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SIGNIFICANCE OF CBR TEST ,[object Object],[object Object],[object Object],[object Object]
PLATE LOAD TEST (IS:1888-1982) ,[object Object],[object Object]
APPLICATION OF THE PLATE LOAD TEST ,[object Object],[object Object],[object Object],[object Object],[object Object]
Contd … ,[object Object],[object Object],[object Object],[object Object]
Contd.. ,[object Object],[object Object]
EQUIPMENT & PROCEDURE ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
 
Bearing plates ,[object Object],[object Object],[object Object],[object Object],Loading equipments
Settlement measurements ,[object Object],[object Object]
PROCEDURE ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Preparation of test area & seating ,[object Object],[object Object],[object Object]
Preparation of test area & seating ,[object Object],[object Object],[object Object]
Test set up ,[object Object],[object Object],[object Object],[object Object]
 
 
Test set up ,[object Object],[object Object]
Seating the plate ,[object Object],[object Object],[object Object],[object Object]
LOADING PROCEDURE & CALCULATION (METHOD-1) ,[object Object],[object Object],[object Object],[object Object]
Contd… ,[object Object],[object Object],[object Object]
Observation sheet Approx. settlement, mm Settlement dial readings, division Av. Settlement,d mm Load dial (proving ring dial) reading dividions Load/unit area p, kg/cm 2 Remarks 1 2 3 4 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75
Modulus of subgrade reaction (k) ,[object Object],[object Object],0.5 0 0.1 0.2 Mean load pressure, kg/cm 2 Mean settlement, ∆ cm p kg/cm 2 K = p/ ∆  K = p/0.125 kg/cm 2
LOADING PROCEDURE & CALCULATION, METHOD-2 ,[object Object],[object Object]
Contd… ,[object Object],[object Object],[object Object]
Correction of k-value to account for smaller plate size ,[object Object],[object Object],[object Object],[object Object]
Contd.. ,[object Object],[object Object],[object Object],[object Object],[object Object]
Contd… ,[object Object],[object Object],[object Object]
Correction of k-value to account for subsequent soaking of subgrade ,[object Object],[object Object],[object Object]
Contd.. ,[object Object],[object Object],[object Object]
Contd.. ,[object Object],[object Object],[object Object]
Contd… ,[object Object],[object Object],[object Object]
Contd.. ,[object Object],[object Object],[object Object],[object Object],[object Object]
Correction of k-value to account for other factors ,[object Object],[object Object],[object Object]
DYNAMIC CONE PENETROMETER TEST ,[object Object],[object Object],[object Object]
IT’S USEFULNESS  ,[object Object],[object Object]
EQUIPMENT ,[object Object],[object Object],[object Object]
EQUIPMENT ,[object Object],[object Object],[object Object],[object Object]
 
TESTING PROCEDURE ,[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
DATA & RECORDING OF RESULTS ,[object Object],[object Object],[object Object]
DATA & RECORDING OF RESULTS ,[object Object],[object Object],[object Object]
Format for recording data Sl no No. of blows Penetration, mm Cumulative no. of blows Cumulative depth, mm 1 0 33 0 0 2 10 53 10 20 3 10 83 20 50 4 10 104 30 71 5 10 125 40 92 6 10 145 50 112 7 10 165 60 132 8 10 183 70 150 9 10 200 80 167
Format for recording data Sl no No. of blows Penetration, mm Cumulative no. of blows Cumulative depth, mm 10 10 218 90 185 11 10 230 100 197 12 10 252 110 219 13 10 275 120 242 14 5 295 125 262 15 5 314 130 281 16 5 333 135 300 17 5 352 140 319 18 5 370 145 337 19 5 390 150 357 20 5 405 155
Typical plot of no of blows Vs depth of penetration SUBGRADE SUB-BASE COURSE 170 MM BASE COURSE 200 MM SURFACE  COURSE 50 MM
INTERPRETATION OF RESULTS ,[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object],INTERPRETATION OF RESULTS
[object Object],[object Object],[object Object],[object Object],[object Object]
MERIT & DEMERIT OF DCP ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
RELATIVE DENSITY TEST IS:2720, P-14 ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
