2024-03-29T12:23:26+04:30 http://mcej.modares.ac.ir/browse.php?mag_id=1224&slc_lang=fa&sid=16
1224-15432 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Behavior evaluation of eccentrically braced frames with tubular link beams with different arraying of stiffeners under the influence of Far and near records of fault samira ebrahimi hosein abadi hamzeh shakib Eccentrically braced frames (EBF) by covering the advantages of moment-resisting frames (MRF) and concentrically braced frames (CBF) have been used as seismic load resisting systems in buildings for more than two decades. In eccentrically braced frames (EBFs), the link beams transmit bracing forces through themselves into the columns and other bracings and, in the end, create dominant forces in the bracings. Link beams, similar to ductile fuses, in addition to avoiding bracing buckling, attract earthquake energies. In eccentrically braced system, failure and yielding should happen in the link beams, and other members of the structure must remain in elastic behaviour. On the other hand, link beams prevent transmitting of more forces to the other members by yielding, therefore, link beams are so important. Typically, the link beams, which are relied upon for energy dissipation through inelastic deformation, have had a wide-flange or I-shaped cross-section that requires lateral bracing to prevent lateral torsional buckling. This has limited the use of wide-flanges or I-shaped cross-sections in bridge piers and towers, as lateral bracing is difficult to provide in those situations. Tubular cross-sections of link beams have substantial torsional stability, making them less susceptible to lateral torsional buckling than I-shaped cross-sections in eccentrically braced frames, and may thus not require lateral bracing. Long link beams due to providing proper conditions for the openings performances have architectural advantages. Nevertheless, the behaviour of long link beams within sever seismic loads is not comparable to short link beams in stiffness, strength, rotation capacity and energy dissipation capacity, i.e. it is at lower level. Therefore, using long link beams is not recommended in buildings and particularly besides the columns. In this study, a method is presented for arraying the stiffeners of long tubular link beams to improve the behavior of long tubular link beams in eccentrically braced frames. Long link beams at the distance of 1.5b from both ends of the link beams make flange buckling. Now if this distance strength by any way, the flange buckling delay and the rotation capacity of link beams are increased. For this purpose in this investigation, the stiffeners have been used in the middle of the flange vertically in this diatance and the link beam web has been considered as a stiffener that its distance from the middle stiffeners of link beam flange is 0.5b. In long tubular link beams when the middle stiffeners of the link beam flange do not present, Tension-Field will not create and link beam flange will buckle because of moment. When the middle stiffeners of the link beam flange present at its both ends, then Tension-Field will be created. In this investigation, the formulas presented for determining the stiffener sizing of long tubular link beam flange. In this investigation, non-linear dynamic behavior for 6-stotories eccentrically braced frames with different two length of link beams (shear-flexural and flexural), tubular cross sections with two arraying of stiffeners under the influence of three records of far-fault and three records of near-fault are studied. The result of investigations indicates that flange stiffeners of long tubular link beams have important influence in decrease of displacement demand of eccentrically braced frames that approximately 19% for far fault earthquake records and 32% for near fault earthquake records. Eccentrically braced frame Tubular link beam Far and near records of fault Stiffener 2018 12 01 1 12 http://mcej.modares.ac.ir/article-16-15432-en.pdf
1224-14866 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Assessment of bioavailability and human bioaccessibility in surface soil at Bama Zinc-Lead mine, using single extraction methods Mohammad Abouian Jahromi Ahmad Jamshid- Zanjani Ahmad Khodadadi Darban Hossein Shafeezadeh Moghadam Measuring total metal concentration of heavy metals cannot be a suitable indicator to evaluate their danger and human health risk. Their toxicity depends on their mobility and bioavailability. In the present study, sixty-five surface soil samples in the Bama zinc-lead mining and residential area were collected to assess metal bioavailability. Since the mine is near to the metropolitan area (Isfahan) and a village is located in vicinity of the mine, assessing potential adverse effects of the surface soil on human health is a crucial issue. Firstly, total concentration of metals, using acid digestion method (Pb, Zn, Cu, Mn, Fe and Cd) as well as L.O.I and carbonate contents were determined for precisely understanding on pollution condition. Enrichment factor was used to determine the accumulation or non-accumulation of metals at Bama mining area and its residential area, using Fe and Mn as references elements. Single extraction tests were conducted to reveal bioavailability and human bioaccessibility of metals, using EDTA and glycine as extractants. Moreover, Bioavailability risk assessment index (BRAI) was used to assess the risk of metal bioavailability/bioaccessibility. Based on BRAI, qualitative mapping of health risk distribution was presented, using ordinary kriging method. High concentrations and enrichment factor of Pb, Zn and Cd were determined at mining area. Their high concentrations in mining area may be due to Bama host rocks where significant contents of mentioned metals were accumulated. The amount of L.O.I was higher in mining area, indicating the ability of its soils to carry more polluted metals. Cu created no pollution and health risk due to its low total and bioavailable contents at study area. Based on single extraction methods, the absorption percent for the toxic metals were different. The highest percent of bioavailability and human bioaccessibility was allocated to Cd and the lowest was for Pb. Further, it was found that glycine extracted more amounts of metals in comparison with EDTA,Since pH is in lower values using glycine solution, greater amount of metals can be changed into solution forms due to acidic pH of glycine. So the single extraction test exhibited higher bioaccessible fraction of metals. Bioavailable and bioaccessible percent of toxic metals was higher in residential area as mineral soils are in poor condition. Pearson correlation coefficient showed that Pb, Zn, Cd and carbonate contents were highly correlated at residential area. This is expressing that the metals probably are bonded with carbonate at residential area, which may increase the possibility of their mobility and release under changing conditions. Based on EDTA extractant, BRAI index was calculated 3.46 and 4.2 for mining and residential area, respectively. Further, on the base of glycine extractant, result of BRAI was calculated 4.2 and 4.6 for mining and residential area, respectively. The calculated BRAI represent a high risk for human beings and plants in both the mining and residential areas. Moreover, results revealed that higher degree of bioavailability/bioaccessibility for the residential area in comparison with the mining area. It could be concluded the higher potential health hazard for the residence beside the mining area. Heavy metals Bioavailability human bioaccessibility Single extraction Bama zinc-lead mine 2018 12 01 15 26 http://mcej.modares.ac.ir/article-16-14866-en.pdf
