جستجوی مقالات مرتبط با کلیدواژه « w » در نشریات گروه « عمران »

The Water Column Separation phenomenon is one of the transient flow regimes, which is created under conditions such as the sudden closing of the valve or the shutdown of the pump in the water supply network. Hard pressure fluctuations and damages caused by the mentioned phenomenon require identifying and providing a solution to prevent it. By this purpose, the present article investigates the possibility of Water Column Separation in a Loop Water Supply Network using Computational Fluid Dynamics method. Next, the Effect of the inlet velocity on the pressures created due to the Water Column Separation was investigated. For software validation, the Loop system provided by Wang et al. (2017) was selected. After ensuring the efficiency of the software to model the phenomenon of Water Column Separation, simulation was performed at different speeds. Checking the simulation results indicated the occurrence of Water Column Separation in the Intended Network. Also, the Results indicated that with the increase of the input Velocity, the maximum value of the Pressure in the Network increases and its minimum value decreases. In such a way that with a 12% increase in the input velocity, the maximum pressure value changes by 11.8% and the minimum value by 14.26%. In general, it can be said that by controlling the Velocity as an effective factor on the pressure fluctuations of the Water Column Separation, this phenomenon and the resulting damages are prevented.

Stilling basins are used in the outlet of channels, chutes and culverts to dissipate the excess kinetic energy of incoming flow. One of the basins in which the energy of incoming flow is dissipated by impact, is USBR VI stilling basin. The USBR VI stilling basin was first introduced by Bradely and Peterka in 1995 and then was modified by Biechley in 1978. This structure consists of a middle wall and an endsill. Scouring around the structures that are located in the vicinity of erodible beds, such as stilling basins, has always been one of the most important problems related to these structures. Unlike other types of stilling basins, the studies carried out around this type of basin are limited, and there are still many hydraulics features of this type that have not been considered in previous researches. In this article, the effect of the shape of endsill on scour depth downstream of stilling basin is evaluated. Based on Beichley graph (Standard Design), the physical model of stilling basin was designed, constructed and installed in the hydraulic laboratory of Tarbiat Modares. Experiments were conducted in a 0.8 m wide, 0.9 m height, and 0.8 m length rectangular channel. The pump used in the experiments had a nominal flow rate of 400 cubic meters per hour (about 120 liters per hour), a head of 11.7 meters, a power of 22 horsepower, and an engine speed of 1450 rpm. In the design of experiments, the parameters including approach Froude number (i.e. 1, 1.5 and 2 times of standard Froude number on Beichley graph), the diameter of inlet pipe (i.e. De = 5, 8, and 12 centimeters), and endsill shapes (triangular, stepped and circular quadrant), in the form of 27 tests were assessed to study the dimensions of the scour depth. The observations revealed that in all three endsill shapes, the increase in Froud number has led to the decrease in scour index. the circular quadrant endsill had the lowest scour depth in the front of endsill and the least scour index, in the range of the Froude number of 2 to 6. In the range of the Froude numbers of 9 to 14, the triangular endsill causes the lowest scour index. In the relative diameter of inlet pipe equals to 10.16, for Froud numbers equal to 9.27 and 13.91, the triangular shaped endsill has the least scour index. in every endsills, decreasing the pipe’s diameter results in the maximum depth of the scour. Another important finding is that sediment bar is only formed in experiments conducted with inlet pipe’s diameter equal to 5cm for Froude number equal to Froude number on Beichley graph. The biggest amounts of the height of sediment bar and maximum scour depth are found for the stepped endsill and the smallest amounts of the height of sediment bar and maximum scour depth are found for the circular quadrant endsill. Subsequently, the non-dimensional equations according to the Froud number of incoming flow and the relative diameter of inlet pipe, were presented to estimate the maximum depth of the scour hole.