RELATIVE DENSITY TEST ,[object Object],DEFINITIONS Relative density or density index is the ratio of the difference between the void ratios of a cohesionless soil in its loosest state and existing natural state to the difference between its void ratio in the loosest and densest states Where,  e max  = void ratio of coarse grained soil  ( cohesionless) in its loosest state  e min  = void ratio of coarse grained soil  ( cohesionless) in its densest state e = void ratio of coarse grained soil  ( cohesionless) in its natural existing state  in the field
EQUIPMENT CONSIST OF ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
EQUIPMENTS
Calibration ,[object Object],[object Object],[object Object]
b) Initial Dial Reading. Determine the thickness of the surcharge base plate and the calibration bar to 0.001 inches using a micrometer.  Place the calibration bar across a diameter of the mold along the axis of the guide brackets.  Insert the dial indicator gage holder in each of the guide brackets on the measure with the dial gage stem on top of the calibration bar and on the axis of the guide brackets.  The dial gage holder should be placed in the same position in the guide brackets each time by means of match marks on the guide brackets and the holder.
[object Object],[object Object],[object Object],Sample Select a representative sample of soil. The weight of sample required is determined by the maximum size of particle as follows:
Maximum Size of Soil Particle Weight of Sample Required(lb.) Pouring Device to be used in Minimum Density Test Size of Mold to be used(cu. ft.) 3 inch 100 Shovel or extra large scoop 0.5 1 – ½ inch 25 Scoop 0.1 3/4 inch 25 Scoop 0.1 3/8 inch 25 Pouring Device (1" diameter spout) 0.1 No 4 (4.75 mm) 25 Pouring Device (1/2" diameter spout) 0.1
[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object]
Minimum Density Procedure ,[object Object],[object Object],Determine the minimum density (zero relative density), (maximum void ratio) as follows:
b )  Fill the mold approximately 1 inch above the top and screed off the excess soil level with the top by making one continuous pass with the steel straight-edge. If all excess material is not removed, an additional continuous pass shall be made but great care must be exercised during the entire pouring and trimming operation to avoid jarring the mold Contd… ….. c) Place soil containing particles larger than 3/8 inch by means of a large scoop (or shovel), hold as close as possible to and just above the soil surface to cause the material to slide rather than fall onto the previously placed soil. If necessary, hold large particles back by hand to prevent them from rolling off the scoop. Fill the mold to overflowing but not more than 1 inch above the top. With the use of the steel straightedge (and the fingers when needed), level the surface of the soil with the top of the measure in such a way that any slight projections of the larger particles above the top of the mold shall approximately balance the larger voids in the surface below the top of the mold d) Weigh the mold and soil and record the weight
Maximum Density Procedure ,[object Object],[object Object],[object Object],[object Object],Determine the maximum density (100 percent relative density, minimum void ratio) by either the dry or wet method as follows:
[object Object],[object Object]
b) Wet Method ,[object Object],[object Object]
Wet Method ,[object Object],[object Object]
Calculations ,[object Object],[object Object],٧  d min = Ws/Vc Maximum Density. Calculate maximum density, in pounds per cubic foot as  ٧  d max = Ws/Vf
Where: Ws = weight of dry soil, pounds Vc = calibrated volume of mold, cubic feet Vf = volume of soil, cubic feet = Vc – (Ri – Rf ) / 12 x cu. ft. Rf = final dial gage reading on the surcharge base plate after completion of the vibration period, inches Ri = initial dial gage reading, inches  A = cross-sectional area of mold, square feet Density of Soil in Place. Determine the density of the soil in place, Yd, in a compacted fill or a natural deposit in accordance with either the Method of Test for Density of Soil in Place by the Sand-Cone Method ASTM Designation: D1556 or the Method of Test for Density of Soil in Place by the Rubber-Balloon Method ASTM Designation: D2167