1224-21003 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Study of possibility using modified concrete with Kaolin absorbent for removeing heavy metal of Chromium (VI) from wastewater bent Elham Asrari e_asrari@pnu.ac.ir Mohsen bazrafcan elasrari@yahoo.com Nowadays, heavy metals are one of the greatest environmental problems. This problem intensifies by development of great industries and increasing of pollutant and contaminant resources daily. Increasing of population and reduction of water resources detect importance of waste treatment and reuse of water resources. Studies on treatment of effluents containing heavy metals have showed that adsorption to be a highly effective technique for removing heavy metals from aqueous solutions. The aim of this research was to use of absorbent materials (kaolin clay) to remove chromium (VI) from the wastewater in discontinuous system According to the results, optimum conditions of chromium removal were, pH=5, primary concentration of pollutant: 1000(mg/l), fine grained weight of consumed kaolin in constructing concrete: 30%, equilibrium time: 360 minutes, absorbing capacity: 3.06 mg/g absorbent. Covering the concrete surface with kaolin absorbent can be an innovative and useful solution for increasing the rate of elimination of pollutant and contaminants, cost reduction and accelerating the absorption process. Absorbing capacity of chromium is 29.5 mg/g absorbent in this condition respectively. Real waste sample are used for confirming the application of concrete in ordinary conditions of wastewater basin in accordance of optimum conditions of kinetics wastewater. Elimination rates of heavy metal of chromium were 90.3% in optimum condition with real samples that has been got from industrial factory. Therefore, it could be concluded that modified concert presents a good potential for treatment of Cr in wastewater. However, further research should be applied for continuous removal of heavy metal in large-scale. According to the result , mixing Kaolin in the concrete could be used to increase the Durability and adsorption efficiency of Chromium .   Chromium kaolin Modified concrete Industrial wastewater 2018 12 01 27 37 http://mcej.modares.ac.ir/article-16-21003-en.pdf
1224-32725 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 2018 12 01 39 50 http://mcej.modares.ac.ir/article-16-32725-en.pdf
1224-16686 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Use of limestone powder instead of a part of silica sand in reactive powder concrete javid chakherlou Bahman Shervani Tabar In the production of reactive powdered concrete, fine-grained powder materials such as quartz sand, microsilica, and quartz powder are used as materials. This concrete has a high compressive strength compared to conventional concrete, which has attracted much attention in recent years. With this type of concrete, the weight of the structure can be significantly reduced, and its important features include high compressive strength, low permeability, durability and high abrasion resistance and high ductility that can absorb more energy during an earthquake. . In this research, we want to use limestone powder instead of a part of silica sand. For this purpose, after obtaining optimal mixing scheme based on the compressive strength and flow strength and diffusion diameter of the flow table, first replace the limestone powder with 0, 10, 20, 30 instead of silica sand, and then the powder Limestone has been used as a substitute-additive with different percentages and designs. The experiments performed on these samples included the psychological testing of the flow table and water absorption during treatment and compressive strength at the age of 7, 28 and 90 days. The results of the experiments show that by increasing the limestone powder up to 20% replacement with silica sand increases compressive strength, reduces very little in the psychological and also reduces water absorption during processing. In the production of reactive powdered concrete, fine-grained powder materials such as quartz sand, microsilica, and quartz powder are used as materials. This concrete has a high compressive strength compared to conventional concrete, which has attracted much attention in recent years. With this type of concrete, the weight of the structure can be significantly reduced, and its important features include high compressive strength, low permeability, durability and high abrasion resistance and high ductility that can absorb more energy during an earthquake. . In this research, we want to use limestone powder instead of a part of silica sand. For this purpose, after obtaining optimal mixing scheme based on the compressive strength and flow strength and diffusion diameter of the flow table, first replace the limestone powder with 0, 10, 20, 30 instead of silica sand, and then the powder Limestone has been used as a substitute-additive with different percentages and designs. The experiments performed on these samples included the psychological testing of the flow table and water absorption during treatment and compressive strength at the age of 7, 28 and 90 days. The results of the experiments show that by increasing the limestone powder up to 20% replacement with silica sand increases compressive strength, reduces very little in the psychological and also reduces water absorption during processing. In the production of reactive powdered concrete, fine-grained powder materials such as quartz sand, microsilica, and quartz powder are used as materials. This concrete has a high compressive strength compared to conventional concrete, which has attracted much attention in recent years. With this type of concrete, the weight of the structure can be significantly reduced, and its important features include high compressive strength, low permeability, durability and high abrasion resistance and high ductility that can absorb more energy during an earthquake. . In this research, we want to use limestone powder instead of a part of silica sand. For this purpose, after obtaining optimal mixing scheme based on the compressive strength and flow strength and diffusion diameter of the flow table, first replace the limestone powder with 0, 10, 20, 30 instead of silica sand, and then the powder Limestone has been used as a substitute-additive with different percentages and designs. The experiments performed on these samples included the psychological testing of the flow table and water absorption during treatment and compressive strength at the age of 7, 28 and 90 days. The results of the experiments show that by increasing the limestone powder up to 20% replacement with silica sand increases compressive strength, reduces very little in the psychological and also reduces water absorption during processing. Reactive Powder Concrete Compressive Strength Flow Curing Limestone powder 2018 12 01 51 61 http://mcej.modares.ac.ir/article-16-16686-en.pdf
