This thesis-Project report is submitted as a part of M Tech in Civil Engineering.You can take help of this thesis to prepare your M Tech B Tech Final year project report.
Abstract:-
Energy requirements for the developing countries like India in particular are met from coal-based thermal power plants, where 75% of the total power obtained is from coal-based thermal power plants. The coal reserve of India is about 200 billion tonnes (bt) and its annual production reaches 250 million tonnes (mt) approximately. About 70% of this is used in the power sector. In India, unlike in most of the developed countries, ash content in the coal used for power generation is 30–40%. High ash coal means more generation of a large amount of fly ash. India ranks fourth in the world in the production of coal ash as by-product waste after USSR, USA and China, in that order. Huge amount of coal ash generation creates major problems for their disposal. Therefore large quantity coal ash has to be suitably disposed off.
Primarily, the coal ash is disposed off using either dry or wet disposal scheme. In dry disposal, the fly ash is transported by truck, chute, or conveyor at the site and disposed off by constructing a dry embankment (dyke). In wet disposal, the fly ash and bottom ash are transported as slurry through pipe and disposed off in pond ash. There are no well defined design guidelines and code practices available for construction and maintenance of ash dykes. So in past there are so many failures of ash dykes are observed. Main reason for failure of ash dyke is due to ineffective functioning of filter or internal drains. The purpose of filter in the case of ash dyke is to protect the fly ash against being carried away with seepage and at the same time it should have adequate permeability to take out the seepage water in order to keep the fly ash in a dry condition avoiding liquefaction due to any disturbance. Natural river sand is used as the conventional filter material. However, the non-availability of required graded sand in and around construction site and in all seasons possesses problems to the construction of ash dykes. Non-availability of good sand during monsoon also affects the sustained and pre-planned construction of ash dykes in monsoon season. Coarse pond ash and bottom ash which are the waste products of thermal power plant and non-plastic in nature and available abundantly in thermal power plants may replace the conventional sand as a filtering material.
Limited work has been reported in the literature on evaluation of the geotechnical properties of coal ash and their utilisation in filter media in ash pond dykes. This present work aims to find out the geotechnical properties of coal ash subjected to different loading intensity and its filter criteria. For this purpose coal ashes like bottom ash and coarse pond ash samples used in this study were collected from hopper and ash pond of NTPC, Kaniha, Odisha respectively.
Coarse sand was collected from Brahmini River whereas fly ash was collected from RSP, Rourkela. Coal ashes, coarse pond ash and bottom ash and sand were subjected to both dynamic and static compaction. Then for all the samples physical property, index properties, and geotechnical properties like grain size distribution, dry density, coefficient of permeability, crushing strength, strength parameters have been found out when samples were subjected to both dynamic and static compaction and also model test has been done to find out the filtering capabilities of these materials.
Based on the experimental findings the following conclusions are drawn. Specific gravity of pond ash and bottom ash are found to lower than that of conventional earth material. As the dynamic compaction energy and static stress increases, particles crushed. The gradation changes from uniformly graded to well grade. These samples show higher maximum dry density compare to virgin sample. After crushing due to both static and dynamic compaction, the coefficient of permeability of coal ash and sand samples decrease. Strength parameters of coal ashes and sand subjected higher compaction energy and static stress are found to be higher when tested at their minimum and maximum densities. At low load intensity crushing coefficient of coal ash is higher than sand but at very high load intensity crushing coefficient of sand is higher than coal ash. From the model test it was found that coefficient of permeability of all the virgin samples and layered samples decrease with increase in time due to settlement of fly ash slurry. After 60 min. values of coefficient of permeability of all samples are found to be same and do not change with time. So as per permeability criteria coarse pond ash and bottom ash can replace sand in filters. From the model test it was found that turbidity of all the virgin samples and layered samples decrease sharply with increase in time. It is found that coarse pond ash, bottom ash and sand used in the present study meets the filter criteria as per Indian standard of practice. After crushing in both static and dynamic compaction it is found that all three samples coarse pond ash, bottom ash and sand used in the present study meets the filter criteria as per Indian standard code of practice. Use of both coarse pond ash and bottom ash as a filter material also reduces the cost of construction of ash dyke. It is also an effective means of utilisation of thermal power plant waste.
This thesis-Project report is submitted as a part of M Tech in Civil Engineering.You can take help of this thesis to prepare your M Tech B Tech Final year project report.