[object Object],Dd =  ٧  d max  ( ٧  -  ٧  d min)  ٧   ( ٧  d max -  ٧  d min) X 100 or in terms of void ratio: Dd  =  ( emax - e) ( emax - emin) x 100 Where: e = the volume of voids divided by the volume of solid particle emax = void ratio in loosest state emin = void ratio in most compact state
Tests used for evaluating the strength properties of soils ,[object Object],Direct Shear Test Triaxial compression  Unconfined Compression  (2) Bearing Test Plate Bearing Test (3)  Penetration Tests California Bearing Ratio Test Cone  Penetration Test
[object Object],[object Object],[object Object],[object Object],Direct Shear Test
[object Object],[object Object],[object Object],[object Object],[object Object]
Shear Box Test Apparatus
 
[object Object],[object Object],[object Object],[object Object],[object Object]
Observation Sheet Details of specimen: Dimensions: Moisture content: Rate of strain: Normal load applied: Area: Weight: Bulk density: Date of Testing: Shear displacement Corrected area Shear force dial gauge reading Shear force Shear stress Vertical dial readings
Cross section area correction ,[object Object],[object Object],[object Object],[object Object]
Table 2. Summary of direct shear test results Test No. Shear displacement at failure Corrected area Normal load applied Normal  stress Shear force at failure Shear stress at failure
[object Object],[object Object]
[object Object],[object Object],[object Object]
Advantages of direct shear test ,[object Object],[object Object],[object Object]
Disadvantages ,[object Object],[object Object],[object Object],[object Object]
T RIAXIAL  C OMPRESSION  T EST ,[object Object],[object Object],[object Object],[object Object]
Principle of triaxial shear test
T RIAXIAL  C OMPRESSION  T EST  S ET  UP
[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
Correction for area of cross section ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Mohr’s circles
Observation Table
 
[object Object],Application 1 Unconsolidated undrained test It is performed on cohesive soils for determining stability of high embankments during construction or immediately after construction 2 Consolidated undrained test Performed on cohesive soils for stability of high embankments during construction and the long-term stability
Modulus of deformation or Modulus of elasticity “E” Besides finding the values of c &  Ф  of the soil, the load-deformation characteristics of the soil are often judged from the stress-strain curves The value of modulus of elasticity “E” or more appropriately, the modulus of deformation,  Ed  is also obtained from the stress-strain diagram  The modulus of deformation is the ratio of stress to strain at an arbitrary point on the stress-strain curve This point may be decided based on allowable % of strain or anticipated stress value  Ed =  σ d /  ε  where,  ε  is the selected strain value and  σ d  is corresponding value of deviator stress obtained from the triaxial test at selected value of confining pressure  σ 3
Usefulness of triaxial test ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object]
U NCONFINED  C OMPRESSION  T EST ,[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],For an UCT, the Mohr’s circle rupture passes  through the origin The envelope than becomes a straight line parallel to the x-axis at a distance of  c . The radius of circle is also  c Thus, c = qu/ 2, where, qu = unconfined compressive strength The bearing capacity of clayey soils under footings can be determined from the following formula qd = 5.70 c ----------------- (1a) = 2.85 qu ---------------- (1b)
Advantages ,[object Object],[object Object],[object Object],[object Object]
Disadvantages ,[object Object]
Factors affecting soil strength ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Soil type ,[object Object]
Particle size distribution ,[object Object]
Dry density ,[object Object]
Moisture content ,[object Object],Sandy  soils in dry state Loose Ф  = 28.5 0 -34 0 c = 0-1.0 MN/m 2 Dense Ф  = 35 0 -46 0 c = 0-2.0 MN/m 2 Silty  soils Loose Ф  = 27 0 -30 0 c = 0-3.0 MN/m 2 Dense Ф  = 30 0 -35 0 c = 0-4.0 MN/m 2 Clayey soils Ф  = 0 0 -15 0 c = 0.7-14.N/m 2