1224-16992 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Optimization of heavy concrete mix design based on experimental results alireza habibi The procedures for measuring, mixing, transporting, and placing heavyweight concrete are similar to those used in conventional concrete construction; however, special expertise and thorough planning are necessary for the successful completion of this type of concrete .The use of heavyweight concrete in construction is a specialized field, Heavyweight concrete is used in counterweights of bascule and lift bridges, but it is generally used in radiation shielding structures to absorb gamma rays and differs from normal weight concrete by having a higher density and special compositions to improve its attenuation properties. When heavyweight shielding concrete is used to attenuate neutrons, sufficient material of light atomic weight, which produces hydrogen, should be included in the concrete mixture. Some aggregates are used because of their ability to retain water of crystallization at elevated temperatures, which ensures a source of hydrogen not necessarily available in heavyweight aggregate Cements would be suitable for conventional concrete and produce the required physical properties, are suitable for use in heavyweight concrete. Low-alkali cement should be used when alkali-reactive constituents are present in the aggregates and a moderate or low-heat cement should be used for massive members, To avoid high and rapid heat of hydration and resultant cracking, it is advisable not to use Type III cement or accelerators unless the concrete temperature is controlled by specially designed refrigeration systems. Thorough examination and evaluation of heavyweight aggregate sources are necessary to obtain material suitable for the type of shielding required. These sources are limited, and a material survey should be conducted to determine availability, chemical and physical qualities. The supplier’s sources should be inspected to evaluate rock composition, abrasion resistance, and density since these properties may vary from one location to another within a deposit. The purchaser must realize that mineral ores are not as uniform as normal weight concrete aggregates and make appropriate allowances Limited resources and increasing use of concrete, particularly in the industrial production cause that the heavyconcrete be useful. In order to optimize production of heavyconcrete, the most basic parameters that must be changed is the mix design. Optimization of the concrete mixture design is a process of search for a mixture for which the sum of the costs of the ingredients is lowest, yet satisfying the required performance of concrete, such as workability strength and durability. For this purpose, heavy concrete mix design optimization model is firstly defined and then optimal mix design will be achieved, by using an optimization algorithm. The experimental data were utilized to carry out analysis of variance. To develop a polynomial regression model for compressive strength in terms of the five design factors ( cement, coarse aggregate, fine aggregate, water and density ) considered in this study The numerical results shows that the amounts of coarse aggregate and cement are simultaneously reduced and amount of the fine aggregate is increased in the optimum mix design. Considering mass production concrete in nuclear power plants, this optimal mix design methods and reduce the cost of concrete can greatly reduce the cost of construction mix design heavy concrete optimization 2018 12 01 63 72 http://mcej.modares.ac.ir/article-16-16992-en.pdf
1224-15374 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 A Laboratory Investigation of Flow Resistance in a Wide Rigid Boundary Channel vahid hasanzadeh vayghan mirali mohammadi The stage-discharge relationship is a type of resistance to flow evaluation that is used to determine the depth or the hydraulic radius if the flow discharge, channel cross-sectional shape and the properties of bed materials are specific. Wide channels as well as plane bed rivers, due to having higher ratios of width to depth, b/h, they have specific hydraulic characteristics than that of the normal open channels. In this research work, the hydraulic characteristics of widening channels including flow pattern, stage-discharge relationship and flow resistance, by using a physical model of a rigid boundary with 60 m length, 1.5 m wide and a bed slope of 0.001 that has b/h ratios of 12 to 56 are experimentally investigated. The construction material of channel model is concrete bed and concrete block walls were used. To insulate the channel bed and walls, a thick layer under the concrete was also used. Due to its wide width and length, the physical model of this study has low scale effects and the obtained results are closer to the normal open channels as well as the plain bed rivers. Based on the values of obtained for the Froude, Reynolds and Shear Reynolds numbers in model, it was found that the flow regime is subcritical and turbulent. According to the results of model, stage-discharge-tailgate relationship is shown plotted and it is found that as the flow rate increases, the tailgate height that required at the downstream end of the channel to produce a normal depth, increases. On the basis of normal depths obtained in the widen channel model, a reliable stage-discharge relationship is presented. The results show that this relationship has a higher coefficient than that of a natural channel stage-discharge relationship. Results, also reveals that between the calculated and measured the Manning coefficient, n, in the wide channel model, a difference (about 10%) is observed. The results of the research show that, for discharges greater than 35 lit/s, the measured Manning roughness coefficient, n is very close to the n values presented in literature. However, for the discharges less than 35 lit/s, the measured values of Manning’s n is 15% higher than the amounts provided in literature. The results of the present research show that by increasing the ratio of hydraulic radius to the roughness height of the bed (Rh/ks), the Manning roughness, n, decreases linearly. Also, based on the results, it was found that by increasing flow depth, The Manning roughness, n, decreases and by increasing Reynolds number, Re, the Manning n decreases linearly. The results also show that in the wide channel model, the Manning roughness coefficient, n, decreases from 0.022 to 0.016 by increasing Froude number, Fr, from 0.26 to 0.4, but n values increases by increasing depth ratio, b/h. According to the results of the experiments, in a range of Reynolds number, 700 Wide Rigid Boundary Channel Physical Model Stage-Discharge Relationship Flow Resistance 2018 12 01 73 82 http://mcej.modares.ac.ir/article-16-15374-en.pdf