Rapid growth of population is leading to high water consumption and producing large amount of waste water which needs to be treated and being reutilized for reusing purposes.   Among sewage treatment methods, the use of integrated activated sludge and membrane separation is increasing due to advantages such as higher quality effluents, lower ecological footprint, less sludge production, and lower operational costs. Despite the many benefits, the problem of membrane fouling due to deposition and adsorption of colloidal and soluble material on the surface of membrane has limited the use of this method. There are several methods for eliminating and mitigating membrane fouling, each with disadvantages such as increasing costs, producing secondary pollutants, increasing sludge production, reducing the membrane life and durability, etc. In recent years, the use of electrical coagulation as a method to reduce membrane fouling in the MBR system has been taken into account. Submerged Membrane Electro Bioreactors (SMEBR) is a new approach that reduces clogging of the membrane by combining the MBR system with the electric field. In the forthcoming research, the effects of electric field on the system were investigated by applying a low voltage electric field (1.5 volts per cm) in the MBR reactor. The results of the experiments showed that applying the electric field in this case improves the characteristics of the wastewater (reducing the concentration of COD, nitrate and phosphate) and reducing the concentration of external polymeric substance (EPS) and soluble material product (SMP) protein. Also, the application of an electric field in MBR reactors reduces fouling and improves the output flux more than the conventional membrane.

Buckling restrained braced frames (BRBFs) are widely used as a lateral force resisting system due to their advantageous characteristics such as elimination of brace buckling in compression, high ductility and energy dissipation. BRBFs may have damage concentration in one or few stories during severe seismic excitations, because buckling restrained brace (BRB) yields in a certain story and the stiffness of that story significantly decreases. Drift concentration is undesirable as it can lead to general instability resulting from P-Δ effects or residual drift. For controlling damage concentration in one or few stories and achieving a uniform distribution of drifts in all stories, a new system entitled rocking buckling restrained braced frame (RBRBF) can be used. RBRBF system generates uniform story drifts over the height of structure and prevents the damage concentration in one or few stories. Unlike conventional or suspended zipper braced frames, the braces on one side of the braced span along with the adjacent columns and ties are part of a vertical truss system that is hinged at the base and designed to remain elastic until the near collapse limit state is reached. This vertical truss system works as a strong support for preventing damage concentration in one or few stories of the braced frame. The braces on the other side of the braced span are BRBs and are designed to provide energy dissipation. RBRBFs are designed according to a displacement‐based approach. The novelty of this paper is investigating the residual drift performance of this new structural system under the effect of subduction ground motion records, which have higher significant durations compared with crustal ground motion records. In this study, 4-, 8-, and 12-story structures with RBRBF and BRBF systems are considered, and their residual drift capacity values given four maximum residual interstory drift ratio (MRIDR) levels of 0.2%, 0.5%, 1.0% and 2.0% are computed using incremental dynamic analyses (IDAs). IDAs are performed on two-dimensional models of the structures using 22 pairs of short-duration crustal and long-duration subduction ground motion records. After computing the capacity values given these four MRIDR levels, the residual drift margin ratios (RDMR), and the mean annual frequencies (MAFs) of exceeding different MRIDR levels (λRD) are obtained. The results demonstrate that all the RBRBFs have better residual drift performance than the BRBFs. Based on these results, the use of RBRBF dramatically reduces BRBF weaknesses including the concentration of damage in a certain story and low post-yield stiffness. For example, the ratios of the total λRD value given MRIDR= 2.0% for the BRBF system to its corresponding value for the RBRBF system for the 4-, 8-, and 12-story structures are 21.10, 4.06, and 3.21, respectively. In addition, for most of the structures, as the MRIDR level increases, the ratio of the RDMR value under crustal records to that under subduction records increases.