Extent of confinement ,[object Object]
Permeability ,[object Object]
PERMEABILITY TEST ,[object Object],[object Object],[object Object],[object Object],[object Object],Where  Q = quantity of flow or discharge K = coefficient of the permeability of the media I = hydraulic gradient A = C/s area perpendicular to the direction of flow
Factors affecting coefficient of  permeability ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Factors affecting coefficient of  permeability ,[object Object],[object Object],[object Object],[object Object]
Influence of degree of saturation on permeability of Madison sand
Influence of degree of saturation on permeability of compacted silty clay
[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object]
Determination of coefficient of permeability in the laboratory ,[object Object],[object Object],[object Object],[object Object],[object Object]
SOIL PERMEABILITY
TEST METHODS Constant head permeability test Variable Head Permeability Test Q = k x i x A
Constant-head test ,[object Object],[object Object],[object Object],[object Object]
Constant-head Method
Falling –head test This method is suitable for  fine-grained  soils The soil specimen is placed inside a tube, and a standpipe is attached to the top of the specimen Water from the standpipe flows through the specimen The initial head difference h1 at time t=0 is recorded
and water is allowed to flow through the soil such that the final head difference at time t = t is h2
Where  h1  = initial head,  h2 = final head, t= time interval a  = cross-sectional area of the liquid stand pipe  A  =cross-sectional area of the specimen  L  = length of specimen  Clean sand, clean gravel & sand mixture Pervious (good drainage) Fine sand, sandy silt & silt Slightly pervious (poor drainage ) Practically  impervious (poor drainage) Homogeneous clay Up to 10 -4 10 -7 10 -5 10 -6 10 -8 10 -9 Or
Broad classification of soils as per IS:1498 4.75 MM Soil group Value as Subgrade Value as subbase Drainage characterisitics Compaction Equipment Unit dry wt (g/cc) CBR value,% Subgrade modulus (k) kg/cm 3 GW Excellent Excellent Excellent RTR, SWR 2.0-2.24 40-80 8.3-13.84 GP Good to ex Fair to G Excellent RTR, SWR 1.76-2.24 30-60 8.3-13.84 GM Fair to G Fair to G Fair to P RTR, SFR 1.76-2.24 30-60 8.3-13.84 GC Good Fair Poor to PI RTR, SFR 1.84-2.16 20-30 5.53-8.30 SW Good Fair to G Excellent RTR 2.08 -2.32 20-40 5.53-11.07 SP Fair to G Fair Excellent RTR 1.68-2.16 10-40 4.15-11.07 SM Fair to G Fair to G Fair to PI RTR, SFR 1.60-2.16 10.2-40 4.15-11.07 SC Fair to P Not Suitble Fair to PI RTR, SFR 1.60-2.16 5-20 2.77-8.30 ML,MI Poor to F Not Suitble Fair to P RTR, SFR 1.44-2.08 15 or less 2.77-5.53 CL, CI Poor to F Not Suitble Impervious RTR, SFR 1.44-2.08 15 or less 1.38-4.15 OL,OI Poor Not Suitble Poor RTR, SFR 1.44-1.68 5 or less 1.38-2.77 MH,CH, OH  Not suitble Not suit Impervious RTR, SFR 1.28-1.68 5 or less Less than 2.5 GRAVEL SILT SAND COARSE SAND MEDIUM SAND FINE SAND CLAY 2.0 MM 0.425 MM 0.075 MM 0.002 MM
Highly  expansive in nature & will have  less permeability
CLAY MINERALS ,[object Object],[object Object],[object Object],[object Object],[object Object]
Silicon-oxygen tetrahedron It consists of four  oxygen atoms surrounding  a silicon atom It consists of six hydroxyl units surrounding an aluminum (or magnesium) atom Aluminum or Magnesium  octahedral units
Silica sheet Gibbsite sheet Silica – gibbsite sheet The tetrahedron units combine to form a silica sheet Combination of the aluminum octahedral units forms
Each silicon atom with a positive valance of 4 is  linked to four oxygen atoms with a total negative valance of 8 However, each oxygen atom at the base of the tetrahedron is linked to two silicon atoms This leaves one negative valance  charge of the to oxygen atom of each tetrahedron to be counterbalanced The combination of the aluminum octahedral units forms a gibbsite If the main metallic atoms in the octahedral units are magnesium,  these sheets are referred to as brucite sheets When the silica sheets are stacked over the octahedral sheets, the oxygen atoms replace the hydroxyls to satisfy their valance bonds