Abstract:-
The twisted panel has various applications in turbine blades, compressor blades, fan blades and particularly in gas turbines. Many of these plates are subjected to in-plane load due to fluid or aerodynamic pressures.Hence it is necessary to study their behaviour under differnt types of loads. In these days,composite materials are increasingly used as load bearing structural components in aerospace and naval structures, automobiles, pressure vessels, turbine blades and many other engineering applications because of their high specific strength and stiffness. The analysis is carried out using ANSYS software. An eight-node soparametric quadratic element is considered in the present analysis with five degrees of freedom per node.In ANSYS, the shell 281 element with five degrees of freedom per node is used. An eight by eight mesh is found to give good accuracy.
The vibration and stability behaviour of composite laminated twisted plate under various types of non-uniform in-plane loading is studied. The effect of number of layers, changing angle of twist, width to thickness ratio, aspect ratio, etc on the vibration and buckling loads are presented. It is observed that for increasing angles of twist of laminated composite plate with different in-plane load conditions, the vibration and buckling both decreases. Also as the number of layers increases, the vibration and buckling parameters of the laminated twisted plate are both observed to increases.
This thesis-Project report is submitted as a part of M Tech in Civil Engineering.You can take help of this thesis to prepare your M Tech B Tech Final year project report.
Abstract:-
The evolution of computational geotechnical engineering analyses closely follows the development in computational methods. The soil is considered as a complex material produced by the weathering of solid rock. Due to its uncertain behavior, modeling the behavior of such
materials is complex by using more traditional forms of mechanistic based engineering methods like analytical and finite element methods etc. Very often it is difficult to develop theoretical/statistical models due to the complex nature of the problem and uncertainty in soil parameters. These are situations where data driven approach has been found to more appropriate than model oriented approach. To take care of such problems in artificial intelligence (AI) techniques has been developed in the computational methods. Though AI techniques has proved to have the superior predictive ability than other traditional methods for modeling complex behavior of geotechnical engineering materials, still it is facing some criticism due to the lack of transparency, knowledge extraction and model uncertainty. To overcome this problem there are developments of improvised AI techniques. Different AI techniques as ‘black box’ i.e artificial neural network (ANN), ‘grey box’ i.e Genetic programming (GP) and ‘white box’ i.e multivariate adaptive regression spline (MARS) depending upon its transparency and knowledge extraction. Here, in this study of GP and MARS ‘grey box’ and ‘white box’ AI techniques are applied to some geotechnical problems such as prediction of lateral load capacity of piles in clay, pull-out capacity of ground anchor, factor of safety of slope stability analysis and ultimate bearing capacity of shallow foundations. Different statistical criteria are used to compare the developed GP and MARS models with other AI models like ANN and support vector machine
(SVM) models. It was observed that for the problems considered in the present study, the MARS and GP model are found to be more efficient than ANN and SVM model and the model equations are also found to be more comprehensive. But as every numerical method has its own
advantages and disadvantages and are also problem specific, there is a need to apply these techniques to other Geotechnical engineering problems to draw final conclusions regarding its efficacy.
The area of vertically irregular type of building is now having a lot of interest in seismic research field. . Many structures are designed with vertical irregularity for architectural views. Vertical irregularity arises in the buildings due to the significant change in stiffness and strength. Open ground storey (OGS) is an example of an extreme case of vertically irregularity.
The typical OGS and stepped types of irregularities are considered in the present study. For OGS buildings, the Magnification factors (MF) are suggested by the design codes, for the design of the open ground storey columns. The present study focus on the performance of typical OGS buildings designed considering various magnification factors as well as the stepped type buildings with different geometry configurations using fragility analysis and reliability analysis. The critical inter-storey drift is considered as an intensity measure.
OGS Building frames designed with various MFs and stepped irregular frames with different infill configurations, and having heights (6, 8 &10 stories) are considered for the present study. Fragility curves are developed for each type of buildings as per the methodology introduced by Cornell (2002). PSDM models are developed for each frames and the corresponding fragility curves are generated. Conclusions on the relative performances of each frame are drawn from the PSDM models and fragility curves. It is observed that in terms of performance, a building with infill walls in all stories is equally comparable with an OGS framed building with MF of about 1.5. Performance of the OGS frame increases with the increase in MF, but it makes the adjacent storey vulnerable.
