Soil Stabilization Using Geopolymer and Biopolymer

AIJREAS VOLUME 1, ISSUE 10 (2016, OCT) (ISSN-2455-6300) ONLINE ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES

SOIL STABILIZATION USING GEOPOLYMER AND BIOPOLYMER

P.DILIP KUMAR RAO, M.Tech(Geotech) SRINIVAS GANTA Department of Civil Engineering Associate professor, Abhinav Hitech College of Engineering Department of Civil Engineering E-mail: [email protected] Abhinav Hitech College of Engineering E-mail: [email protected]

ABSTRACT permeability, durability and dust control is improved, which makes the soil suitable As stabilization of soil improves its engineering for use. There are different methods of properties, chemical and mechanical stabilization processes are in use. In the present study two stabilization, which include physical, difficult soils; expansive soil and dispersive soil are chemical and polymer methods of stabilized with geopolymer and biopolymer. stabilization. Physical methods involve Sodium based alkaline activators and fly ash as an physical processes to improve soil additive is used as geopolymer and Xanthan gum properties. This includes compaction and Guar gum are used as biopolymers. The effectiveness of geopolymer is studied in terms of methods and drainage. Drainage is an unconfined compressive strength (UCS), efficient way to remove excessive water differential free swelling (DFS), swelling pressure from soil by means of pumps, pipes and (SP), durability and dispersion tests. The swelling canal with an aim to prevent soil from pressure got reduced by 97.14% finally with swelling due to saturation with water. addition of 40% fly ash and 15% bentonite. The dispersion test showed bentonite to be an extremely Compaction processes lead to increase in dispersive soil, whose dispersiveness is controlled water resistance capacity of soil. Drainage by addition of alkali activated fly ash. From UCS is less common due to generally poor and durability test it is observed that bentonite connection between method effectiveness added with 40% fly ash and 10% solution gave and cost. But, compaction is very common better results. The effectiveness of biopolymer is studied based on UCS tests on dispersive soil and method. Although, it makes soil more pond ash at their moisture content. For dispersive resistant to water, this resistance will be soil, durability, dispersion and DFS tests are also reducing over time. Chemical soil done. It is observed that dispersive soil and pond stabilization uses chemicals and emulsions ash mixed with various percentages of Xanthan as compaction aids, water repellents and gum and Guar gum are not dispersive and are more durable than ordinary bottom ash and binders. The most effective chemical soil dispersive soil samples. Guar gum is found to stabilization is one which results in non- imparts higher confined compressive strength and water-soluble and hard soil matrix. durability than Xanthan gum. Polymer methods of stabilization have a number of significant advantages over INTRODUCTION physical and chemical methods. These Soil stabilization in a broad sense includes polymers are cheaper and are more various methods used for modifying the effective and significantly less dangerous properties of soil to enhance its for the environment as compared to many engineering performance. By stabilization chemical solutions. In the present study the major properties of soil, i.e., volume difficult soil i.e, expansive soil is stability, strength, compressibility,

ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES EMAIL ID: [email protected] , WEBSITE: www.anveshanaindia.com 280 AIJREAS VOLUME 1, ISSUE 10 (2016, OCT) (ISSN-2455-6300) ONLINE ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES considered for effectiveness of percentage of lime (0 to 8%) was added geopolymer and biopolymer stabilization. with the expansive soil-fly ash- desulphogypsum mixture. The treated Objective and Scope samples were cured for 7 and 28 days. The objective of the current research work Swelling percentage was found to reduced is to determine the suitability of and rate of swell was found to increase geopolymer (alkali-activated fly ash) and with increase in stabilizer percentage. biopolymer as soil stabilizing agent for Curing resulted in further reduction in expansive soil. swelling percentage. With addition of 25 Scope percent fly ash and 30 percent  Laboratory investigation for desulphogypsum, the swelling percentage characterization of bentonite soil reduced to levels comparable to lime with alkali activated fly ash stabilization. (geopolymer) as binding material. Amu et al. (2005) used cement and fly ash  It includes laboratory investigation mixture for stabilization of expansive for characterization of bentonite clayey soil.The expansive soil was treated soil with two commercially with (i) 12% cement and (ii) 9% cement + available biopolymers i.e., Xanthan 3% fly ash and were tested for maximum gum and Guar gum. dry densities (MDD), optimum moisture contents (OMC), California bearing ratio LITERATURE REVIEW (CBR), unconfined compressive strength (UCS) and the undrainedtriaxial tests. The Satyanarayanaet al. (2004) studied the results showed that the soil sample combined effect of addition of fly ash and stabilized with a mixture of 9% cement + lime onengineering properties of 3% fly ash is better with respect to MDD, expansive soil and found that the optimum OMC, CBR and shearing resistance proportions of soil: fly ash: lime should be compared to samples stabilized with 12% 70:30:4 for construction of roads and cement, indicated the importance of fly ash embankments. in improving the stabilizing potential of Phani Kumar and Sharma (2004) cement on expansive soil. observed that plasticity, hydraulic Kumar et al. (2007) studied the effects of conductivity andswelling properties of the polyester fibre inclusions and lime expansive soil fly ash blends decreased stabilization onthe geotechnical and the dry unit weight and strength characteristics of fly ash-expansive soil increased with increase in fly ash content. mixtures. Lime and fly ash were added The resistance to penetration of the blends with an expansive soil at ranges of 1–10% increased significantly with an increase in and 1–20%, respectively. The samples fly ash content fora given water content. with optimum proportion of fly ash and They presented a statistical model to lime content (15% fly ash and 8% lime) predict the undrained shear strength of the based on compaction, unconfined treated soil. compression and split tensile strength, Baytar (2005) studied the stabilization of were added with 0, 0.5, 1.0,1.5 and 2% expansive soils using the fly ash and plain and crimped polyester fibres by desulpho-gypsum obtained from thermal weight. The MDD of soil-fly ash-lime power plant by 0 to 30 percent. Varied mixes decreased with increase in fly ash

ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES EMAIL ID: [email protected] , WEBSITE: www.anveshanaindia.com 281 AIJREAS VOLUME 1, ISSUE 10 (2016, OCT) (ISSN-2455-6300) ONLINE ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES and lime content. The polyester fibres Similarly, a single literature (Chen et al.) (0.5–2.0%) had no significant effect on for the use of biopolymer in stabilization MDD and OMC of fly ash-soil-lime-fibre of soil is available. So, in this present study an attempt has been made to use mixtures. However, the unconfined geopolymer as an alternative cementitious compressive strength and split tensile material in stabilizing expansive soil and strength increased with addition of fibres. biopolymers (Xanthan gum and Guar gum) Buhler and Cerato (2007) studied the are used to stabilize expansive soil. stabilization of expansive soils using lime and Class C flyash. The reduction in linear MATERIAL AND METHODOLOGY shrinkage was better with lime In the present study soil are considered namely stabilization as compared to same bentonite soil have been stabilized using percentage of Class C fly ash. geopolymers (alkali activators, sodium Stabilization using quarry dust silicate: sodium hydroxide in 2:1 ratio) and The quarry dust/ crusher dust obtained biopolymers. The alkali solution sodium during crushing of stone to obtain silicate: sodium hydroxide in 2:1 ratio was aggregates causes health hazard in the used in different concentrations. vicinity and many times considered as an In the present study, methodology of aggregate waste. Stalin et al. (2004) made an investigation stabilizing soil using geopolymer and regarding control of swelling potential biopolymer is explained as follows. (SP)of expansive clays using quarry dust Stabilization using geopolymer and marble powder and observed that liquid limit and swelling pressure In the present study, the alkali was decreased with increase in quarry dust or marble powder content. prepared by taking sodium silicate and Stabilization using biopolymer sodium hydroxide keeping in view, the Chen et al. (2013) performed a preliminary study on using Xanthan gum ratio of sodium silicate to sodium and Guargum, two hydroxide in their dry mass as 2. The biopolymers that are naturally occurring prepared alkali (S) was added in varying and inexpensive, to stabilize mine tailings (MT). The addition of these two percentages (5%, 10%and 15%) with fly biopolymers increased both liquid limit ash (FA) in different percentages (20%, and the undrained shear strength of the MT. Guar gum was found to be more 30% and 40%) by dry weight of total effective than Xanthan gum in increasing solids to bentonite. The alkali, taken in the liquid limit and undrained shear strength of the MT, as the Guar gum 10% with fly ash 40% by dry weight of solution was more viscous than the total solids was also added with bentonite Xanthan gum solution at the same concentration. A comprehensive study on soil. Then, optimum moisture content the mechanical, chemical and polymer (OMC), maximum dry density (MDD), stabilization of expansive soil. From critical review of literature, it can be unconfined compressive strength (UCS), seen that the studies regarding geopolymer and durability of different samples were are limited to its use in concrete and a single literature (Parhi and Das, 2014) is experimentally investigated and compared available in its application for soil. with only bentonite soil samples. ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES EMAIL ID: [email protected] , WEBSITE: www.anveshanaindia.com 282 AIJREAS VOLUME 1, ISSUE 10 (2016, OCT) (ISSN-2455-6300) ONLINE ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES

Differential free swelling (DFS) with (3, 7 done on an interval of 0, 3, 7 and 14 days. and 14 days) and without curing, swelling The samples which were tested after 3, 7 pressure and dispersion tests were also and 14 days were wrapped in cling film done for treated bentonite samples and and left at ambient temperature of 32-35º compared with only bentonite samples. C and humidity conditions (50–60 % RH). Evaluation of UCS of treated soil samples Following Table 3.8 shows the details of were done on an interval of 0, 3, 7 and 14 the alkali activated fly ash mixed in days and compared with only bentonite various percentages with bentonite samples.DFS of treated soil samples were

Stabilization using biopolymer

S.NO. Name of the mix Particulars of the mix

1 Bentonite + FA (20%) + S (5%) Soil+20%fly ash by weight of total solids+5% alkali by weight of total solids

2 Bentonite + FA (30%) + S (5%) Soil+30%fly ash by weight of total solids+5% alkali by weight of total solids

3 Bentonite + FA (40%) + S (5%) Soil+40%fly ash by weight of total solids+5% alkali by weight of total solids

4 Bentonite + FA (20%) + S (10%) Soil+20%fly ash by weight of total solids+10% alkali by weight of total solids

5 Bentonite + FA (30%) + S (10%) Soil+30%fly ash by weight of total solids+10%alkali by weight of total solids

6 Bentonite + FA (40%) + S (10%) Soil+40%fly ash by weight of total solids+10%alkali by weight of total solids

7 Bentonite + FA (20%) + S (15%) Soil+20%fly ash by weight of total solids+15%alkali by weight of total solids

8 Bentonite + FA (30%) + S (15%) Soil+30%fly ash by weight of total solids+15%alkali by weight of total solids

9 Bentonite + FA (40%) + S (15%) Soil+40%fly ash by weight of total solids+15%alkali by weight of total solids

The experimental investigations solutions with percentages of 0.5, 1 and were made on soil and stabilized soil using 2% were added with bentonite soil and biopolymer as per Indian standards. It was pond ash (PA)toinvestigate the effect of observed that Guar gum (GG) is more biopolymers on compaction viscous compared to Xanthan gum (XG). characteristics, unconfined compressive Hence, Xanthan gum solutions with strength. Durability and dispersion tests percentages of 1, 2 and 3% and Guar gum were also done for biopolymer modified ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES EMAIL ID: [email protected] , WEBSITE: www.anveshanaindia.com 283 AIJREAS VOLUME 1, ISSUE 10 (2016, OCT) (ISSN-2455-6300) ONLINE ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES bentonite soil and compared to only which were tested after 3 and 7 days were bentonite soil sample. Table 3.4 and Table wrapped in cling film and left at ambient 3.5 shows the details of the biopolymer temperature of 32-35ºC and humidity modified bentonite soil and pond ash conditions (50–60 % RH). Table 3.9 and samples, respectively. Evaluation of UCS Table 3.10 show details of the bentonite of biopolymer modified bentonite soil soil specimens and pond ash specimens samples were done on an interval of 0, 3 mixed in different percentages with and 7days and also done for sample kept Xanthan gum (XG) and Guar gum (GG), for sundried (1 day) and compared with respectively. only bentonite soil samples. The samples