Kaolinite mineral ,[object Object],[object Object]
Illite & Montmorillonite minerals The most common clay minerals with three-layer sheets are illite and montmorillonite A three layer sheet consists of an octahedral sheet in the middle with one silica sheet at the top and one at the bottom Repeated layers of these sheets form the clay minerals
Illite mineral Montmorillonite mineral Illite layers are bonded together by pottasium ions
The negative charge to balance the pottasium ions comes from the substitution of aluminum for some silicon in the tetrahedral sheets Substitution of this type by one element for another without changing the crystalline form is known as isomorphous substitution Montmorillonite has a similar structure to illite. However, unlike illite there are no pottasium ions present, and a large amount of water is attracted into the space between the three sheet layers
What is sensitivity of clay soils? ,[object Object],[object Object],[object Object],[object Object],[object Object],S =
FSI Usefulness This test helps to identify the potential of a soil to swell  which might need further detailed investigation regarding swelling and swelling pressures under different field conditions Take two 10 g soil specimens of oven dry soil passing through 425-micron IS Sieve Each soil specimen shall be poured in each of the two glass graduated cylinders of 100 ml capacity In the case of highly swelling soils, such as sodium bentonites, the sample size may be 5 g or alternatively a cylinder of 250  ml capacity may be used
Free Swelling Index
One cylinder shall then be filled with kerosene oil and the other with distilled water up to the 100 ml After removal of entrapped air ( by gentle shaking or stirring with a:tglass rod ), the soils in both the cylinders shall be allowed to settle Sufficient time (not less than 24 h ) shall be allowed for the soil sample to attain equilibrium state of volume without any further change in the volume of the soils The final volume of soils in each of the cylinders shall be read out
Free swell index, percent = (Vd – Vk) /  Vk x 100 Where V d= the volume of soil specimen read from the graduated cylinder containing distilled water, and Vk, = the volume of soil specimen read from the graduated cylinder containing kerosene.
Laboratory observations Initial Reading Final Reading Difference in Reading    FSI, %   Soil + Water Kerosene Soil + Water Kerosene 13 11 17 11 6 54.5 13 11 16.8 11 5.8 52.7 14 12 18.2 12 6.2 51.7 13.5 12 18 12 6 50.0 13 11 16.8 11 5.8 52.7 14 11 17 11 6 54.5 13.5 11 16.5 11 5.5 50.0 13.5 11 16.8 11 5.8 52.7 13.5 11 16.7 11 5.7 51.8 14.5 11 17 11 6 54.5
Unsuitable fill material for embankment construction ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
Importance & functions of each layer of pavement & subgrade ,[object Object],[object Object],[object Object],[object Object],[object Object]
Elements of embankment design ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
S UBGRADE  L AYER ,[object Object],[object Object],[object Object]
Sub-base layer (Flexible pavements) ,[object Object],[object Object],[object Object]
Sub-base layer ,[object Object],[object Object],[object Object]
Base course ,[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
Wearing Surface ,[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object]
Poisson’s ratio The Poisson’s ratio, µ is the ratio of the strain normal to the applied stress to the strain parallel to the applied stress
Applications ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
THANKS

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Class note for btech students lce 463 pavement structure-soil interaction

  • 1.
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  • 17.
  • 18.
  • 19.
  • 20. Observation sheet Approx. settlement, mm Settlement dial readings, division Av. Settlement,d mm Load dial (proving ring dial) reading dividions Load/unit area p, kg/cm 2 Remarks 1 2 3 4 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75
  • 21.
