4 effects of textile effluent on the geotechnical … of textile... · 2015. 3. 27. ·...

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308 (Print),

ISSN 0976 – 6316(Online), Volume 6, Issue 3, March (2015), pp. 31-41 © IAEME

31

EFFECTS OF TEXTILE EFFLUENT ON THE

GEOTECHNICAL PROPERTIES OF EXPANSIVE SOIL

Phani Kumar Vaddi1, T.Balaji Tilak

2, S.Ram Prasad

3, P.Vijaya Padma

4

1Assistant Professor, Dept. of Civil Engineering,

Gudlavalleru engineering College, Gudlavalleru,Krishna dt, A.P

2,3,4

IV B.Tech, student, Dept. of Civil Engineering,

Gudlavalleru engineering College, Gudlavalleru, Krishna dt, A.P

ABSTRACT

The rapid growth in population and industrialization cause generation of large quantities of

effluents. The bulk effluents generated from industrial activities are discharged either treated or

untreated over the soil leading to changes in soil properties causing improvement or degradation of

engineering behaviour of soil. If there is an improvement in engineering behaviour of soil, there is a

value addition to the industrial wastes serving the three benefits of safe disposal of effluent, using as

a stabilizer and return of income on it. If there is degradation of engineering behaviour of soil then

solution for decontamination is to be obtained. Hence an attempt is made in this investigation to

study the effect of Textile effluent on plasticity, PH, Differential Free Swelling Index, compaction

and strength characteristics of an expansive soil.

Key Words: Compaction, Differential free swell index, Expansive soil, Liquid limit, plasticity

index, Strength and Textile effluent.

I. INTRODUCTION

The Index and Engineering properties of the ground gets modified in the vicinity of the

industrial plants mainly as a result of contamination by the industrial wastes disposed. The major

sources of surface and subsurface contamination are the disposal of industrial wastes and accidental

spillage of chemicals during the course of industrial operations. The leakage of industrial effluent

into subsoil directly affects the use and stability of the supported structure. Results of some studies

indicate that the detrimental effect of seepage of acids and bases into sub soil can cause severe

foundation failures. Extensive cracking damage to the floors, pavement and foundations of light

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industrial buildings in a fertilizer plant in Kerala state was reported by Sridharan (1981).Severe

damage occurred to interconnecting pipe of a phosphoric acid storage tank in particular and also to

the adjacent buildings due to differential movements between pump and acid tank foundations of

fertilizer plant in Calgary, Canada was reported by Joshi (1994). A similar case of accidental spillage

of highly concentrated caustic soda solution as a result of spillage from cracked drains in an

industrial establishment in Tema, Ghana caused considerable structural damage to a light industrial

buildings in the factory, in addition to localized subsidence of the affected area has been reported by

Kumapley (1985).

Therefore, it is a better to start ground monitoring from the beginning of a project instead of

waiting for complete failure of the ground to support human activities and then start remedial

actions.

The Index and Engineering properties of the ground gets modified in the vicinity of the

industrial plants mainly as a result of contamination by the industrial wastes disposed. The major

sources of surface and subsurface contamination are the disposal of industrial wastes and accidental

spillage of chemicals during the course of industrial operations. The leakage of industrial effluent

into subsoil directly affects the use and stability of the supported structure. Results of some studies

indicate that the detrimental effect of seepage of acids and bases into sub soil can cause severe

foundation failures. Extensive cracking damage to the floors, pavement and foundations of light

industrial buildings in a fertilizer plant in Kerala state was reported by Sridharan (1981).Severe

damage occurred to interconnecting pipe of a phosphoric acid storage tank in particular and also to

the adjacent buildings due to differential movements between pump and acid tank foundations of

fertilizer plant in Calgary, Canada was reported by Joshi (1994). A similar case of accidental spillage

of highly concentrated caustic soda solution as a result of spillage from cracked drains in an

industrial establishment in Tema, Ghana caused considerable structural damage to a light industrial

buildings in the factory, in addition to localized subsidence of the affected area has been reported by

Kumapley (1985). Therefore, it is a better to start ground monitoring from the beginning of a project

instead of waiting for complete failure of the ground to support human activities and then start

remedial actions.

