In this article, we shall study the structure of (a + bu)􀀀 constacyclic codes of arbitrary length over the ring R = Fq + uFq +


+ ue− 1Fq, where ue = 0, q is a power of a prime number p and a; b are non-zero elements of Fq. Also we shall  nd a minimal spanning set for these codes. For a constacyclic code C we shall determine its minimum Hamming distance with some properties of Tor(C) as an a􀀀 constacyclic code over Fq.

The anchorage of the piles on a stiffer soil layer plays an important role to transmit the loads of the superstructure to the soil. Depending on the pile toe condition, three configurations of piles are considered: floating piles, rested, and anchored piles. To study the effect of the pile toe condition on the Dynamic response of pile and pile groups, a three-dimensional finite element modeling of the soil– pile– slab Dynamic interaction is presented. The soil and piles are represented as continuum solids and the slab by structural elements. Quiet boundaries are placed at the boundaries of the model to avoid wave reflection. The formulation is based on the substructuring method. The Dynamic response is obtained in terms of the Dynamic impedances. In this study the Dynamic response of the floating, rested, and anchored piles are analyzed and the group effect is shown. An analysis of the horizontal and vertical pile foundation impedances is presented and the results are compared with different configurations.

An effective form-finding method for form-fixed spatial network structures is presented in this paper. The adaptive formfindingmethod is introduced along with the example of designing an ellipsoidal network dome with bar length variationsbeing as small as possible. A typical spherical geodesic network is selected as an initial state, having bar lengths in a limitgroup number. Next, this network is transformed into the ellipsoidal shape as desired by applying compressions on barsaccording to the bar length variations caused by transformation. Afterwards, the Dynamic relaxation method is employed toexplicitly integrate the node positions by applying residual forces. During the form-finding process, the boundary conditionof constraining nodes on the ellipsoid surface is innovatively considered as reactions on the normal direction of the surface atnode positions, which are balanced with the components of the nodal forces in a reverse direction induced by compressionson bars. The node positions are also corrected according to the fixed-form condition in each explicit iteration step. In theserial results of time history, the optimal solution is found from a time history of states by properly choosing convergencecriteria, and the presented form-finding procedure is proved to be applicable for form-fixed problems.

The present study aims at investigation of seismic performance of brick masonry infill (BMI) reinforced concrete buildingthrough probabilistic approach. An existing seven storey reinforced concrete building situated in Indian seismic zone IV, which represents the typical properties of medium-rise non-ductile residential apartment buildings in India has been considered. Nonlinear seismic behavior of building with and without BMI is studied to evaluate seismic performance. Probabilisticseismic demand model (PSDM), fragility curves and damage probability matrix has been developed. Analytical fragilitycurves using incremental Dynamic analysis have been developed. Sixteen natural ground motion records from PEER strongmotion database are used to study the ground motion variability. Incremental Dynamic analysis is performed and the maximuminterstory drift is obtained as a response parameter for all simulations. The PSDM parameters are calculated usingregression analysis for numerical models. The variation in the PSDM parameters is studied. Discrete probability matricesare developed for different damage stages. Finally, the effects of brick masonry infill on seismic performance are discussed.

This paper investigates the Dynamic response of a metro rail over-bridge, subjected to moving loads. Track irregularity andtrain inertia effects are not considered. Bridge superstructure, piers and substructure are modelled using shell element, railsare modelled with frame elements and the interaction between bridge deck and piers is simulated using link supports (bearings)in SAP2000 (2014). Moving load analysis is performed for two models namely fixed base model and complete pilemodel. For complete pile model, the piles are modelled using frame elements. IS 2911: 2010 is considered to evaluate the soilstiffness properties. Modal damping ratio of 5% is adopted. Finite element method is used to perform the Dynamic analysisand Newmark-β method is considered to solve the equations of motion. From the comparative study between two models, and for two loading cases, it was noted that the speed of the train is a very important parameter influencing the Dynamicresponse of the bridge. Moreover, the resonance phenomenon for the complete pile model was observed at lower speed comparedto the fixed base model for both the loading cases. From this study, it can be stated that a full three-dimensional (3D)multi-span simply supported bridges’ Dynamic analysis is important to obtain the transient response of the bridge structure.