Table: Details of the Biopolymer Modified Bentonite Soil (B.S) Specimens S.NO. Name of the mix Particulars of the mix

1 B.S+1% XG bentonite soil added with 1% Xanthan gum

2 B.S+2% XG bentonite soil added with 2% Xanthan gum

3 B.S+3% XG bentonite soil added with 3% Xanthan gum

4 B.S+0.5% GG bentonite soil added with 0.5% Guar gum

5 B.S+1% GG bentonite soil added with 1% Guar gum

6 B.S+2% GG bentonite soil added with 2% Guar gum

Table: Details of the Biopolymer Modified Pond Ash Specimens S.NO. Name of the mix Particulars of the mix

1 PA+1% XG Pond ash added with 1% Xanthan gum

2 PA +2% XG Pond ash added with 2% Xanthan gum

3 PA +3% XG Pond as added with 3% Xanthan gum

4 PA +0.5% GG Pond ash added with 0.5% guar gum

5 PA +1% GG Pond ash added with 1% guar gum

6 PA +2% GG Pond ash added with 2% guar gum

STABILIZATION OF BENTONITE strength condition was established by SOIL WITH ALKALI ACTIVATED FLY conducting unconfined compression test ASH on samples at 0, 3, 7 and 14 days curing. This paper presents the results of The samples were of 50 mm diameter (D) stabilization of bentonite soil with alkali and 100 mm height (L), thereby ensuring activated fly ash. To determine the L/D ratio as 2. These samples comprises of optimum moisture content (OMC) and bentonite added with fly ash in different maximum dry density (MDD) of bentonite percentages (20%, 30% and 40%) and and treated bentonite samples, light alkali (sodium silicate to sodium compaction test was done. The increase in hydroxide ratio taken by dry mass was ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES EMAIL ID: [email protected] , WEBSITE: www.anveshanaindia.com 284 AIJREAS VOLUME 1, ISSUE 10 (2016, OCT) (ISSN-2455-6300) ONLINE ANVESHANA’S INTERNATIONAL JOURNAL OF RESEARCH IN ENGINEERING AND APPLIED SCIENCES kept 2) solution varying from 5%, 10% and alkali activated fly ash added with and 15%. The decrease in swelling bentonite, showing optimum moisture condition was ascertained by conducting content (OMC) and maximum dry density swelling pressure test using (MDD) of the compacted samples. Fig. consolidometer test on treated soil shows the comparison of OMC and MDD samples. The decrease in percentage of of bentonite and bentonite with fly ash swelling was also shown by conducting (20%, 30% and 40%) and alkali solution differential free swell (DFS) test on treated (5%). Fig. shows the comparison of OMC soil samples. Resistance to erosion was and MDD of bentonite and bentonite with presented by conducting dispersion test on fly ash (20%, 30% and 40%) and alkali treated soil sampleswith respect to solution (10%). Similarly results of bentonite soil. bentonite with fly ash (20%, 30% and Compaction characteristics 40%) and 15% alkali solution are presented in Fig. The following graphs show the compaction characteristics of bentonite

Bentonite+FA(20%)+S(5%) ZVL Bentonite+FA(20%)+S(5%)

Bentonite+FA(30%)+S(5%)

ZVL Bentonite+FA(30%)+S(5%) 15 Bentonite+FA(40%)+S(5%)

ZVL Bentonite+FA(40%)+S(5%)

)

3 Bentonite 14

ZVL Bentonite

(kN/m

Dry density Dry

0 5 10 15 20 25 30 35 40 45 50

Water content (%)

Fig. Compaction Characteristics for Bentonite and Bentonite with Flyash (20%, 30% and 40%) and Alkalisolution(5%)

Bentonite+FA(20%)+S(10%)

ZVL of Bentonite+FA(20%)+S(10%)

Bentonite+FA(30%)+S(10%)

ZVL of 16 Bentonite+FA(30%)+S(10%)

Bentonite+FA(40%)+S(10%)

ZVL of Bentonite+FA(40%)+S(10%)

