نشریه مهندسی عمران و محیط زیست دانشگاه تبریز
سال چهل و چهارم شماره 3 (پیاپی 76، پاییز 1393)

With increasing population and necessary of building construction in the least time, we need to use the precast structures. However, due to some problems, the precast industry has not reached to its whole potential yet. The main problem is due to their precast concrete connections. The reduction factor is an important factor in linear analysis that indicates inelastic behaviors of structure such as resistance and ductility in nonlinear stage. In spite of many studies to obtain reduction factor of monolithic structures, we have a little information about this factor in precastones. So determining this factor is necessary for this type of structures. In this research, dual precast systems in four, six and eight stories with three and five bays were investigated. The effect of one type of typical beam to column connection and two types of horizontal and vertical panel connections were evaluated. Nonlinear static pushover in three forms of triangular, uniform and modal was applied. The results indicate precast concrete dual systems could have reduction factor equal to or more than equivalent in-situ dual systems. In this research, three different popular connections were used. The first one is semi rigid beam to column connection. The end of beam sits on the concrete corbel or steel angel in precast beam to column connection. At this stage, the connections are assumed to be hinged, but after installation, these connections can transfer moments with regard to their relative rigidities. “Welded plate” beam to column connection that presented by Elliot et al. [1,2] was used in this research. This connection is widely used in precast industry. The second is related to horizontal joint ofpanels. This connection has been used by Soudki et al. [3] and typically used by the American and Japanese precast concrete industries. Continuity of this structure is established by NMB sleeves. The third one is vertical joint of panels. This connection has been suggested by Chakrabarti et al. [4]. Plain joints, keyed joints and shear key jointswere generally used in their research. Shear key joints were reinforced and commonly used. The strength of the joints was increased by the shear keys in combination with transverse reinforcements projecting inside the joints. The results illustrated that by increasing the height of frames, the ductility reduction factor is increased (because of the increase of period) and the over strength factor behaves inversely. Table 1 indicate the reduction factors of precast dual system for 4 stories and 3 bay frames. As shown in Table 1, the results of three analyses are close; but the results of uniform and MRSA analyses are more associated. The reduction factors of precast frames were evaluated greater than ones of monolithic frames. Obtained ductility by wall joints in precast systems is the main reason of this behavior. By increasing the number of stories, the values of reduction factors for precast and monolithic frames was getting close; and results indicated that with increasing the number of the bays, reduction factor decreased. Precast structure is a structure with semi-rigid connections. Semi-rigid precast connections have great effect on seismic behavior of such structures. Therefore, using the reduction factor of in-site structures for precast ones is not appropriate. In this research, the reduction factor of precast concrete structures with one kind of semi-rigid connection was evaluated and compared with equivalent in-site structures.

Researchers use smectite in different geotechnical and geo-environmental projects, such as industrial/municipal waste disposal sites and cut-off walls due to its specific properties. On the other hand, previous researches show that the load conditions, and pore fluid properties may significantly affect the behaviour of clayey soils. In spite of several researches that have been conducted on the engineering behaviour of smectite clays, there has been little attention to the influence of pore fluid changes and temperature increase on the geotechnical and geo-environmental properties of smectite. In this research, the influence of pore fluid properties changes and temperature on thephysico-mechanical behaviour of smectite has been Experimentally investigated. This study has been performed from micro-and macro-structural points of view. Due to the vast applications of smectite in geotechnical and geo-environmental engineering projects, this study focuses on a smectitic soil sample behaviour. The geotechnical properties of soil were determined based on the ASTM Standard [1]. The geo-environmental engineering properties of soil were measured by the method presented by Yong