2026-06-18T07:40:49+03:30 http://ijce.iust.ac.ir/browse.php?mag_id=50&slc_lang=en&sid=1

50-264 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 M. Miraboutalebi m.mirtalebi@iiees.ac.ir F. Askari Askari@iiees.ac.ir O. Farzaneh ofarzaneh@chamran.ut.ac.ir In this paper, the effect of bedrock inclination on seismic performance of slopes is investigated. The study was conducted based on dynamic analysis of different slopes, evaluation of the earthquake acceleration in sliding mass, and calculating the permanent displacement of the slope, using Newmark sliding block. The investigation indicates that variation of the bedrock inclination may cause the acceleration magnitude and the displacement in the sliding mass to reach to their maximum level. This may happen in conditions that the mean period of the acceleration time history on failure surface (Tmt) and the predominant period of the slope (Ts ) are close to each other. Typical results are presented and discussed. A two dimensional model of a typical slope was considered and conducting dynamic analyses, the slope performance was studied for different geometries, strength parameters and shear wave velocities. Such a performance has been studied by assessing the record of acceleration in sliding mass (the mass above the critical sliding surface) and calculating the slope displacement using Newmark method. It is shown that neglecting the effect of bedrock inclination, would lead to non-real results in assessing the seismic slope performance. Permanent displacement Seismic slope performance Acceleration of the sliding mass 2011 12 01 247 254 http://ijce.iust.ac.ir/article-1-264-en.doc

50-302 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 A. Hassanipour hassanipour@gmail.com A. Shafiee shafieea@iiees.ac.ir M.K. Jafari jafari@iiees.ac.ir Shear modulus and damping ratio are important input parameters in dynamic analysis. A series of resonant column tests was carried out on pure clays and sand-clay mixtures prepared at different densities to investigate the effects of aggregate content, confining stress, void ratio and clay plasticity on the maximum shear modulus and minimum damping ratio. Test results revealed an increase in the maximum shear modulus of the mixture with the increase in sand content up to 60%, followed by a decrease beyond this value. It was also found that the maximum shear modulus increases with confining stress, and decreases with void ratio. In addition, minimum damping ratio increases with sand content and clay plasticity and decreases with confining stress. Finally, on the basis of the test results, a mathematical model was developed for the maximum shear modulus. Maximum shear modulus Minimum damping ratio Sand-clay mixture Mathematical model 2011 12 01 255 264 http://ijce.iust.ac.ir/article-1-302-en.pdf

50-523 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 S. N. Moghaddas Tafreshi nas_moghaddas@kntu.ac.ir Gh. Tavakoli Mehrjardi g_tavakoli2000@yahoo.com M. Ahmadi mgtmajid23@yahoo.com The results of laboratory model tests and numerical analysis on circular footings supported on sand bed under incremental cyclic loads are presented. The incremental values of intensity of cyclic loads (loading, unloading and reloading) were applied on the footing to evaluate the response of footing and also to obtain the value of elastic rebound of the footing corresponding to each cycle of load. The effect of sand relative density of 42%, 62%, and 72% and different circular footing area of 25, 50, and 100cm2 were investigated on the value of coefficient of elastic uniform compression of sand (CEUC). The results show that the value of coefficient of elastic uniform compression of sand was increased by increasing the sand relative density while with increase the footing area the value of coefficient of elastic uniform compression of sand was decreases. The responses of footing and the quantitative variations of CEUC with footing area and soil relative density obtained from experimental results show a good consistency with the obtained numerical result using “FLAC-3D”. Experimental model Numerical model Coefficient of elastic uniform compression Circular footing Footing area Sand relative density 2011 12 01 265 274 http://ijce.iust.ac.ir/article-1-523-en.doc