Steel bracing is known as one of the most effective systems resistant to lateral loads, and its use has been the subject of numerous studies to improve the lateral deformation tolerance of existing reinforced concrete frames. In this study, the seismic performance of steel bracing in the concentric plane in order to strengthen the existing reinforced concrete structures has been numerically investigated. A scaled reinforced concrete frame was modeled by finite element method by simple cross bracing. In the retrofitting of damaged reinforced concrete structures, attention should be paid to the continuity of service of the structure in structures of high importance. The important point in buildings of special importance such as hospitals and government buildings is that in such buildings the maintenance of the structure must be maintained at all hours. In addition, the implementation of in-plane bracing causes the destruction of intermediate frame components and can reduce the effective role of intermediate frame components in the seismic load of reinforced concrete frames. The interaction between the frame and the frame in seismic loading is an important issue that has been extensively focused on by various researches. Another important point is to pay attention to architectural issues and match the retrofit method with the aesthetic aspects of the structure. If there is an opening in the damaged frame, using the internal reinforcement method may cause problems in the opening space in the desired frame. According to the mentioned points, in order to continue the service of the structure during the retrofit operation and to reduce the destruction operation in the intermediate frame components, the reinforcement member can be externally connected to the damaged frame. Therefore, in this study, in order to achieve the mentioned goals, the implementation of steel bracing outside the plane was also investigated using the numerical method and its Possibility was verified. The studied sample was subjected to lateral load by displacement control method by ABAQUS software and analyzed by quasi-static method. This enables a better understanding of the performance of frames strengthened with in-plane and out-of-plane steel braces and the evaluation of the proposed method. In this study, the models were examined in terms of deformation and cracking characteristics, hysteresis, lateral stiffness reduction and energy absorption capability.The results of this study showed that after strengthening with braces, there was no local rupture due to the application of lateral load in the place of the plastic joints of the frames. As a result of the application of lateral load, the normal moment frame specimen showed a more fragile hysteretic behavior. The maximum resistance value of the reinforced concrete frame in a certain displacement after strengthening increased to 2.5 times of its original sample and resulted in less stress concentration in the boundary elements compared to in-plane bracing. The amount of hardness created in the sample increased to 1.35 times of the original sample and the amount of energy absorption increased to 2.25 times of the original sample. The results obtained in hysteresis, stiffness reduction and energy absorption sections indicate the effective performance of the proposed method in strengthening damaged reinforced concrete structures.

Dams are one of the best ways to store water in the long term. In general, it is important to increase the coefficient of water passage, more energy loss, and of course, to reduce scour downstream of dams and hydraulic structures and overflows. Weirs are part of hydraulic structures that allow more flow to pass over them during floods. Crump spillway also improves and protects the body of dams and spillway by passing excess flow during floods. Increasing the energy loss prevents the flow rate and scour or reduces the scour and prevents cracking and overturning of the crump weir. Many people have done valuable studies on the water transfer coefficient of crump weirs, but a review of previous research shows that few researchers have investigated the energy dissipation of crump weirs. Also, the energy dissipation in free flow and submerged states in Crump weirs has not been investigated. One of the conditions that can lead to an increase in energy loss is the presence of obstacles in the downstream slope of crump spillways. To better understand these cases, in this research, Crump spillways with different heights and slopes upstream and downstream were used. Also, the existence of the block (baffle) and the free and immersed states of the flow were investigated to estimate the energy losses. Experiments were carried out in a flume 10 meters long, 0.6 meters wide and 1.2 meters high. The flow is supplied by a pool tank and a pump. The flow is calmed down by flow relaxers and then reaches the overflow in 6 meters. To evaluate the effect of the slope and height of the spillway, three spillway models with a height of 0.15 meters and one spillway with a height of 0.2 meters and with different slopes upstream and downstream of the spillway were used. The flow rates used are 0.03, 0.035, 0.04, 0.045 and 0.05 cubic meters per second. By setting the appropriate engine speed for the pump, the flow rate entered the laboratory flume through the tank and the water depth was measured with the sensors installed on the top of the flume. The results showed that with the increase in the height of the overflows, the amount of energy loss decreases. The amount of energy loss in free flow mode with baffle is higher than the amount of energy loss in free flow mode without baffle. The amount of energy loss in submerged flow mode is lower than the amount of energy loss in free flow mode. As the downstream angle of the overflow decreases, the energy loss increases. By reducing the upstream angle of the overflow, energy loss is reduced. The amount of energy loss in free flow mode in type A, B, C and D spillways is 33.29, 33.83, 39.77 and 27.32% respectively. A general relationship was presented to calculate the amount of energy loss in crump weirs. In this relationship, there is a coefficient that is a function of free flow without baffle, submerged flow and free flow with baffle.