et al. [2]. The pore fluid analysis was performed by GBC 932 Plus atomic absorption spectrophotometer. Tables 1 and 2 show the geotechnical and geo-environmental engineering parameters of smectite sample. To investigate the possibility of changes of smectite behaviour due to the changes of pore fluid properties, the influence of calcium and sodium ions upon smectite behaviour was studied. These two cations are the most common cations that might be found in different sites. For this purpose, calcium sulfate and sodium sulfate in concentration of 0 to 1 normal was used. In addition, due to the importance of swelling and water retention properties of smectitein its application as barrier in geotechnical and geo-environmental projects, a part of experiments has focused upon swelling properties change of smectite sample. Finally, by performing a series of experiments related to the interaction process of soil-water including suction and swelling, the change in smectite behaviour due to thetemperature effect was investigated. For this purpose, saturated smectite samples were kept in four different. The achieved results indicate that due to the interaction of smectite with different electrolytes and with increasing the electrolyte concentration, the density of samples increase while the external load kept constant. This increase in density is attributed to the smectite-electrolyte interaction. A reduction in repulsive forces among clay particles was responsible for such a decrease in soil void ratio at constant external loading. Furthermore, the achieved XRD results indicate that after the interaction of clay particles with electrolyte, with increasing the electrolyte concentration, the position of basal spacing of smectite remains constant while theintensity of major smectite's peak decreases. This is attributed to the flocculated fabric due to the change in electrostatic forces among clay particles [3]. On the other hand, since hydraulic conductivity in clayey soils is a function of such a force among particles, the permeability of different smectite sample at different electrolyte concentration was evaluated. According to the results of Figure 1, the permeability may increase as much as 100 times after exposure of sample to different electrolyte concentration. In the last section of this research, the free swelling of smectite samples was measured after different levels of heat treatment from 25 to 200 oC. The results show a 16% reduction in swelling percentage of smectite after heat treatment. The achieved results of this study show that due to the interaction of different electrolytes and due to the temperature change, the water retention of smectite and its mechanical behaviour will be changed. This change in some cases was more than 50%. The results of micro-structural experiments show that the main reason for these changes in smectite behaviour after the interaction with electrolyte and temperature rise, was due to the change in morphology and new soil structure of smectite particles. In fact, the micro-structural change has affected the macrobehaviour of smectite.

Cracking analysis of reinforced concrete structures is a necessary stage in their design. Determing the width of cracks and crack length is generally an empirical argument; however, analytical relations have been introduced for this purpose. Despite numerous studies in this area, provided relationships in estimating the distance of the cracks, the crack width and crack propagation mode in most situations seem insufficient. The purpose of this study is to investigate the effect of different models bond-slip behavior of reinforced concrete beams, with or without transverse bars, and also large-scale analysis is used. Bond between concrete and steel on the performance and lifetime of structures under the loading have a significant impact and weak bond can cause problems in force transfer mechanism, resulting in the increase of deformation, number of cracks, cracks width and reduces the bearing capacity of reinforced concrete members. These factors, in turn, can lead to sudden failure of members. Therefore, predicting the behavior of bond-slip in reinforced concrete structures is essential. Previously, many experimental works have been done to evaluate and understand how the crack propagation ocurrs. Most of these research works were done on the bond behavior of concrete specimens with steel rods buried in them. Methodsproposed by researchers are only applicable to small samples and are not suitable for reinforced concrete structures. Few studies have been done to confirm and refine bond-slip models (which are obtained experimentally); however, it seems that this issue requires further studies. In the present study, four bond-slip models (CEB-FIP, Farra, Den and Bigaj, and Haskett) in numerical analysis are applied to study their effect on the amount of crack width, crack spacing and crack propagation in reinforced concrete members. In order to show the effect of bond-slip on the performance of reinforced concrete structures, tested beam by Leonhardt [1] with the same geometry and material has been modeled in ABAQUS software [2] and crack propagation has been investigated, using nonlinear analysis and numerical lattice model. The bond-link element proposed by Ngo and Scordelis [3] has been used to model the bond between concrete and steel. In the past 50 years, lattice models have been used for different purposes and in different species. One recent study by Kim et al. [4] was carried out in which the fracture behavior of concrete structures was simulated using random lattice model with four-point bending test with high speed loading. In this research, a lattice model based on frame method which was proposed by Hrennikoff [5] was used. In this way, a structure was modeled with pattern of similar truss members (Fig. 1), cracking process and its propagation was shown by the failure of the concrete bar elements. According to the suggestion of Chen and Baker [6], lengths of vertical and horizontal members were equal and cross-section lateral members and diagonal members were considered equal. Each truss element consists of a two point of same levels in two directions which are perpendicular and parallel to the bar which has a nodal members resist against shear stress. Thus, this model is expected to estimate both flexure and shear failures and shear carrying capacity of reinforced concrete members with acceptable accuracy. In addition, because the lattice model can divide a concrete member into the truss elements, the internal stresses can be easily followed. In Farra model, middle flexural cracks have the minimum height and in Haskett model they have maximum height compared to the other models. The damage of Den and Bigaj model which is created in the top of the beam is greater than the other models. In all four models, the shear cracks begin almost together, but their propagations are different. In the Farra model, shear cracks are not continuous and stress concentration is lower than other models and also in the Farra model, shear crack angle to the horizon is the highest and in the CEB-FIP model, it is the lowest. In the Farra model, flexural cracks thickness is less than other models and the Haskett model, flexural crack thickness is greater than the other models. In the Den and Bigaj model, crack propagation along the bar is high and in the CEB-FIP model it is less than the other models. In general, in terms of crack propagation, three models of Haskett, Den and Bigaj and CEB-FIP are much closer to each other. Also results show that different models of bond-slip can affect the crack propagation.In all bond-slip models, the flexural failure is ocurrs in the beam. CEB-FIP and Haskett models are nearly the same, while in Den and Bigaj and Farra models, small cracks are seen in the middle part. In Den and Bigaj model, unlike the rest of the models, crack of concrete cover was not created in the center of the beam and also in the CEBFIP and Hasket model, cracks in concrete cover center was propagated to the top of the beam's cross section. In Farra and Den and Bigaj models, major cracks are almost straight, but in the other two models they are curved. In general, the propagation pattern of cracks with shear bars in Haskett and CEB-FIP models better simulated compared to the other two models. The main scope of the present study includes the assessment of cracked reinforced concrete beam with a large scale lattice model based on fracture mechanics and the evaluation of four different models of bond-slip. According to the findings of this study, the following conclusions can be attained: - The results show that the analytical model used are able to reproduce the most important aspects of crackpropagation in reinforced concrete members under monotonic loading. - Lattice model can limit the shear cracks in the reinforcement beam with shear bars properly. - Bond-link element defined by minimum energy method is able to reflect the effect of bond-slip in the distance of cracks as the concrete between the cracks will be unloaded in the final pattern of cracks. - In the four models studied, the effect of bond-slip was evident in the form of localized cracks in concrete around the bars. Overall, the CEB-FIP model can show crack propagation better than other models both in shear and flexural cracks.- An important feature of this model is the ability to show the crack orientation by the element failure. It can also specify the initial cracks with element removing.

