University of QomCivil Infrastructure Researches2783-140X10120240521Experimental and Numerical Investigation of Pizometric Head and Water Surface Profile of Steady Flow in Porous MediaExperimental and Numerical Investigation of Pizometric Head and Water Surface Profile of Steady Flow in Porous Media113258610.22091/cer.2023.9313.1473FAHassanHajikazeimanDepartment of Water Engineering and Hydraulic Structures, Faculty of Civil Engineering, University of Zanjan, Zanjan, Iran.JalalBazarghanAssociate Professor, Department of Water Engineering and Hydraulic Structures, Faculty of Civil Engineering, University of Zanjan, Zanjan, Iran.0000-0002-6352-8422Journal Article20230510<em>In this article, pressure on the floor and water surface profile at steady flow in rockfill material (coarse grain aggregate) is survived experimentally and numerically. Porous media with small, medium and coarse grading was prepared in a 15 meter length, 1 meter wide and 0.8 meter height laboratory open channel. Pressure changes with pizometers which are installed on bed and water depth with reading from channel side are recorded. Steady flow is established with 3 flows and 12 tests are done totally. Based on experimental data coefficients of binominal relation are calculated with accuracy. Gradual varied flow relations have been used as governing equations. Based on recorded data, there is significant different between pizometric and water depth which amount of that is less in first of media and reach to maximum in end points. Frictional loose of drag force is reason of this deference. In the following, with solving of energy equation, pressure depth in all points is calculated with accuracy and then with applying of the mentioned energy loose, water depth and water surface profile are calculated. As a results, average error of pizometeric head in whole tests is 3.3 percent and mean error of water profile calculation are 2.36 and 13.44 percent for with and without considering of drag force effect Respectively</em>.<em>In this article, pressure on the floor and water surface profile at steady flow in rockfill material (coarse grain aggregate) is survived experimentally and numerically. Porous media with small, medium and coarse grading was prepared in a 15 meter length, 1 meter wide and 0.8 meter height laboratory open channel. Pressure changes with pizometers which are installed on bed and water depth with reading from channel side are recorded. Steady flow is established with 3 flows and 12 tests are done totally. Based on experimental data coefficients of binominal relation are calculated with accuracy. Gradual varied flow relations have been used as governing equations. Based on recorded data, there is significant different between pizometric and water depth which amount of that is less in first of media and reach to maximum in end points. Frictional loose of drag force is reason of this deference. In the following, with solving of energy equation, pressure depth in all points is calculated with accuracy and then with applying of the mentioned energy loose, water depth and water surface profile are calculated. As a results, average error of pizometeric head in whole tests is 3.3 percent and mean error of water profile calculation are 2.36 and 13.44 percent for with and without considering of drag force effect Respectively</em>.https://cer.qom.ac.ir/article_2586_bff78bd03c2525c8b23f869b59334df6.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Consolidation Behavior of the Petroleum Hydrocarbon Contaminated Soil Treated with PolypropyleneConsolidation Behavior of the Petroleum Hydrocarbon Contaminated Soil Treated with Polypropylene1531258810.22091/cer.2023.9636.1492FAAbdolghafourKhademalrasoulAssistant Professor, Department of Civil Engineering, Faculty of Civil Engineering and Architecture, Shahid Chamran University of Ahvaz, Ahvaz, Iran.0000-0001-7917-7535HosseinGhorbaniFaculty of Civil Engineering, Institute for Higher Education ACECR Khouzestan, Ahvaz, Iran.0009-0001-3608-8492Journal Article20230629Soil pollution by oil hydrocarbons is one of the most important kinds of pollution. In this study, clay soil from the CL class were contaminated with gasoil synthetically in 3, 6 and 9 percent by weight, and then the soil containing 6 percent of pollution reinforced with polypropylene fibers at amounts of 0.25, 0.5, 0.75 and 1 percent by weight. According to the results in all samples, Atterberg limits were reduced compared to the base soil. By increasing the percentage of contamination from 0 to 6 percent, the liquid limit and plastic index of the contaminated samples decreased. Moreover by increasing the amount of contamination to 9 percent, these values increased. Investigation of changes trend and amount of compaction characteristics (maximum dry density and optimum moisture) of samples also showed that with soil contamination, maximum dry density and optimum moisture content, had an upward and descending trend compared to the corresponding values in base soil, respectively. According to the results, the presence of contaminant in the soil was led to a decrease of consolidation coefficient, decrease of void ratio, increase of coefficient of volume