This confirms that the project entitled Analysis of foundations and retaining walls on industrial waste submitted by Mr. no. 107CE039) in partial fulfillment of the requirements for the degree of Bachelor of Civil Engineering Technologist at NIT Rourkela, work duly executed under my supervision and direction. Accumulation of industrial waste represents a serious problem for industrial growth and human living. Since most of the industrial waste is dumped in heaps, studies have been carried out for foundations embedded in sloping ground.
Since the variations in the geotechnical properties of industrial waste are evident for various reasons, finally, the analysis of the reliability of foundations on industrial waste is also studied using the traditional limit equilibrium method, taking into account the variability of the parameters that contribute to the performance of the system.
CHAPTER-1
INTRODUCTION
INTRODUCTION
Estimating the load-bearing capacity of the foundation is an important parameter in the design of any substructures. In geotechnical engineering, bearing capacity is the ability of the soil to support the loads applied to the soil. The bearing capacity of the soil is the maximum average contact pressure between the foundation and the soil, at which no shear fracture may occur in the soil.
Research in seismic bearing capacity is in great demand due to the devastating effect of the foundations under earthquake conditions.
CHAPTER-2
MATERIALS AND LABORATORY INVESTIGATIONS
- MATERIALS
- LABORATORY INVESTIGATION
- TEST RESULTS
- SPECIFIC GRAVITY Specific gravity of Sand
- PROCTOR TEST
Red mud is a solid waste product of the Bayer process, the main industrial means of refining bauxite in order to provide aluminum as a feedstock for aluminum electrolysis by the Hall–Héroult process. Red mud is composed of a mixture of solid and metallic oxide-containing impurities and represents one of the most important disposal problems of the aluminum industry. The red color is caused by the oxidized iron present, which can make up up to 60% of the red mud mass.
Crusher dust has many of the useful properties of the stone from which it comes. If done incorrectly, soil settlement can occur and result in unnecessary maintenance costs or structural failure. Almost anything done improperly, soil settling can occur and result in unnecessary maintenance costs or structural failure.
Static force is simply the dead weight of the machine applying downward force to the ground. The only way to change the effective compaction force is by adding or subtracting the weight of the machine. This test is carried out to determine the density of fine grained soil by density bottle method as per IS: 2720 (Part III/Sec 1) – 1980.
Specific gravity is the ratio of the weight in air of a given volume of material at a standard temperature to the weight in air of an equal volume of distilled water at the same stated temperature. The specific gravity should be calculated at a temperature of 27 °C and reported to the nearest 0.01. Relative density, sometimes called specific mass or specific gravity, is the ratio of the density (mass per unit volume) of a substance to the density of a given reference material.
From Table 2.6 it can be seen that the red mud has the highest specific gravity of 3.06 among all the five industrial wastes used, while fly ash has the lowest specific gravity of 1.98.
CHAPTER-3
FINITE ELEMENT ANALYSIS OF FOUNDATIONS AND RETAINING
WALLS
METHOD OF ANALYSIS
It was originally intended to analyze the soft soil of river dams in the lowlands of the Netherlands. Soon after, the company Plaxis BV was formed and the program was expanded to cover a wider range of geotechnical issues. The result of the experiment with beam elements was applicable for flexible retaining wall and later use for analysis of flexible substrates and rafts. The effect of pseudostatic horizontal earthquake forces on the bearing capacity of foundations on sloping ground has been assessed using the Finite Element Method.
Two failure mechanisms were considered, based on the extension of features from the ground surface towards the footing from the inside or both sides. Only the one-sided mechanism was statically acceptable for calculating the bearing capacity factors Nc and Nq on sloping terrain. In hilly terrain, it is necessary to have support on a slope or on sloping ground.
It has been seen that limited studies have been carried out for the footing embedded in sloping ground and that too using limit equilibrium or analytical method. The figure below shows the geometry of the sloping ground with embedded footing at a slope angle of 15. The figure below shows the statement of soil for the above geometry for the standard prescribed displacement of 50 mm.
The figure below shows the geometry of a sloped terrain with a built-in footing for a slope angle of 30°. The figure below shows the geometry of the sloped terrain with a built-in base for a slope angle of 60°.