In many situations, soils in natural state do not present adequate geotechnical properties to be

used as road service layers, foundation layers and as a construction material. In order to adjust their

geotechnical parameters to meet the requirements of technical specifications of construction

industry, studying soil stabilization is more emphasized. Hence an attempt has been made by

researchers to use industrial wastes as soil stabilizers so that there is a value addition to the industrial

wastes and at the same time environmental pollution can also minimized.

Hence an attempt is made in this investigation to study the effect of Textile effluent on on

plasticity, PH, Differential Free Swelling Index, compaction, and strength characteristics of an

expansive soil.

II. EXPERIMENTAL INVESTIGATIONS

2.1. Materials used

2.1.1. Soil

Expansive soils due to its swelling nature it causes lot of damages to Civil Engineering

structures which are constructed over them. These type of soils are very sensitive to changes in

environment such as change in applied stress, Pore fluid chemistry and its surrounding

environmental conditions. Hence expansive soil is considered for investigation.

The soil used for this investigation is obtained from Pamarru, Krishna district. The dried and

pulverized material passing through I.S.4.75 mm sieve is taken for the study. The properties of the

soil are given in Table.1. The soil is classified as “CH” as per I.S. Classification (IS 1498:1970)



33

indicating that it is inorganic clay of high plasticity. It is highly expansive as the Differential Free

Swell Index (DFSI) is 191.8%.

TABLE 1. PROPERTIES OF THE UNTREATED SOIL

SI. No. Property Value

1. Grain size distribution

(a)Gravel (%) 0

(b)Sand (%) 2

(c)Silt & Clay (%) 98

2. Atterberg Limits

(a) Liquid Limit (%) 84

(b)Plastic Limit (%) 36

(c) Plasticity Index (%) 48

3. Differential free swelling Index (%) 191.8

4. Specific gravity 2.73

5. pH value 8.83

2.1.2 Textile effluent

Textile effluent is a coloured liquid and soluble in water. The chemical properties of the

effluent are shown in Table 3.

TABLE 3 CHEMICAL COMPOSITION OF TEXTILE EFFLUENT

SI.No. PARAMETER VALUE

1. Colour Blue

2. pH 8.83

3. Sulphates 260 mg/l

4. Chlorides 380 mg/l

5. Acidity 0

6. Alkalinity 2400 mg/l

7. Suspended solids 1500 gm

8. Total solids 13.50gm

9. BOD 150 mg/l

10. COD 6200 mg/l

III PROCEDURE FOR MIXING

The soil from the site is dried and hand sorted to remove the pebbles and vegetative matter if

any. It is further dried and pulverized and sieved through a sieve of 4.75mm to eliminate gravel

fraction if any. The dried and sieved soil is stored in air tight containers and ready to use for mixing

with effluents.

The soil sample so prepared is then mixed with solutions of different concentrations of

Textile effluent. The percentage varied from 20 to 100% in increment of 20%.The soil - effluent

mixtures are mixed thoroughly before testing.

IV. TESTS CONDUCTED ON TREATED SOIL

The following tests have been conducted in this investigation.



34

4.1 Plasticity Characteristics

For the studying the plasticity characteristics, Liquid Limit and plastic Limit tests have been

carried out for the Soil under treated and untreated conditions.

4.1.1 Liquid Limit

Liquid limit tests are conducted at various percentages of Textile effluent. About 120 g of an

air-dried sample passing through 425-µ I.S. sieve is taken in a dish and mixed with certain amount of

water to form a uniform paste. A portion of this paste is placed in the cup of the liquid limit device

and surface is smoothened and leveled with a spatula to a maximum depth of 10 mm. A groove is cut

through the sample along the symmetrical axis of the cup, preferably in one stoke, using a standard

grooving tool.

