Water Industry Process Automation & Control Monthly - April 2024
Ge lab manual
1. 1
Expt No........ Date:...................
1. DETERMINATION OF FIELD DENSITY AND MOISTURE CONTENT
1.1 AIM
To find the bulk density, dry density and moisture content of the soil in its field
condition by core cutter method.
1.2 APPARATUS
1. Cylindrical core cutter and dolly
2. Rammer
3. Weighing Balance
4. Container
1.3 PROCEDURE
1. Find the volume of core-cutter by measuring its internal dimensions.
2. Find the weight of the core-cutter (without dolly).
3. Place the dolly over the cutter and drive the cutter into the levelled surface of the
soil with the help of the rammer.
4. Take out the core cutter containing soil.
5. Remove the dolly and trim off the excess soil above the edges of the cutter.
6. Take the weight of the core cutter filled with soil.
7. Take some representative sample for water content determination.
8. Repeat the test at two/three locations and find the average density.
1.4 RESULTS AND DISCUSSIONS
Field density =
Moisture content =
Dry density =
2. 2
OBSERVATIONS AND CALCULATIONS
Determination of Field Density (γ)
SL NO OBSERVATION
1 Wt. of core cutter (g)
2 Wt. of core cutter + wet soil (g)
3 Wt. of wet soil, g (2-1)
4 Vol. of core cutter cm3
5 Field density(γ), g/cm3
(3/4)
Determination of water content
SL NO OBSERVATION
1 Wt. container + wet soil (g)
2 Wt. of container + dry soil (g)
3 Wt. of container (g)
4 Wt. of water (g) (1) - (2)
5 Wt. of dry soil (2)-(3)
6 Water content(w), %={(4)/(5)x100}
Dry density =
γ
1+𝑤
=
3. 3
Expt No........ Date:...................
2. SIEVE ANALYSIS OF FINE AGGREGATE
2.1 AIM
To find the fineness modulus, uniformity coefficient and coefficient of curvature of
given sample.
2.2 APPARATUS
Standard sieve set, weighing machine, etc.
2.3 PROCEDURE
Sieves are arranged on their mesh size, larger at the top and smaller at the bottom.
About 1kg of fine aggregate is filled at the top sieve. It is closed and shaked well for
about 15 min. The weight of sand retained in each sieve is noted.
Draw a graph of percentage of finer on y-axis and sieve opening in mm on x-axis in a
semi log graph. Corresponding to 10%, 30% and 60% finer, obtain diameters from
graph are designated as D10, D30, D60.
2.4 RESULT
Effective grain size, D10 =
Uniformity coefficient, CU =
Coefficient of curvature, CC =
5. 5
Expt No........ Date:...................
3. DETERMINATION OF SPECIFIC GRAVITY
3.1 AIM
To find the specific gravity of the given sample of soil using pycnometer.
3.2 APPARATUS
Pycnometer with conical brass cap
Weighing Balance
Glass rod and distilled water
3.3 PROCEDURE
1. Clean, dry and weigh the pycnometer accurately. (W1)
2. Take about 200g of oven dry soil sample in the pycnometer and weigh again. (W2)
3. Add distilled water in the pycnometer and stir it to remove entrapped air. Fill the
pycnometer to flush with marked line hole in the conical cap and weigh it. (W3)
4. Empty the pycnometer and clean it. Fill the pycnometer with distilled water up to
the marked line / top of the cap and weight it. (W4)
5. Repeat the test atleast twice more.
3.4 RESULT
Specific Gravity=………………
6. 6
OBSERVATIONS AND CALCULATIONS
SL NO OBSERVATION 1 2 3
1 Weight of pycnometer(W1) g
2 Weight of pycnometer+ dry soil(W2)g
3 Weight of pycnometer+soil+water(W3) g
4 Weight of pycnometer+water(W4) g
5 Specific gravity G = (W2-W1) .
(W2-W1)-(W3-W4)
7. 7
Expt No........ Date:...................
4. VOID RATIO AND POROSITY
4.1 AIM
To determine void ratio and porosity of given sample.
4.2 APPARATUS
Weighing balance.
Square metal measure.
Tamping rod 16 mm dia. meter and 600mm long, rounded at one end.
4.3 PROCEDURE
1. Measure weight of empty container (W0).
2. The container should be filled around
1
3
rd with soil and tamp with 25 strokes using
round end of taping rod.
3. Further similar quantity of soil shall be added and uniform tamping of 25 strokes
should be given.
4. The measure shall finally fill to overflowing, then tamp 25 times and surplus soil is
removed.
