A Study on Wood Ash, Alternative Material for Stabilizing Clay Soil

IJSRD - International Journal for Scientific Research & Development| Vol. 4, Issue 05, 2016 | ISSN (online): 2321-0613

A Study on Wood Ash, Alternative Material for Stabilizing Clay Soil Gyaneshwar Singh Uchariya1 Prof. M.K. Trivedi2 1 Student 2Assistant Professor 1,2 Department of Civil Engineering 1,2 M.I.T.S College, Gwalior (M.P) Abstract— Soil is a curious material. Which materials are not useful for human life, that type of waste materials such as rice husk, lime stone ash, marble dust ash fly ash, wood ash, may used to soil stable. Flues of biomass contains an important amount of CaO therefore, the substitution of unslaked lime as a binder for silt and clay soil stabilization by wood ash seems to be reasonable way of wood ash utilization. Mixing of such material will gain the physicals as well as chemicals properties of soil. Soil properties to be increased are CBR value, shear strength, liquid properties of soil. Soil properties to be increased are CBR value, shear strength, liquid limit, compressive strength, and bearing capacity. Plasticity index was 27% reduced and increased CBR and strength 25 to 45% and 35 to 50% that result are investigated in the basis of successful implementation of wood ash utilization as a binder for clay stabilized in practice.

Key words: Soil Stabilized, Clay Soil, Wood Ash Stiffness, Strength I. INTRODUCTION Global warming is a very big matter. In modern times, with more awareness about the harmful effects of global warming, the issues are taken with big awareness. There is a point of fact that the usage of waste materials are contributing factor to the cause of the global warming, which ultimately result in the ending of the planet altogether. Perhaps the best part to use waste materials for construction works.

In this paper to utilize the wood ash for stabilization for silt and clay soil for construction work, highway work, foundation work.

II. OBJECTIVE In modern year, promote of energy production from biomass in European union has led to a strong increased in the quantity of combustion reside like, wood ash at present a great friction of wood ash produced and dispose-off in land filing. Constructions of highways on the soft or silt and clay soil are produced problem due to their softening property and low shear strength. Soil laboratory test of soil samples from to environment show that whereas the soil is common site where acidic (pH=6.0). The soil from dumped construction sites were alkaline (Ph=8.6), these result implantation that wood ash behaved like lime which use to reduced acidity.

A. Previous Work on Soil Modifier by using Lime Fore stabilization of silt and clay soil mixing of unslaked lime (if soil moisture is low, hydration of lime can be used) with the soil prevents technology. When binders such a cement lime and fly ash are blended with soil in presence of water, a set of reaction occurs that result in associations of

lime (CaO) in binder and the formation of cementation and pozzalanics gels.

CaO+H2O = Ca(OH)2 (1) Ca(OH)2 = Ca2++2(OH)(2) Ca2++2(OH)+SiO2 = CHS (3) Ca2++2(OH)-+Al2O3 = CASH (4) That reactions are referred to simultaneous and pozzalanics reaction that result in formation of simultaneous gels. That improved strength was found to be roughly CHS for short term strength and pozzalanics reaction product, CASH for long term strength gain.

III. MATERIAL AND METHODS A. Soil Sample and Sample Preparation Bulk samples of silt and clay soil obtained from a dug pit from lake or pound and take the sample to laboratory, where that samples were air dried for 2-3 weeks or that sample were dried from oven machine before testing. Wood ash was obtained from bakers industries. wod ash sieved through ISI sieve of 75 Âľm to be obtained the friction needed for wood ash- clay reaction.

IV. METHODOLOGY The following tests were carried out on clay soil in its natural states and when mixed varying proportion percentages (5, 10, 15, 20, 25) of wood ash, particle size distribution, Atterberg limit, Proctor compaction test, Specific gravity test, Unconfined compressive strength test and CBR value.

The mixing of wood ash, soil and water has done manually in a sample tray. Compaction test has carried out CBR moulds in order that CBR value can be determine at various moisture content and compacted. Strength values have obtained by unconfined compressive testing. CBR measurement taken at minimum 7 to 28 days respectively, to finding the development of strength with time specific gravity as well as the pH of wood ash also determines.

Element % Element Range Ground Oxidea (%)b Limestone CaO 32.342 Ca 2.20-30.45 30.00 K2O 0.29 K 0.10-10.00 0.12 Al2O3 1.33 Al 0.45-30.00 0.25 MgO 1.4 Mg 0.10-2.48 4.11 Fe2O3 5.05 Fe 0.20-2.10 0.25 P2O5 0.02 P 0.10-1.39 0.07 Na2O 2.32 Na 0.00-0.54 0.08 SiO2 53.4 N/AC N/AC -----Mn 0.00-1.29 0.05 Ni 0.02-0.77 0.01 CaCO3 eq. 32.00-90.00 100.00 pH 10.02 9.00-12.51 9.90 Table 1: Chemical composition of wood ash a This study

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A Study on Wood Ash, Alternative Material for Stabilizing Clay Soil (IJSRD/Vol. 4/Issue 05/2016/280) b c

From literature (Risse and Harris 2000).