After the soil pat has been cut by a proper grooving tool, the handle is turned at a rate of 2

revolutions per second until the two parts of the soil sample come into contact at the bottom of the

groove along a distance of 12mm .About 15g of soil near the closed groove is taken for water content

determination. The liquid limit is the water content at which the soil is sufficient fluid to flow when

the device is given 25 blows. As it is difficult to get exactly 25 blows for the sample to flow ,the test

is conducted at different water contents so as to get blows in the range of 10 to 40.The soil in the cup

is transferred to the dish containing the soil paste and mixed thoroughly after adding more water. The

soil sample is again taken in the cup of the liquid limit device and the test is repeated.

4.1.2 PLASTIC LIMIT

About 30g of soil, passing through 425-µ I.S. Sieve, is taken in evaporating dish. It is mixed

thoroughly with water till it becomes plastic, and can be easily moulded with fingers. About 10g of

the plastic soil mass is taken in one hand and a ball is formed. The ball is rolled with fingers on a

glass plate to form a soil thread of uniform diameter. The rate of rolling is kept about 80 to 90

strokes per minute. If the diameter of the thread becomes approximately 3mm and if it starts just

crumbling that water content is known as the plastic limit.

4.1.3 PLASTICITY INDEX

Plasticity index is the range of water content over which the soil remains in the plastic state.

It is equal to the numerical difference between the liquid limit and the plastic limit.

4.2pH

The object is to determine the Hydrogen ion concentration, designated as pH of soils. The pH

value of a solution is measure of its acidity or alkalinity. pH equal to 7 indicates a neutral solution,

less than 7 as acidic and greater than 7 as alkaline. The pH value is equal to the common logarithm

of the reciprocal of the Hydrogen ion concentration.

pH=log10 (1/H+)

Where H = Hydrogen ion concentration (moles/liter)

The PH value can be determined by the following methods.

Electrometric method, calorimetric and indictor paper methods. The electrometric is the standard

method of accurate work.

The electrometric method is based on the principle (Housel, 1964) that the solution under test

can be considered as an electrolyte of a voltaic cell. 10g of pulverized and representative soil sample

passing through 425-µ I.S. sieve is taken in 100 ml beaker and 100 ml water is added. The

suspension is stirred for a few minutes and covered with glass cover and is allowed to stand for a few

hours (at least one hour), preferably overnight. The suspension is stirred again immediately before

testing.

The buffer solution having a pH value nearer to the expected pH value of the soil suspension

is used. The electrodes are washed with distilled water and then immersed in the soil suspension.

Two or three reading of the pH of the suspension are taken with brief stirring in between the



35

readings. The readings only when the pH meter has reached equilibrium, which may take about 1

minute, are recorded. These readings, which are taken, have to agree with in ±0.05 pH units. The

same procedure has been followed for other percentages of Textile effluent.

4.3 Differential Free Swell Index

This test is conducted on the expansive soil treated with Textile effluent in varying

percentages from 0% to 100% in increments of 20%. Two samples of the dried soil weighing 10g

each passing through 425-µ I.S. sieve are taken. One sample is put slowly in a 100 ml graduated

glass cylinder having kerosene (a non-polar liquid). The other sample is similarly put in another 100

ml glass cylinder having distilled water. Both the samples are left for 24 hours and then their

volumes are noted. Differential Free Swell Index is calculated by the formula given below.

�� =�� − �

V�

�100

V1 = Soil volume in distilled water

V2 =Soil volume in kerosene

4.4 Compaction Test

Standard proctor’s compaction tests have been conducted on the soil as shown in Fig 2.6. The

soil sample so prepared is then mixed with Textile effluent of varying percentages. The Textile

effluent percentage by weight varied from 0 to 100% in increments of 20% for the determination of

optimum pore fluid content and maximum dry unit weight.

The soil sample maintained at the desired pore fluid content is mixed thoroughly with Textile

effluent and compacted in Proctor’s mould (100mm dia X 117 mm height). The soil is compacted in

three layers giving 25 blows to each layer by using the standard rammer. The weight of compacted

soil along with the mould and base plate is taken. Prior to that the weight of the empty mould along

with base plate is determined. A representative sample is taken from the center of the compacted

specimen and kept for water content determination. Thus the bulk unit weight, pore fluid content and

the corresponding dry unit weight for the compacted soil is obtained.

