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Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Scientific Information Database (SID) - Trusted Source for Research and Academic Resources
Title: 
Author(s): 

Issue Info: 
  • Year: 

    0
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    -
Measures: 
  • Citations: 

    0
  • Views: 

    1999
  • Downloads: 

    0
Keywords: 
Abstract: 

Yearly Impact: مرکز اطلاعات علمی Scientific Information Database (SID) - Trusted Source for Research and Academic Resources

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Title: 
Author(s): 

Issue Info: 
  • Year: 

    0
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    -
Measures: 
  • Citations: 

    0
  • Views: 

    693
  • Downloads: 

    0
Keywords: 
Abstract: 

Yearly Impact: مرکز اطلاعات علمی Scientific Information Database (SID) - Trusted Source for Research and Academic Resources

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    1-13
Measures: 
  • Citations: 

    0
  • Views: 

    670
  • Downloads: 

    0
Abstract: 

An analytical solution is presented for displacements and stresses of a three dimensional linear hyperelastic transversely isotropic layer bonded on the top of a transversely isotropic half-space subjected to an arbitrary, time-harmonic surface tangential force. The equations of equilibrium in terms of displacements are uncoupled by using a set of two potential functions introduced by Eskandari-Ghadi (2005) for electrodynamics problems of any convex transversely isotropic domain with respect to the axis of material symmetry. The Fourier expansion and Hankel transform in a cylindrical coordinate system are employed to solve the boundary value problems for the potential functions. The development includes a set of transformed displacement-potential relations that are useful in a variety of either static or dynamic problems. To verify the accuracy of the numerical evaluation of the present solutions, comparisons with existing solutions are given. Different numerical results are also included to demonstrate the influence of the degree of the material anisotropy and the frequency of excitation on the response. Solutions presented in this paper are important in development of boundary-integral-equations to analysis both dynamic anisotropic soil-structure interaction problem and seismic waves scattering in anisotropic soils.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    15-23
Measures: 
  • Citations: 

    0
  • Views: 

    1458
  • Downloads: 

    0
Abstract: 

According to development of displacement-performance based design, there are some studies on different structures which most of them are about regular plan structures. In this research has been tried to review the frame steel structures designed Based on 2800 standard of Iran to achieve the designed structures performance level to find how much function levels it covers in earth quake. To show this matter, we used the members receipt and replace basis in push over dynamic analysis. Also, in order to show eccentricity in function level, the location of the center of mass transferred in amount of 10&15 percents of structure dimension toward the center of mass and the influence of gravity and lateral load is reviewed regarding the selected styles. The achieved conclusions appear that replace of mass center will increase by raising the eccentricity and change the style of existing plastic hinges and the numbers.

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Author(s): 

SAADAEI H. | BARGI KH.

Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    25-33
Measures: 
  • Citations: 

    0
  • Views: 

    789
  • Downloads: 

    0
Abstract: 

Concrete block quay wall, is consisted of solid or hollow concrete blocks sitting on each other to form the wall section. In this type of wall geotechnical condition, design calculation and ability of contractor determine the blocks dimensions. In these walls resistance against applied loads is provided by wall weight. To reduce active soil pressure and to increase wall stability in seismic regions, hunchback section is formed by placing a protruding knapsack to landside. In this formation according to backward tendency of blocks, wall stability will be increased. For knapsack section, special considerations such as trimming the blocks, more accurate setting blocks and consequently increasing construction costs should be considered. "Inclination angle" and "ratio of inclination height to entire wall height" play an important role in geometrical design of hunchback section. Selecting proper amount of these two helps decreasing soil dynamic pressure behind the wall and consequently reduces the concrete volume required construction. In this article, in order to evaluate the proper amount of "inclination angle" and "ratio of inclination height to entire wall height", applying numerical modeling, FLAC 2D is used for modeling different hunchback block quay walls. Comparing the results, the proper amounts of the aforementioned parameters have been recommended. The results of modeling are categorized in below sections. Soil dynamic pressure behind the wall, Displacement of upper block Concrete volume required construction of unit berth length. The results show that negative inclination angle of 50-55 degree which starts from middle of the wall height is the optimum formation to reduce the soil pressure and the concrete volume per berth length unit.

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Author(s): 

SAFARI M.R. | NOURZAD A.A.

Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    35-48
Measures: 
  • Citations: 

    0
  • Views: 

    976
  • Downloads: 

    0
Abstract: 

Tunnel is integral part of the infrastructure of modem society and is used for a wide range of applications, including highway, sewage and water transport. This structure built in areas subject to earthquake activity and must withstand safely seismic waves. Seismic waves are characterized in terms of the deformations and strains imposed on the structure by the surrounding ground, often due to the interaction between two. Dynamic analysis of lined tunnel with bending in longitudinal axis is not a common case and is not exist in literature as rich as long lined tunnel with straight axis. In this paper the case was analyzed with BEM in full space time domain. Tunnel with bending in longitudinal axis and large backfilling is dynamically analyzed in three dimensional contexts by assuming linear or viscoelastic material behavior, full contact between soil and structure at their interface without modeling free surface of ground. An analytical boundary integral equation is developed for the efficient time domain dynamic response analysis of a bending cavity with arbitrary cross-section geometry. The numerical solution of boundary integral equation IS obtained after discretizing both space and time variation. First curvilinear coordinates, which Z axis is along main longitudinal line, is introduced. Geometry of bend, displacement and traction is expressed in this coordinates. Complex shape of the cross section is mapping into a circular shape with a unit radius by trigonometric shape functions. This mapping enables us to discretize the boundary only along the longitudinal axis of tunnel. Therefore boundary is divided into N circular element this is because of advantages of circular element. Harmonic substantial behavior of deformation and traction, which expressed in cylindrical coordinates, results their variation with central angle expressed in Fourier series. This helps us to decrease the number of equation very much. Observation time is divided into M time step. Appropriate time step is chose because it is very important for numerical stability of transient dynamic problems. Weak and strong singularity occurs during integration process. Direct approach for the rigorous treatment and numerical evaluation is used. For this purpose circular element divided into subdivision elements and integration is done in each element. Singular points exist in one subdivision. Polar coordinates and CPV sense is used for evaluating strong singularity and three coordinates transformation is used for eliminating weak singularity. After all, equation should be solved for the total displacement and tractions at inner and outer surface of tunnel. This is accomplished by especial out of core block equation solver of gauss type for non-symmetric matrices. Numerical results are presented for the case of lined cUrve tunnel of circular cross section with some values in bending radius, tunnel radius and thickness of tunnel. Plain strain theory results are compared with the straight portion of the model.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    49-60
Measures: 
  • Citations: 

    0
  • Views: 

    795
  • Downloads: 

    0
Abstract: 

In this research, using an expansive channel in plan and along the longitudinal profile, deltaic reservoir sedimentation was studied. Sedimentation in bed load governed conditions and delta formation in reservoir environment is a function of various parameters such as: geometrical shape of reservoir, bottom slope, hydrological properties and hydraulic conditions of inflowing stream, sediment load and type of sediment. In this current work, some of effective variables including: depth of reservoir, water discharge, rate of sediment load, physical and geometrical characteristics of grains was studied. The rate of bed level changes and delta movements in time, corresponding to variation of each parameter, was recorded. Observations shows, rate of delta movements along the reservoir have a high dependency on pool water level. By use of dimensional analysis, some dimensionless parameters proportional to physical properties of phenomenon have been derived. The governing rule of phenomenon was established in accordance with experimental results and non-dimensional variables. Finally the curves of delta movements and the characteristic parameter of reservoir were presented as new achievements of this project.

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Author(s): 

ABDI M.R. | PARSAPAZHOUH A.

Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    61-70
Measures: 
  • Citations: 

    0
  • Views: 

    2014
  • Downloads: 

    0
Abstract: 

Population growth, uncontrolled and excessive consumption of natural resources, urbanization together with technological and industrial developments have brought about considerable changes in the environment. At present, one of the main concerns for these societies is the proper collection and disposal of the domestic wastes. One of the main methods used for the disposal of the wastes has been the construction and use of landfills. Engineering designed and constructed landfills, should allow proper collection and disposal of the leachate, in order to prevent it from permeating into the ground and polluting valuable soil and ground water resources both in short and long terms. To achieve this, it is of paramount importance to use impermeable material for the construction of the landfill liner and the cover. In the current investigation, the possibility of using additives such as bentonite and lime to reduce the permeability of sandy and clayey soils has been studied. The effects of the additives were investigated when they were added to the soils in singular and in combined form. The amount of additives used varied between 0 to 9 percent of the dry weight of the soil. Results of the investigation showed that the use of bentonite on its own significantly reduces the permeability of the sand and lime addition proved to be ineffective in this respect. In case of the clay soil, lime showed to be more effective than bentonite in reducing the permeability of the soil. Concurrent addition of the lime and bentonite to the clay soil, although resulted in reducing the permeability but for a particular percentage of additives it has not been as effective as lime on its own. The addition of lime to the clay soil causes chemical reactions which constitute calcium silicate and aluminates hydrate. These compounds cement the soil particles together, occupy part of the void spaces and subsequently reduce permeability. Lime addition to the clay soil also modifies the clay structure, reducing its affinity for water absorption. As a result clay particles become less able to absorb water and the cementation of the particles resists volumetric changes caused by moisture variations. These effects combine to increase the clay soils ability to resist desiccation cracking when used as landfill cover. To meet the U.S.E.P.A. criterion of reducing soil permeability’s to less than 10-7 cm/s, the optimum amount of bentonite for the sand was determined to be 8.5%, and for the clay soil the optimum lime and bentonite contents were respectively determined as 1.7% and 2.7%.

