Description
ABSTRACT
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.
TABLE OF CONTENTS
Title page
Approval page
Dedication
Acknowledgement
Abstract
Table of content
CHAPTER ONE
1.0 Introduction
1.1 Background of the study
1.1 Aim and objective
1.2 Justification of the study
1.4 Area of study
1.4 scope of the study
CHAPTER TWO
2.0 literature Review
2.1.0 Soil stabilization
2.1.1 Mechanical stabilization
2.1.2 Chemical stabilization
2.2.0 Soil
2.2.1 Types of soil
2.2.2 Laterite Definition and theory
2.3.0 Engineering properties of soil
2.4.0 Purpose and effect of soil stabilization
2.5.0 Cement
2.5.1 Types of cement
2.5.2 Characteristics of cement
2.5.3 Cement stabilization
2.6.0 Lime
2.6.1 Lime stabilization
2.7.0 Bitumen
2.7.1 Bituminous stabilization
CHAPTER THREE
3.0 Material and methods
3.1.0 Materials
3.2.0 Laboratory test
3.2.1 particle size distribution [sieve analysis]
3.2.2 Atterberg limits
3.2.3 Plastic limits
3.2.4 Liquid limit
3.3.0 Compaction test
3.4 California Bering Ratio (CBR)
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
5.1.0 Conclusion
5.2.0 Recommendation
References
Appendix