compressibility and increase of permeability coefficient. The highest rate of decrease in consolidation coefficient (equivalent to 1.7 percent) and the highest increase in permeability coefficient (equivalent to 23.01 percent) was related to the contaminated sample reinforced with 0.75 percent by weight of fibers.Soil pollution by oil hydrocarbons is one of the most important kinds of pollution. In this study, clay soil from the CL class were contaminated with gasoil synthetically in 3, 6 and 9 percent by weight, and then the soil containing 6 percent of pollution reinforced with polypropylene fibers at amounts of 0.25, 0.5, 0.75 and 1 percent by weight. According to the results in all samples, Atterberg limits were reduced compared to the base soil. By increasing the percentage of contamination from 0 to 6 percent, the liquid limit and plastic index of the contaminated samples decreased. Moreover by increasing the amount of contamination to 9 percent, these values increased. Investigation of changes trend and amount of compaction characteristics (maximum dry density and optimum moisture) of samples also showed that with soil contamination, maximum dry density and optimum moisture content, had an upward and descending trend compared to the corresponding values in base soil, respectively. According to the results, the presence of contaminant in the soil was led to a decrease of consolidation coefficient, decrease of void ratio, increase of coefficient of volume compressibility and increase of permeability coefficient. The highest rate of decrease in consolidation coefficient (equivalent to 1.7 percent) and the highest increase in permeability coefficient (equivalent to 23.01 percent) was related to the contaminated sample reinforced with 0.75 percent by weight of fibers.https://cer.qom.ac.ir/article_2588_b7071f59b94ca302bac27e55a1eb4298.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Investigation of Acid Effect on the Strength Behavior of Fine-Grained SoilInvestigation of Acid Effect on the Strength Behavior of Fine-Grained Soil3347259810.22091/cer.2023.9393.1479FASeyyed Mohammad HoseinKhatamiDepartment of Civil Engineering, Technical and Vocational University (TVU), Tehran, Iran0009-0007-5375-7137AbdolhoseinHaddadProfessor, Faculty of Civil Engineering of Semnan University, Semnan, Iran.0000-0002-7612-6780AdelAsakerehAssociate Professor, Faculty of Civil Engineering of Semnan University, Semnan, Iran.0000-0003-4706-2957Journal Article20230503Due to the ever-increasing growth of fossil pollution in the air of big cities or any other place, the resulting rain will be acidic. The reason for the formation of acid rain particles is nitrogen group compounds. That is, the combination of existing water with nitrate causes the phenomenon of acid rain. The soil may be exposed to various pollutants over time, including acidic pollutants and its shear resistance changes.Therefore, this issue is investigated in this research. On the other hand, investigating the behavior of soil under the effect of acidic contamination is so important because the excessive using of the sand-bentonite mixture in the Landfills. According to this subject in this research Sand of Firoozkooh with different percentages (0, 10%) Bentonite to carry out the undrained consolidated triaxial tests is use to investigate the effect of nitrat acid solution with (1,3)pH for investigating the influence of acidic contamination on shear strength parameter. Results that comes out from experiments indicates that Presence of acid lead to reduction of shear strength of clean sand. Although in sand-bentonie mixture with pH=3 shear strength increased but rising of acid in pH=1 lead to decrease of shear strength. Also presence of acid make the positive pore pressure higher.Due to the ever-increasing growth of fossil pollution in the air of big cities or any other place, the resulting rain will be acidic. The reason for the formation of acid rain particles is nitrogen group compounds. That is, the combination of existing water with nitrate causes the phenomenon of acid rain. The soil may be exposed to various pollutants over time, including acidic pollutants and its shear resistance changes.Therefore, this issue is investigated in this research. On the other hand, investigating the behavior of soil under the effect of acidic contamination is so important because the excessive using of the sand-bentonite mixture in the Landfills. According to this subject in this research Sand of Firoozkooh with different percentages (0, 10%) Bentonite to carry out the undrained consolidated triaxial tests is use to investigate the effect of nitrat acid solution with (1,3)pH for investigating the influence of acidic contamination on shear strength parameter. Results that comes out from experiments indicates that Presence of acid lead to reduction of shear strength of clean sand. Although in sand-bentonie mixture with pH=3 shear strength increased but rising of acid in pH=1 lead to decrease of shear strength. Also presence of acid make the positive pore pressure higher.https://cer.qom.ac.ir/article_2598_5c9df9c18af056b5eb36c24db3b41131.