1224-16918 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Experimental and numerical investigation of the effect of micro-cracks on the mechanical behavior of rock specimens It is seldom possible that rock engineering structures found without joints, cracks, or discontinuities. On the other hand, the application range of these structures are steadily increasing in recent years and includes bridges, tunnels, slopes, underground gas storage. Thereby, their impact is to be considered in the rock structure design. In the present study, it is intended to evaluate the effect of induced micro-cracks on the mechanical behavior of rock specimens. For this purpose, 24 cylindrical specimens of Granit were prepared and some of them heated up to 1000 degrees Celsius to induce micro-crack in the specimens. In the next, Uniaxial compression test for determination of stress-strain curve of heated and unheated specimens were performed based on International Society for Rock Mechanics (ISRM) suggested methods on a cylindrical specimen with 110 mm and 54 mm in length and diameter, respectively. The tests were conducted using a load controlled testing machine and the loading rate was kept at 0.5 MPa/Sec. Results of experimental tests indicated that mechanical properties of heated specimens decrease with increasing the temperature. In the heated specimens, some fractures induced that influence on the failure pattern of specimens. The failure pattern of unheated specimen is axial splitting mode, while the failure pattern of heated specimen up to 1000 degree Celsius changes to shear mode failure. It is seldom possible that rock engineering structures found without joints, cracks, or discontinuities. On the other hand, the application range of these structures are steadily increasing in recent years and includes bridges, tunnels, slopes, underground gas storage. Thereby, their impact is to be considered in the rock structure design. In the present study, it is intended to evaluate the effect of induced micro-cracks on the mechanical behavior of rock specimens. For this purpose, 24 cylindrical specimens of Granit were prepared and some of them heated up to 1000 degrees Celsius to induce micro-crack in the specimens. In the next, Uniaxial compression test for determination of stress-strain curve of heated and unheated specimens were performed based on International Society for Rock Mechanics (ISRM) suggested methods on a cylindrical specimen with 110 mm and 54 mm in length and diameter, respectively. The tests were conducted using a load controlled testing machine and the loading rate was kept at 0.5 MPa/Sec. Results of experimental tests indicated that mechanical properties of heated specimens decrease with increasing the temperature. In the heated specimens, some fractures induced that influence on the failure pattern of specimens. The failure pattern of unheated specimen is axial splitting mode, while the failure pattern of heated specimen up to 1000 degree Celsius changes to shear mode failure. It is seldom possible that rock engineering structures found without joints, cracks, or discontinuities. On the other hand, the application range of these structures are steadily increasing in recent years and includes bridges, tunnels, slopes, underground gas storage. Thereby, their impact is to be considered in the rock structure design. In the present study, it is intended to evaluate the effect of induced micro-cracks on the mechanical behavior of rock specimens. For this purpose, 24 cylindrical specimens of Granit were prepared and some of them heated up to 1000 degrees Celsius to induce micro-crack in the specimens. In the next, Uniaxial compression test for determination of stress-strain curve of heated and unheated specimens were performed based on International Society for Rock Mechanics (ISRM) suggested methods on a cylindrical specimen with 110 mm and 54 mm in length and diameter, respectively. The tests were conducted using a load controlled testing machine and the loading rate was kept at 0.5 MPa/Sec. Results of experimental tests indicated that mechanical properties of heated specimens decrease with increasing the temperature. In the heated specimens, some fractures induced that influence on the failure pattern of specimens. The failure pattern of unheated specimen is axial splitting mode, while the failure pattern of heated specimen up to 1000 degree Celsius changes to shear mode failure. failure mode micro-crack mechanical behavior Granite 2018 12 01 95 105 http://mcej.modares.ac.ir/article-16-16918-en.pdf
1224-15632 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Experimental study of the effect of cushion thickness and the distance of the piles on the behavior of the non-connected pile raft foundation Mohammad Ganbardezfouli Masoud dehghani Adel Asakereh Behzad Kalantari Because of the existence of concentrated forces and high bending moments at the junction of pile and raft in structure with high load using the non-connected pile raft foundation can be an appropriate option for the foundation of the mentioned structures. In this system, the piles and the raft are not connected and a cushion is used between the piles and the raft to redistribute the forces.in this state load transmit from raft to pile by arching mechanism that forming in cushion layer. The behavior of pile raft because of the interactions such as: pile-pile, pile-soil, pile-raft, raft-soil is very complicated. The pile use in pile raft for two purpose: 1- reduce the settlement and 2- increase the bearing capacity. In this study, a series of experimental tests were conducted on a non-connected pile raft located on a sandy soil in order to investigate the effect parameter such as cushion height (H) and pile spacing (S) in forms of non-dimensional (H/B & S/D) on load-settlement behavior, share of piles and raft from total load and axial stress and frictional stress in center and corner piles. For this purpose, states H/B= 0.17, 0.34, 0.5 and S/D=2, 4, 6 were investigated. The axial stress in piles measured according to strain gauges that installed in perimeter of piles. The results shows that in three state S/D=2, 4, 6 optimum state occur in H/B=0.34. With increase the H/B the forces applied in pile is decrease and then the share of piles from total