Bentonite

)

ZVL of Bentonite

m (kN/ 14

ty densi

Dry

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10 20 30 40 50

Water content (%)

FigCompaction Characteristics for as per Volk (1937) (Table). Crumb test Bentonite and Bentonite with Flyash was also done to assess the dispersiveness (20%, 30% and 40%) and of bentonite soils. show cubes of bentonite Alkalisolution(10%) soil added with Xanthan gum (1%), It can be seen that the variation in MDD Xanthan gum (2%),Xanthan gum (3%), marginal with change in fly ash content Guar gum (0.5%), Guar gum (1%) and and percentage of alkali solution. Guar gum (2%), respectively, where, it can Dispersion test be seen that bentonite soil added with The dispersion ratio of bentonite soil as gums did not get disperse after five to per double hydrometer test was found to seven minutes. Hence, both XG and GG be 89.57%, which is extremely dispersive are effective in stabilizing bentonite soil.

(a) (b)

(e) (f)

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(g) 3 3 Modified Free Swell Index (MFSI): kN/m ) and VCP (11.3kN/m ). It was also The MFSI test is also conducted to check observed that there is reduction in MDD expansive nature of bentonite soil. The and increase in OMC with addition of MFSI obtained for bentonite soil is 1.4, biopolymer for the three biopolymer which indicated that it is a non- bentonite modified pond ashes considered here. This soil. may be due to difficulty in compacting Results of biopolymer stabilized pond ash with standard Proctor for the biopolymer Compaction characteristics stabilized pondash. The compaction characteristics of different pond ash (PA) and biopolymer modified CONCLUSIONS AND FUTURE pond ashes are presented in Figs. 5.16 to SCOPE

5.20. Fig. 5.16 shows the comparison of Based on the obtained results and OMC and MDD of three pond ash discussion there of following conclusions samples. Similarly, Fig. 5.17 and Fig. 5.18 can be drawn. 1.The maximum optimum moisture show the comparison of OMC and MDD content was for bentonite added with of pond ash samples being collected from geopolymer with fly ash (20%) and Vishnu Chemicals Pvt Ltd (VCP) and PS alkali solution (10%) and MDD was respectively mixed with XG (2%) and GG maximum for bentonite added with fly ash (40%) and alkali solution (2%). Fig. 5.19 and Fig. 5.20 show the (15%). comparison of OMC and MDD of pond 2. The UCS value of the geopolymer ash sample being collected from PS mixed stabilized bentonite found to vary with with various more percentages of gum to percentage of fly ash and alkali solution, and maximum UCS value was obtained know the variation of moisture content with 40% fly ash and 10% alkali when mixed with higher and lower gum solution. percentages. Table 5.5 shows OMC and 3.Based on durability test, the resistance to loss in strength (RLS) was maximum for MDD of various pond ash samples and bentonite with 40% fly ash and 10% biopolymer modified pond ash. It can be alkali solution and it got reduced with seen that PS2 has maximum dry density addition of 15% solution. 3 4.Based on differential free swell test, it (11.57 kN/m ) compared to PS1 (10.8 was observed that with increased

