Effect of Stabilization Using GGBS on Engineering Properties of Black Cotton Soil Sufyan Ans ari * Student Final Year ITM-College of Engineering Nagpur, India
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D u s h y a n t Y a d av av Student Final Year ITM-College of Engineering Nagpur, India
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Kavita S. Kene
Hem ant V. Hajare
Asst. Professor ITM-College of Engineering Nagpur, India
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Principal ITM-College of Engineering Nagpur, India
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A k s h a y k u m a r B h u y a r k ar ar Student Final Year ITM-College of Engineering Nagpur, India
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A k s h a t a L a n j ew ew a r Student Final Year ITM-College of Engineering Nagpur, India
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Abstract: Soil stabilization can be explained as the alteration of the soil properties by chemical or physical means in order to enhance the engineering quality of the soil. The main objectives of the soil stabilization are to increase the bearing capacity of the soil, its resistance to weathering process and soil permeability. Stabilization is a broad sense for the various methods employed and modifying the properties of a soil to improve its engineering performance and used for a variety of engineering works. In today’s soil stabilization is the major problem for civil engineers, either for construction of road and also for increasing the strength or stability of soil and reduces the construction cost. Ground granulated blast furnace slag (GGBS) material is used in the current work to stabilize soil (clay). The main objectives of this paper were to investigate the effect of GGBS on the engineering property (optimum moisture content and maximum dry density, plastic limit, liquid limit, compaction, unconfined compressive strength, triaxial and California bearing ratio test) of the soil and determine the engineering properties of the stabilized. Granulated shaped blast furnace slag is most suitable for increasing the strength of the soil and for this we check the following property of soil. GGBS are added from 0% to 40% by dry weight of soil, first of all check the all soil property at 0 % (no GGBS) and then compare after addition of GGBS from 10% to 40%. On the basis of Standard Proctor test & Unconfined Compressive Strength test the optimum percentage of GGBS GGBS is 10%. Investigations showed that generally the engineering properties which improved with the addition of GGBS. The California bearing ratio of soil increases as the percentage of GGBS replaced in increase. Keywords: California bearing ratio test, GGBS, Soil Stabilization, Unconfined Compression test. 1.0 INTRODUCTION
B
lack clayey soil (BC Soil) represents a wellknown category of problematic from civil engineering point of view. They exhibit large volumetric changes shrinkage and swelling behaviour if the moisture content changed. Due to this nature this type of soil is susceptible to damage to the structures and pavements founded on it. In India expansive soils cover about 0.8X10⁶ km² areas approximately 20% of surface area. 40 to 60% of the Black clayey soil (BC soil) has a size less than 0.001 mm. At the liquid limit, the volume change is of the order of 200 to 300% and results in swelling pressure as
* Corresponding Author
2
2
high as 8 kg/cm to 10 kg/cm . As such Black clayey soil (BC soil) has very low bearing capacity and high swelling and shrinkage characteristics. Soaked laboratory CBR values of Black Clayey soils are generally found in the range of 2 to 4%.Structures founded in areas with soft or weak soil have need for improvement of soil properties by using additives. Soil stabilization techniques are used to improve shear strength, CBR, reducing expansive characteristics, etc. For any landbased structure, The foundation is very
important and has to be strong to support the entire structure. In order for the foundation to be strong, the soil around it plays a very critical role. The process of soil stabilization helps to achieve the required properties in a soil needed for the construction work. Stabilization has started to take a new shape. With the availability of better research, materials and equipment, it is emerging as a popular and cost-effective method for soil improvement. Many waste materials are used to modify the characteristics of soft soils. Traditionally the soils are stabilized by lime, cement, etc. In recent year the uses of waste materials like fly ash, plastic, rice-husk ash, slag, etc. for soil stabilization is gaining importance. Here, in this project soil stabilization has been done with the help of Ground Granulated Blast Furnace Slag (GGBS or GGBFS) which is obtained by quenching molten iron slag from a blast furnace in water or steam. The GGBS we are using in this project is obtained from the Uttam Galva Steel Plant situated at Wardha, Maharashtra. And the soil we are using for testing is from behind Hanuman Mandir, ITM- college of Engineering, Kamptee Campus. By physically observing the soil we concluded that the soil is of Black Cotton Soil. The real characteristic of soil can be determined by doing the primary tests on soil i.e. Sieve analysis, Atterberge’s limit, etc.