In the past decade, the municipal and industrial solid waste production has become one of the main environmental challenges. Municipal Solid Waste (MSW) generation continues to grow both in per capita and overall terms [1]. Overall, the liquid generated due to the agglomeration, pressured and chemically interacted intosolid waste is called leachate [2]. The characteristics of landfill leachates depend on a number of complex factors, including the nature of the deposited wastes, soil characteristics, the “age” of the landfill, weather conditions such as rainfall patterns, the design and the means of operation of the landfill [3-5]. By considering the leachate characteristics, operation and capital costs as well as regulations, various site-specific treatment techniques can be used to treat these hazardous wastewaters (e.g. coagulation/ flocculation, biological, oxidation, membrane, leachate recirculation through the landfill, grassland spray irrigation, etc.) [6]. Therefore, treatment of hazardous liquidwastes by oxidation processes such as ozonation (due to high oxidative power of the ozone) has gained popularity. It has been shown that ozone is capable of destroying recalcitrant compounds in effluents and bringing about alterations to biodegradability. Mainly, Biodegradability of high molecular weight of organic compound is low, so that they cannot be removed simply through biological treatment [7]. In this study, the leachate was sampled from landfill in Anakhatoon region situated in Tabriz city. This landfill mainly is used for the disposal of municipal solid wastes. Samples were transported to the laboratory for Analyzing. Before any processing, samples were exposed to ambient temperature for 3 to 5 days to settle mud and coarse particles. The COD and BOD5 analyses were performed according to the standard methodology [8]. Absorbance of samples at wavelength of 254 nm was determined by means of UV–visible spectrophotometry (Spectroquant Pharo 300 (Merck, Germany)). Also, the absorbance value at 455 nm was measured by Spectroquant Pharo 300 using visible spectrophotometry. Some of the characteristics of the two samples of landfill leachate used in this work are presented in Table 1. 3.1. COD removal, color removal and aromatic compounds removal The reduction of COD content, the percentage of color removal and the percentage of aromatic compounds removal is shown as a function of reaction time in Fig. 2. It is clear that the maximum removal for leachates with COD0 =22000 mg/L and COD0 =1900 mg/L obtained 57.99% and 59.27%, respectively. On the other hand, in this work, ozonation effect on color change was determined by measuring absorption of samples at wavelength of 455 nm as an index. It is clear that a major part of decolonization occurred during ozonation [9]. During the current study, the initial dark brown color of the leachate sample, which can be attributed to the presence of humicsubstances, became light yellow as the oxidation reaction by ozone was preceded. Discoloration of landfill leachates is evidence of the transformation of recalcitrant organic matter by ozone [10]. Also, the absorbance of samples at wavelength of 254 nm can be directly related to the presence of aromatic and unsaturated structures of organicsubstances and it is considered as an additional quality parameter of most wastewaters. Similarly to the decolorization reactions, the reduction of UV absorbance took place by a high rate during the initial stages of ozone treatment. In this paper, by using a new reactor system contained a centrifuge pump and a venture tube, the capability of ozonation in treatment of the leachate generated in the landfill was indicated. The influences of initial COD value was studied on the COD, color and aromatic compounds removal. For leachates with COD0 =22000 mg/L and COD0 =1900 mg/L, 57.99% and 59.27% percent of COD removal, 85.15% and 94.94% percent of color removal and 39.65% and 82.71% percent of aromatic compounds removal was obtained, respectively. The changes of pH during the ozonation process were minimal because of buffering effect of bicarbonates present in the system.

Preparing for the consequences of dam failure is very important and should be considered. The failure of a dam can have major effects, such as injury and loss of life, economic, property and environmental damage. More than a century, scientists have seriously studied the dam failure. Flooding caused by a dam failure can occur in a relatively short period. Downstream communities located close to the dam typically have short warning times. Numerical modeling of dam-break flood analysis due to the shallow water equations are often developed as the next one. Initial studies in this area were done by Ritter [1] Dressler [2] and Stoker [3]. In the last decade, remarkable progress has been made in the field of numerical modeling of dam failure. Bellos et al. [4] applied a two-dimensional numerical model to simulate flood waves resulting from the instantaneous break of dams. The McCormack two step predictorcorrector scheme was used for the solution of the transformed system of equations. Comparisons between computed and experimental data showed a satisfactory agreement. The rapidly varied unsteady flow caused by the failure of a dam in a rectangular dry bed horizontal channel has been studied by Hassanzadeh [5]. In the literatures, many researchers have investigated various aspects of dam failure. In this paper, dam break and its flood wave propagation was simulated using finite volume method in twodimensional vertical condition. Numerical results are compared with experimental results for the evaluation ofnumerical model. In this paper, dam break wave propagation in two-dimensional vertical state is simulated by FLUENT model. FLUENT provides comprehensive