2026-08-09T18:29:19+03:30 http://ijce.iust.ac.ir/browse.php?mag_id=35&slc_lang=en&sid=1

35-258 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 O. Omidi o.omidi@gmail.com V. Lotfi vahlotfi@aut.ac.ir  Neither damage mechanics model nor elastoplastic constitutive law can solely describe the behavior of concrete satisfactorily. In fact, they both fail to represent proper unloading slopes during cyclic loading. To overcome the disadvantages of pure plastic models and pure damage approaches, the combined effects need to be considered. In this regard, various classes of plastic-damage models have been recently proposed. Here, the theoretical basics of the plastic-damage model originally proposed by Lubliner et al. and later on modified by Lee and Fenves is initially presented and its numerical aspects in three-dimensional space are subsequently emphasized. It should be mentioned that a part of the implementation in 3-D space needs to be reformulated due to employing a hyperbolic potential function to treat the singularity of the original linear form of plastic flow proposed by Lee and Fenves. The consistent algorithmic tangent stiffness, which is utilized to accelerate the convergence rate in solving the nonlinear global equations, is also derived. The validation and evaluation of the model to capture the desired behavior under monotonic and cyclic loadings are shown with several simple one-element tests. These basic simulations confirm the robustness, accuracy, and efficiency of the algorithm at the local and global levels. At the end, a four-point bending test is examined to demonstrate the capabilities of the model in real 3-D applications. plastic-damage cyclic loading consistent algorithmic tangent stiffness numerical implementation concrete model plasticity theory 2010 9 01 187 203 http://ijce.iust.ac.ir/article-1-258-en.pdf

35-261 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 H. Shakib shakib@modares.ac.ir F. Omidinasab F. Omidinasab M.T. Ahmadi M.T. AhmadI Elevated water tanks as one of the main lifeline elements are the structures of high importance. Since they are extremely vulnerable under lateral forces, their serviceability performance during and after strong earthquakes is a matter of concern. As such, in recent years, the seismic behavior of water tanks has been the focus of a significant amount of studies. In the present work, three reinforced concrete elevated water tanks, with a capacity of 900 cubic meters and height of 25, 32 and 39 m were subjected to an ensemble of earthquake records. The behavior of concrete material was assumed to be nonlinear. Seismic demand of the elevated water tanks for a wide range of structural characteristics was assessed. The obtained results revealed that scattering of responses in the mean minus standard deviation and mean plus standard deviation are approximately 60% to 70 %. Moreover, simultaneous effects of mass increase and stiffness decrease of tank staging led to increase in the base shear, overturning moment, displacement and hydrodynamic pressure equal to 10 - 20 %, 13 - 32 %, 10 - 15 % and 8 - 9 %, respectively. Elevated water tank Seismic demand Ensemble earthquake records 2010 9 01 204 220 http://ijce.iust.ac.ir/article-1-261-en.doc

35-166 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 A.R. Khaloo khaloo@sharif.edu I. Eshghi imes62@yahoo.com P. Piran aghl payam.piran@gmail.com In this paper the response of cantilevered reinforced concrete (RC) beams with smart rebars under static lateral loading has been numerically studied, using Finite Element Method. The material used in this study is SuperelasticShape Memory Alloys (SE SMAs) which contains nickel and titanium elements. The SE SMA is a unique alloy that has the ability to undergo large deformations and return to their undeformed shape by removal of stresses. In this study, different quantities of steel and smart rebars have been used for reinforcement andthe behavior of these models under lateral loading, including their load-displacement curves, residual displacements, and stiffness, were discussed. During lateral loading, rebars yield or concrete crushes in compression zone in some parts of the beams and also residual deflections are created in the structure. It is found that by using SMA rebars in RC beams, these materials tend to return to the previous state (zero strain), so they reduce the permanent deformations and also in turn create forces known as recovery forces in the structure which lead into closing of concrete cracks in tensile zone. This ability makes special structures to maintain their serviceability even after a strong earthquake Shape Memory Alloy Reinforced Concrete Beam Smart Rebar Residual Displacement Lateral Stiffness 2010 9 01 221 231 http://ijce.iust.ac.ir/article-1-166-en.doc