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Effect of CO2-Induced Magnesium Carbonate on Improving the Behavior of Genaveh ClayEffect of CO2-Induced Magnesium Carbonate on Improving the Behavior of Genaveh Clay4966260510.22091/cer.2023.9462.1482FASaeedCheginiDepartment of Civil Engineering, Buin Zahra Technical and Engineering University, Qazvin, Iran.0009-0002-0842-6228HadiMohamadzadeh RomianiAssistant Professor, Department of Civil Engineering, Buin Zahra Technical and Engineering University, Qazvin, Iran.0000-0001-8646-0072HamedAbdeh KeykhaAssistant Professor, Department of Civil Engineering, Buin Zahra Technical and Engineering University, Qazvin, Iran.0000-0001-8125-2223Journal Article20230520In this study, the effect of CO2-induced magnesium carbonate on the plasticity index, consolidation behavior and shear strength of natural soft clay was investigated. Magnesium carbonate was produced by absorbing carbon dioxide gas and used as a powder for clay treatment. Different tests including atterberg limits, consolidation, unconfined compression, and triaxial compression tests were conducted on the treated and untreated samples. The triaxial tests were conducted in consolidated undrained (CU) condition. Also, SEM images and XRD analyses were prepared on produced magnesium carbonate and treated and untreated clay samples. The obtained results show that the plasticity index of the treated clay decreased and consolidation behavior was improved as the magnesium carbonate content increased. Regarding the SEM images the magnesium carbonate particles are needle-shaped and cause stronger structure and granular behavior in clay soils. According to the triaxial test results, with increasing confining stress, the shear strength of the treated samples increases compared to untreated clay. The internal friction angle of Genaveh soft clay in both undrained and drained conditions increases significantly, by adding 15 percent magnesium carbonate to the soil.In this study, the effect of CO2-induced magnesium carbonate on the plasticity index, consolidation behavior and shear strength of natural soft clay was investigated. Magnesium carbonate was produced by absorbing carbon dioxide gas and used as a powder for clay treatment. Different tests including atterberg limits, consolidation, unconfined compression, and triaxial compression tests were conducted on the treated and untreated samples. The triaxial tests were conducted in consolidated undrained (CU) condition. Also, SEM images and XRD analyses were prepared on produced magnesium carbonate and treated and untreated clay samples. The obtained results show that the plasticity index of the treated clay decreased and consolidation behavior was improved as the magnesium carbonate content increased. Regarding the SEM images the magnesium carbonate particles are needle-shaped and cause stronger structure and granular behavior in clay soils. According to the triaxial test results, with increasing confining stress, the shear strength of the treated samples increases compared to untreated clay. The internal friction angle of Genaveh soft clay in both undrained and drained conditions increases significantly, by adding 15 percent magnesium carbonate to the soil.https://cer.qom.ac.ir/article_2605_ac99eab25c22429fdbb6709828c74be3.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Enhancement of Mechanical Properties, Drying Shrinkage and High Temperature Resistance of Geopolymer Mortar Containing Ground Granulated Blast Furnace Slag and Red Mud with Basalt FiberEnhancement of Mechanical Properties, Drying Shrinkage and High Temperature Resistance of Geopolymer Mortar Containing Ground Granulated Blast Furnace Slag and Red Mud with Basalt Fiber6783261110.22091/cer.2023.9855.1511FAMalek MohammadRanjbar TaklymieAssociate Professor, Department of Civil Engineering, Faculty of Technical Engineering, University of Guilan, Guilan, Iran.0000-0002-4425-493XFaridHatamiPh.D. Student, Department of Civil Engineering, Faculty of Technical Engineering, University of Guilan, Guilan, Iran.0009-0009-8900-3104Journal Article20230910The purpose of this research is to investigate the effect of adding basalt fibers on flowability, setting time, shrinkage and compressive and flexural strengths of geopolymer mortar cured at ambient temperature. The ground granulated blast-furnace slag and red mud, which are the waste products of iron and aluminum factories, were used as aluminosilicate base materials in the geopolymer mortar mix design. Also, for the first time, the residual compressive and flexural strengths of geopolymeric mortars containing basalt fibers exposed to three thermal regimes including 600°C for 60 minutes and 600°C and 800°C for 90 minutes were measured and investigated. XRD tests revealed that geopolymers undergo a structural phase change from amorphous to crystalline at high temperatures. In addition, the results showed that adding 0.5% of basalt fibers as an optimal percentage, not only can solve the problem of drying shrinkage of geopolymer mortars, but also the use of this amount of basalt fibers can increase the compressive and flexural strength of geopolymer mortars both at ambient temperature and at high temperatures. Therefore, geopolymer