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  • 37.  
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  • 41.
  • 42.
  • 43. Format for recording data Sl no No. of blows Penetration, mm Cumulative no. of blows Cumulative depth, mm 1 0 33 0 0 2 10 53 10 20 3 10 83 20 50 4 10 104 30 71 5 10 125 40 92 6 10 145 50 112 7 10 165 60 132 8 10 183 70 150 9 10 200 80 167
  • 44. Format for recording data Sl no No. of blows Penetration, mm Cumulative no. of blows Cumulative depth, mm 10 10 218 90 185 11 10 230 100 197 12 10 252 110 219 13 10 275 120 242 14 5 295 125 262 15 5 314 130 281 16 5 333 135 300 17 5 352 140 319 18 5 370 145 337 19 5 390 150 357 20 5 405 155
  • 45. Typical plot of no of blows Vs depth of penetration SUBGRADE SUB-BASE COURSE 170 MM BASE COURSE 200 MM SURFACE COURSE 50 MM
  • 46.
  • 47.
  • 48.
  • 49.
  • 50.
  • 51.
  • 52.
  • 54.
  • 55. b) Initial Dial Reading. Determine the thickness of the surcharge base plate and the calibration bar to 0.001 inches using a micrometer. Place the calibration bar across a diameter of the mold along the axis of the guide brackets. Insert the dial indicator gage holder in each of the guide brackets on the measure with the dial gage stem on top of the calibration bar and on the axis of the guide brackets. The dial gage holder should be placed in the same position in the guide brackets each time by means of match marks on the guide brackets and the holder.
  • 56.
  • 57. Maximum Size of Soil Particle Weight of Sample Required(lb.) Pouring Device to be used in Minimum Density Test Size of Mold to be used(cu. ft.) 3 inch 100 Shovel or extra large scoop 0.5 1 – ½ inch 25 Scoop 0.1 3/4 inch 25 Scoop 0.1 3/8 inch 25 Pouring Device (1" diameter spout) 0.1 No 4 (4.75 mm) 25 Pouring Device (1/2" diameter spout) 0.1
  • 58.
  • 59.
  • 60.
  • 61. b ) Fill the mold approximately 1 inch above the top and screed off the excess soil level with the top by making one continuous pass with the steel straight-edge. If all excess material is not removed, an additional continuous pass shall be made but great care must be exercised during the entire pouring and trimming operation to avoid jarring the mold Contd… ….. c) Place soil containing particles larger than 3/8 inch by means of a large scoop (or shovel), hold as close as possible to and just above the soil surface to cause the material to slide rather than fall onto the previously placed soil. If necessary, hold large particles back by hand to prevent them from rolling off the scoop. Fill the mold to overflowing but not more than 1 inch above the top. With the use of the steel straightedge (and the fingers when needed), level the surface of the soil with the top of the measure in such a way that any slight projections of the larger particles above the top of the mold shall approximately balance the larger voids in the surface below the top of the mold d) Weigh the mold and soil and record the weight
  • 62.
  • 63.
  • 64.
  • 65.
  • 66.
  • 67. Where: Ws = weight of dry soil, pounds Vc = calibrated volume of mold, cubic feet Vf = volume of soil, cubic feet = Vc – (Ri – Rf ) / 12 x cu. ft. Rf = final dial gage reading on the surcharge base plate after completion of the vibration period, inches Ri = initial dial gage reading, inches A = cross-sectional area of mold, square feet Density of Soil in Place. Determine the density of the soil in place, Yd, in a compacted fill or a natural deposit in accordance with either the Method of Test for Density of Soil in Place by the Sand-Cone Method ASTM Designation: D1556 or the Method of Test for Density of Soil in Place by the Rubber-Balloon Method ASTM Designation: D2167
  • 68.
  • 69.
  • 70.
  • 71.
  • 72. Shear Box Test Apparatus
  • 73.  
  • 74.