N/A = not available.

A. Particle Size Distribution The clay soil analysis comprise 13% gravel, 11% sand, and 78% fine (silt and clay) the fine plots in means plasticity range of the casagrande plasticity chart. when wood ash has mixed with clay soil, there has a reaction in fine content and increase sand and gravel content show in Table No.2 the addition of wood ash to clay supplied of Ca 2+ by dissection of the product Ca2+ and H2O with wood ash. The resulting of lime replaced the weaker metallic positive ions (Na+, K+, and Mg2+) from exchange compound of clay.

Wood ash % Combined silt and clay Sand Gravel 0 78 11 13 6 75 14 13 12 62 20 20 18 58 26 16 Table 2: Grain size distribution of clay at varying percentages of fly ash and wood ash B. Atterberg Limit The variation of liquid limit, plastic limit, plasticity index, and linear shrinkage with various percentages of wood ash shown in graphically Fig1. These result shown both the liquid limit and plastic limit increased with increasing percentages of wood ash, where the plasticity index and linear shrinkage decrease with increased percentages of wood ash. In this study, the wood ash treated clay became less plastic and more friable than the untreated clay. Linear shrinkage also was reduced.

to Ca2+ and OH- ions, order to supply more Ca2+ ions for cautions exchange reactions.

Fig. 2: Variation of maximum dry density with vary percentages of woodash

D. California Bearing Ratio Fig.4 show graphically results of CBR of compacted soaked and unsoaked sample at zero curing. It can be seen that the CBR value increased at percentages the wood ash increase to an optimum level, after which a decrease in CBR is noted.

Fig. 5 show the effect of curing on CBR of 15% wood ash – clay mixture (15% woodash yield the maximum CBR) compact at both ISI and BS. Fig. 5, an optimal CBR has recorded after 7 days of curing for both soaked and unsoaked samples there after reduced the time of CBR. Strength.

Fig. 1: Variation of Atterberg limiy and Linear shrinkage with varing percentage f woodash C. Proctor Compaction Compaction test results Figs.2 and 3 are shown in the graph.

Compaction test used the Indian standard institute, British standard, and Modified AASHTO standard compactive efforts. It’s can be seen that while the maximum dry density reduced with great proportion of wood ash, the optimum moisture content increase in all the compaction standards use. Again these results are consisting with those of other admixture used lime with fine grained soil. That two reason may verify the maximum dry density is decreased. The soil particles are replaces the other particles of wood ash comparatively low specific gravity.

The increasing optimum moisture content with increasing wood ash contents are thought to result from the increasing desire for water (as wood ash content quantity is increased), as more water are required for formation of lime like as product, Ca(OH)2, and dissolution of this product in

Fig. 4: Unsoaked and soaked CBR with varing percentages of woodash at zero curing

Fig. 5: Variation of CBR at 15% woodash at varing days of curing

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A Study on Wood Ash, Alternative Material for Stabilizing Clay Soil (IJSRD/Vol. 4/Issue 05/2016/280)

Unconfined compressive strength test has conduct on treat and untreated soaked samples compact maximum dry density and optimum moisture at ISI comactive effort.

Those results are given in Fig.6. Again optimum strength has attained at 15% of woodash.

ACKNOWLEDGMENTS The writer acknowledges the contributions of their teachers.

And special thanks to Dr. M.K. Trivedi, Civil Engineering Department of M.I.T.S. College Gwalior, DR. M.K. Trivedi, providing the facilities such as geotechnical laboratory and proper suggestion, best guidance. And author also wishes to acknowledge cooperation given by laboratory technician from faculty of Civil Engineering M.I.T.S. College Gwalior (M.P).

REFERENCES

Fig. 6: Variation of soaked unconfined compressive strength with varying percentage of woodash at zero curing It has not cleared that why there has this variation in time period of maximum strength development. Strength decrease after the peak development. 28 days of curing for lime treat soil, whose maximum strength developed in expected to be reached at curing period. Typical reactions producing cementing gels (hydration) are given below Ca(OH)2 → Ca2+ + 2(OH) Ca2+ +OH- + SiO2 (soluble clay silica) → calcium – silicate- hydrate (CHS) Fig.7 show the effect of curing on strength wood ash treated soil. As shown in that figure an increased in strength has recorded following curing. The strength has developed in 7 to 14 days curing for ISI compacted sample.

Fig. 7: Variation of soaked unconfined compressive strength at 10 to 15% of woodash at varing days V. CONCLUSION This study has the evaluated the extent to which lime contained in wood ash can be improved the physical, as well as the mechanical property of clay. This result also shows that wood ash reduces the plasticity and maximum dry density and increase the strength of clay soil. The strength is not sustained increase beyond the 14 days. Highest strength 23% increase is develop 7-14 days of curing at 15% wood ash mixing in clay soil. The implementation of these result is that wood ash, although contain lime as a chemical component, cannot be used as a soil modifier for construction purpose.

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