mortar containing 0.5% basalt fibers, in addition to having positive environmental aspects, can be used as a repair mortar with high mechanical characteristics and also suitable resistant to high temperature for the repair and retrofit of concrete structures.The purpose of this research is to investigate the effect of adding basalt fibers on flowability, setting time, shrinkage and compressive and flexural strengths of geopolymer mortar cured at ambient temperature. The ground granulated blast-furnace slag and red mud, which are the waste products of iron and aluminum factories, were used as aluminosilicate base materials in the geopolymer mortar mix design. Also, for the first time, the residual compressive and flexural strengths of geopolymeric mortars containing basalt fibers exposed to three thermal regimes including 600°C for 60 minutes and 600°C and 800°C for 90 minutes were measured and investigated. XRD tests revealed that geopolymers undergo a structural phase change from amorphous to crystalline at high temperatures. In addition, the results showed that adding 0.5% of basalt fibers as an optimal percentage, not only can solve the problem of drying shrinkage of geopolymer mortars, but also the use of this amount of basalt fibers can increase the compressive and flexural strength of geopolymer mortars both at ambient temperature and at high temperatures. Therefore, geopolymer mortar containing 0.5% basalt fibers, in addition to having positive environmental aspects, can be used as a repair mortar with high mechanical characteristics and also suitable resistant to high temperature for the repair and retrofit of concrete structures.https://cer.qom.ac.ir/article_2611_a7a9650a830cb79d7b9c5c568938c691.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Investigating the Static and Dynamic Behavior of Structural Lightweight Concrete Containing Nano-Silica and Steel FibersInvestigating the Static and Dynamic Behavior of Structural Lightweight Concrete Containing Nano-Silica and Steel Fibers85107266310.22091/cer.2023.9673.1497FAFatimahAltalibDepartment of Civil Engineering, Babol Noshirvani University of Technology, Babol, Iran.HamidrezaTavakoliAssociate Professor, Department of Civil Engineering, Babol Noshirvani University of Technology, Babol, Iran.Seyed KomailHashemiAssistant Professor, Department of Civil Engineering, Babol Noshirvani University of Technology, Babol, Iran.Journal Article20230710The primary goal of engineering design of buildings is to reduce the weight of the structure and its resistance to earthquakes and explosions because the occurrence of these events is inevitable. In this research, lightweight concrete has been used due to its unique advantages in weight reduction, and attention has also been paid to increasing the resistance and behavior of this concrete in the face of any type of accident and investigating its static and dynamic behavior. The dynamic behavior of concrete has been studied by using Hopkinson compression machine at three strain rates of 100, 200 and 300/s. Static and dynamic properties of concrete include compressive strength, modulus of elasticity, and dynamic increase modulus. For this purpose, a study has been conducted on 8 mixing designs for samples without metal fibers and nanosilica and samples containing different percentages of nanosilica and metal fibers. The results have shown that nanosilica and metal fibers play a role in improving compressive strength and the best results are obtained by adding 3% nanosilica and 1% metal fibers. Nanoparticles are more effective in static loads because the pozzolanic interactions of nanosilica improves the microstructure, and in dynamic loads, nanoparticles are less efficient due to nano's sensitivity to high loads, and also metal fibers prevent cracks in concrete. In this study, a mathematical relationship for the dynamic increase coefficient has also been extracted and compared with the experimental results.The primary goal of engineering design of buildings is to reduce the weight of the structure and its resistance to earthquakes and explosions because the occurrence of these events is inevitable. In this research, lightweight concrete has been used due to its unique advantages in weight reduction, and attention has also been paid to increasing the resistance and behavior of this concrete in the face of any type of accident and investigating its static and dynamic behavior. The dynamic behavior of concrete has been studied by using Hopkinson compression machine at three strain rates of 100, 200 and 300/s. Static and dynamic properties of concrete include compressive strength, modulus of elasticity, and dynamic increase modulus. For this purpose, a study has been conducted on 8 mixing designs for samples without metal fibers and nanosilica and samples containing different percentages of nanosilica and metal fibers. The results have shown that nanosilica and metal fibers play a role in improving compressive strength and the best results are obtained by adding 3% nanosilica and 1% metal fibers. Nanoparticles are more effective in static loads because the pozzolanic interactions of nanosilica improves the microstructure, and in dynamic loads, nanoparticles are less efficient due to nano's sensitivity to high loads, and also metal fibers prevent cracks in concrete. In this study, a mathematical relationship for the dynamic increase coefficient has also been extracted and compared with the experimental results.https://cer.qom.ac.ir/article_2663_f73e2f851fea58e5f3ca089d8f944c26.