- RETAINING WALL
- Sand as backfill
- Fly ash as backfill
- Red mud as backfill
- Crusher dust as backfill
- Slag as backfill
- INCLINED RETAINING WALL
Retaining walls are constructed to support the backfill and designed to resist lateral pressure from soil that would otherwise move downward. The purpose of retaining walls is to stabilize slopes. The value of active earth pressure plays a major role in design criteria and it depends on soil parameters. In the present study, active earth pressure is calculated for industrial waste using the PLAXIS package. The purpose is to find out the effective earth pressure on the retaining wall due to backfilling.
In the above study, it can be found that the active earth pressure acting on the retaining wall is the maximum in the case of red mud when it is used as backfill followed by slag, crushing dust, sand and fly ash which is shown in table 3.1. This means that as the slope angle decreases from the vertical position, the value of the active earth pressure will decrease. However, only a few analytical solutions have been reported in design codes or published research for the calculation of active earth pressure, which is usually smaller in inclined walls than in vertical walls.
Ghanbari and Ahmadabadi (2009) have proposed some formulas to calculate the active earth pressure considering the limit equilibrium method. It can be seen that the earth pressure decreases as the angle of the retaining wall increases. It was also observed that the maximum active earth pressure was observed for red mud, followed by pulverized dust, fly ash, slag and sand.
High earth pressure value of red mud is due to its high density value and comparably low value. Similarly, fly ash has significantly less earth pressure value due to its low density value.
CHAPTER-4
RELIABILITY ANALYSIS OF SHALLOW FOUNDATIONS
- RELIABILITY
- RELIABILITY ANALYSIS
- METHODS OF RELIABILITY
- CALCULATION OF RELIABILITY INDEX
Reliability is the ability of a system to operate satisfactorily without reaching a limit state in a certain period of time (planning period) or it is also defined as a probability measure of guaranteeing system operation. The risk of failure of any geotechnical system can be reduced by considering the variability of parameters that contribute to system performance. This can be achieved by identifying the most common cause of failure and using reliability analysis.
For computational purposes, reliability can be taken as the probability of survival and is equal to one minus the probability of failure. System reliability can be determined by the reliability index, β, was first defined by Cornell. Reliability analysis methods can be classified based on the types of calculations performed and approximations made.
They can be characterized as probabilistic methods of analysis as based on the knowledge of joint probability distribution function of all basic variables. The probability of failure as determined from the Level -2 methods can be verified using simulation techniques such as. The shortcoming of the First Order Second Moment approach is that the results purely depend on the values of variables used against which the partial derivatives are calculated, since it is difficult to evaluate partial derivatives directly.
The critical point (design point) can be obtained through iterations, which tend to converge quickly. Using Terzaghi's equation (1.1a and 1.1b), the ultimate carrying capacity of industrial waste was calculated and is shown in the spreadsheet (Figure 4.4).
CHAPTER-5
CONCLUSION AND SCOPE FOR FUTURE WORK
CONCLUSIONS
The dumping of industrial waste is covering a large area of valuable land and also polluting the environment. In this study an attempt has been made to evaluate the properties of industrial wastes such as fly ash, red mud, crusher dust, blast furnace slag for use as foundation bed and fill in retaining structures. An attempt has also been made to use reliability analysis for the foundation on industrial waste based on the properties of the waste according to laboratory investigations.
The specific gravity of red mud was found to be 3.06 which is the maximum and fly ash has the minimum specific gravity of 1.98. However, red mud is found to have the highest dry density values and fly ash has the lowest maximum dry density. iii). It is found that the angle of internal friction in the case of natural sand is higher compared to all other industrial wastes. iv).
It was found that the bearing capacity decreases with an increase in the angle of inclination and also with an increase in seismic forces. in). Behind the inclined retaining wall, the highest active earth pressure was observed for red mud, followed by crushing dust, fly ash, slag, and sand. The high earth pressure value of the red mud may be due to its high density and comparatively low value of .
Similarly, due to its low density, fly ash has a significantly lower earth pressure value. you). Based on the reliability analysis of a typical foundation on a hypothetical soil with properties lying between those of industrial waste, it was found that the reliability index is 2.77, which corresponds to an average performance and failure probability of 0.3%.
SCOPE OF FUTURE STUDIES
APPENDIX
7] IS 2720 : Part VII : 1980 Methods of test for soils - Part VII : Determination of water content to dry density ratio by light compaction.