load decrease. The maximum share of piles from total load occur in H/B=0.17 and the minimum occur in H/B=0.5. In low level of load major of load protected by raft that with increase the load level, share of piles from total load increase and stable in a specified value. Due to the fact that part of the load is transmitted to piles by the soil around the pile, the maximum force applied to the piles does not occur at the tip of the pile and a negative friction is formed in the upper part of the pile. In the upper part of the pile, the displacement of the soil is more than the displacement of the pile, resulting in the formation of a negative friction and the formation of a positive friction in the bottom of the pile. With increase the H/B the value of negative friction is increase and neutral axes (a location of piles that displacement of soil and pile are equal) move down. In various pile spacing (S/D=2, 4, 6) and in three state (H/B= 0.17, 0.34, 0.5) maximum bearing pressure observed in S/D= 4. In S/D=2 maximum interaction effect (pile-pile) and minimum Enclosed of sand and in S/D=6 minimum interaction effect (pile-pile) existed and enclosed of sand has few effect because of high distance of piles. In three state H/B= 0.17, 0.34, 0.5 minimum share of piles from total load in S/D=6 and maximum share of piles in S/D=4 observed. Maximum negative friction in S/D=6 and minimum negative friction in S/D=4 observed. In all state in corner piles negative friction is more than center piles. non-connected pile raft foundation Laboratory model sand cushion 2018 12 01 107 120 http://mcej.modares.ac.ir/article-16-15632-en.pdf
1224-20222 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Comparison the effect of soil and shallow foundation types on the seismic performance of low-rise special steel moment frames considering soil – structure interaction hamed rahman shokrgozar Maryam Zare Aghblagh Ahmad Ali Khodaiee Ardabili Shallow foundation is one of the most common types of foundations used in mid–rise buildings in high seismic zones. The effects of soil-foundation-structure interactions are generally not significant in the structure with rigid bases, while the nonlinear behavior of soil and soil-structure interaction phenomenon cause various changes in the seismic response of structures with flexible bases. When a structure supported on shallow foundations is subjected to inertial loading due to earthquake ground motion, the foundation may undergo sliding, settling and rocking movements. If the capacity of the foundation is mobilized, the soil-foundation interface will dissipate significant amounts of vibrational energy, resulting in a reduction in structural force demand. This energy dissipation and force demand reduction may enhance the overall performance of the structure, if the settlement or bearing failure potential is considered. In this paper, the effect of soil and shallow foundation types, and variation of safety factor are studied to assess the seismic response of steel buildings. For this purpose, five stories special steel moment frames with two different soil types (II and IV) have been considered. The footing and strip shallow foundations have been designed for these buildings with safety factors of 2, 3 and 4. The finite element models are developed using OpenSees software. The structural members such as beams and columns are modeled by nonlinear beam–column elements and fiber sections. The soil–foundation interface is modeled using Beam-on-Nonlinear-Winkler foundation. In this procedure, an array of vertical q–z springs is used to capture vertical and rotational resistance of the foundation, while two springs, namely p–x and t–x, are placed horizontally to capture the passive and sliding resistance of the foundation, respectively. The constitutive relations for the q–z, p–x, and t–x springs are represented by nonlinear backbone curves that have been constructed from the pile-calibrated backbone curves developed by Boulanger. The independent p-x and t-x springs are connected to identical end nodes with zero distance between them. The seismic performance of these special steel moment frames with various foundation and soil type are evaluated using nonlinear static pushover and nonlinear dynamic time history analyses through seven far–fault ground motions. The numerical results for each case of soil-foundation-structure systems and rigid base conditions are then presented and compared in terms of maximum base shear and maximum inter–story drifts. These results are shown that in the soil type IV, the steel moment frames with the footing foundations have lower structural capacity and maximum base shears than structures with the the strip foundations or rigid bases, but the maximum inter-story drifts in the strip foundation bases are higher than others. It is also observed that by enhancing the safety factor, the structural capacity, the maximum base shear and the maximum inter-story drifts in the models with the footing foundations are increased, but changing in the safety factors do not influence in the structural response of models with the strip foundation. On the other hand, the safety factor and foundation types have not any effect on the structural capacity and the seismic responses of the structures that located on the soil type II. Soil-foundation-structure interaction Soil and foundation types Low-rise Special steel moment frame Safety factor 2018 12 01 121 130 http://mcej.modares.ac.ir/article-16-20222-en.pdf
1224-20060 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Seismic Behavior of Replaceable Steel Coupling Beam in Reinforced Concreat Shear Wall davood Zarei Abbas Ali Tasnimi Reinforced concrete shear walls are frequently used as lateral load resisting systems because of their ductile response and very good energy dissipation. When openings in RC shear walls are used due to architectural requirements, coupling beams are forming to connect two adjacent walls. The behavior of coupled shear walls is governed by coupling beams and they are the most vulnerable parts of coupled shear wall systems and were seriously damaged due to severe past earthquakes. To avoid construction difficulties and huge size of the RC coupling beams and better seismic performance an ductility, steel coupling beams in reinforced concrete shear walls have been mostly used during last years. Steel coupling beams connections to concrete shear walls are vulnerable and it is practically difficult and economically waste to repair damaged coupling beams, which would cause the building life cycle cost increasing. Therefore, it is necessary to transform traditional design approach to a design method in which some important parts would be replaceable rather than repairable. In this paper a building with special shear walls with steel coupling beams as lateral force resisting system is designed based on Iranian Standard 2800 and Iranian National Building Code. One of the 5th