35-248 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 J. Sadeghi javad_sadeghi@iust.ac.ir  Investigations on vibration behaviors of railway track systems were attempted in this research. This was made by conducting a comprehensive field investigation into the free vibration of track systems and response of tracks to train moving loads. In-situ modal analysis was used in a railway track field as an efficient method of investigating dynamic properties of railway track systems. Natural frequencies and mode shapes of the track system in different insitu track conditions were obtained for the fist time. The sensitivity of the natural frequencies of the track to the types of sleepers, fastening systems, ballast conditions, and rail joints were studied. Efficiency of rail welded joints in CWR tracks and the effects of replacing timber sleepers with concrete sleepers on dynamic behavior of a track were investigated. Advantages of flexible sleeper fastening system from the aspects of serviceability and passenger riding comfort were discussed. The effects of the track accumulative loading as a main indicator of ballast degradation on track dynamic behavior were studied. Rail deflections were calculated by using auto-spectra obtained from vibrations of the track under trainloads, leading to the development of a new mathematical expression for the calculation of the rail dynamic amplification factor. Modal Analysis Railway Track Experiment Vibration 2010 9 01 232 241 http://ijce.iust.ac.ir/article-1-248-en.doc

35-377 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 H. Bahrampoor H_Bahrampoor@sina.kntu.ac.ir S. Sabouri-Ghomi sabouri@kntu.ac.ir  From the time that civil engineers have used steel in building structures, they tried to increase its strength so as to produce more economic and lighter structures by using more elegant sections. Increase of steel strength is not always useful for all members of a steel structure. In some members under certain conditions, it is needed to reduce the strength as much as possible to improve the behavior of structure. By using very low strength steel according to the Easy-Going Steel (EGS) concept in this research, it is shown that the performance of diagonal Eccentrically Braced Frames (EBFs) improves substantially. For this purpose, a finite element analysis was used to simulate diagonal eccentrically braced frames. Fifteen diagonal eccentrically braced frames were designed through AISC2005. By substitutingvery low strength steelinstead of carbon steel with equal strength in the links, their performance improve fundamentally without any global or local instability in their links. Eccentrically Braced frames Link Easy-Going steel Hysteresis behavior 2010 9 01 242 255 http://ijce.iust.ac.ir/article-1-377-en.doc

35-365 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 A. Kaveh alikaveh@iust.ac.ir N. Farhoodi In this paper, the problem of layout optimization for X-bracing of steel frames is studied using the ant system (AS). A new design method is employed to share the gravity and the lateral loads between the main frame and the bracings according to the requirements of the IBC2006 code. An algorithm is developed which is called optimum steel designer (OSD). An optimization method based on an approximate analysis is also developed for layout optimization of braced frames. This method is called the approximate optimum steel designer (AOSD) and uses a simple deterministic optimization algorithm leading to the optimum patterns and it is much faster than the OSD. Several numerical examples are treated by the proposed methods. Efficiency and accuracy of the methods are then discussed. A comparison is also made with Genetic algorithm for one of the frames. Structural layout optimization Steel braced frames Ant colony optimization Approximate analysis 2010 9 01 256 275 http://ijce.iust.ac.ir/article-1-365-en.doc

35-307 2026-08-09 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2010 8 3 M. Mazloom moospoon@yahoo.com  According to the Iranian code of practice for seismic resistant design of buildings, soft storey phenomenon happens in a storey when the lateral stiffness of the storey is lower than 70% of the stiffness of the upper storey, or if it is lower than 80% of the average stiffness of the three upper stories. In the combined structural systems containing moment frames and shear walls, it is possible that the shear walls of the lower stories crack however, this cracking may not occur in the upper stories. The main objective of this research is to investigate the possibility of having soft storey phenomenon in the storey, which is bellow the uncracked walls. If the tension stresses of shear walls obtained from ultimate load combinations exceed the rupture modulus of concrete, the walls are assumed to be cracked. For calculating the tension stresses of shear walls in different conditions, 10 concrete structures containing 15 stories were studied. Each of the structures was investigated according to the obligations of Iranian, Canadian, and American concrete building codes. Five different compressive strengths of 30, 40, 50, 60, and 70 MPa were assumed for the concrete of the structures. In other words, 150 computerized analyses were conducted in this research. In each analysis, 5 load combinations were imposed to the models. It means, the tension stresses of the shear walls in each storey, were calculated 750 times. The average wall to total stiffness ratios of the buildings were from 0.49 to 0.95, which was quite a wide range. The final conclusion was that the soft storey phenomenon did not happen in any of the structures investigated in this research.  concrete shear wall rupture modulus soft storey crack compressive strength 2010 9 01 276 285 http://ijce.iust.ac.ir/article-1-307-en.pdf