K. K. Wijesundara

University of Peradeniya

Author Statistics

Papers

Citation

H-Index

i-10 index

Research Trends

Author Order

Document Type

Co-Authors

Roberto Nascimbene

Istituto Universitario di Studi Superiori di Pavia

P. B. R. Dissanayake

University of Peradeniya

N. G. P. B. Neluwala

University of Peradeniya

Julian Thamboo

South Eastern University of Sri Lanka

Caterina Negulescu

Bureau de Recherches Géologiques et Minières

Priyan Dias

University of Moratuwa

P. D. P. O. Peramuna

University of Peradeniya

W.A.A.S. Premarathna

Delft University of Technology

Pathmanathan Rajeev

Swinburne University of Technology

Srikanth Venkatesan

RMIT University

Cooperative Institutions

University of Peradeniya

RMIT University

University of Moratuwa

Monash University

MIT University

Swinburne University of Technology

South Eastern University of Sri Lanka

Istituto Universitario di Studi Superiori di Pavia

University of Naples Federico II

University of Pavia

Author Statistics

Papers

Citation

H-Index

i-10 index

Research Field

Review of Design Parameters of Concentrically Braced Frames with RHS Shape Braces

Journal of Earthquake Engineering (2009)

K. K. Wijesundara D. Bolognini Roberto Nascimbene Gian Michele Calvi

Past experimental data are collected to review the essential parameters of the design of ductile concentrically braced frames subjected to earthquake loading. The initial buckling load, the effective length of a brace, the degradation of compression resistance under cyclic loading, and the out-of-plane brace deformation will be examined in this study. The proposed equations for these parameters in the current seismic provisions are compared to the experimental data. In addition, new design equations are proposed for each parameter and verified with the experimental data. The current research is limited to rectangular hollow sections (RHS) because of their ease of connection to existing frames and their high radius of gyration compared to the other sections, such as wide-flange and double-tee sections.

Flange

Bracing

Braced frame

10.1080/13632460902813331

Cite

Citations (49)

Seismic Risk Assessment of Typical Reinforced Concrete Frame School Buildings in Sri Lanka

Buildings (2023)

Tharindu Abeysiriwardena K. K. Wijesundara Roberto Nascimbene

The assessment of seismic risk for critical and strategic structures like schools and hospitals remains crucial, even in regions with low seismic activity. Presently, operational school buildings in Sri Lanka are primarily designed to handle gravitational loads without considering capacity-based design principles. Consequently, these structures may lack the necessary lateral resistance to mitigate potential damage or collapse during future earthquakes in Sri Lanka. Hence, conducting seismic risk assessments for such school buildings is imperative to ensure the safety of their occupants. In this research paper, we utilize a recently developed probabilistic seismic hazard map for Sri Lanka to evaluate seismic risk. We employ two nonlinear 3-D finite element models of school buildings created in OpenSees. Incremental Dynamic Analysis is conducted using a well-established set of ground motions, continuing until the structure approaches the point of collapse, to determine the probability of collapse prevention. Subsequently, we develop fragility functions for two limit states, immediate occupancy, and collapse prevention. These fragility curves are then used to compute the probability of exceeding these limit states, aiding in the assessment of the structural safety of the school buildings. A key outcome of this analysis reveals a general trend of increased damage probabilities as the number of stories in the buildings increases despite the distinct structural characteristics of each building. It is also important to note that the disparities between the immediate occupancy and more severe damage cases, such as collapse prevention, are notably pronounced in both two- and three-story school buildings.