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percentage of alkali activated fly ash, the biopolymer. swelling percentage decreased 11.With same percentage of gum, it was considerably. After 3 days of observed that pond ash stabilized with curing for bentonite + FA (20%) + S Guar gum had better strength compared (10%), and bentonite + fly ash (20%, to that of Xanthan gum. 30% and 40%) + S (15%), the swelling 12.It was observed that sundried sample percentage became negligible and the has better UCS value than sample stored treated soil became non-swelling. inside coated with film/wax. Similar observations were made for The present study showed that biopolymer bentonite + fly ash (20%, 30% and 40%) and geopolymer can be effectively used as + S (5%, 10% and 15%) after 7 days and stabilizing agents for bentonite soil. It was bentonite + fly ash (20%, 30% and 40%) also observed that geopolymer is more + S (5%, 10% and 15%) after 14 daysof effective than biopolymer in terms of curing. stabilization. 5.Based on crumb test and double FUTURE SCOPE hydrometer test it was observed that Some recommendations made based on the bentonite was extremely dispersive present study for practical applications: (84.87%). However, it became non- dispersive with addition of more than 5  Efforts to reduce the cost of % of geopolymer. operation by searching other 6.It was observed that with addition of biopolymer, OMC increased and MDD natural alkaline materials. decreased for bentonite soil. However,  Filed applications of this method The UCS value increased with addition by using suitable technology. of biopolymer.  Application of geopolymer in 7.With same percentage of gum, it was stabilization of other low strength observed that bentonite soil stabilized high compressible lays. with guar gum has better strength compared to that of Xanthan gum.  Applications of biopolymer in 8.Based on durability test the RLS was mine reclamation as is is maximum for Xanthan gum (1%) and environmental friendly in guar gum (1%). The RLS decreased with controlling erosion and dust. increased percentage of Xanthan gum but, for guar gum . RLS obtained was optimum at 1%. REFERENCES Al-Kiki, M.I., Al-Ata, A.M. and Al- 9.Based on crumb test and double Zubaydi, H.A. (2011). “Long hydrometer test it was seen that term strength and durability of bentonite soil was extremely dispersive clayey soil stabilized with lime.” (89.57%) and became non-dispersive Eng. and Tech. Journal, 29 (4), pp. 728. with addition of biopolymer. ASTM (1997). Standard Specification for 10.It was observed that with addition of Coal Fly Ash and Raw or biopolymer, OMC increased and MDD Calcined Natural Pozzolana for decreased for pond ash. However, The use as a Mineral Admixture in Portland Cement Concrete, UCS value increased with addition of C618-94a, Annual book of

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ASTM standards, Vol. 04.02. Bureau of Indian Standards. Baytar, A. (2005). “Effects of fly ash and IS: 2720 (part XLI), 1977. Determination desulphogypsum on the geotechnical of swelling pressure, Bureau of Indian properties of Standards. IS: 2720 (part 4), 1985. Grain çayirhan Soil”. A Master of Science thesis submitted to the size distribution of soil, Bureau of Indian graduate school of natural and Standards. applied sciences Of Middle East technical university. IS: 1498, 1970. Classification of soil, Bureau of Indian Standards. Chen, F. H. (1975). “Foundations on expansive soils”, Elsevier Jones, D.E J. and Holtz, W.G. (1973). Science, Amsterdam, The “Expansive soils-The Hidden Disaster,” Netherlands. Cokca, E. (2001). “Use of class C fly Civil Engineering, ashes for the stabilization of an Vol.43, Nov. 8. expansive soil”. Journal Palomo, A., Grutzeck, M.W. and Blanco, ofGeotechnical and M.T. (1999). “Alkali-activated Geoenvironmental Engineering, fly ashes-cement for the future”.Journal of Cement and 127 (7), pp. 568-573. Hardjito, D., Rangan, BV. “Development Concrete Research, Elsevier and properties of low-calcium Science Ltd., 29, 1323-1329. fly ash based geopolymer Parhi, P.S. and Das, S.K. (2014). “Suitability concrete – research report GC of alkali activated fly ash binder 1”.Perth; 2005. as stabilizing agent for expansive IS: 2720 (part 3, sec. 1), 1980. soil,” ISCSI, ASCE India Section, Determination of specific Hitex, Hyderabad, Telangana, gravity, Bureau of Indian India Standards. Sabat, A.K., Behera, S.N. andDash.S.K. (2005). “Effect of flyash-marble powder IS: 2720 (part 8), 1980. Determination of on the engineering properties of an water content-dry density expansive soil”. Proceedings of the Indian relation using standard Geotechnical Conference, Ahmedabad, compaction, Bureau of Indian December, pp. 269-272. Standards. Satyanarayana, P.V.V, Rama Rao, R.and IS: 2720 (part XL), 1977. Determination Krishna Rao, C.V. (2004). “Utilization of of free swell index, Bureau of Indian lime fly ash stabilized expansive soil in Standards. road side embankments”. Proceedings of IS: 2720 (part 5), 1985. Determination of Indian Geotechnical Conference, liquid limit, plastic limit and shrinkage Warangal, pp. 465-467. limit,

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