  • 75. Observation Sheet Details of specimen: Dimensions: Moisture content: Rate of strain: Normal load applied: Area: Weight: Bulk density: Date of Testing: Shear displacement Corrected area Shear force dial gauge reading Shear force Shear stress Vertical dial readings
  • 76.
  • 77. Table 2. Summary of direct shear test results Test No. Shear displacement at failure Corrected area Normal load applied Normal stress Shear force at failure Shear stress at failure
  • 78.
  • 79.
  • 80.
  • 81.
  • 82.
  • 83. Principle of triaxial shear test
  • 84. T RIAXIAL C OMPRESSION T EST S ET UP
  • 85.
  • 86.
  • 87.
  • 88.
  • 89.
  • 92.  
  • 93.
  • 94. Modulus of deformation or Modulus of elasticity “E” Besides finding the values of c & Ф of the soil, the load-deformation characteristics of the soil are often judged from the stress-strain curves The value of modulus of elasticity “E” or more appropriately, the modulus of deformation, Ed is also obtained from the stress-strain diagram The modulus of deformation is the ratio of stress to strain at an arbitrary point on the stress-strain curve This point may be decided based on allowable % of strain or anticipated stress value Ed = σ d / ε where, ε is the selected strain value and σ d is corresponding value of deviator stress obtained from the triaxial test at selected value of confining pressure σ 3
  • 95.
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  • 112.
  • 113.
  • 114. Influence of degree of saturation on permeability of Madison sand
  • 115. Influence of degree of saturation on permeability of compacted silty clay
  • 116.
  • 117.
  • 118.
  • 120. TEST METHODS Constant head permeability test Variable Head Permeability Test Q = k x i x A
  • 121.
  • 123. Falling –head test This method is suitable for fine-grained soils The soil specimen is placed inside a tube, and a standpipe is attached to the top of the specimen Water from the standpipe flows through the specimen The initial head difference h1 at time t=0 is recorded
  • 124. and water is allowed to flow through the soil such that the final head difference at time t = t is h2
  • 125. Where h1 = initial head, h2 = final head, t= time interval a = cross-sectional area of the liquid stand pipe A =cross-sectional area of the specimen L = length of specimen Clean sand, clean gravel & sand mixture Pervious (good drainage) Fine sand, sandy silt & silt Slightly pervious (poor drainage ) Practically impervious (poor drainage) Homogeneous clay Up to 10 -4 10 -7 10 -5 10 -6 10 -8 10 -9 Or
  • 126. Broad classification of soils as per IS:1498 4.75 MM Soil group Value as Subgrade Value as subbase Drainage characterisitics Compaction Equipment Unit dry wt (g/cc) CBR value,% Subgrade modulus (k) kg/cm 3 GW Excellent Excellent Excellent RTR, SWR 2.0-2.24 40-80 8.3-13.84 GP Good to ex Fair to G Excellent RTR, SWR 1.76-2.24 30-60 8.3-13.84 GM Fair to G Fair to G Fair to P RTR, SFR 1.76-2.24 30-60 8.3-13.84 GC Good Fair Poor to PI RTR, SFR 1.84-2.16 20-30 5.53-8.30 SW Good Fair to G Excellent RTR 2.08 -2.32 20-40 5.53-11.07 SP Fair to G Fair Excellent RTR 1.68-2.16 10-40 4.15-11.07 SM Fair to G Fair to G Fair to PI RTR, SFR 1.60-2.16 10.2-40 4.15-11.07 SC Fair to P Not Suitble Fair to PI RTR, SFR 1.60-2.16 5-20 2.77-8.30 ML,MI Poor to F Not Suitble Fair to P RTR, SFR 1.44-2.08 15 or less 2.77-5.53 CL, CI Poor to F Not Suitble Impervious RTR, SFR 1.44-2.08 15 or less 1.38-4.15 OL,OI Poor Not Suitble Poor RTR, SFR 1.44-1.68 5 or less 1.38-2.77 MH,CH, OH Not suitble Not suit Impervious RTR, SFR 1.28-1.68 5 or less Less than 2.5 GRAVEL SILT SAND COARSE SAND MEDIUM SAND FINE SAND CLAY 2.0 MM 0.425 MM 0.075 MM 0.002 MM
  • 127. Highly expansive in nature & will have less permeability
  • 128.