Sri lanka

OpenSees

Occupancy

Seismic risk

10.3390/buildings13102662

Cite

Citations (2)

Seismic Performance of Brace-Beam-Column Connections in Concentrically Braced Frames

Structures Congress 2019 (2010)

K. K. Wijesundara G. A. Rassathi Roberto Nascimbene D. Bolognini

In typical brace-beam-column connections of concentrically braced frames (CBFs) with tubular braces, a gusset plate is used to connect the brace to the beam and column. The slotted tubular brace is welded to the gusset plate and subsequently the gusset plate is also welded to the beam and column. The beam-to-column connection at the gusset plate is either welded or bolted at the face of the column flange. Even though a bolted connection is provided at the face of the column flange, stiff gusset plates connected to beam and column could still provide a fully restrained beam-to-column connection as in the case of welded connection. Such a fully restrained beam-to-column connections in CBFs are such that plastic hinges will form in the column upon continued lateral deformation under severe shaking: hence, higher drift concentrations can be expected in the bottom storey when the partially restrained or pin-ended column-to-base connections are provided. For these reasons, this study investigates the local and global seismic performances of fully restrained brace-to-beam/column connections through numerical analyses. The global performance is examined using a 4, 8 and 12 storey concentrically braced prototype frames modelled in OpenSees, while the local performances are examined through the detailed finite element model of a single storey single bay frame located at the ground floor of the four storey brace frame using the finite element program MIDAS. Furthermore, this study introduces a partially restrained bolted connection at the corner of the gusset plate rather than providing it at the face of column flange in order to facilitate beam rotation at the bolted connection upon continued lateral deformation; this is expected to prevent the formation of plastic hinges in the columns and to distribute the inelastic drift demand over the full height of the structure. Finally, global performances of partially and fully restrained connections are compared in terms of storey displacement and inter-storey drift, while local performances of two models are compared in terms of strain concentrations in gusset plate, beam and the column.

Flange

Braced frame

10.1061/41130(369)85

Cite

Citations (9)

Direct displacement based design of steel concentric braced frame structures

K. K. Wijesundara Pathmanathan Rajeev

Source

Cite

Citations (1)

Equivalent viscous damping for steel concentrically braced frame structures

Bulletin of Earthquake Engineering (2011)

K. K. Wijesundara Roberto Nascimbene Timothy Sullivan

Braced frame

Viscous damping

Structural system

Ductility (Earth science)

Expression (computer science)

Damping ratio

10.1007/s10518-011-9272-4

Cite

Citations (94)

Seismic Damage Assessment of Regular Gravity Design Buildings

Key engineering materials (2013)

Caterina Negulescu K. K. Wijesundara Evelyne Foerster

During the past earthquakes, different low ductile failure modes are observed in the gravity design structures and thus, the most of existing damage indices may fail to assess the damage of gravity design structures accurately in referring to the two main performance levels: immediate occupancy and ultimate limit state. Therefore, this study investigates the possible damage indices for the damage assessment of gravity design frames. For this purpose, among the existing damage indices in the literature, this study considers the inter-story drift and the natural period based damage indices. In addition, two new damage indices based on the wavelet based energy and the dominant inelastic period of a building are also considered in this study. Furthermore, the damage assessment results from the four damage indices for three gravity design buildings are compared and discussed. From the comparison, linear correlations between the inter-storey drift based damage index and the wavelet energy based index, and dominant inelastic period based damage index are observed. Finally, this study concludes based on the observations that no significant effects of number of inelastic cycles to the damage assessment results for low ductile structures. However, this study also highlights the effects of number of inelastic cycles to the damage for medium and high ductile structures.

10.4028/www.scientific.net/kem.569-570.294

Cite

Citations (2)

Performance Comparison of Solid Tires and Non-Pneumatic Tires Using Finite Element Method: Application to Military Vehicles

W.A.A.S. Premarathna Supun Jayasinghe K. K. Wijesundara Sisira Ranatunga Chanaka Senanayake