Lateral intake and stream diversion facilities, which are widely used in irrigation, land drainage and municipal sewage systems, deal with sediment transport. In this research, using a numerical discrete phase model, simulation of the sediment transport phenomenon is carried out in a 180-degree channel bend with a lateral intake that is located at a position of 115 degrees outside the arc and with a 45-degree diversion angle. The numerical model was calibrated with laboratory data. Then, in 31 positions of the channel bend from the 10 to 140 degrees with 5 degrees' intervals and with 5 diversion angles of 10, 30, 50, 70 and 90 degrees, and for three diversion discharge ratios of 20%, 30% and 40%, the calibrated numerical model has been implemented and the percentage of sediment entered to the lateral intake were determined for each model. The results were used as the data necessary for training and validation of Artificial neural network (ANN) model. The inputs of ANN model were location of lateral intake in outer bank of channel bend (φ) and diversion angle of lateral intake (θ), diverted water discharge ratio (Qr). The output is diverted sediment ratio into the lateral intake (Gr). The data were used for training and validation of the ANN model and the best structure was obtained for the neural network models using R2, SSE and MARE criteria and compared to regression models. The best structure of ANN model was obtained as a 5-layer model with 3 membership functions for each input variable and 27 conditional rules. The accuracy of the results obtained from the models in terms of the mean absolute relative error (MARE) indicates the ability of the neural network models to predict the amount of sediment diverted to the lateral intake with respect to regression models. Then, by developing a new simulation-optimization method based on the Multi-Objective Genetic Algorithm Optimization model (NSGAII), the FLUENT numerical model and neural network models, the optimal position and diversion angle of the lateral intake in the U-shaped channel is determined to minimize the amount of sediment inflow into the lateral basin and maximize the rate of dewatering discharge. By connecting the best model obtained from the ANN model, to NSGA-II model, the Pareto Front contains a list of optimal positions and optimal diversion angle of lateral intake are obtained with respect to the objective function and its limitations in the U-shaped channel. Finally, to determine the optimal position and angle of the lateral basin in the U-shaped channel by connecting the Pareto front obtained from the Multipurpose Genetic Algorithm (NSGA-II) to the TOPSIS multi-criteria decision-making method, the best option is found among the Pareto front options. The results include the optimum position and optimum angle of lateral intake dewatering along with diversion discharge and sediment rates corresponding to these values. The results show that the optimum diversion angle obtained is 38-degree and the optimum position obtained is 127-degree

The surface texture depth is an important indicator for evaluating the skid resistance capabilities and providing suitable surface drainage conditions for asphalt pavement, which has a direct effect on the safety and comfort of road users. Texture evaluation is one of the main goals of the pavement management system. Three-dimensional evaluation is the most accurate method of measuring pavement texture characteristics. In this paper, a three-dimensional automatic device based on a hybrid imaging technique is presented. In this device, a system consisting of two-dimensional digital cameras is designed to provide the required image data. The proposed system has a tool for reducing surface friction. This system also makes it possible to evaluate the texture in rainy conditions. Based on the two-dimensional images taken from the pavement surface, the three-dimensional models of the pavement texture are presented. A method for calculating the mean texture depth is presented. Measuring the depth of pavement texture in different directions is a the capability of this method, which makes it possible to uniformly evaluate the depth of the texture in different directions and find the critical direction for texture drainage capacity. The proposed system has been used to measure the depth of texture in different sections of pavement and the results in have been compared with the results of the standard sand patch method. This comparison shows a high correlation between the results of the proposed method and the standard pavement texture evaluation method.