  • 129. Silicon-oxygen tetrahedron It consists of four oxygen atoms surrounding a silicon atom It consists of six hydroxyl units surrounding an aluminum (or magnesium) atom Aluminum or Magnesium octahedral units
  • 130. Silica sheet Gibbsite sheet Silica – gibbsite sheet The tetrahedron units combine to form a silica sheet Combination of the aluminum octahedral units forms
  • 131. Each silicon atom with a positive valance of 4 is linked to four oxygen atoms with a total negative valance of 8 However, each oxygen atom at the base of the tetrahedron is linked to two silicon atoms This leaves one negative valance charge of the to oxygen atom of each tetrahedron to be counterbalanced The combination of the aluminum octahedral units forms a gibbsite If the main metallic atoms in the octahedral units are magnesium, these sheets are referred to as brucite sheets When the silica sheets are stacked over the octahedral sheets, the oxygen atoms replace the hydroxyls to satisfy their valance bonds
  • 132.
  • 133. Illite & Montmorillonite minerals The most common clay minerals with three-layer sheets are illite and montmorillonite A three layer sheet consists of an octahedral sheet in the middle with one silica sheet at the top and one at the bottom Repeated layers of these sheets form the clay minerals
  • 134. Illite mineral Montmorillonite mineral Illite layers are bonded together by pottasium ions
  • 135. The negative charge to balance the pottasium ions comes from the substitution of aluminum for some silicon in the tetrahedral sheets Substitution of this type by one element for another without changing the crystalline form is known as isomorphous substitution Montmorillonite has a similar structure to illite. However, unlike illite there are no pottasium ions present, and a large amount of water is attracted into the space between the three sheet layers
  • 136.
  • 137. FSI Usefulness This test helps to identify the potential of a soil to swell which might need further detailed investigation regarding swelling and swelling pressures under different field conditions Take two 10 g soil specimens of oven dry soil passing through 425-micron IS Sieve Each soil specimen shall be poured in each of the two glass graduated cylinders of 100 ml capacity In the case of highly swelling soils, such as sodium bentonites, the sample size may be 5 g or alternatively a cylinder of 250 ml capacity may be used
  • 139. One cylinder shall then be filled with kerosene oil and the other with distilled water up to the 100 ml After removal of entrapped air ( by gentle shaking or stirring with a:tglass rod ), the soils in both the cylinders shall be allowed to settle Sufficient time (not less than 24 h ) shall be allowed for the soil sample to attain equilibrium state of volume without any further change in the volume of the soils The final volume of soils in each of the cylinders shall be read out
  • 140. Free swell index, percent = (Vd – Vk) / Vk x 100 Where V d= the volume of soil specimen read from the graduated cylinder containing distilled water, and Vk, = the volume of soil specimen read from the graduated cylinder containing kerosene.
  • 141. Laboratory observations Initial Reading Final Reading Difference in Reading   FSI, %   Soil + Water Kerosene Soil + Water Kerosene 13 11 17 11 6 54.5 13 11 16.8 11 5.8 52.7 14 12 18.2 12 6.2 51.7 13.5 12 18 12 6 50.0 13 11 16.8 11 5.8 52.7 14 11 17 11 6 54.5 13.5 11 16.5 11 5.5 50.0 13.5 11 16.8 11 5.8 52.7 13.5 11 16.7 11 5.7 51.8 14.5 11 17 11 6 54.5
  • 142.
  • 143.
  • 144.
  • 145.
  • 146.
  • 147.
  • 148.
  • 149.
  • 150.
  • 151.
  • 152.
  • 153. Poisson’s ratio The Poisson’s ratio, µ is the ratio of the strain normal to the applied stress to the strain parallel to the applied stress
  • 154.
  • 155. THANKS