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521The Study of the Effect of Drainage Conditions on the Collapse Potential of SoilThe Study of the Effect of Drainage Conditions on the Collapse Potential of Soil109124268210.22091/cer.2024.10063.1520FAJavadMahmoudiPhD., Faculty of Civil Engineering, University of Yazd, Yazd, Iran.0009-0003-9745-4251RezaPourhosseiniAssociate Professor, Faculty of Civil Engineering, University of Yazd, Yazd, Iran.0000-0002-5219-0091Journal Article20231105Collapsible soils are one of the problematic soils, as they exhibit good stability in dry conditions but undergo sudden and significant settle-ments upon water entry. The surrounding layers of collapsible soil can be either permeable or impermeable, but the existing devices for determining the collapse potential lack the ability to model the drain-age conditions around the collapsible soil layer. In this study, an ap-paratus capable of modeling drainage conditions was constructed. A collapsible soil was made in laboratory, and its collapse potential was determined using single and double oedometer tests as well as the constructed apparatus. The results show that drainage conditions are an influential factor on the behavior of collapsible soils. The col-lapse potential obtained from this apparatus is lower than the col-lapse potential obtained from the oedometer test. The comparison of the two conditions with drainage and without drainage in two point and wide water distributions shows that in both water distributions, the collapse potential is higher in the condition with drainage than in the condition without drainage. For example, in the point distribution, the collapse potential with drainage is 27.7% higher than the without drainage, while in the wide distribution, it is 19.5%higher.Collapsible soils are one of the problematic soils, as they exhibit good stability in dry conditions but undergo sudden and significant settle-ments upon water entry. The surrounding layers of collapsible soil can be either permeable or impermeable, but the existing devices for determining the collapse potential lack the ability to model the drain-age conditions around the collapsible soil layer. In this study, an ap-paratus capable of modeling drainage conditions was constructed. A collapsible soil was made in laboratory, and its collapse potential was determined using single and double oedometer tests as well as the constructed apparatus. The results show that drainage conditions are an influential factor on the behavior of collapsible soils. The col-lapse potential obtained from this apparatus is lower than the col-lapse potential obtained from the oedometer test. The comparison of the two conditions with drainage and without drainage in two point and wide water distributions shows that in both water distributions, the collapse potential is higher in the condition with drainage than in the condition without drainage. For example, in the point distribution, the collapse potential with drainage is 27.7% higher than the without drainage, while in the wide distribution, it is 19.5%higher.https://cer.qom.ac.ir/article_2682_a7536f895eec1ad9b8c1d3b826e74b43.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Assessment of Key Factors Impacting Permeability in Treated Firouzkooh Siliceous Sand and Hormuz Carbonate Sand Using Persian Gum BiopolymerAssessment of Key Factors Impacting Permeability in Treated Firouzkooh Siliceous Sand and Hormuz Carbonate Sand Using Persian Gum Biopolymer125135270210.22091/cer.2024.9999.1515FAMasoudMohseniniaMSc, Department of Civil Engineering, University of Science and Technology, Tehran, Iran.0009-0003-9763-5087HosseinSalehzadehAssociate Professor, Department of Civil Engineering, University of Science and Technology, Tehran, Iran.0000-0003-0289-6640Journal Article20231018This study evaluates the performance of Persian gum as a new plant-based biopolymer in reducing the permeability of the Hormuz car-bonate sand and the Firouzkooh silicate sand. To achieve this objec-tive, constant head permeability tests were conducted on both un-treated and Persian gum-treated sand specimens. Various parame-ters, including the proportion of additive biopolymer, curing loca-tion, curing time and initial soil density, were investigated. The re-search findings revealed that the introduction of 0.5% and 3% Per-sian gum resulted in a substantial reduction in permeability, with re-ductions of approximately 3-fold and 190-fold, respectively, depend-ing on the sand type. These reductions were observed subsequent to a 7-day curing regimen conducted under elevated temperatures. Ad-ditionally, it was observed that other parameters, notably initial soil density, curing temperature, and curing duration, exerted a signifi-cant and direct influence on the reduction in soil permeability. In particular, the