to 8th floor steel coupling beams section considered as fuse element and side beams and stiffeners of I-shaped beams designed based on eccentrically braced frames link beam criteria of Iranian National Building Code (part 10). Experimental specimen containing two RC shear walls that connected to each other with designed replaceable steel coupling beam in 1 to 3 scale is constructed and assembled in strong floor lab. For providing one degree of freedom movement of load wall four TBI Motion Company TRH65VE linear supports used. Cyclic displacement history of experiment calculated based on story drift and amplitudes of loading determined using Iranian Standard 2800 limit for story drift. Based on experimental results side beams remained in the border of elastic range and inelastic behavior of system concentrated in fuse element so the goal of system is satisfied. The side beam section is stronger and different with that was obtained from link beam criteria of Iranian National Building Code (part 10) because of available steel sheet size and since the side beam force is almost equal to elastic capacity of beam, the criteria for designing side beams is modified. Total system stiffness and fuse beam stiffness that obtained from experiment are fewer than analytical stiffness of system and fuse beam. Stiffness degradation of system occurs due to partially fixed performance of steel coupling beam connection to RC shear wall and micro cracks of wall in the connection zone. Different between real and analytical stiffness of system is very important and it is necessary to repeat the building design with modified stiffness and recalculate story drifts and distributed forces in structural elements. In this paper modifying method of stiffness is developed with moving fixed end point of steel coupling beam and increase of beam length. Effective fixed point of beam is defined by adding a portion of embedment length of steel beam in RC shear wall to both steel coupling beam ends. RC shear wall Steel coupling beam Fuse element Effective fixed point 2018 12 01 131 141 http://mcej.modares.ac.ir/article-16-20060-en.pdf
1224-19487 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Evaluation of Recycled Products from Worn Tires Effect on the Mechanical Properties of Concrete Pavement Ali Zarei alizarei1993@gmail.com Abolfazl Hassani hassani@modares.ac.ir In this research, 0, 5, 10, 15 and 20 percent of crumb rubber mix was used as a fine grained substitute for concrete pavement. Also, in another state, half percent of the steel fibers recovered from worn tires were added to these samples. The results of this study indicate that the compressive strength of samples with 5, 10, 15 and 20% crumb rubber in comparison with the control sample was reduced by 1.6, 36.9, 49.9% and 63.1%, and samples with 0, 5, 10, 15 and 20% crumb rubber and 0.5% steel fibers, respectively, decreased by 0.3, 11.2, 33.7, 5 / 41% and 44.3% respectively. Therefore, it is observed that the compressive strength of concrete containing crumb rubber and steel fibers is better than specimens with crumb rubber. Also, by replacing 5%, 10%, 15% and 20% of crumb rubber in concrete, its indirect tensile strength would be reduced by 7.5%, 15.3%, 41.4% and 31.2% , and by adding 0.5% of the steel fibers to the concrete by replacing 0, 5, 10, 15 and 20% of crumb rubber in concrete, Indirect tensile strength increased by 67.8%, 46.7%, 32.4%, 17.8% and 3.5%, respectively, and it is concluded that the tensile strength of concrete increases due to the addition of steel fibers.  worn tire compressive strength indirect tensile strength concrete pavement recycling 2018 12 01 143 153 http://mcej.modares.ac.ir/article-16-19487-en.pdf
1224-16975 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Seismic performance evaluation of concrete arch-gravity dams using incremental dynamic analysis Mohammad Alembagheri Reza Sheikhzadeh Shayan The Seismic analysis of concrete dams had been considered in an ideal form by means of two dimensional Monoliths in analyse and design procedures and structures had been subjected to ground motions with defining seismic coefficient. Lately, the research focus, however, has been more on linear time history analytics and fracture analysis of concrete dams in 3D space. With the advancement of knowledge in the field of earthquake engineering and the development of more precise methods for estimating the intensity of possible earthquakes, The methods of analyzing and evaluating the seismicity of the structures have been improved and the effects of more parameters can be considered in assessing the risk of each structure. In the present study, the seismic response of a concrete arch-gravity dam under the influence of earthquake stimulation is investigated in a three dimensional finite element analysis. The effects of dam-reservoir-foundation interactions are considered and the nonlinear behavior of the concrete and also the different patterns of the arc radius of the dam are studied. Finally, the contribution of response of each of the sustainability factors to seismic stimulation is evaluated. The Seismic analysis of concrete dams had been considered in an ideal form by means of two dimensional Monoliths in analyse and design procedures and structures had been subjected to ground motions with defining seismic coefficient. Lately, the research focus, however, has been more on linear time history analytics and fracture analysis of concrete dams in 3D space. With the advancement of knowledge in the field of earthquake engineering and the development of more precise methods for estimating the intensity of possible earthquakes, The methods of analyzing and evaluating the seismicity of the structures have been improved and the effects of more parameters can be considered in assessing the risk of each structure. In the present study, the seismic response of a concrete arch-gravity dam under the influence of earthquake stimulation is investigated in a three dimensional finite element analysis. The effects of dam-reservoir-foundation interactions are considered and the nonlinear behavior of the concrete and also the different patterns of the arc radius of the dam are studied. Finally, the contribution of response of each of the sustainability factors to seismic stimulation is evaluated. The Seismic analysis of concrete dams had been considered in an ideal form by means of two dimensional Monoliths in analyse and design procedures and structures had been subjected to ground motions with defining seismic coefficient. Lately, the research focus, however, has been more on linear time history analytics and fracture analysis of concrete dams in 3D space. With the advancement of knowledge in the field of earthquake engineering and the development of more precise methods for estimating the intensity of possible earthquakes, The methods of analyzing and evaluating the seismicity of the structures have been improved and the effects of more parameters can be considered in assessing the risk of each structure. In the present study, the seismic response of a concrete arch-gravity dam under the influence of earthquake stimulation is investigated in a three dimensional finite element analysis. The effects of dam-reservoir-foundation interactions are considered and the nonlinear behavior of the concrete and also the different patterns of the arc radius of the dam are studied. Finally, the contribution of response of each of the sustainability factors to seismic stimulation is evaluated. Arch-gravity dam seismic response dam-reservoir-foundation interaction nonlinear behavior 2018 12 01 155 167 http://mcej.modares.ac.ir/article-16-16975-en.pdf