4.5 Unconfined Compression Strength Tests

Unconfined compression strength tests are conducted on the local soil treated with Textile

effluent at various percentages ranging from 0 to 100% in increments of 20% to study the effect of

curing period and pore fluid content on strength.

4.5.1 Effect of Curing Period

The unconfined compressive strength is a special form of triaxial test in which the confining

pressure is zero (σ3 =0). In this series, all the tests are conducted at their respective Optimum pore

fluid contents. These tests are conducted at different curing periods such as 0,1,3,7, and 15 days.

4.5.1.1 Sample Preparation Compaction test is carried out at optimum pore fluid content. By pushing the sampling tube

into the mould and the sampling tube filled with soil is removed. The sample out of the sampling

tube is extruded into the split mould, using the sample extractor and the knife. Trimming is done at

the two ends of the specimen in the split mould. Specimen is carefully taken out from the split mould

by splitting the mould into two parts. The length and diameter of the specimen is measured as 75mm

and 37.5 mm respectively.

The soil specimens so prepared are tested after curing for a period of 0,1,3,7, and 15 days.

The curing is done with the help of desiccators, which maintain water without coming into contact

with specimens, but could maintain high humid condition. As a result, the specimens could be cured

at high relative humidity at the moulding moisture content without any appreciable loss of moisture.

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976

ISSN 0976 – 6316(Online), Volume 6, Issue 3, March (2015), pp.

4.5.1.2 Test Procedure

Prepared specimen is placed on the bottom plate of the compression machine. The upper plate

is adjusted to make contact with the specimen. The dial gauge and the proving ring dial gauge are set

to zero. Compression load to cause

dial gauge readings are noted for every 25 divisions in the dial gauge until failure surfaces have

clearly developed.

Stress- strain plot is drawn from the test results. The peak stress ob

value of the unconfined compressive strength (q

V. RESULTS AND DISCUSSIONS

5.1 LIQUID LIMIT

The results of liquid limit tests conducted at different percentage of Textile

presented in Fig.5.1. From the figure, it is observed that liquid limit at 0% of Textile effluent is

higher when compared to other percentages and the value is 84%. The maximum decrease in Liquid

limit is 30.95% which occurs at 100% of Textile effluent. There is a relation bet

index and liquid limit of the soil. Therefore, consolidation settlements are decreased due to Textile

effluent.

5.2 PLASTIC LIMIT

Plastic limit values of different percentages of Textile effluent are presented in

plastic limit value of the untreated soil is 36%. From the figure, it is found that plastic limit value of

the treated soil decreases with increase in percentage of Textile effluent.

5.3 PLASTICITY INDEX

Plasticity index values are calculated for different percentag

presented in Fig 5.1. The plasticity index of untreated soil is 48%. The plasticity index values of the

treated soil for all percentages of Textile effluent are smaller than that of the untreated soil.

FIG 5.1: VARIATION OF LIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX WITH

PERCENTAGE OF TEXTILE EFFLUENT

5.2 pH

pH values for the soil treated with different percentages of Textile effluent are measured and

are presented in Fig 5.2. The pH

the PH value of treated soil decreases with per cent increase in Textile effluent


6316(Online), Volume 6, Issue 3, March (2015), pp. 31-41 © IAEME

36

repared specimen is placed on the bottom plate of the compression machine. The upper plate


to zero. Compression load to cause an axial strain at the rate of 1.7% per minute is applied. Proving

readings are noted for every 25 divisions in the dial gauge until failure surfaces have

strain plot is drawn from the test results. The peak stress obtained from the

value of the unconfined compressive strength (qu).

V. RESULTS AND DISCUSSIONS

The results of liquid limit tests conducted at different percentage of Textile

From the figure, it is observed that liquid limit at 0% of Textile effluent is


limit is 30.95% which occurs at 100% of Textile effluent. There is a relation bet


Plastic limit values of different percentages of Textile effluent are presented in

it value of the untreated soil is 36%. From the figure, it is found that plastic limit value of

the treated soil decreases with increase in percentage of Textile effluent.