5. Weight of soil in container is measured (W1) g.
6. The container with soil shall be filled with clean water to overflow and net weight
of soil, water and container is determined (W2) g.
5. The container is cleaned and filled with clean water and measure weight of
container and water.
4.4 RESULT
Void ratio of given sample =………………
Porosity of given sample =………………
4.5 INFERENCE
As per IS code the void ratio value of coarse grained soil vary from 0.5 to 0.9.
8. 8
OBSERVATIONS AND CALCULATIONS
SL NO OBSERVATION 1 2 3
1 Weight of container(W0) g
2 Weight of container+ soil(W1)g
3 Weight of container+soil+water(W2) g
4 Weight of container+water(W3) g
Net weight of sample in container (W4) = W1-W0
=
Net weight of sample and water in container (W5) = W2-W0
=
Net weight water in container (W6) = W3-W0
=
Void ratio =
𝑣𝑜𝑙.𝑜𝑓 𝑣𝑜𝑖𝑑
𝑣𝑜𝑙.𝑜𝑓 𝑠𝑜𝑙𝑖𝑑
=
W5−W4
W6−(W5−W4)
=
Porosity =
𝑣𝑜𝑙.𝑜𝑓 𝑣𝑜𝑖𝑑
𝑡𝑜𝑡𝑎𝑙 𝑣𝑜𝑙.
x 100
=
W5−W4
W6
x 100
=
9. 9
Expt. No........ Date:...................
5 DETERMINATION OF FIELD DENSITY BY SAND REPLACEMENT METHOD
5.1 AIM
To find the bulk density and dry density of the soil in its field condition
5.2 APPARATUS
1. Sand pouring cylinder
2. Cylindrical calibrating container
3. Metal trays
4. Excavating tools weighing balance
5.3 PROCEDURE
(A) Determination of Loose density of sand
1. Find the volume of the calibrating container by measuring its dimensions.
2 Fill the cylinder with sand (graded between sieve No. 600μ and 300μ to the brim
and weigh it (W1). This initial weight W1 maintained throughout the test.
3. Place the pouring cylinder concentrically on the top of the calibrating container
and open the shutter to allow the sand to run out to fill the calibrating container.
4. Close the shutter when there is no movement of sand from the pouring cylinder.
5. Remove the pouring cylinder and weight it. (W2)
6. Fill the cylinder to the original weight (W1). Place the pouring cylinder on a glass
plate and open the shutter to allow the sand to run out.
7. Close the shutter when there is no movement of sand.
8. Find the weight (W3) of the sand collected on glass plate (ie. sand filled in the
cone). Put all the sand back into the pouring cylinder to have initial weight (W1)
10. 10
(B)Determination of in-situ dry density.
1. Place a tray with central hole, on a clean and level ground surface and excavate
a hole in the ground of dimensions approximately equal to the dimensions of
the calibrating container. Collect the excavated soil and find its weight.
2. Remove the tray and place the pouring cylinder on the excavated hole.
3. Open the shutter of the cylinder to allow the sand to fall into the hole and
cone.
4. Close the shutter when sand stops running out.
5. Remove the cylinder and find its weight W4.
6. Determine the moisture content of the excavated soil.
5.4 RESULT
Bulk density of field soil =
Dry density of field soil =
OBSERVATIONS AND CALCULATIONS
Diameter of calibrating container =
Height of calibrating container =
Weigh of calibrating container =
Volume of calibrating container =
(A) Determination of bulk density of sand
1. Volume of calibrating container, V ml =
2. Wt. of pouring cylinder filled with sand W1 (g) =
3. Wt. of pouring cylinder +sand
(After pouring in calibrating container) W2 (g) =
4. Wt. of sand collected on glass plate, W3 (g) =
(Wt. of sand filled in the cone plate)
5. Wt. of sand filled in calibrating container W’ = W1 -W2 -W3 =
6. Bulk density of sand γ =(5) /(1) =
11. 11
(B) Bulk density of field soil
7. Wt, wet soil, excavated from the hole W(g) = 12
8. Wt. of pouring cylinder + sand
(after filling the hole and cone) W4 =
9. Wt. of sand filled in the hole
W’= W1-W4-W3 (g) =
10. Volume of the hole (9) / (6) cm3
=
11. Bulk density of field soil γ = (7)/(10) (g/cm3
) =
(C) Water content determination
12. Container No. =
13. Wt. of container + wet soil (g) =
14. Wt. of container + dry soil (g) =
15. Wt. of container (g) =
16. Wt. of dry soil (14) - (15) (g) =
17. Wt. of water (13) - (14) (g) =
18. Water content (w) =
(17)
(16)
x100 =
19. Insitu dry density γd=
𝛾
1+𝑤
(g/cm3
) =
12. 12
Expt No........ Date:...................
