Effect Of Stabilization Of Selected Lateritic Soil Using Cement Lime And Bitumen
(A Case Study Uruala, Naze Amuro And Obowo)
The soil sample used in this project were collected from Uruala, Obowo, Naze and Amuro Okigwe, and were treated with cement lime and Bitumen. From the data Obtained it is observed that sample from Okiwge and obowo are best stabilize using appropriate % of cement and lime than bitumen but soil from Uruala and Naze can be stabilize using cement, lime and Bitumen.
Stabilizing soil with the additives such as the once used in this project improves soil engineering properties. Optimum moisture content, Maximum dry density, liquid limit, particle size distribution test. The stabilizing agents were used in suitable quantity applying from 3% to 6% to 12% till maximum results were obtain.
As soil stabilization has been widely used as an alternative to substitute the lack of suitable material on site, identifying stabilizing agent and the % of the additive to be applied is necessary in order to reduce cost and achieve the desired goal. The effects of stabilization using cement lime and bitumen on lateritic soil is for the improvement of weak soil to gain the engineering properties of soil, increasing soil shear strength compressibility and permeability.
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Title page
Approval page
Dedication
Acknowledgement
Abstract
Table of content
CHAPTER ONE
1.0 Introduction 1
1.1 Background of the study 1
1.1 Aim and objective 5
1.2 Justification of the study 6
1.4 Area of study 6
1.4 scope of the study 7
CHAPTER TWO
2.0 literature Review 8
2.1.0 Soil stabilization 8
2.1.1 Mechanical stabilization 9
2.1.2 Chemical stabilization 10
2.2.0 Soil 12
2.2.1 Types of soil 13
2.2.2 Laterite Definition and theory 15
2.3.0 Engineering properties of soil 16
2.4.0 Purpose and effect of soil stabilization – – 21
2.5.0 Cement 22
2.5.1 Types of cement 23
2.5.2 Characteristics of cement 24
2.5.3 Cement stabilization 25
2.6.0 Lime 31
2.6.1 Lime stabilization 32
2.7.0 Bitumen 34
2.7.1 Bituminous stabilization 34
CHAPTER THREE
3.0 Material and methods 38
3.1.0 Materials 38
3.2.0 Laboratory test 38
3.2.1 particle size distribution [sieve analysis] 42
3.2.2 Atterberg limits 44
3.2.3 Plastic limits 45
3.2.4 Liquid limit 47
3.3.0 Compaction test 49
3.4 California Bering Ratio (CBR) 52
CHAPTER FOUR
4 discussion and analysis of result
4.1.0 Characteristics of natural samples
4.1.1 Portide size distribution and atterberge limits
4.2.0 Compaction test results
4.3.0 Characteristics of stabilized materials
4.4.0 Atterberge limits
4.5.0 Cement stabilized samples
4.6.0 Bitumen stabilized sample
4.7.0 California bearing ratio (CDR)
CHAPTER FIVE
5.0 Conclusion and recommendation 86
5.1.0 Conclusion 86
5.2.0 Recommendation 87
References 89
Appendix 90
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