permeability coefficient of the Hormuz and Firouzkooh optimum samples, treated with a 3% concentration of Persian gum and possessing a relative soil density of approximately 80% prior to treatment, demonstrated a significant reduction to approximately 6.65 × 10E-6 and 7.7 × 10E-6 cm/s, respectively, following an ex-tended 28-day curing period at an elevated temperature. This notable decrease, in comparison to analogous untreated samples, represent-ed a 578-fold and 175-fold reduction in permeability, respectively.This study evaluates the performance of Persian gum as a new plant-based biopolymer in reducing the permeability of the Hormuz car-bonate sand and the Firouzkooh silicate sand. To achieve this objec-tive, constant head permeability tests were conducted on both un-treated and Persian gum-treated sand specimens. Various parame-ters, including the proportion of additive biopolymer, curing loca-tion, curing time and initial soil density, were investigated. The re-search findings revealed that the introduction of 0.5% and 3% Per-sian gum resulted in a substantial reduction in permeability, with re-ductions of approximately 3-fold and 190-fold, respectively, depend-ing on the sand type. These reductions were observed subsequent to a 7-day curing regimen conducted under elevated temperatures. Ad-ditionally, it was observed that other parameters, notably initial soil density, curing temperature, and curing duration, exerted a signifi-cant and direct influence on the reduction in soil permeability. In particular, the permeability coefficient of the Hormuz and Firouzkooh optimum samples, treated with a 3% concentration of Persian gum and possessing a relative soil density of approximately 80% prior to treatment, demonstrated a significant reduction to approximately 6.65 × 10E-6 and 7.7 × 10E-6 cm/s, respectively, following an ex-tended 28-day curing period at an elevated temperature. This notable decrease, in comparison to analogous untreated samples, represent-ed a 578-fold and 175-fold reduction in permeability, respectively.https://cer.qom.ac.ir/article_2702_a57fd7d20ac09c6764b0944d6bd34088.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Experimental Study of the Behavior In-Plan the Brick and Stone Facade with the Nonstructural Masonry Walls under the Effect of Cyclic LoadsExperimental Study of the Behavior In-Plan the Brick and Stone Facade with the Nonstructural Masonry Walls under the Effect of Cyclic Loads137151270910.22091/cer.2024.10217.1533FAAliMohammadiPh.D. Student, Department of Civil Engineering, Faculty of Engineering, University of Qom, Qom, Iran.0000-0000-0000-0000MahdiSharifiAssistant Professor, Department of Civil Engineering, Faculty of Engineering, University of Qom, Qom, Iran.0000-0001-8166-1668MehdiAlirezaeiAssistant Professor, Department of Civil Engineering, Faculty of Engineering, University of Malayer, Malayer, Iran.0000-0002-1802-0451Journal Article20240109Observations from past earthquakes and studies conducted by various re-searchers show the effect of facade on the seismic performance of the structure. Structure, veneer wall and faced need to be stable and inde-pendent in their deformation. The most important goal in the upcoming study is to investigate the effect of materials on the in-plane behavior of external walls and building facades based on the existing common imple-mentation methods. Based on this, 3 samples of Cyclic lateral loads were tested in a controlled manner under displacement and the results of their behavior in terms of form, failure patterns, cyclic curves, cover, bilinear, ductility, reduction of equivalent hardness were investigated. The results of the analyzes showed that adding a facade to the structure, depending on the type and characteristics of the facade materials, has a significant effect on increasing the initial stiffness in range of 4 to 6 time and resistance in range of 2 time. Facade isolation reduces interframe damage and also re-duces facade damage and adverse interframe-frame interaction it seems that the seismic performance of the brick facade is better compared to the stone facade and has less effect on changing the seismic performance of the structure. Key words: facade isolation, seismic performance, brick fa-cade, stone facadeObservations from past earthquakes and studies conducted by various re-searchers show the effect of facade on the seismic performance of the structure. Structure, veneer wall and faced need to be stable and inde-pendent in their deformation. The most important goal in the upcoming study is to investigate the effect of materials on the in-plane behavior of external walls and building facades based on the existing common imple-mentation methods. Based on this, 3 samples of Cyclic lateral loads were tested in a controlled manner under displacement and the results of their behavior in terms of form, failure patterns, cyclic curves, cover, bilinear, ductility, reduction of equivalent hardness were investigated. The results of the analyzes showed that adding a facade to the structure, depending on the type and characteristics of the facade materials, has a significant effect on increasing the initial stiffness in range of 4 to 6 time and resistance in range of 2 time. Facade isolation reduces interframe damage and also re-duces facade damage and adverse interframe-frame interaction it seems that the seismic performance of the brick facade is better compared to the stone facade and has less effect on changing the seismic performance of the structure. Key words: facade isolation, seismic performance, brick fa-cade, stone facadehttps://cer.qom.ac.ir/article_2709_4cc98a29c07626289f10a209470d78e5.