modeling capabilities for a wide range of incompressible and compressible, laminar and turbulent fluid flow problems. To permit modeling of fluid flow and related transport phenomena inindustrial equipment and processes, various useful features are provided. A very useful group of models in FLUENT is the set of free surface and multiphase flow models. For these types of problems, FLUENT provides the volumeof- fluid (VOF) model. Robust and accurate turbulence models are a vital component of the FLUENT suite of models. The turbulence models provided have a broad range of applicability, and they include the effects of other physical phenomena, such as buoyancy and compressibility. Particular care has been devoted to addressing issues of near-wall accuracy via the use of extended wall functions and zonal model [6]. In this paper, numerical model was tested by three different turbulence models, k-ε, k-ω, and RSM. By use of statistical analysis method, NRMSE, the best turbulence model for 2D dam break, was obtained the k-ε standard(Table 1). Dam break have always been regarded as an extremely risky event and hence the research programs, government planning and investment in coastal dams are of the utmost importance. In this paper, dam break induced wave propagation was simulated using FLUENT model in two-dimensional vertical state, and numerical results were compared with experimental data for the evaluation and verification of numerical model. Dam break was simulated in both dry and wet bed performance for different sizes of the grid mesh, different discretization schemes (such as First Order Upwind, Second Order Upwind, Quick and Power Law) and different turbulence models (k-ε standard,k-ε RNG, k-ε Realizable, RSM and k-ω). Results show that the turbulence k-ε standard model and the First Order Upwind scheme are more accurate than others. After testing the sensitivity and accuracy of the model, simulation is done for basin slopes of 0, 1% and 2% and the roughness of the substrate with coefficients 0.009, 0.015, 0.0185, and0.0198 performance and results were analyzed. The results showed that the numerical model can be used to simulate a dam break in both dry and wet beds and provides acceptable results.

In the past, design of water tanks was based on the recommendations of codes and designer's experience. Nowadays, the designs are optimized using linear and dynamic programming methods and evolutionary algorithms. Classical optimization methods not only are time consuming but also are not capable to produce more than one answer because of the complexity of imposed constraints [1]. In order to investigate the efficiency and accuracy of the modern optimization methods in comparison with classical methods, an elevated Intz tank is primarily designed based on the recommendations of Indian IS: 3370 code [2] and then optimized using genetic algorithm and sequential quadratic programming. Tanks of various sizes are optimized and effective parameters are extracted, finally the key ratios of optimum design are compared to the initial design assumptions. Genetic algorithms and their variations are based on the mechanisms of natural selection. Unlike the conventional optimization which search approaches based on gradients, the genetic algorithm (GA) works on a population of possible solutions, attempting to find a solution set that either maximizes or minimizes the value of a function of those solution values. This function is called the objective function. In GA, key tools are generation method and its associated operators. The operator will determine the rate of convergence and accuracy of genetic methods. Genetic algorithms are randomized general-purpose search techniques used for finding the best values ofthe parameters or decision-variables of existing models. Some populations of solutions may improve the value of the objective function, others may not. The ones that improve its value play a greater role in the generation of new populations of solutions than those that do not. The flowchart of GA optimization is shown in Fig. 1 [3]. The Convergence of cost function using GA and SQP methods are shown in Figs. 3 and 4, respectively. The optimal solution was achieved after seven generations and nineteen times trial and error process for the GA and SQPmethods, respectively. The SQP method provides concrete placement volume of 130 m3which in comparison with the initial volume of 230 m3 shows a 46% reduction and represents approximately 26% decrease in the formwork. On the other hand, the GA method results in 44% and 21% reduction in volume of concrete placement andformwork, respectively. It is noteworthy that the internal stresses are significantly close to their maximum values while the conditions of code regulation are satisfied in both methods. The results indicated that the GA and SQP methods are agree well in the optimized design and slightly difference, 4 percent in volume and 5 percent in area ofconcrete work, is obtained. Efficiency and accuracy of the both evolutionary optimization methods is concluded. Intz tank with 850 m3 volumes was optimized by the GA method and compared with the results of the sequential quadratic programming (SQP) method in order to indicate the efficiency and accuracy of evolutionary methods. In this study the concrete volume of the body and surface of the tank is considered as an objective function. Design constraints are divided into some groups including the behavior, geometric and stability constraints. All constraints were satisfied and the stresses and stability constraints were in acceptable ranges. Considerable amount of decreasing in objective function, 46% and 44% for GA and SQP respectively was obtained. Based on the results, both methods, GA and SQP, were reliable and flexible methods in optimizing the Intz tank.