1224-16102 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Evaluation of End-Plate Moment Connection Subjected to Combined Loading Mehdi Ghassemieh This study investigated the effect of combined loading on end-plate moment connection considering the interaction of bending moments, axial forces and twisting moments. In some cases, beam-to-column joints can be subjected to the simultaneous action of bending moments, axial forces and twisting moments. Current specifications for steel joints do not take into account the presence of axial forces (tension and/or compression) or twisting moments in the joints. Although the axial force or twisting moments transferred from the beam is usually low, it may, in some situations attain values which can lead to a considerable effect on the connections behaviour and significantly reduce the joint flexural capacity. Unfortunately, few studies considering the bending moment versus axial force interactions have been reported and there aren’t any reports considering bending moments versus twisting moments interactions or combination of all the mentioned cases of loads at the same time. The lack of knowledge for understanding the performance of end-plate moment connection under combined loads may lead to unreasonable or even unsafe design. Thus in this study a combination of different loads being applied simultaneously on the end-plate moment connection have been examined. Therefore two extended End-Plate connections with different behaviour modeled using finite element method of analysis. The interactions between connection components (bolts, members and endplate) were accurately modelled to simulate the actual behaviour of connections. Material nonlinearity as well geometric nonlinearity were considered in the analysis including the effect of contact. At first the behavior of the end-plate models are investigated in pure bending application. The numerical results were validated against experimental data. Due to the lateral loads and because of the existence of axial force in the moment resisting frames, the combination of bending and axial force in beams should be considered. An example of having bending and axial action is when the structures are subjected to fire which the effects of beam thermal expansion and membrane action can induce significant axial forces in the connection is a common condition. The results show that even in small amount of axial force the mode of failure and moment capacity of connection can change. Axial tensile forces decrease the initial stiffness of connection and axial compressive forces increase the stiffness. In many applications beams are eccentrically loaded and as a result experience twisting loads in combination with bending. The interaction effects due to torsion acting in combination with bending can reduce the capacity of the beam and initial stiffness of connection. Finally axial forces were added to the previous models so they experienced a combination of axial force, bending and twisting moment. The results indicated that the level and direction of axial force significantly modified the connection response. It was observed that compression forces significantly decrease the bending capacity of the models and lateral-torsional buckling of beam occures in all models. Tension forces can reduce the effect of torsion and in many cases they caused the bolts ruptured. Moreover, interaction diagram for predicting the bending capacity considering interaction of bending, torsion and axial forces are proposed based on the results from finite element analysis. Moment Connection End-Plate Combined Loading Torsion Lateral Torsional Buckling. 2018 12 01 169 180 http://mcej.modares.ac.ir/article-16-16102-en.pdf
1224-20993 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Reformulating the Finite Element Method Based on Complex Fourier Elements in increasing the solution accuracy of the Navier-Stokes and Laplace Equations Sajedeh Farmani sajedeh.farmani@eng.uk.ac.ir Mahnaz Ghaeini-Hessaroeyeh mghaeini@uk.ac.ir Saleh Hamzehei-Javaran s.hamzeheijavaran@uk.ac.ir In this paper, the Navier-Stokes and Laplace equations are solved using the Finite Element Method (FEM) based on complex Fourier elements. The FEM is considered by two types of shape functions: Lagrange shape functions and new complex Fourier functions. The proposed interpolation functions are derived using enrichment of complex Fourier radial basis functions in the form of . The present functions have properties of Gaussian and real Fourier radial basis functions. These useful properties have provided the robustness of the proposed method. Also, these functions have the simultaneously functions field such as trigonometric, exponential, and polynomial; while the classic Lagrange functions satisfied only polynomial functions field. In other words, these features provide an improvement in the solution accuracy with number of elements which are equal or lower than the ones used by the classic finite element method. Solving the Navier-Stokes and Laplace equations is the important challenge in the fluids mechanics problems. The most problems cannot be solved by the analytical methods. For this reason, the numerical methods are developed. Generally, the numerical methods are divided to two classes: the methods based on the mesh and meshless methods. In the first class, the computational domain are meshed and the governing equations are solved based them the finite element method, Finite Difference Method (FDM) and finite volume method (FVM) are placed in this category. While, in the second category methods, the computational domain is divided to moving particles. In these methods, there is no needed to any grid and the equations are solved on the particles. The smoothed particles hydrodynamic (SPH) method, Moving Particles Semi-implicit method and Discrete Least Squares Meshless method are in this class. The FEM is capable to solving the problems with complicated geometry. Also, the Neumann boundary conditions are applied properly.     