This issue consists of five papers. The first paper, A Study on Response of Industrial Structure Under Dynamic Loads's, by Swati B Bekkeri and Varsha Gokak, studies the behavior of industrial structure when subjected to dynamic loads. An attempt has been made to study the response with different strengthening mechanisms and to search for an efficient one. Industrial structures may house different types of machines to generate dynamic loads, and the effects of such machines are investigated based on their response. A four-storied special moment resisting frame steel building has been designed using IS: 800 (2007) and working stress design philosophy. The building has composite steel deck system flooring. The system is analyzed using STAAD Pro v8i. The results indicated that responses such as base shear and axial forces increase with use of strengthening systems, and fundamental time period reduces. By providing strengthening systems, the overall structural stiffness increases, thus reducing its fundamental period. Similarly, joint displacement will also be reduced. In the designed structure, it was found that the natural period of the structure is at least 20% away from the operating frequency of the machine placed in the building and thus resonance is avoided and hence large deflection is eliminated. The authors have used different mechanisms for strengthening and found that provision of secondary beams normal to primary beams is most suitable as the strengthening measure in terms of strength and economy. This may not hold true in the case of other industrial buildings.

The second paper, ?An Experimental Study on Notched Beam?, by Jyoti I Maled and Kiran M Malipatil, investigates the behavior of beams with notch. A beam with notch will behave more differently than a beam without notch under loading. In a notched beam, propagation of cracks generally starts at the place of notch. Many civil engineering structures use notched beam. How much load a notched beam can bear at the start of the first crack is important in such study. In this study, normal concrete beam without any notch, beam with a central notch and also a normal beam with notch provided after 28 days of curing have been cast as test specimen. The test pieces have been designed using IS: 456 (2000) code and concrete mixed manually. For the tests, two-point loading has been used. It is found that a normal beam can carry 19% more load than the beam which has been post-notched and 14% more than a pre-notched beam. The load carrying capacity of the pre-notched beam is 5% more than the post-notched beam. The deformation of post-notched beam is less than pre-notched beam.

The Indian standard codes have been used to design a 12-storey test building with different eccentricities. Linear analysis has been done using software ETABS. The building has been assumed to be fixed at base and no soil structure interaction effect has been considered in this study. Various building models considered are full infilled frame, 1st soft storey and 1st and 2nd soft storey for detailed investigation. For computer analysis of structure, established methods like equivalent strut method have been used to the model infill. The test structure has been loaded with gravity load and seismic effects as per Indian Code of practice. Further, dynamic analysis is also carried out using response spectrum approach. The results reveal that bare framed structure develops minimum base shear. When two storeys are soft, it produces less base shear than having fully infilled frames. A fully infilled frame increases the stiffness of the structure, thus reducing the natural time period in excitation and so higher base shear. Depending on the stiffness of the various models, lateral deflection at top is also found to be in tune. The authors conclude that accidental eccentricity arises due to unknown discrepancies that are nonuniform distribution of mass and stiffness. This is true: no matter how much care has been taken to achieve a symmetrical design, some accidental torsion will develop during excitation phase. This fact must be recognized by the designers and structures must be designed accordingly to accommodate that. Indian Standard code also specifies this.

The second paper, "Seismic Analysis of Hyperbolic Cooling Tower Considering Different Column Supporting Systems: A Case Study", by Rajashekhar and Sachin Kulkarni, evaluates the performance of hyperbolic cooling towers in static and dynamic effects. An existing cooling tower of Bellary Thermal Power Station with a height of 143.5 m is taken as a reference tower for the study. The various parameters for study involve different height to total height ratio with various column supporting systems of the cooling tower. These column supporting systems are of type A, H, I, V, W and X. Cooling towers are large thin-shelled structures mostly used in thermal and atomic power plants for cooling large amount of water. SAP2000 Ver.14 FEM software has been used for this study. In the analysis, an optimized dimension of cooling tower, which satisfies the ratio of height and total height and also the ratio of total height and diameter requirements, has been chosen. Cooling towers with different column support systems are analyzed. Free vibration analysis is carried out using SAP 2000 software and up to 12 modes are studied for the vibration pattern.

The dynamic analysis used IS: 1893 Part-1 (2002) and IS: 1893 Part-4 (2005) with response spectrum procedure. The authors conclude that maximum displacement is at the top and bottom parts of the shell for gravity loads. Supporting columns of type H, I and W showed flexible behavior with more displacement as compared to support columns of configuration V, X, A. These supports make the system more rigid with high stiffnesses. Hoop forces, hoop stresses, hoop moments and meridional moments decrease with increase in ratios of height at the top and bottom parts of the shell. Meridional forces and stresses behave conversely. Support columns of type A, V and X exhibit more frequencies, meaning stiff behavior than support columns of type H, W and I. The response under seismic loading for hoop forces, stresses and moments and also meridional moments decrease with increase in ratios of height at the top and bottom parts of the shell. In column, region axial forces increase upon increase in ratios in the top and bottom parts of the shell in static and dynamic analysis. In comparison to different types of support columns, the performance exhibited by V type support is superior under seismic excitation. This support is able to resist both axial forces and bending moments developed in the column region. The study also indicates that in V type support, its angular spacing plays a significant role in reducing various developed forces.

The last paper, "Potential of Neural Networks for Structural Damage Localization", by Miguel Abambres, Mar?lia Marcy and Graciela Doz, studies the potential of applying neural network technique in structural damage evaluation. The design of slender structure is increasing day-by-day, and when these structures are subjected to static and dynamic loads, they may suffer damages. Generally, these damages are inspected manually and appropriate remedial measures are taken. However, these procedures are time-consuming and costly too. Artificial Neural Network (ANN) models for prediction of damage localization in structural members as a function of their dynamic properties are examined. First three natural frequencies are used for this investigation. Researchers have studied the use of ANN in various applications and many publications are available. From the available data and its close study and analysis, the authors have proposed a model based on ANN for damage localization estimates. The authors have utilized 64 numerical examples from damaged and undamaged steel channel beams to propose their ANN model. In the authors' opinion, the proposed model is highly accurate and efficient in damage localization estimate. It is observed that the proposed technique yields maximum error of 0.2 and 0.7% in the study of selected structural members.