Assessment of Uncertainty of Error in Design Flood Estimates Using 2-Parameter Log Normal Distribution
The Impact of Plan Irregularity on Multistory Building Response: A Pushover Analysis
Static and Vibration Analysis of Reinforced Cement Concrete Cellular Beams: A Three-Dimensional Study
Pumice as a Coarse Aggregate Substitute for Lightweight Concrete: Strength and Density Assessment
Masonry Infill in Structural Analysis: Effects on Seismic Performance
Study on Strength Properties of Lightweight Expanded Clay Aggregate Concrete
A Step By Step Illustrative Procedure to Perform Isogeometric Analysis and Find the Nodal Displacements for a Two Dimensional Plate Structure
Lateral - Torsional Buckling of Various Steel Trusses
Comparative Study on Methodology of Neo-Deterministic Seismic Hazard Analysis Over DSHA and PSHA
A Step by Step Procedure to Perform Isogeometric Analysis of Beam and Bar Problems in Civil Engineering Including Sizing Optimisation of a Beam
Investigation on the Properties of Non Conventional Bricks
Analysis on Strength and Fly Ash Effect of Roller Compacted Concrete Pavement using M-Sand
Investigation on Pozzolanic Effect of Mineral Admixtures in Roller Compacted Concrete Pavement
Effect of Symmetrical Floor Plan Shapes with Re-Entrant Corners on Seismic Behavior of RC Buildings
Effect of Relative Stiffness of Beam and Column on the Shear Lag Phenomenon in Tubular Buildings
Transmission line towers are designed to meet the increasing demand for electrical energy. In this paper, a selfsupporting transmission line tower with three different types of bracing patterns (W, Y, and XB) is analyzed to obtain an optimal bracing configuration. The transmission tower is modelled and analyzed as a three-dimensional structure in STAAD. Pro V8i. The bracing system is the vital component in transmission line towers which provides lateral load resistance in steel towers. The base width of the tower is taken as one-sixth of the total height of the tower. All the towers considered in this work are of constant height and base width, but of different types of bracing configurations. The tower configuration has been determined by taking into account of all structural and electrical requirements of a tower. The sag, tension for both conductor and ground wire and the wind load at each panel are evaluated. The various loads acting on the tower such as transverse loads, vertical loads, longitudinal loads, and panel loads for various bracing configurations are calculated. The various parameters, such as joint displacements, and the total weight of steel required are evaluated and an optimal bracing configuration has been suggested.
Estimation of extreme rainfall for a desired return period is a prerequisite for planning, design and operation of various hydraulic structures, such as dams, bridges, barrages, and storm water drainage systems. Depending on the size and the design-life of the structure, the estimated extreme rainfall corresponding to particular return period is used. This can be computed through Extreme Value Analysis (EVA) of rainfall by fitting probability distributions to the recorded values of annual 1-day maximum rainfall. This paper illustrates the adoption of Extreme Value Type-1, Extreme Value Type-2, 2- parameter Log Normal and Log Pearson Type-3 (LP3) probability distributions in EVA of rainfall for Hissar and Tohana. Based on the applicability, standard parameter estimation procedures, viz., Method of Moments (MoM), Maximum Likelihood Method (MLM), and Order Statistics Approach are used for determination of parameters of distributions. The adequacy on the fitting of probability distributions used in EVA of rainfall is evaluated by applying Goodness-of-Fit (GoF) tests, viz., Anderson-Darling and Kolmogorov-Smirnov. In addition to GoF tests, D-index is employed to evaluate the best suitable probability distribution for estimation of extreme rainfall. The study suggests the LP3 (using MLM) is better suited amongst four probability distributions adopted in EVA for estimation of extreme rainfall for Hissar and Tohana.
When structures have to be constructed on challenging ground conditions, soil reinforcement can be an adaptable technique to improve ground. This paper deals with the experimental and analytical studies carried out to understand the possibility of using naturally available bamboo to increase the bearing capacity of the soft soil. Already existing soil at site may not be always suitable for supporting structures, such as dams, embankment, bridges, and dams. An attempt was made in this project to investigate the mechanism of naturally available bamboo and artificially available geosynthetics placed over soft soil at different depths by performing the CBR test. Thus, in order to predict the settlement accurately underneath the foundation rest on the soil, analysis that are more realistic are necessary, and a comparison can be made between the settlement for reinforced and unreinforced soil conditions. In granular soil deposits, the in situ soil may be very loose and indicate a large elastic settlement and UCS test was conducted to know the shear strength of the soil taken for conducting experiments. This study proposes a cost effective ground improvement technique in soft soils, an alternative to geotextile and geogrids.
Moving loads have great impact on structures. On one side, concentrated load moving with high speed induces dynamic impact on structures, influencing their working state and service life. On the other side, these vibrations of the bridge caused due to moving load in turn affect the running stability and safety of moving load.Only in case of short span bridges when mass of moving load is comparable to mass of the bridge, moving load is also taken into account to perform dynamic analysis of the bridge. Displacement response to variation in speed of moving load at different damping of the bridge are plotted and compared when deflection is to be considered at different locations on the bridge. It is observed that when concentrated load moves with critical speed, maximum deflection takes place at mid span of the bridge. When damping is taken into account, a point of singularity occurs below which derived governing equation holds good. The effect of mass of moving load on the dynamic response of the bridge is studied and it is concluded that governing equation in both cases, i.e. without considering the mass of moving load and with consideration of mass of moving load, overlap each other.
Reinforced Concrete chimneys are commonly used in major industries and power plants .Chimneys are slender structures, and loads acting on the chimney are self weight, wind loads, earthquake loads, and temperature loads. The designs of chimneys are normally governed by wind or earthquake loads. The dynamic characteristics of the RC chimney will vary in a wider range with respect to the aspect ratio (ratio of height to longitudinal section). In this paper, Dynamic analysis of an RC chimney in zone III is carried out by Response spectrum analysis as per IS 1893:2005 for different top and bottom diameters of the chimney and varying thickness of the shell using software SAP2000 version 18.0.1. Grade of concrete used is M25. The influence of various geometric parameters H/D and D/T ratios on the modal parameters and dynamic response of the structure, i.e., top displacement, fundamental frequencies, and Base shear are investigated.
In this work, a Finite Element (FE) approach to assess the dynamic response of simply supported railway bridges subjected to loads moving with a constant velocity was studied. Euler-Bernoulli beam was used to simulate the bridge. Verification of the dynamic response using the Finite Element Method was done with respect to the available analytical solutions. Post-validation, a two-span continuous beam was analyzed using FE approach. A three-dimensional model, both for simply supported and two-span continuous bridges, formulated in the time domain to study the dynamic response due to passage of moving loads was carried out. 8 noded solid (brick) elements were used to simulate the sleepers, ballast and bridge; whereas the rails were modeled using frame elements. A parametric study to evaluate the resonance response of the 3D railway bridge structure was conducted.