Yearly Impact: مرکز اطلاعات علمی Scientific Information Database (SID) - Trusted Source for Research and Academic Resources

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    71-84
Measures: 
  • Citations: 

    0
  • Views: 

    1078
  • Downloads: 

    0
Abstract: 

In this study, the experimental investigation of confinement in concrete compressive elements using Glass Fiber Reinforced Polymer (GFRP) sheets has been conducted Regarding the effects of concrete and fibers properties, the studied parameters include the strength of unconfined concrete core, thickness of confining layer and orientation of fibers in GFRP confining layer. The effects of these parameters on the behavior of compressive stress-strain curve, compressive strength, ultimate strain and energy absorption of confined concrete have been assessed to be used in design purposes. The final goal of this study is to compare the two methods of confining concrete columns using GFRP materials and using Slurry Infiltrated Fiber Concrete (SIFCON). Consequently, the results of compressive tests on concrete elements confined by SIFCON which were conducted by other researchers have been compared with the results of tests on GFRP confined concrete specimens. The results of this comparison show that the general behavior of stress-strain curves of concrete confined by SIFCON is different from that of GFRP confined concrete due to the significant post peak behavior of SIFCON confined concrete. SIFCON confinement method provides comparable results with GFRP confinement, considering the improvement of compressive strength and energy absorption capacity.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    85-93
Measures: 
  • Citations: 

    0
  • Views: 

    815
  • Downloads: 

    0
Abstract: 

The problem of a footing on slope is encountered regularly in engineering practice, with some noteworthy examples being bridge abutments and basement excavations. In this paper, the bearing capacity of a footing replaced near a slope crest was studied Model tests were carried out using square model footing of 100 mm width. A tank 0.3 m deep, 0.6 m wide, and 0.9 m long was used for the model bearing capacity tests in sand. Models were prepared at different relative densities using a sand raining technique. During the tests, the density of the sand bed was adjusted by changing the height of the plate from which the sand particles freely fell. With repeated preliminary tests, reproducibility and repeatability were checked. Several parameters including the density of the soil and location of footing relative to the slope crest were studied. Particular emphasis is paid to the scale effects and its influence on bear capacity of the footing. The influence of different parameters was studied through this program and the validity of results was verified from experimental and analytical simulations. A series of upper bound limit analysis analyses were performed on a prototype slope using three-dimensional model by the computer program TRASS. The soil was represented by a non-linear perfect plastic Mohr coulomb model. A close agreement between the experimental and numerical results is observed. The rupture planes observed in the experiments and analyses were also very similar. The results show that limit analysis solutions would be a good approximation to estimate the bearing capacity of footings near slopes.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    95-103
Measures: 
  • Citations: 

    0
  • Views: 

    1261
  • Downloads: 

    0
Abstract: 

One of the most important problems in geotechnical projects is how to predict unstable areas. There are several methods to hazard potential delineation, generally include direct and indirect methods. In general, for some geotechnical problems, the hazard potential can be expressed by the terms of "very high, high, moderate, low, and very low". The evaluation using these terms as a qualitative assessment, enables the preparation of susceptibility maps at low cost for purposes such as land-use planning or regional risk assessment. This paper presents the investigation results of liquefaction zonation in Lorestan Province. This zonation is based on Forth Technical Committee manual for zonation on seismic geotechnical hazards (TC4). Three grades of approach to zonation can be used related to scale of mapping: Grade 1 or general zonation which is based on compilation and interpretation of existing information available from historic documents, published reports and other available databases, mapping in the range 1:1000,000 to 1:50,000. Grade 2 or detailed zonation, mapping to scales of about 1:100,000 to 1: 10,000, based on improving the Grade 1 zonation maps at moderate cost by making use of additional data such as aerial photographs or additional field studies. Grade 3 or rigorous zonation, which is a very detailed level of zonation, mapping in scales of 1:25,000 to 1:5,000. In this paper, Lorestan Province Liquefaction Potential is evaluated bases on Grade 1 and Grade 2 methods and mapped in scale of 1:250,000. Results of this zonation shows that the potential of seismic hazsrds of alluviums in this region varies from low to high, related to soil structure, level of ground water and Soil density.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    105-115
Measures: 
  • Citations: 

    0
  • Views: 

    698
  • Downloads: 