Plasticity index values are calculated for different percentages of Textile eff

The plasticity index of untreated soil is 48%. The plasticity index values of the


LIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX WITH

PERCENTAGE OF TEXTILE EFFLUENT

values for the soil treated with different percentages of Textile effluent are measured and

value of untreated soil is 8.83.From the Fig 5.2, it is observed that,

value of treated soil decreases with per cent increase in Textile effluent.


© IAEME

repared specimen is placed on the bottom plate of the compression machine. The upper plate


nute is applied. Proving

readings are noted for every 25 divisions in the dial gauge until failure surfaces have

tained from the plot the

The results of liquid limit tests conducted at different percentage of Textile effluent are

From the figure, it is observed that liquid limit at 0% of Textile effluent is


limit is 30.95% which occurs at 100% of Textile effluent. There is a relation between compression


Plastic limit values of different percentages of Textile effluent are presented in Fig 5.1. The

it value of the untreated soil is 36%. From the figure, it is found that plastic limit value of

es of Textile effluent and are

The plasticity index of untreated soil is 48%. The plasticity index values of the


LIQUID LIMIT, PLASTIC LIMIT, PLASTICITY INDEX WITH

values for the soil treated with different percentages of Textile effluent are measured and

value of untreated soil is 8.83.From the Fig 5.2, it is observed that,

.



FIG 5.2: VARIATION OF pH WITH PERCENTAGE OF TEXTILE EFFLUENT

5.3 DIFFERENTIAL FREE SWELL INDEX

The variation of Differential Free Swell Index with per cent Textile effluent is shown in Fig

5.3. From the figure, it is observed that the Differential Free Swell Index decreases with percent

increase in Textile effluent. The percent decrease in the Diffe

at 100% of Textile effluent.

FIG5.3: VARIATION OF DIFFERENTIAL FREE SWELL INDEX WITH PERCENTAGE

5.4 COMPACTION CURVES

Compaction curves for soil treated with Textile effluent for variou

Fig.5.4. The zero air – voids line is also shown in this figure. The optimum pore fluid content and

maximum dry unit weight of the untreated soil are 28% and 14.40 kN/m

curves, it is observed that the peak

effluent.



37


DIFFERENTIAL FREE SWELL INDEX



increase in Textile effluent. The percent decrease in the Differential Free Swell Index is about 41.61

.3: VARIATION OF DIFFERENTIAL FREE SWELL INDEX WITH PERCENTAGE

OF TEXTILE EFFLUENT

Compaction curves for soil treated with Textile effluent for various percentages are shown in

voids line is also shown in this figure. The optimum pore fluid content and

maximum dry unit weight of the untreated soil are 28% and 14.40 kN/m3

respectively. From these

curves, it is observed that the peak points are shifted towards right with per cent increase of Textile


© IAEME




rential Free Swell Index is about 41.61

.3: VARIATION OF DIFFERENTIAL FREE SWELL INDEX WITH PERCENTAGE

percentages are shown in

voids line is also shown in this figure. The optimum pore fluid content and

respectively. From these

points are shifted towards right with per cent increase of Textile



FIG 5.4: COMPACTION CURVES FOR SOIL TREATED WITH TEXTILE EFFLUENT

5.4.1 Optimum Pore Fluid Content

Fig. 5.5 depicts the relationship between the optimum pore fluid and

effluent. It is found that the optimum pore fluid content increases with per cent increase in Textile

effluent. The percent increase in optimum pore fluid content for 100% of Textile effluent is 14.28.

FIG 5.5: VARIATION OF OPTIMUM

5.4.2 Maximum Dry Unit Weight

The variation of maximum dry unit weight with percentage of Textile effluent is shown in

Fig.5.6. From the figure, it is observed that the maximum dry unit weight

percentage of Textile effluent increases. The percentage decrease in maximum dry unit weight at

100% Textile effluent is about 9.38.