The study is extended to the seismic reliability of typical OGS building with various MFs and also the stepped type buildings with different infill configurations in Manipur region (Ukhraul), which is one of the most vulnerable regions in India. The reliability is found out by combining a fragility curve with a seismic hazard curve of the region.
The seismic hazard curve for the present study is chosen from the study conducted by Pallav et. al (2012). The reliability of all the frames is evaluated for an earthquake intensity of 2% probability of occurrence of in 50 years at collapse prevention performance level. The performance of the buildings is assessed by comparing the reliabilities achieved with the target reliabilities suggested as per ISO 2394 (1998).
It is observed that the frames without any infill walls failed to achieve the target reliabilities. The building provided with infill walls throughout all stories uniformly, achieves the target reliabilities. The stiffness of infill walls is a significant factor that improves the performance of buildings during earthquakes.
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Bicycle level of service (BLOS) methodologies have been developed for suburban and urban as well as for rural road segments. Although, today, the utilitarian bicyclist requires access to suburban, urban, and rural environments to safely travel between home and work. In order to complement BLOS methodologies which incorporate mental stressors along road segments, this study develops a methodology by which BLOS and Bicycle compatibility Index (BCI) can be found out by qualitative analysis.
Qualitative analysis deals with real-time human perceptions taking into account the satisfaction level of bicyclists while riding along a road. The satisfaction level of the bicyclist or the compatibility of the road for bicyclists is derived from a survey where bicyclist are asked questions based on their perception about safely, visibility and convenience. The survey is conducted on numerous bicyclists and their view are taken down in the form of ratings. These rating can be represented in a graphical form so as to give a clear picture of satisfaction level of bicyclists with respect to the road compatibility. BCI is computed using inverse variance method and finally BLOS, ranging from LOS-A to LOS-F, is found out.
Qualitative analysis though differs from quantitative analysis in terms of its surveyed data, the result of both will differ to a much extent. The BCI identifies which intersection approaches have the maximum priority for bicycle safety improvements within a particular jurisdiction. The model provides traffic planners and others the capability to rate roadways with respect to bicyclists’ level of satisfaction, and can be used in the process of evaluating existing roads, redesigning existing roads or designing new roads.
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Pond ash deposits possess high compressibility, low bearing capacity so acres of land get wasted. Improvement of load carrying capacity of ash ponds will make them suitable for residential or commercial use. Stone or compacted stone columns is a technique of soil reinforcement that is frequently implemented in soft cohesive soils to increase the bearing capacity of the foundation soil, to reduce the settlement, and to accelerate the consolidation of surrounding saturated soft soil. The stress-strain behavior of the granular column is governed mainly by the lateral confining pressure mobilized in the native soft soil to restrain bulging collapse of the granular column.
Several works have been done relating to study the effectiveness of stone column on cohesive material, along with the effect of encasement and without encasement over the stone column. However no studies have been made to explore the effectiveness of stone columns in pond ash deposits. This study relates to the reinforcement of pond ash with stone column and possibility of utilizing abandoned ash pond sites for residential or commercial use.
The purpose of this work is to assess the suitability of reinforcing technique by stone columns to improve the load carrying capacity of pond ash deposits through several laboratory model tests. This objective is achieved in two parts. In the first stage the characterization of pond ash is made along with the evaluation of the mechanical properties like compaction characteristics under different loading conditions, evaluation of shear strength parameters using Direct shear test, Unconfined compression test, Triaxial test at different testing conditions. This is done basically to find out the inherent strength of the pond ash compacted to different densities and at different degree of saturation. In the second series of tests the shear parameters of the compacted pond ash samples reinforced with stone columns of varying area ratios and length ratios are evaluated from triaxial compression test. In addition to this stone columns having different area ratios and length ratios are introduced in compacted pond ash beds and the bearing capacity of the composite system is evaluated through a series of footing loading tests. For this a circular footing of 75mm in diameter is used.
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Stone matrix asphalt,was first of all developed in 1960 in Germany which now largely helps in providing a greater permanent deformation resistance, durability to surfacing materials, longer service life, improved ageing ,high resistance in cracking, fatigue, wear, better skid resistance and like in reducing noise. It is a gap graded mixture of aggregates which helps by maximizing the asphalt-cement content and fractions of coarse aggregate .
It is a stable, rut-resistant mixture and tough which relies on aggregate-aggregate contact for providing strength . Along with rich mortar binder it provides better durability. The SMA sample is prepared by mixing coarse aggregate, fine aggregate , filler as per the gradation chart given by the standard code when using stabilizer and without stabilizers.