    0
Abstract: 

Modeling the hydraulic geometry of Gravel Rivers is of interest to hydraulic engineers, hydrologists and environmental scientists who are engaged in predicting the adjustments of an alluvial channel to an altered upstream runoff or sediment supply. The widely used qualitative and regime models, while indicating the general direction of river adjustment, are not able to deal with river response at a quantitative level. On the other hand the existing analytical models do not predict channel geometry to the accuracy required for engineering applications. In this paper a bank stability analysis is incorporated into an analytical procedure for modeling the hydraulic geometry of an alluvial gravel-bed channel. The bank stability criterion account for the increased stability of the channel banks due to effect of the bank vegetation and binding of the sediment by root masses. The ova key parameters in the bank stability analysis are the median grain diameter of the bank sediment, D50bank and the modified faction angle of the bank sediment, j. A sensitivity analysis of the two parameters indicates that the bank stability can exert a large influence on the channel geometry. This is supported by testing the theory on published field data. The bank sediment size was assumed to equal the bed sediment size, and the variation of the faction angle, j, was investigated. The estimated j values are seen to increase systematically with the bank vegetation density. The results indicate that increased bank stability induced by the vegetation has- a significant influence on channel geometry. The vegetated channels are narrower, deeper and less steep. For well developed bank vegetation, the channel width was found 0.6 time its unvegetated channel width.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    117-126
Measures: 
  • Citations: 

    0
  • Views: 

    1119
  • Downloads: 

    0
Abstract: 

Composite steel concrete composite floor used mainly in the commercial and office building has lighter weight and is considered very economical. The light weight natures of this type of floor causes some vibration problems when it is subjected to loadings such as human footstep loading. The dynamic characteristics of these floors are dependent on several parameters such as joist span, girder span, slab thickness and etc. In this article, using the neural network analysis, the vertical vibration of the composite floor system subjected to footstep loading is investigated. The parameters effecting on the overall vibrational characteristics is recognized. Numbers of practical cases subjected to different loading were analyzed. Finally with some of the guidelines provided from other researchers and the results obtained from this study, the vertical floor vibration induced by footstep loading can be checked and the design equations and the guidelines required for such phenomenon can be controlled.

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Author(s): 

MANSOURI A. | SOBHANI A.

Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    127-133
Measures: 
  • Citations: 

    0
  • Views: 

    808
  • Downloads: 

    0
Abstract: 

Numerical analysis of the dam reservoir systems including fluid-structure interaction, by finite element method has some complexities especially for the semi-infinite reservoirs. However, similar to the other FEM program the ANSYS is included some difficulties in the modeling of the semi-infinite domains, such as the dam reservoirs. In this paper a new method is proposed to remedy this problem For this, one of the existence elements of the mentioned program is used as an upstream boundary of the reservoir. This element which is able to absorb the waves rationally was named FLUID129 in the ANSYS. It should be emphasized that to apply this element, some special conditions must be prepared which are presented in the article. After that, some practical results which obtained by the proposed method are compared with the exact responses which are attained by the other special purpose program, and they are reported in the literature. Obviously this comparison could be clarified the ability of this new simple method for seismic analysis of dam-reservoir system.

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Issue Info: 
  • Year: 

    2010
  • Volume: 

    43
  • Issue: 

    1
  • Pages: 

    135-144
Measures: 
  • Citations: 

    0
  • Views: 

    726
  • Downloads: 

    0
Abstract: 

Learning about earth pressure is an important factor in problems concerning geotechnical engineering. Earth pressure depends on many factors such as the nature of surcharge, soil properties and soil-wall Interaction. It is also a function of amount and type of wall deformations. Cyclic surcharges such as traffic loads, explosions and the impact of passing heavy trucks and vehicles on the backfill soils will Increase the normal stresses and lead to considerable changes of earth pressures. They also cause Strains which results in instability of retaining structures. The variety of factors influencing the soil-wall interaction may cause the dynamic earth pressure to become very complicated and hence difficult to be predicted. In addition, the distribution of dynamic earth pressure and its point of application along the wall are still unclear. In order to clearly explain the earth pressure under cyclic surcharges, both Numerical and experimental models need to be considered. Therefore, passive earth pressure under static and cyclic vertical surcharges in three different conditions of wall movement such as translation (T), rotation about the bottom (RB) and rotation Journal of Civil and Surveying Engineering, University of Tehran about the top (RT) have been studied using popular Geotechnical software 'FLAC' based on finite difference method. In order to verify and calibrate the numerical model, some tests in passive case were carried out using the physical model of a retaining wall developed in "soil mechanic laboratory of civil and environmental engineering faculty at Amirkabir University of Technology (Nikkhah & Mirhosseini, 2004)". Finally, parametric studies have been done to investigate the effect of soil properties, type and amount of wall movements and also the nature of surcharges on passive earth pressure.

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