6. DETERMINATION OF ATTERBERG'S LIMITS
6.1 Determination of Liquid Limit
6.1 .1 AIM
To determine the liquid limit of the given soil sample
6.1.2 APPARATUS
Casagrande's apparatus consisting of brass cup and grooving tools
2. Spatula
3. Weighing Balance
4. Glass plate
5. Moisture containers
6. Oven
6.1.3 PROCEDURE
1. Take about 100 g of thoroughly mixed air dry soil passing 425 micron sieve
2. Mix thoroughly with sufficient quantity of water to make into a pasty consistency.
3. Take a portion of this paste, place in the brass cup, and level to height of 1 cm.
4. Cut a groove by means of the grooving tool along the symmetrical axis of the cup
in one stroke
5. Turn the crank at the rate of two revolutions per second so that the the cup rises
and fall through I cm until the groove closes at the bottom to a distance of 12mm.
Note the number of blows at the point.
6. Take a little of this sample in the cup for determining the moisture content.
7. Repeat the experiment with sample of soils with three or four more additional
moisture contents so as to get the number of blows ranging from 10 to 40.
13. 13
6.1.4 RESULT
Graph
Draw a graph with log no. of blows along-X axis and moisture content in % along the
Y axis. From the graph, get the moisture content corresponding to 25 blows. This
moisture content gives the liquid limit of the soil. Find the slope of the graph and this
gives the flow index.
Liquid limit of the given soil, wL =
Flow index soil, If =
OBSERVATIONS AND CALCULATIONS
SL.NO 1 2 3
1 Weight of container(w1) g
2 Weight of container + wet soil(w2) g
3 Weight of container + dry soil(w3) g
4 Weight of moisture= ww =w2-w3
5 Water content (w)=
𝑤𝑤
𝑤𝑠
=
𝑤2−𝑤3
𝑤3−𝑤1
x 100
6 No. of blows (N)
14. 14
6.2 Determination of Plastic Limit
6.2.1 AIM
To determine the plastic limit of the given soil.
6.2.2 APPARATUS
1. Rod of 3mm diameter.
2. Glass plate.
3. Moisture containers.
4 .Balance.
6.2.3 PROCEDURE
1. The plastic limit is performed on the soil mix prepared for liquid limit test or
take about 30g of air dried soil passing 425 microns sieve and mix it thoroughly
with distilled water to make a plastic mass around liquid limit
2. Take about 10g of the soil mass, make a ball of it and roll on the marble plate
with fingers to form a thread of 3mm dia. If the thread of 3mm dia. doesn't
crack, it shows that water content is more than the plastic limit. Knead the soil
mass further and roll it into thread again
3. Repeat this process of rolling and remolding until it just crumble at 3mm
diameter (transverse cracks appear on the surface)
4. Collect the pieces of crumbled soil thread in moisture container and determine
its water content by oven drying
5. Repeat this procedure twice or more with fresh sample of 10g each.
6.2.4 RESULT
1. Liquid limit of the given soil sample wL =
2. Plastic limit of the given soil sample wp =
3. Plasticity index Ip =wL-wP =
4. Toughness index IT =
15. 15
OBSERVATIONS AND CALCULATIONS
SL.NO 1 2 3
1 Weight of container(w1) g
2 Weight of container + wet soil(w2) g
3 Weight of container + dry soil(w3) g
4 Weight of moisture= ww =w2-w3
Plastic limit wp = ww =
6.3 Determination of Shrinkage Limit
6.3.1 AIM
To determine the Shrinkage Limit of the given sample
6.3.2 APPARATUS
1. Shrinkage dishes
2. Glass cups
3. Weighing Balance
4. Glass plate 2 Nos. (One plain and other having three metal prongs)
5. Oven etc.
6.3.3 PROCEDURE
(A) PREPARATION OF SOIL SAMPLE
1. Take about 30g of soil passing 425 micron sieve and mix it thoroughly with
distilled water to make a easily workable paste
(B) DETERMINATION OF VOLUME OF SHRINKAGE DISH
1. Clean and dry the shrinkage dish
2. Place the shrinkage dish in an evaporating dish and fill it with mercury.
16. 16
3. Remove the excess mercury by pressing the plain glass plate firmly on its top,
taking care that no air is entrapped.
4. Weigh another empty evaporating dish which will be used for weighing
mercury. Transfer the mercury of the shrinkage dish to this mercury weighing
evaporating dish and determine its weight with mercury.
