in lab for 1 week, after that, several experiment is conducted to defined the type soil.Firstly, experiment to classify the coarse grained soil,I. 200g of oven-dried soil is obtained by weighing it on electronic balance.II. Each sieve is cleaned and weighed. Sieve weights are recorded on the data sheet provided. The sieve pan is also cleaned and weighed.III. The sieves are placed in a stack of increasing aperture sizes. The largest sieve opening should be on top and the pan on the bottom.IV. The soil sample is placed in the top sieve and the cover placed tightly on top.V. Notify your instructor that you are ready to use the sieve shaker. Under his supervision, the sieve stack is placed into the sieve shaker.VI. The sieve shaker is turned on. The sieve shaker is allowed to operate for 5 minutes.VII. Once the sieve shaker has stopped, the sieve stack is removed.VIII. Carefully disassemble the sieve stack. Be careful not to spill any of the soil.IX. Each sieve is weighed together with the soil retained and the pan plus the soil retained is weighed also. The weights are recorded on the data sheet. Secondly, experiment to determine the specific gravity of fine grained soil,I. The density bottle is washed thoroughly with distilled water to clean it and it is allowed to drain.II. The mass of the empty cleaned bottle, M1 with its stopper is found by using the electronic balance sensitive to 0.01g. (reading is taken accurate to 0.01g)III. 20gm of oven-dried soil sample is added into the density bottle. The mass, M2 of the bottle and its content with the stopper was determined by electronic balance sensitive to 0.01g.IV. The bottle is filled with deaired distilled water so that the soil is fully soaked or full. Do not fill it completely, as the content must be agitated under vacuum.V. The entrapped air is removed by subjecting the contents to a partial vacuum.VI. The bottle is completely filled with deaired distilled water and closed with stopper. The mass of the bottle and its contents, M3 is determined.VII. The bottle is emptied and cleaned thoroughly. It is filled with deaired distilled water, put on the stopper and the bottle is wiped dry from outside. The mass, M4 is determined.VIII. Steps 3 to 7 are repeated and two more determinations are taken.Lastly, experiment to determine the direct shear parameter of soils,I. The undisturbed specimen is prepared by pushing a cutting ring of size 100mm in diameter and 20mm in height. The squares specimen of size 60mm x 60mm is then cut from the circular specimen obtained.II. The test specimen is inserted carefully. The loading block is placed in place. The vertical and horizontal displacement indicator is positioned. Appropriate normal load is applied.III. The upper and lower halves of the shear box frame are separated by a gap of about 1.0mm.IV. The locking screws are removed.V. The rate of shear is on the order of 0.6mm/sec.VI. The shearing force is applied and it has reached failure, the test apparatus is stopped.VII. The readings of the load, shear displacement and vertical displacement dials are taken.VIII. The applied normal pressure, dismantle are backed off. The shear box is cleaned.Two more determinations are taken by compact the sample to be denser

Experiment to classify the coarse grained soil,

Experiment to determine the specific gravity of fine grained soil,

Experiment to determine the direct shear parameter of soils,

RESULTS1. Sieve Analysis Test.Total sample mass = 200 g

Sieve size

(mm)Mass Retained (g)% Retained(g)Total % Passing

5.008.34.1995.81

4.758.64.3491.47

3.3513.76.9784.5

2.0013.46.7677.74

1.1811.25.6572.09

0.6007.13.5868.51

0.4259.54.7963.72

0.30011.65.8557.87

0.15019,910.0547.82

0.06316.18.1339.69

Pan80.440.610.00

Mass of sample after sieving = 198.0 gSoil loss = 2.0 g

CalculationExample of calculation for the sieve size 5.00mm:Mass retained on the sieve = 8.3 gMass passed the sieve = Total mass after sieving mass retained = 200 8.3= 191.7 gTotal sample mass = 200gTotal sample mass after sieving = 198.0 gTotal percent passed the sieve = (mass passed the sieve / total sample mass after sieving) x 100 %

= = 15.3%

Therefore,

Where,

Hence,

From the experiment, it is observed that the soil loss is 2.0 g. The error due to soil loss can be obtained by:

2.Specific Gravity TestDetermination123

1. Density bottle number123

2.Mass of density bottle, M1 (g)29.0528.5029.10

3. Mass of bottle + dry soil, M2 (g)39.0538.5039.10

4. Mass of bottle + soil + water, M3 (g)85.0685.3085.10

5. Mass of bottle + water, M4 (g)78.8979.0578.90

Specific Gravity, Gs2.612.672.63

Calculation

Specific Gravity, Gs

Calculation Sample (Specific Gravity for determination 1): = 2.61

Average Gs= (2.61+2.67+2.63) / 3= 2.64

3.Direct Shear Test Data and ObservationTable 1: Proving Ring calibration factorWF No.: 14120Capacity: 2KNRing No.: 15615 (4kg)1 Division: 0.002mm

LoadCompression

(Kilonewtons)(Division)

00

0.2146

0.4291

0.6439

0.8587

1736

1.2883

1.41033

1.61183

1.81335

21487

Table 2: Experiment DataLoad:2kgTime : 10 min 23 secShear Disp. DialShear Disp. (mm)Normal Disp. DialNormal Disp.Proving Ring DialShear Force, P (Kn)Cross sectional Area, A (mm)Shear Stress, (kPa)Strain,

350.35-0.5-0.001011.336000.000360.00583

980.98-0.8-0.00163241.636000.011560.01633

1451.45-14-0.02804355.936000.015530.02417

2012.01-18-0.03604862.436000.017330.03350

2642.64-20-0.04005368.936000.019140.04400

3233.23-28-0.05605770.236000.019500.05383

3873.87-19.5-0.03906078.036000.021670.06450

4454.45-17.5-0.03506078.036000.021670.07417

5065.06-13-0.02606280.636000.022390.08433

5685.68-10-0.02006280.636000.022390.09465

6286.28-8-0.01606280.636000.022390.10467

Load:4kgTime : 8 min 15 secShear Disp. DialShear Disp. (mm)Normal Disp. DialNormal Disp.Proving Ring DialShear Force, P (Kn)Cross sectional Area, A (mm)Shear Stress, (kPa)Strain,

480.48-7-0.0142228.636000.007940.0080

860.86-10-0.0202937.736000.010470.0143

1091.09-14-0.0283545.536000.012640.0182

1681.68-26.5-0.0534558.536000.016250.0280

2472.47-26.5-0.0534862.436000.017330.0412

2882.88-26.5-0.0535065.036000.018060.0480

3503.50-21-0.0426787.136000.024190.0583

4054.05-7-0.0146787.136000.024190.0675

4674.67-3-0.0066787.136000.024190.0778

Load:6kgTime : 7 min 7 secShear Disp. DialShear Disp. (mm)Normal Disp. DialNormal Disp.Proving Ring DialShear Force, P (Kn)Cross sectional Area, A (mm)Shear Stress, (kPa)Strain,

590.59-0.5-0.001810.436000.002890.00983

1151.15-10-0.0203545.536000.012640.01917

1791.79-20-0.0404558.536000.016250.02983

2752.75-26-0.0525571.536000.019860.04583

4054.05-24-0.0487091.036000.025280.06750

4874.87-23-0.0467091.036000.025280.08117

5685.68-22-0.0447091.036000.025280.09470

ANALYSIS OF RESULTS

Given data:1. Specimen size (length x width) = 60 x 60mm2. Test load = 2kg3. Calibration factor = 0.0013 (taken from graph)

Cross-sect. area of specimen, A= 60 x 60=3600mm=3.6 x 10-3mShear force, Ph = Proving ring dial x Calibration factor=1 x 0.0013=0.0013kN

Normal stress = Load x acceleration by gravity,g / Area=2 x 9.81 / (3600 x 10-3)= 5.45 kPa

Shear displacement=Horizontal displacement=Shear displacement dial x 0.01mm= 35 x 0.01mm= 0.35mm

Normal displacement= Vertical displacement= Normal disp. dials x 0.002mm= -0.5 x 0.002mm= mm

Shear stress, = Ph / A = 0.0013 kN/ (3.6 ) m= 0.00036 kPaStrain, = Shear displacement / length= 0.35mm / 60mm=

Plot shearing stress versus shear displacement to obtain maximum value of shearing stress.