38

.4: COMPACTION CURVES FOR SOIL TREATED WITH TEXTILE EFFLUENT

5.4.1 Optimum Pore Fluid Content

.5 depicts the relationship between the optimum pore fluid and



.5: VARIATION OF OPTIMUM PORE FLUID CONTENT WITH PERCENTAGE OF

TEXTILE EFFLUENT

Maximum Dry Unit Weight


.6. From the figure, it is observed that the maximum dry unit weight


100% Textile effluent is about 9.38.


© IAEME

.4: COMPACTION CURVES FOR SOIL TREATED WITH TEXTILE EFFLUENT

.5 depicts the relationship between the optimum pore fluid and percentage of Textile



PORE FLUID CONTENT WITH PERCENTAGE OF


.6. From the figure, it is observed that the maximum dry unit weight decreases slightly as




FIG 5.6: VARIATION OF MAXIMUM DRY UNIT WEIGHT WITH PERCENTAGE OF

5.6 UNCONFINED COMPRESSION STRENGTH

This is a special case of Triaxial compression test; the confining pressure being zero. A

cylindrical soil specimen, usually of the same standard size as that for the Triaxial compression, is

loaded axially by compressive force until

unconfined, the test is known as “unconfined compression strength”. The axial or vertical

compressive stress is the major principal stress and the other two principal stresses are zero.

5.6.1 Effect of Curing Period

The variation in unconfined compressive strength with respect to different percentages of

Textile effluent for various curing periods is shown in Fig

strength of the soil increases with increase i

period.

FIG 5.6: VARIATION OF UNCONF

SOIL WITH CURING PERIOD



39

.6: VARIATION OF MAXIMUM DRY UNIT WEIGHT WITH PERCENTAGE OF

TEXTILE EFFLUENT

COMPRESSION STRENGTH



loaded axially by compressive force until failure takes place. Since the specimen is laterally




Textile effluent for various curing periods is shown in Fig 5.6. From the figure, it is observed that the

strength of the soil increases with increase in percentage of Textile effluent irrespective of curing

: VARIATION OF UNCONFINED COMPRESSIVE STRENGTH OF TREATED

SOIL WITH CURING PERIOD


© IAEME

.6: VARIATION OF MAXIMUM DRY UNIT WEIGHT WITH PERCENTAGE OF



failure takes place. Since the specimen is laterally




.6. From the figure, it is observed that the

n percentage of Textile effluent irrespective of curing

INED COMPRESSIVE STRENGTH OF TREATED



40

VI SUMMARY AND CONCLUSIONS

Textile industry produces considerable amount of pollutants, since it is a wet processing

system. The wide variety of polluting chemicals and dye stuffs is utilized in a Textile industry. The

dyeing effluent treatments are more complex than any other industrial waste water purification,

because of the fact no two dyeing effluents are alike in character, nor can two effluents be purified or

treated by exactly the same treatment. Effluent from dyeing unit varies from time to time based on

the change in market demand.

Hence, in this investigation the effect of Textile effluent on plasticity, PH and Differential

Free Swelling Index, of expansive soil treated with Textile effluent has been given due importance.

� Both the Liquid limit and Plastic limit values of the treated soil decrease with increase in

percentage of Textile effluent.

� The Plasticity index values of treated soil for all percentages of Textile effluent are lower

than that of the untreated soil.

� The addition of Textile effluent reduces the pH of the soil slightly.

� Differential Free Swelling index with increase in percent Textile effluent.

� The treated soil is less susceptible to heaving and shrinkage at 100% Textile effluent.

� The optimum pore fluid content increases with increase in percentage of Textile effluent.

� There is a slight reduction in maximum dry density with per cent increase in percentage of

Textile effluent.

� The Unconfined compressive strength of the soil increases with increase in percentage of

Textile effluent irrespective of curing period.

� For lesser curing periods more quantity of Textile effluent is required to achieve the same

strength.

� The stability of a soil mass is increased due to the addition of Textile effluent.

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Technology (IJCIET), Volume 4, Issue 3, 2013, pp. 80 - 91, ISSN Print: 0976 – 6308, ISSN

Online: 0976 – 6316.

4 effects of textile effluent on the geotechnical … of textile... · 2015. 3. 27. ·...

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