[5]
Whitehurst and Yoder (1952) : Two percent lime is insufficient to affect appreciably the performance of the soils tested. Five percent lime, or more significantly increased both strength and durability of these soils. Increased length of curing before testing was, in general, beneficial. Of the soils tested, the gravel and the least by the drift soil derived the greatest benefits of adding lime. The dynamic test employed seems to be quite adequate as a measure of progressive deterioration and merits further consideration. 3.0 MATERIALS AND METHODS 3.1.1 Black Cotton Soil
The soil we are using for testing is from behind Hanuman Mandir, ITM- college of Engineering, Kamptee Campus. By physically observing the soil we concluded that the soil is of Black Cotton Soil. The black cotton soil has been used as a base material in this study. It has been replaced partially by GGBS by weight of dry soil. The clayey soil involved in this research was collected from outside campus wall, near main gate of ITM- College of Engineering, Kamptee, Nagpur. The soil sample was disturbed. The soil is classified as clay of high plasticity (G s = 2.27) with expansive behaviour. Table 1: Basic Properties of Soil
The main objective of this investigation to improved the Engg. Properties of soil with addition of GGBS.
Sr. No.
Description of item
Result
1
Natural water content
2.43%
2.0 LITERATURE REVIEW
2
Sieve analysis
Sand= 8.73%
The engineering properties of clayey subgrade soils may need to be improved to make them suitable for construction using some sort of stabilization methods. Stabilization of pavement sub-grade soils has traditionally relied on treatment with lime, cement, or waste materials such as fly ash, slag, Silica Fume, GGBS, etc. Many researchers are looking for alternative materials for soil stabilization; fly ash is an effective agent for chemical and mechanical stabilization of soil. [4]
Havelin and Kahn (1950) : The tests showed that small amounts of lime with fly ash develop considerable strength when mixed with aggregates such as sandy soil, slag, and crushed stone. Good resistance to wetting and drying and freezing and thawing is also evident. Resistance to freezing and thawing is greater in specimens which have cured for longer periods. The use of calcium chloride increases the early strength.
Clay= 91.27% 3
Liquid limit
41.80%
4
Plastic limit
22.46%
5
Plasticity index
19.34%
6
Specific gravity
2.27
7
Type of soil
CL
3.1.2 Groun d Granu lated Blast Furnace Slag (GGBS):
Source: Uttam Galva Steel Plant, Wardha Maharashtra 442001. Granulated Blast Furnace Slag is obtained by Rapidly chilling (quenching) the molten ash from The furnace with the help of water. During this Process, the slag gets fragmented and Transformed into amorphous granules (glass). The Granulated slag is ground to desired fineness For Producing GGBS.
sectional area was calculated by dividing the area by (1- ε) and then the compressive stress for each step was calculated by dividing the load with the corrected area 3.1.5 Proctor com paction t est
This experiment gives a clear relationship between the dry density of the soil and the moisture content of the soil. The equations used in this experiment are as follows:
Fig.1: Ground Granulated Blast Furnace Slag 3.1 Methods of Testing The laboratory tests carried out on the Natural soil include Sieve analysis, Atterberge’s Limits, Specific gravity, Free swell test, Standard Proctor test, Unconfined Compressive strength Test and California Bearing Ratio test. 3.1.3 California B earing Ratio Test
The California Bearing Ratio test is conducted for evaluating the stability of the sub grade and the material used in sub base and base of the flexile pavement. The plunger in the CBR test penetrates the specimen in the mould at the rate of 1.25 mm per minute. The loads required for a penetration of 2.5mm and 5.00mm are determined. The penetration load is expressed as a percentage of the standard load at the respective penetration level of 2.5mm or 5.0mm. CBR Value = (Penetration Load/Standard Load) x 100 The CBR value is determined corresponding to both penetration levels. The greater of these values is used for the design of the pavement. 3 .1 .4 U n c o n f i n e d c o m p r e s s i o n t e s t
This experiment is used to determine the unconfined compressive strength of the soil sample which in turn is used to calculate the unconsolidated, undrained shear strength of unconfined soil. The unconfined compressive strength (qu) is the compressive stress at which the unconfined cylindrical soil sample fails under simple compressive test. The experimental setup constitutes of the compression device and dial gauges for load and deformation. The load was taken for different readings of strain dial gauge starting from ε = 0.005 and increasing by 0.005 at each step. The corrected cross-
4.0 RESULTS AND DISCUSSION 4.1 Standard Proctor Test Standard Proctor tests were used to establish the dry density-moisture content relationship and carried out the test of soil with various amounts of GGBS added consider the effect of GGBS on optimum moisture content and maximum dry density the test of soil with 0 % to 40% by dry weight of soil. Table 2: Effect of GGBS on OMC and MDD GGBS (%)
OMC (%)
MDD (gm/cc)
0
23
1.57
10
19.5
1.6
20
19.5
1.57
30
19.5
1.58
40
18
1.57
1.62 1.59
c c / 1.56 m1.53 g 1.50 y t i s 1.47 n e 1.44 D 1.41 y r D 1.38
SG0 SG10 SG20 SG30 SG40
1.35 11.00
16.00
21.00
26.00
31.00
Water Content %
Fig.1: OMC and MDD from 0% to 40 %
36.00
4.2. Effect of GGBS Compressive Strength
on
Unconfined
Soil with various amounts of GGBS added to determine the effect on compressive strength of soil with 0 % to 40% by dry weight of soil. Table 2: Effect of GGBS on Compressive Strength of Soil GGBS (%)
UCS (kg/cm2)
0
0.96
10
1.56
20
1.16
30
1.03
40
0.41
0
2.13
10
2.13
20
1.42
30
2.13
40
3.55
the
following
1. C B R value increases with increases in percentage of GGBS that show the densification of soil takes place and more suitable for pavement thickness.