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521One-Dimensional Non-Linear Response Analysis of Granular Cemented Al-luvium Using Perturbation MethodOne-Dimensional Non-Linear Response Analysis of Granular Cemented Al-luvium Using Perturbation Method153167272310.22091/cer.2024.9608.1490FAAliShirzadM.Sc. Student, Department of Civil Engineering, Faculty of Engineering, Kharazmi University, Karaj, Iran.Seyed Ali AsgharHosseiniAssociate Professor, Department of Mechanical Engineering, Faculty of Engineering, Kharazmi University, Karaj, Iran.0000-0003-3343-545XHamidiAmirProfessor, Department of Civil Engineering, Faculty of Engineering, Kharazmi University, Karaj, Iran.0000-0002-1662-7516Journal Article20230623In present study, the response of a cemented granular and horizontal layer is investigated under one-dimensional harmonic vibrations applied at its base. The modeling was performed considering an infinite horizontal layer with displacements occurred in one direction with uniform shear stress and strain distributions on horizontal planes. It is considered that only shear displacements occur when the soil layer is subjected to seismic excitation at base. The nonlinear behavior due to cyclic loading can be determined using dynamic characteristics of soil like shear modulus and damping ratio. These dynamic characteristics are dependent to different parameters like confining pressure and cement content. In present study, an empirical model was applied for determination of dynamic characteristics of cemented and uncemented soil. By deriving the one degree of freedom equation of motion, an approximate solution was suggested using perturbation method. Finally, the resonance phenomenon was studied for cemented granular layer and the amplitudes were predicted with a precise approximation. Based on the results, the suggested method was able to predict the response of soil layer with good consistency comparing to the results of numerical methods like Runge-Kutta.In present study, the response of a cemented granular and horizontal layer is investigated under one-dimensional harmonic vibrations applied at its base. The modeling was performed considering an infinite horizontal layer with displacements occurred in one direction with uniform shear stress and strain distributions on horizontal planes. It is considered that only shear displacements occur when the soil layer is subjected to seismic excitation at base. The nonlinear behavior due to cyclic loading can be determined using dynamic characteristics of soil like shear modulus and damping ratio. These dynamic characteristics are dependent to different parameters like confining pressure and cement content. In present study, an empirical model was applied for determination of dynamic characteristics of cemented and uncemented soil. By deriving the one degree of freedom equation of motion, an approximate solution was suggested using perturbation method. Finally, the resonance phenomenon was studied for cemented granular layer and the amplitudes were predicted with a precise approximation. Based on the results, the suggested method was able to predict the response of soil layer with good consistency comparing to the results of numerical methods like Runge-Kutta.https://cer.qom.ac.ir/article_2723_dfa1051e9ec9c802bb0b82415d4aa5e4.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Evaluating the Seismic Bearing Capacity of Strip Foundation Adjacent to Geogrid-Reinforced Slopes Using Finite Element Limit Analysis MethodEvaluating the Seismic Bearing Capacity of Strip Foundation Adjacent to Geogrid-Reinforced Slopes Using Finite Element Limit Analysis Method169185272410.22091/cer.2024.10058.1519FAMohammadAhmadiAssistant Professor, Department of Civil Engineering, Faculty of Civil Engineering and Architecture, Malayer University, Malayer, Iran.0000-0002-6203-4586Ali RezaBagheriehAssistant Professor, Department of Civil Engineering, Faculty of Civil Engineering and Architecture, Malayer University, Malayer, Iran.0000-0003-2181-3636FatemehMohammadipourM.Sc. in Geotechnical Engineering, Department of Civil Engineering, Faculty of Civil Engineering and Architecture, Malayer University, Malayer, Iran.6033-5930-0005-0009Journal Article20231110Building construction on slopes is inevitable, despite many limitations. Due to the seismicity of Iran, calculating the seismic bearing capacity of foundations is more important. The construction along a slope has been observed to result in a reduction in the bearing capacity. To mitigate this decrease, various improvement techniques, such as soil reinforcements like geogrids, can be employed to partially offset this reduction. The present study investigates the impact of ground slope (10 and 