A fibre that is readily available in nature. less cost effective comparing to other non-conventional fibres has been used as stabilizer. It is Bamboo fibre, which is cellulose fibre extracted from naturally available Bamboo stem. It has high strength in fibre direction, greater tensile, flexural and impact strength. Thinness degree of fibre can easily be obtained from it. It is durable in nature, possesses tenacity and good stability value. An attempt has been made to find out its suitability in increasing the stability and flow value in the mixture of Stone Matrix Asphalt Mixes.
For this project, we have prepared SMA mixes using stone as coarse aggregate, slag in partial replacement of coarse aggregate and used different stabilizers and have tried to compare the results at a varying bitumen content of 4,5,5.5,6,7 % bitumen. The stabilizers were used at an optimum of 0.3% of the weight of sample.
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In last decades Steel structure has played an important role in construction Industry. It is necessary to design a structure to perform well under seismic loads. The seismic performance of a multi-story steel frame building is designed according to the provisions of the current Indian code (IS 800 -2007). The shear capacity of the structure can be increased by introducing Steel bracings in the structural system. Bracings can be used as retrofit as well. There are "n" numbers of possibilities to arrange Steel bracings such as D, K, and V type eccentric bracings. A typical six-story steel frame building is designed for various types of eccentric bracings as per the IS 800- 2007. D, K, and V are the different types of eccentric bracings considered for the present study. Performance of each frame is studied through nonlinear static analysis.
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Meshfree methods are a new class of numerical analysis methods that rectify some drawbacks of traditional mesh-based methods like FDM, FEM, BEM & FVM. Composite plates are quite common in aerospace industries and are subject to hostile operating conditions making them prone to cracks and their propagation. Hence meshfree methods have a possible application in the crack propagation of composite laminates. In this work, the Element free Galerkin Method- one of the most popular meshfree methods- is applied to isotropic and composite plates and the behavior of the plates is studied under plane stress and transverse bending. The isotropic plates are analysed using Kirchoff’s plate theory and the laminates are analysed using Classical Laminate Theory. To implement the EFG method for analysis of plate, a computer code is developed and executed in MATLAB platform. The current formulation is validated with the exact solutions. The dependence of the performance of the methods on the parameters concerning these methods is analysed and the ways to find optimal parameters are discussed. It is found that EFGM gives excellent results. However, it is dependent heavily on the parameters like support domain size. It is found that the polynomial basis and weight function are the most critical parameters and must be chosen as per the structural theory used. The support domain size, the quadrature order and nodal density also affect the results significantly.
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A bituminous pavement is a multi-layered structure generally made up of surfacing, base and sub base courses on a sub grade. An interface is said to be a boundary between any two consecutive layers. So an adequate bond between the layers at the interfaces must be ensured so that multiple layers perform as a single composite structure. In case of non-bituminous layers or bituminous-non bituminous layers, adequate bond is established as such due to the mechanical interlocking between the aggregate surfaces. However, the state of bond at the interface between any two bituminous layers has a significant influence on the stress distribution across pavement layers under traffic loads and hence on the overall performance of the pavement.
To increase the adhesion or bonding between two bituminous layers, bituminous tack coats are applied prior to overlay.This study is an attempt to evaluate the interface bond strength between two types of
bituminous layer combinations in the laboratory. The cylindrical specimens have been tested for bond strength at four normal service temperatures, namely 250, 300, 350 and 400C by applying different types of tack coat at varying application rates. The specimens have been prepared using normal Marshall Procedure first for the underlying layer, followed by application of tack coat and finally overlaying with the top layer in the same mould in an appropriate manner.
Two types of layer combinations have been tried, namely
Bituminous Concrete (BC) layer on Dense Bituminous Macadam (DBM) samples
Similarly, different types of tack coat materials namely bitumen, Cationic Rapid Setting with low viscosity (CRS-1) and Cationic Medium Setting with high viscosity (CMS-2) emulsions have been used for the interface bond between the said bituminous layers. The samples thus prepared have then been tested on a specially fabricated attachment (named bond strength device) fixed to the loading frame of the Modified Marshall Testing Apparatus. It is observed that the interlayer bond strength depends on the test temperature and this decreases with increase in test temperature. It is also observed that the bond strength depends on the type of tack coat used and conditions of the type of combinations. The optimum amount of tack coat has been found to vary for tack coat type and layer combination type.
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