5. The weight of mercury divided by its unit weight will give the volume of the
shrinkage dish, which is also the volume of wet soil pat.
(C) DETERMINATION OF WEIGHT OF WET AND DRY SOIL PPT
1. Clean and dry the shrinkage dish and find its weight.
2. Coat the inside of the shrinkage dish with a thin layer of Vaseline.
3 .Place the soil sample in the dish, by giving gentle tap to it on a firm surface
4. Strike off the excess soil with a straight edge.
5. Take the weight of the shrinkage dish filled with wet soil.
6. Keep the dish in the oven at the temperature of 105 to 110o
C for 24 hrs.
7. Cool down the dish in desiccators and weight it.
(D) DETERMINATION OF VOLUME OF DRY SOIL PAT
1. Place a glass cup in the evaporating dish and fill it with mercury.
2. Remove the excess mercury by pressing a glass plate with three prongs
inside the cup.
3. Transfer the cup carefully to another evaporating dish (mercury weighing
dish)
4. Submerge the oven-dried soil pat into the cup by pressing it with the same
glass plate having three prongs inside the cup.
5. Find the weight of mercury collected in the evaporating dish.
6. The weight of displaced mercury divided by its unit weight would give the
volume of dry soil pat.
6.3.4 RESULTS
1. Shrinkage limit =
2. Shrinkage Ratio, S.R. =
3. Sp. Gravity =
4. Volumetric shrinkage =
17. 17
OBSERVATIONS AND CALCULATIONS
SL.NO OBSERVATION 1 2 3
(A)Volume of wet soil pat. (V)
1
Wt. of evaporating dish + mercury filling
the shrinkage dish(g)
2 Wt. of evaporating dish (g)
3 Wt. of mercury [(1) - (2)] (g)
4 Volume. of wet soil pat V =
(3)
13.6
(cm3
)
(B) Water Content of wet Soil Pat (w)
5 Wt. of shrinkage dish
6 Wt. of shrinkage dish + wet soil (g)
7
Wt. of shrinkage dish + dry soil (g)
8
Wt. of water [(6) - (7)] (g)
9
Wt. of dry soil pat W4= [(7)- (5)] (g)
10 Water content w =
(8)
(9)
(C) Volume of Dry Soil Pat (Vd)
11
Wt. of evaporating dish + mercury
displaced by dry soil pat (g)
12 Wt. of mercury displaced [(11) - (2)]
13 Vol. of dry soil part (Vd)=
(12)
13.6
(cm3
)
19. 19
Expt No........ Date:...................
7. PERMEABILITY TEST
7.1 AIM
To determine the coefficient of permeability of a given soil sample by
i) Constant head method
ii) Variable head method
3.2 APPARATUS
i) Permeameter with all accessories
ii) Compaction equipment
iii) Stop watch
iv) Balance
v) Measuring cylinder
vi) Scale
3.3 PROCEDURE
CONSTANT HEAD METHOD
1. Fill the cylindrical mould to the required level with given sample of soil, keeping
the porous stone/ disc at the bottom.
2. Place the other porous stone / disc at the top.
3. Keep the rubber ring on top of the mould and position the collar.
4. Connect the inflow of the top plate to overhead tank.
5. Open the inflow and allow the water to flow, when all the air has expelled close
overflow, Allow sufficient time for water to flow and saturate the soil sample.
6. When a constant flow has been established, measure the discharge for a given
time.
3.4 RESULT
Coefficient of permeability “k” of coarse grained soil =
20. 20
OBSERVATIONS AND CALCULATIONS
Length of the sample (L) cm =
Diameter of the sample (d) cm =
Cross sectional area of the sample =
𝜋
4
d2
=
Head h
(cm)
Time t
(s)
Quantity Q
(cm3
)
K=
𝑄𝐿
𝐴𝑡ℎ
(cm/s)
Avg. k
(cm/s)
1
2
3
VARIABLE HEAD METHOD
1. Prepare and saturate the specimen as explained constant head method.
2 .Connect the permeameter with the given sample of soil to the falling head stand
pipe.
3. Open the air valve and allow water to flow. When all air has been expelled from
the cap close the air valve.
4. When a steady state of flow is reached, measure the head above the tail water
level at a particular instant and after a known interval of time, measure the
(dropped) head.