20 degrees) on the bearing capacity of granular soils with varying internal friction angles (25, 30, 35, 40, and 45 degrees) in both seismic and static conditions. This investigation employs the finite element limit analysis method and OptumG2 software to determine the upper and lower bounds of the bearing capacity. The findings indicate that the implementation of kh=0.1 leads to a reduction in the seismic bearing capacity of the foundation, ranging from 2 to 12 percent. The effective length of the geogrid is contingent upon the internal friction angle of the soil and varies within the range of 2B to 3B. Additionally, the study revealed that the optimal distance between the footing and the slope edge (X/B) is influenced by the internal friction angle, with a significantly bigger impact than the slope angle. The optimal distance (X) was estimated to lie within 2B to 4B for internal friction angles of 25, 30, and 35 degrees. Conversely, for internal friction angles of 40 and 45 degrees, the X value was assessed to be no less than 5B.Building construction on slopes is inevitable, despite many limitations. Due to the seismicity of Iran, calculating the seismic bearing capacity of foundations is more important. The construction along a slope has been observed to result in a reduction in the bearing capacity. To mitigate this decrease, various improvement techniques, such as soil reinforcements like geogrids, can be employed to partially offset this reduction. The present study investigates the impact of ground slope (10 and 20 degrees) on the bearing capacity of granular soils with varying internal friction angles (25, 30, 35, 40, and 45 degrees) in both seismic and static conditions. This investigation employs the finite element limit analysis method and OptumG2 software to determine the upper and lower bounds of the bearing capacity. The findings indicate that the implementation of kh=0.1 leads to a reduction in the seismic bearing capacity of the foundation, ranging from 2 to 12 percent. The effective length of the geogrid is contingent upon the internal friction angle of the soil and varies within the range of 2B to 3B. Additionally, the study revealed that the optimal distance between the footing and the slope edge (X/B) is influenced by the internal friction angle, with a significantly bigger impact than the slope angle. The optimal distance (X) was estimated to lie within 2B to 4B for internal friction angles of 25, 30, and 35 degrees. Conversely, for internal friction angles of 40 and 45 degrees, the X value was assessed to be no less than 5B.https://cer.qom.ac.ir/article_2724_1a2831f6f610c82f497849375576b78d.pdfUniversity of QomCivil Infrastructure Researches2783-140X10120240521Experimental Investigation of Stress Relaxation Behavior in Sand and Sand-Geotextile InterfaceExperimental Investigation of Stress Relaxation Behavior in Sand and Sand-Geotextile Interface187198272910.22091/cer.2024.9284.1507FAJavadGhaffari, Assistant Professor, Department of Civil Engineering, Marand Technical Gollege. University of Tabriz, Tabriz, Iran.0000-0002-7817-0734SomayyehFazeliAssistant Professor, Department of Fundamental Sciences, Marand Technical Gollege. University of Tabriz, Tabriz, Iran.0000-0001-9772-7051Journal Article20230826In this research, the phenomenon of stress relaxation in unreinforced and reinforced sandy soil with geotextile layer has been studied using a large-scale direct shear test. To investigate the effect of shear speed and soil density on the amount of resistance loss due to stress relaxation, two shear speeds of 0.5 and 5 mm/min and two relative densities of 35% and 60%, respectively, loose and medium density, have been used. All samples have been tested in direct shear test under vertical stress of 100 kPa. The results show that the amount of resistance loss due to stress relaxation depends on the shear stress level, soil density, presence of a geotextile layer in the soil and shear speed. In such a way that by increasing the level of shear stress and shear speed and by decreasing the density of sand and also with the presence of a geotextile layer in soil, the amount of resistance loss due to stress relaxation increases.In this research, the phenomenon of stress relaxation in unreinforced and reinforced sandy soil with geotextile layer has been studied using a large-scale direct shear test. To investigate the effect of shear speed and soil density on the amount of resistance loss due to stress relaxation, two shear speeds of 0.5 and 5 mm/min and two relative densities of 35% and 60%, respectively, loose and medium density, have been used. All samples have been tested in direct shear test under vertical stress of 100 kPa. The results show that the amount of resistance loss due to stress relaxation depends on the shear stress level, soil density, presence of a geotextile layer in the soil and shear speed. In such a way that by increasing the level of shear stress and shear speed and by decreasing the density of sand and also with the presence of a geotextile layer in soil, the amount of resistance loss due to stress relaxation increases.https://cer.qom.ac.ir/article_2729_55ef3de7686afda9a88541a713fd069b.pdf