2kg

4kg

6kg

Plot graph of shearing stress versus Strain and obtain value of shear stress at failure for each determination.2kg

4kg

6kg

Plot shearing stress at failure versus normal stress and show the angle of internal friction, and intercept,c. From graph of shear stress at failure versus normal stress;Equation for the linear line is y = 0.028 x + 0.0193We compare the two equations to obtain:Cohesion, C = 0.0193 kN

DISCUSSION.From the sieve analysis test, 1. Determine the coefficient of uniformity, Cu and the coefficient of gradation, Cg .To determine the grain size distribution curve of the given dry soil samples by passing them through a stack of sieves of decreasing mesh openings sizes and by measuring the weight retained on each sieve. After that the graph of Percentage Finer versus Sieve Opening Size is plotted to obtain the coefficient of uniformity and coefficient of gradient.From the sieve analysis test, we manage to obtain the value for the coefficient of uniformity, and coefficient of gradient, . The values obtained are 140 and 0.714 respectively. The calculations can be done by first plotting graph of Percentage Finer versus Sieve Opening Size.

2. Classify the soil using the soil parameters based on relevant soil standard.Most well-graded soil will be have grading curve that are mainly flat or slightly concave, giving values of Cg between 0.5 and 2.0. One useful application is an approximation of the coefficient of permeability, which suggested by Hazen. From calculation the Cu >3, a well-graded soil. Therefore, we can classify the soil as Well graded gravel SAND.

From the Specific Gravity test,1. Compare and explain the value of gravity of soil you have obtained in the laboratory with that of other types of soil from published work. As an example, we done Kaolin test in the lab, the specify gravity for it is between 2.7 to 2.8. While we doing for our sample soil is 2.64 , it is in range from 2.6-2.67. From this it shows that Kaolin is clay and our soil sample is sand. This experiment was considerable a success but due to the some contributing factors we were not able to get the exact value . These differences of value in each sample as well as the exact value may be due to human errors, equipment errors as well as environmental errors throughout the experiment. Although some are hardly detectable there are some which were obvious but neglected due to our carelessness.

From the Direct Shear Test, 1. What is the purpose of direct shear test? Which soil properties does it measure?Direct shear test is a laboratory test to find the shear strength parameters of cohesion-less soil which is sand. The shear strength is one of the most important engineering properties of a soil, because it is required whenever a structure is dependent on the soils shearing resistance. The shear strength is needed for engineering situations such as determining the stability of slopes or cuts, finding the bearing capacity for foundations, and calculating the pressure exerted by a soil on a retaining wall.2. Can you predict what will happen if you dont remove the locking screws during the test?The locking screws must be set properly before shearing sample. The large pair of screws is used to align the shear box halves and they must be removed before shearing the sample. Otherwise, the locking screws will also be sheared, the reading will be incorrect.3. What is the purpose of the porous stone in the direct shear test?The purpose of porous stone is to allow free drainage.4. List four possible errors that would cause inaccurate determinations of strength and stress deformation characteristics.

i) The undisturbed specimen should be prepared by pushing a cutting ring of size 100mm in diameter and 20mm in height. The square specimen of size 60mm x 60mm is then cut from the circular specimen obtained. Then, the specimen should be inserted carefully into the shear box. ii) The gap between the lower and upper of shear box should not be more than 1mm as it would cause the soil to spill out due to the gap.iii) Additional forces might have been applied to the sample soil before transferring to the shearing equipment, this might happen when we accidentally pressed on top of the soil sample or object with significant mass placed on it.iv) During the determination of shear, there are three readouts to read: the horizontal displacement, vertical displacement, and shear force. But due to human error the readings obtained might not be accurate since 3 individual are unable to simultaneously read the readings. Parallax error also occurs dues to mistake when we took the readings.

CONCLUSION.By conducted basic soil classification tests which are sieve analysis and specific gravity test, the soil sample collected from site is classify as "well-graded gravel sand" . The soil sample is taken from around COIT in UNITEN because the soil there is easy soft and easy to dig. The soil sample, disturbed soil obtained from site is use for different types of laboratory soil testing. Since the task given is only needed to collected disturbed soil sample, therefore the differentiation between disturbed and undisturbed soil samples cannot be done. The soil sample obtained is classified as coarse-grained soil which has high permeability and so the rate of consolidation is high, the water content is low (14.57%) which mean there will be only little consolidation settlement at the site. Direct shear test is conduct to obtain the shear strength parameter of cohesion-less soil since the soil sample is sand. From the direct shear test , the highest normal stress that we obtained from the soil sample is 211.896kN.

REFERENCES1. Universiti Tenaga Nasional, Department of Civil Engineeering, CEGB 231 Soil Mechanics Laboratory Manual by T. Wong Leong Sing, Nur Irfah Mohd Pauzi, T.Sivadass & Zakaria Che Muda.2. Basic Soil Mechanics Fourth Edition 2004, Roy Whitlow,Pearson.

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