Generally, the numerical methods such as finite element and finite difference methods are based on the mesh for solving the equations. For obtaining the results with high accuracy, it is needed to have enough elements. On the other side, when the number of elements (or number of degrees of freedom) is enhanced, the CPU time and storage space are also increased. For this reason, in this paper, the complex Fourier shape functions have been developed, which using them, both the number of elements can be reduced and also the suitable results can be obtained. In the present paper, at first, the governing equations and boundary conditions are expressed. Then, the FEM formulation and solution procedure are stated. Next, the complex Fourier shape functions and their enrichment process are described. Finally, three benchmark numerical examples are used in solving the Navier-Stokes and Laplace equations for the application of the proposed functions in the finite element method. These tests include Couette flow, flow of a viscous lubricant in a slider bearing and steady state heat transfer in rectangular region.  In order to show the efficiency and accuracy of the present method, the results of the proposed method are compared with the classic functions and also the analytical solutions. The results of this comparison indicate the high accuracy of the proposed method. Navier-Stokes and Laplace equations Finite Element Method Complex Fourier Elements Classic Lagrange Functions 2018 12 01 181 192 http://mcej.modares.ac.ir/article-16-20993-en.pdf
1224-18846 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Investigation of the Relationship Between Rheological Properties of Self-consolidating Concrete Mixtures and the Setting Time of by Electrical Resistance Method parviz ghoddousi ghoddousi@iust.ac.ir Ali Akbar Shirzadi Javid shirzad@iust.ac.ir behnam bozorgmehr b.bozorgmehr92@gmail.com Several studies have been done on the rheological properties and setting time of cementitious mixes, but the relationship between these two important features has not been studied so far. Therefore, the aim of this study is to investigate the relationship between rheological properties and setting time in self-consolidating concrete mixtures. In this study, six self- consolidating concrete mixture proportions were considered, in which the effect of water-cement ratio changes, silica fume and slag was used. The electrical resistivity method has been used in determining its setting time, and the performance of this method has been evaluated in determining the rheological properties. Since the electrical resistivity method is not standardized in determining the setting time, therefore, to verify the results, the standard penetration resistance method is also used according to the ASTM-C403. In the study of rheological properties, the studies have been done in two sections of efficiency and rheometer analysis. From the results, it was found that mixtures that have higher slump flow have recorded less time to take. It was also found that concrete mixtures that have higher yield stress (static and dynamic)  have shorter setting time. In this way, the relationships between these two important variables (rheological properties and setting time) were evaluated by the relationships. rheology setting time electrical resistance self-consolidating concrete 2018 12 01 193 206 http://mcej.modares.ac.ir/article-16-18846-en.pdf
1224-19746 2024-03-29 10.1002
Modares Civil Engineering journal MCEJ 2476-6763 10.22034 2018 18 6 Validation of Conventional Methods of Uplift Load Modeling for High Gravity Dams Mohammad Yaghobi Sarbisheh Mohammad Taghi Ahmadi Gravity dams are vital structures whose proper design and evaluation for stability are quite important. Effective issues on the stability of gravity dams are the uplift force and its distribution below the dam base. The uplift load pattern and distribution according to common codes are influenced by some factors such as head and tail water, assuming a segmented linear load distribution below the dam. In this research, to investigate the sensitivity of the load pattern to dam height, a number of gravity dams of Pine Flat type with different heights and their foundations are modeled. Coupled p-u finite element analysis is performed accounting for the seepage and stress field simultaneously. Dam body is considered to be completely impervious. The foundation rock is assumed as homogeneous and uniform, in terms of elasticity and permeability. The stresses generated in the dam interface for each case of the coupled hydro-mechanical analysis is compared against that of the conventional load pattern according to the USACE regulation for the same dam model. It was found that the error magnitude due to the conventional pattern has a direct relationship with the dam height. As the dam height increases, the amount of error of calculated stress increases. In particular, the error at the critical zones of the foundation such as at the dam heel, may raise even up to 40%. In the group of dams studied, the error increases even up to 12 times in respect to the expected error in the shorter dams. The deficiency could in some cases completely affect the safety of the dam. This research indicates the necessity of using more accurate methods of estimating uplift load under high gravity dams. Gravity dams are vital structures whose proper design and evaluation for stability are quite important. Effective issues on the stability of gravity dams are the uplift force and its distribution below the dam base. The uplift load pattern and distribution according to common codes are influenced by some factors such as head and tail water, assuming a segmented linear load distribution below the dam. In this research, to investigate the sensitivity of the load pattern to dam height, a number of gravity dams of Pine Flat type with different heights and their foundations are modeled. Coupled p-u finite element analysis is performed accounting for the seepage and stress field simultaneously. Dam body is considered to be completely impervious. The foundation rock is assumed as homogeneous and uniform, in terms of elasticity and permeability. The stresses generated in the dam interface for each case of the coupled hydro-mechanical analysis is compared against that of the conventional load pattern according to the USACE regulation for the same dam model. It was found that the error magnitude due to the conventional pattern has a direct relationship with the dam height. As the dam height increases, the amount of error of calculated stress increases. In particular, the error at the critical zones of the foundation such as at the dam heel, may raise even up to 40%. In the group of dams studied, the error increases even up to 12 times in respect to the expected error in the shorter dams. The deficiency could in some cases completely affect the safety of the dam. This research indicates the necessity of using more accurate methods of estimating uplift load under high gravity dams. Uplift High Gravity Dam US-ACE Finite Element 2018 12 01 221 231 http://mcej.modares.ac.ir/article-16-19746-en.pdf