5. Repeat the observations after adding water to stand pipe.
21. 21
OBSERVATIONS AND CALCULATIONS
Length of the sample (L) cm =
Diameter of the sample (d) cm =
Cross sectional area of the sample =
𝜋
4
d2
=
Area of stand pipe (a) cm2
=
Initial
Head h1
(cm)
Final
Head h2
(cm)
Time t
(s)
k=2.3
𝑎𝐿
𝐴𝑡ℎ
log 10
ℎ1
ℎ2
(cm/s)
Avg. k
(cm/s)
22. 22
Expt No........ Date:...................
8. DIRECT SHEAR TEST
8.1 AIM
To determine the shear parameters of the soil.
8.2 APPARATUS
Shear box, dial gauges, weights etc.
8.3 PROCEDURE
1. Assemble the two halves of the shear box using the connecting pins.
2. Place the friction plate in the bottom box with its grooves perpendicular to
direction of shear.
3. Pour weighed amount of sand.
4. Place the top friction plate parallel to the bottom one
5. Measure the height
6. Keep the loading pad over the plate
7. Transfer the shear box to the shear test apparatus and apply the normal load by
putting load in the loading pan
8. Fix one dial gauge horizontally touching the box to measure the shear deformation
9. Fix another dial gauge vertically touching the top of the loading pad to measure
the normal displacement.
10. Attach the proving ring to the spindle which pass through guide hole and touches
the box.
11. The other end of the proving ring is connected to the gearing device.
12. The handle of the gearing device is rotated till all the contact are engaged. (ie. the
proving ring dial gauge just starts moving)
13. Now the pins are removed from the shear box.
14. Gear handle is rotated such that the shear displacement is 1.25 mm per minute.
23. 23
15. Readings on the proving ring dial guage for every increment of 0.5 mm on the
horizontal dial gauge is noted.
16. The sample is shared till failure or a lateral movement of 20% of the length of the
specimen is reached.
17.Plot the graph with Normal stress on X-axis and maximum shear stress on Y-axis.
8.4 RESULT
Angle of internal friction (φ) =
25. 25
Expt No........ Date:...................
9. PROCTOR TEST
9.1 AIM
To determine the maximum dry density and optimum moisture content, when a
given soil is compacted under standard compaction.
9.2 APPARATUS
1. Cylindrical mould.
2. Rammer for light compaction (wt. 2.6kg, free drop 310mm)
3. Mould accessories (detachable base plate, removable collar)
4. Weighing Balance etc.
9.3 PROCEDURE
1. Weigh the empty mould with base, but without the collar accurately
2. Take about 3kg (1000cc Mould ) or 5.0kg (2250 cc mould) of thoroughly mixed air
dried soil.
3. Knowing the natural moisture content, add as much water as required to make the
water content 12% Mix it thoroughly.
4. Place the collar, fill the mould with this mix for about half (more than 1/3rd) height
and smoothen the surface by gently pressing.
5. Compact the moist soil in three equal layers by the rammer of wt. 2.6kg and free
fall 310mm with 25 numbers of evenly distributed blows to each layer for 1000cc
mould or 56 blows for 2250 cc mould
6. Scratch the soil surface with spatula before placing succeeding layer.
7. Remove the collar and trim of the excess soil.
8. Remove all the loose soil on the outside of the mould and take weight of the
mould with baseplate and soil.
9. Take representative sample for determining water content.
10. Repeat the above procedure for 4-5 times with increasing water content until the
total weight decreases or remains the same.
26. 26
11. Plot a curve between w on X-axis and γd on Y-axis. Find the optimum moisture
content corresponding to maximum γd. On the same plot draw a curve between w
and (γd) theoretical maximum (zero air voids) dry density.
9.4 RESULT
γd theo. max = (G γw)/(1+wG)
Maximum dry density =
Optimum moisture content =
27. 27
OBSERVATIONS AND CALCULATIONS
Dry weight, wd=
𝑤𝑡.𝑜𝑓 𝑤𝑒𝑡 𝑠𝑜𝑖𝑙
1+𝑤𝐺
Wt of wet soil =
Amount of water needed to get 12% of water content=
Sp.gravity G =2.65
Volume of the mould= 𝜋𝑟2
h =
Observations 1 2 3 4
(A)Determination of density
1. Wt. of mould (g)
2. Wt. of mould+ compacted
soil(g)
3. Wt. of compacted soil(g)
4. Bulk Density, γ =W/V (g/cc)
(B)Determination of water content
1. Container no.
2.Wt. of container + moist soil(g)
3. Wt. of container + dry soil(g)
4. Wt. of container (g)
5. Wt. of water(g)
6. water content, w
Dry Density γd =
γ
1+𝑤𝐺
Dry Density(Zero air void)
=(Gγw)/(1+wG)