SG0 SG10
1.00 SG20 SG30
0.50
SG40 0.00 0.1
CBR Value
By analysis of result conclusions may be drawn:
1.50
0.05
GGBS (%)
5.0 CONCLUSION
2.00
0
Table3: Effect of GGBS on CBR Value
0.15
Fig.2: Unconfined compressive strength (0% to 40%) 4.3. California Bearing Ratio Test Soil with various amounts of GGBS added to determine the effect on California bearing ratio test of soil with 0 % to 40% by dry weight of soil. 140.00 120.00
g 100.00 K n 80.00 i d a o 60.00 L
SG0
2. Densification of soil (clay) takes place with increases in percentage of GGBS and plasticity index is more than 17 % thus making the soil suitable for embankment and for pavement of light and medium traffic. The pavement thickness will be reduced considerably with increases in percentage of GGBS With the increases in % of coarse particles causes increases in permeability and reducing the influence of pore water pressure and enhance the self-strength of soil, so stability of soil increases. On the basis of the Standard proctor test & Unconfined Compressive strength test the optimum percentage of GGBS IS 10%. 6.0 ACKNOWLEDGEMENT The authors are gratefully acknowledging the support extended by the respective institute in bringing out this article. We also thankful to Final year project (B.E student), all teaching and non teaching staff of civil engineering department ITMCOE Kamptee, Nagpur and Mr. Sanjay Wankhede CEO of GEOsystems Research and Consultants (I) Pvt. Ltd and all of his staff members.
SG10 SG20
40.00 SG30 20.00 SG40
References [1] Prof. Krishna Reddy, UIC, 2008, Engineering Properties of Soils Based on Laboratory Testing (9).
0.00 0.0
3.0
6.0
9.0 12.0
Penetration in mm
Fig 3: CBR Value (0% to 40%)
[2] http://www.engineeringtraining.tpub.com/140 70/css/14070_424.htm (8) [3] Ashish Kumar Pathak et al Int. Journal of Engineering Research and Applications
ISSN: 2248-9622, Vol. 4, Issue 5(Version 2), May 2014, pg.164-171. [4] L. J. Minnick, W. H. Carson, R. M. Miller, Lime-Flyash Compositions for Use in Highway Construction Proc. HRB Vol. 30 (1950) pg. 489. [5] E. A. Whitehurst, E. J. Yoder, Durability Tests on Lime-Stabilized Soils. Proceedings HRB Vol. 31 (1952), pg. 529. [6] Journal of Applied Sciences Research, 8(4) (2012), pg. 2193-2196 [7] Effect of Stabilization Using Fly ash and GGBS in Soil Characteristics, International Journal of Engineering Trends and Technology (IJETT) – Volume 11 Number 6 - May 2014, pg. 284-289. [8] J.M. Hoover, D.T. Davidson, Preliminary Evaluation of Some Organic Cationic Chemicals As Stabilizing Agents for Iowa Loess , Iowa Eng. Exo. St.1956. [9] Electronic Journal of Geotechnical Engineering, Vol. 17 (2012), pg. 2443-2461. [10] Fly Ash Utilization Programme TIFAC, Vol. VIII, pg. 5.1-5.10.
(FAUP),
Author ’s Biography Dr. H. V. Hajare has done his B.E & PG from VNIT College and doctorate degrees from RTMUN. He has more than 26 year teaching Experience. He has Published 27 research papers in National & International Journals. Is a life member of various professional bodies, Prof. Kavita Kene obtained PG degrees from RTMNU University. Her area of specialization is Structural Engineering. She has Published 06 research papers in International Journals & 03 papers in international conferences. Mr. Sufyan Ansari pursuing B.E. in Civil Engineering from RTM Nagpur University. His area of interest is Geotechnical Engineering. He has completed Diploma in Civil engineering from MSBTE.