Tire technologies are growing rapidly due to the high demand for applications in harsh environmental conditions. Solid and non-pneumatic (NP) tires are utilized in such conditions as transporting excessive loads, operating on rough surfaces, agriculture, construction industries and for military applications. These tires experience high stresses and excessive deformations due to sudden impacts and heavy loads. These factors are not easy to analyse experimentally due to complex experimental setups and high cost. Hence, the following study is focused on the characteristic comparisons of solid and NP tires by developing three dimensional (3D) Finite Element (FE) models under static and dynamic conditions. Initially, two FE tire models are developed for equal size of solid and NP tires. To obtain material behaviour of the tires, the suitable hyper-elastic material models are required and those are selected using a curve fitting approach. Experimental data are compared with numerical results to validate the developed models. The validated models show good agreement with experimental models. The static numerical results of the validated model show that high stresses are located in the base section of the solid tire. For NP tires, spokes and shear layer bear the stresses more than the other rubber sections. Moreover, curb impact is conducted for both tires by changing tire impact velocity. Results show that, the NP tire experiences higher impact stresses than the solid tire.

Cite

Citations (3)

Numerical simulation of gusset plate connections with rectangular hollow section shape brace under quasi-static cyclic loading

Journal of Constructional Steel Research (2011)

Roberto Nascimbene Gian A. Rassati K. K. Wijesundara

Braced frame

10.1016/j.jcsr.2011.09.010

Cite

Citations (52)

Comparison of RANSE and LES for Wind Structural Interaction

Engineer Journal of the Institution of Engineers Sri Lanka (2023)

L. H. S. U. Balasooriya B. R. G. A. Krishantha K. K. Wijesundara

Popularity of tall buildings increases due to technological advances, but Code-based designs are conservative and not reliable for structures beyond 200 m height. Conducting a wind tunnel test is expensive and the resources are limited. Hence, numerical modelling is an alternative where Reynolds Average Navier Stokes Equation (RANSE) and Large Eddy Simulation (LES) are such numerical techniques.In recent Computational Fluid Dynamic (CFD) studies, it could be observed that results have considerable deviations in flow separating and high turbulent areas. Hence a structured mesh was used here to perform mesh refinement in such critical locations to refine only the required areas.The objective of this study is to compare the RANSE and LES in interpreting the wind structural interactions using a structured mesh arrangement. This study will be limited to tall buildings of height less than 200m, rectangular in shape. Hence Commonwealth Advisory Aeronautical Council (CAARC) standard building model was used as the subject and Simulation results will then be compared with the values of the wind tunnel test available in the literature.It could be observed that the results obtained by RANSE simulation for a structured mesh has a deviation less than 10%. But natural variations of the wind are more clearly indicated with LES with a deviation even less than 3% in turbulent regions.

Large-Eddy Simulation

10.4038/engineer.v56i3.7610

Cite

Citations (0)

The Structural Analysis of King Parakramabahu's Palace

Civil Engineering and Architecture (2017)

K.K. Prabhani Auchithya Ranaweera W.K. Randesh Lilushan D.M. Waruni Lakma Randenigama K. K. Wijesundara

King Parakramabahu, in Polonnaruwa monarch who built the 'Parakrama Samudra' had a magnificent seven storied palace called 'Vijayanta Prasada' or 'Vijayothpaya', the palace of God Sakra.This study has investigated the structural configuration of the palace through historical data and observation of existing part of the palace.The chronicles Chulawansa and Mahawansa has described the palace as seven storied building with thousand chambers.Though the main building possibly cannot hold such a number of chambers, considering the whole palace complex this number seems a possible.The research was being conducted using the existing brick wall and was used to identify the column beam configuration and how the load path was distributed.During the research the load path from the upper floors to the ground was also investigated.The dimensions of all the existing structural components were taken into consideration.The results revealed that the upper floors could have been made out of timber such as Weera and Palu and the existing wall must have held the massive wooden structure that form the floor of the upper level.The study was conducted in order to prove that the ancestors who lived 1000 years ago also used a method similar to Euler -Bernouli beam theorem for constructions.

10.13189/cea.2017.050503

Cite

Citations (1)