50-413 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 Hamed Farshbaf Aghajani hfarshbaf@iust.ac.ir Abbas Soroush soroush@aut.ac.ir Piltan Tabatabaie Shourijeh Evaluating the rate and maximum height of capillary rise is of prime interest in unsaturated soil mechanics. Antecedent solutions to this problem have dwelled mostly on determining the maximum capillary rise height, overlooking moisture and suction changes in the capillary region. A comprehensive improved solution for the capillary rise of water in soils is presented. Salient features of the formulation including consideration of initial soil suction (if any) prior to capillary rise, and determination of water content variation in the capillary region are elaborately discussed. Results reveal that suction head variation within the capillary region is non-linear, where the curvature decreases as water rises to higher elevations. The solution is verified and compared with existing solutions, by means of two sets of experimental data available in the literature. The comparison suggests that the improved formulation is more accurate and versatile than previous solutions for capillary rise. Unsaturated soils capillary rising unsaturated transient seepage suction 2011 12 01 275 281 http://ijce.iust.ac.ir/article-1-413-en.doc

50-374 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 A. R. Majidi armajidi@gmail.com A.A. Mirghasemi aghasemi@ut.ac.ir M. Arabshahi monaarabshahi@gmail.com In the current study, an effort is made to determine three dimensional bearing capacity of rectangular foundations using Discrete Element Method. The soil mass is modeled as discrete blocks connected with Winkler springs. Different factors affect the geometry of failure surface. Six independent angles are used to define the failure surface. By trial and error, the optimum shape of failure surface beneath the foundation can be found. The paper includes the derivation of the governing equations for this DEM based formulation in three dimensional state as well as parametric sensitivity analyses and comparison with other methods. Moreover, using the current method, bearing capacity coefficients are presented for various friction angles and foundation aspect ratios. 3 Dimensional Bearing capacity Shallow foundations/footings Discrete element method Numerical modeling/analysis 2011 12 01 282 292 http://ijce.iust.ac.ir/article-1-374-en.doc

50-446 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 M. Jahanandish jahanand@shirazu.ac.ir M. Veiskarami mveiskarami@gmail.com A. Ghahramani aghahrama@shirazu.ac.ir Foundations behavior is affected by soil behavior which can vary from dilative to contractive depending on the stress level, particularly in dense frictional soils. The Zero Extension Lines (ZEL) method has been generally developed to predict the foundations behavior. Knowledge of soil behavior enables the ZEL method to predict the general and local shear failure modes. In this paper, a relatively simple work hardening/softening soil constitutive model is developed to represent dense frictional soils behavior under different stress levels. This model is based on the accumulation of the plastic work during a simple direct shear test and its relationship to stress ratio to establish the hardening law. Verifications have been made for the developed soil model. The model is then implemented into the ZEL method to theoretically investigate the bearing capacity and load-displacement behavior of foundations over dense frictional soils. Utilization of this model enables the ZEL method to capture different modes of failure depending on the foundation size. A numerical study on foundations behavior was performed showing the ability of the presented approach in capturing both failure modes. Constitutive soil model Plasticity Foundation Stress level ZEL 2011 12 01 293 306 http://ijce.iust.ac.ir/article-1-446-en.doc

50-275 2026-06-18 10.1002

International Journal of Civil Engineering IJCE 1735-0522 2283-3874 2011 9 4 M. Hassanlourad mhassanlourad@iust.ac.ir H. Salehzadeh salehzadeh@iust.ac.ir H. Shahnazari hshahnazari@iust.ac.ir The effects of cementation and the physical properties of grains on the shear behavior of grouted sands are investigated in this paper. The consolidated-undrained triaxial shear behavior of three grouted carbonate sands with different physical properties, including particle size distribution, particle shape and void ratio, was studied. Two sands were obtained from the north shores of the Persian Gulf, south of Iran, called Hormoz and Kish islands sands, and one sand was obtained from the south beaches of England and called Rock beach sand. The selected sands were grouted using a chemical grout of sodium silicate and tested after one month of curing. Test results showed that the effect of bonding on the shear behavior and strength depends on the bond strength and confining pressure. In addition, the shear behavior, yield strength and shear strength of grouted sands under constant conditions, including the initial relative density, bonds strength, confining pressure and loading, were affected by the physical properties of the sands. Furthermore, the parameters of the Mohr-Coulomb shear strength failure envelope, including the cohesion and internal friction angle of grouted sands under constant conditions, were affected by the physical properties and structure of the soils. Carbonate sands Triaxial test Grouting Sodium silicate 2011 12 01 307 314 http://ijce.iust.ac.ir/article-1-275-en.doc