Journal of Civil and Surveying Engineering43120091222Use of Bentonite and Lime for Decreasing the Permeability of Liner and Cover in LandfillsUse of Bentonite and Lime for Decreasing the Permeability of Liner and Cover in Landfills20760FAMahmoudrezaAbdiAliParsa PajouhJournal Article19700101https://jcse.ut.ac.ir/article_20760_f3e41d82101da95545270ddd9df4f0a7.pdfJournal of Civil and Surveying Engineering43120091222Experimental Modeling of Three Dimensional Bearing Capacity of Footings on SlopesExperimental Modeling of Three Dimensional Bearing Capacity of Footings on Slopes20761FAOrangFarzanehFarajollahAskariAmirhoseinHaddadJournal Article19700101The 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.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.https://jcse.ut.ac.ir/article_20761_d6c8bf15ae8327d896729ae4f560466b.pdfJournal of Civil and Surveying Engineering43120091222Liquefaction Zonation of Lorestan ProvinceLiquefaction Zonation of Lorestan Province20762FAFarajollahAskariAmirGhasemiJournal Article19700101https://jcse.ut.ac.ir/article_20762_4d51bd22316e0145bbccee9945b2a5c7.pdfJournal of Civil and Surveying Engineering43120091222Development of Analytical Model on Determination of Stable Hydraulic Geometry of Alluvial Gravel Bed RiversDevelopment of Analytical Model on Determination of Stable Hydraulic Geometry of Alluvial Gravel Bed Rivers20763FAMaryamKaramiMohammadrezaMajdzadeh TabatabaiJournal Article19700101Modeling the hydraulic geometry of Gravel Rivers is of intrest to hydraulic engineers, hydrologists and enviromental 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 accounts for the increased stability of the channel banks due to effect of the bank vegetation and binding of the sediment by root masses. The two key parameters in the bank stability analysis are the median grain diameter of the bank sediment, D50bank and the modified friction angle of the bank sediment, ??. A sensitivity analysis of the two parameters indicate that the bank stability can exert a larg 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 friction angle, ?? ,was investigated. The estimated ?? 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.Modeling the hydraulic geometry of Gravel Rivers is of intrest to hydraulic engineers, hydrologists and enviromental 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 accounts for the increased stability of the channel banks due to effect of the bank vegetation and binding of the sediment by root masses. The two key parameters in the bank stability analysis are the median grain diameter of the bank sediment, D50bank and the modified friction angle of the bank sediment, ??. A sensitivity analysis of the two parameters indicate that the bank stability can exert a larg 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 friction angle, ?? ,was investigated. The estimated ?? 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.https://jcse.ut.ac.ir/article_20763_c41b7dba7a4194ab53684e29f96a5378.pdfJournal of Civil and Surveying Engineering43120091222Vertical Vibration of Composite Floor by Neural Network AnalysisVertical Vibration of Composite Floor by Neural Network Analysis20764FAAmirhoseinGhorbanpourMehdiGhasemiehJournal Article19700101Composite 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.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.https://jcse.ut.ac.ir/article_20764_3179db0e755a9e2508d464ec58ab8638.pdfJournal of Civil and Surveying Engineering43120091222A Suitable Transmitting Boundary for Dynamic Analysis of Gravity Dam – Reservoir System Utilizing ANSYS (Technical Note)A Suitable Transmitting Boundary for Dynamic Analysis of Gravity Dam – Reservoir System Utilizing ANSYS (Technical Note)20765FAAbbasMansouriAliSobhaniJournal Article19700101Numerical 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.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.https://jcse.ut.ac.ir/article_20765_a8f2734f19244f799e6764027ba23505.pdfJournal of Civil and Surveying Engineering43120091222Numerical Analysis of Passive Earth Pressure under Static & Cyclic SurchargesNumerical Analysis of Passive Earth Pressure under Static & Cyclic Surcharges20766FASMajdeddinMir Mohamad HosseiniMasoudSharifzadehJournal Article19700101https://jcse.ut.ac.ir/article_20766_3e5965bc8115db76cb19a6571151771e.pdfJournal of Civil and Surveying Engineering43120091222The Study of GFRP behavior in Confinement of Compressive Elements in Comparison with SIFCONThe Study of GFRP behavior in Confinement of Compressive Elements in Comparison with SIFCON20767FABaharehAbdollahiMohammadShekarchizadehMasoudMotavalliMehdiBakhshiJournal Article19700101https://jcse.ut.ac.ir/article_20767_d5f002b32bb99eb44db856619ec7ac53.pdfJournal of Civil and Surveying Engineering43120091222A Transversely Isotropic Stratum Bonded on the Top of a Half-Space Subjected to Surface Tangential dynamic ForceA Transversely Isotropic Stratum Bonded on the Top of a Half-Space Subjected to Surface Tangential dynamic Force20768FAAzizollahA. BehrestaghiMortezaEskandari GhadiJournal Article19700101An 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.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.https://jcse.ut.ac.ir/article_20768_e9bfacedb7bac9a35744693cae20b52a.pdfJournal of Civil and Surveying Engineering43120091222Investigation in Performance Level of Asymmetric StructuresInvestigation in Performance Level of Asymmetric Structures20769FAFaramarzKhoshnoodianSMohammad HoseinShahkaramfardJournal Article19700101According 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.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.https://jcse.ut.ac.ir/article_20769_8adc0ebb9f1e2c9a11ed30b9f3de51de.pdfJournal of Civil and Surveying Engineering43120091222Dynamic Analysis of Hunchback Concrete Block Quay Wall and Recommendation for Optimum Geometrical ParametersDynamic Analysis of Hunchback Concrete Block Quay Wall and Recommendation for Optimum Geometrical Parameters20770FAKhosroBargiHoseinSadaeiJournal Article19700101https://jcse.ut.ac.ir/article_20770_d88b1909a6f168945976b69d94e74a0d.pdfJournal of Civil and Surveying Engineering431200912223D Analysis of Right Angle Tunnels under Wave Propagation Effect with BEM3D Analysis of Right Angle Tunnels under Wave Propagation Effect with BEM20771FAAsadollahNoorzadMohammadrezaSafariJournal Article19700101https://jcse.ut.ac.ir/article_20771_76c9ccd2d88ee78aed40d64d687d404f.pdfJournal of Civil and Surveying Engineering43120091222Experimental Investigation of Delta Progression in ReservoirExperimental Investigation of Delta Progression in Reservoir20772FAOmirdrezaSafiyariMohammad AliBanihashemiJournal Article19700101In 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.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.https://jcse.ut.ac.ir/article_20772_cb1c47223431392c922d47f6d5e466fd.pdf