Tensegrity systems are self-equilibrium systems that contain discontinuous compressive components and continuous tensile components. Main factor for self-equilibrium of tensegrity systems is the initial self-stresses of the components. Therefore, consideration of the effects of the levels of these self-stresses on the instability behavior and collapse mechanisms has significant importance. Moreover, because of the application of these systems in large spans and crowded places, sudden collapse leads to a lot of kills and damages. Thus this paper is presented in two parts: first part: presentating a method to find “feasible” self-stress states based on a mathematical topic called “simplex method” and using artificial variables; and second part: using a self-stress state obtained from previous part, and scale it in three levels. The effects of the self-stress level on the instability behavior and collapse mechanisms of the barrel vault tensegrity system is considered, and based on the analysis results some suggestionsare presented to determine maximum and minimum self-stress level so the structure doesn’t collapse suddenly and have enough rigidity. The initial state of the system is very specific since it is a self-equilibrated state; moreover the rigidity of the tensioned components is unilateral (no rigidity in compression) and the relational structure is very specific: compressed components are inside a continuum of tensioned components [1]. The equation of static equilibrium of an unconstrained reference node i connected to nodes j and k are given by Where any member (A, B), that connects nodes A and B, has an internal force fa,b and a length la,b; and fext is the external force. A simplified linearised notation qa,b= fa,b / la,b known as tension coefficient or force density is used. Let x = [x1…xn]T, y = [y1…yn] T, and z = [z1…zn]T, be the vectors of coordinates for n nodes along the x, y, and z directions, respectively. Let q be a vector of tension coefficients, with one entry for each of the b members. We can write the matrix form of Eq. (1) by factorizing the projected lengths in the equilibrium matrix A and a vector q of tension coefficients [2] Results of the analysis is shown in Figs. 2-4. In these figures, the label StoCx_y shows the structure with the rigidity ratio of the struts to the cables equal x and self-stress level y%. Figures show that the increasing the selfstresslevel may lead to overall collapse mechanism. It can be said that the self-stress level doesn’t have aneffect on the initial stiffness and final load capacity of the structure. Self-stress is the one of the interesting and important properties of the tensegrity systems. In this study, to obtain a feasible self-stress for the tensegrity structures, an extended method using simplex method and artificial variableswas presented. Then the effects of the self-stress level on the barrel vault tensegrity structures was studied. Results showed that the self-stress level doesn’t affect the initial stiffness of the structure; but it can change the collapse mechanism of the structure from a local collapse to overall collapse.

Transportation networks are highly vulnerable to natural disasters such as earthquake. However, they are expected to perform properly in all circumstances. They are expected to connect different parts of the network and provide these connections with a proper level of service. Since transportation networks today are undividable sections of modern lives, being equipped with a sustainable and reliable network is a vital requirement of each society. Transportation authorities are always concerning about the improvement of the network influenced by the external effects as well as its the repair and maintenance due to the stochastic environment encompassing the network. However, their permanent constraint is the limitation of budget available. As a result, to get closer to the subject of improving the network’s performance, it is necessary to allocate resources to the network components in an optimized manner. During the occurrence of a disaster, the basic necessity for the injured is to receive emergency services which are directly dependent on serviceability of the network. Clearly the services are effective and savior if only they are offered in a predefined time threshold. It means that not only the network should provide at least one route between different population centers, but also it should provide a proper serviceability for each route. “Proper serviceability” here means providing complete service to demand in a pre-determined threshold of travel time. As this serviceabilityis uncertain, the reliability term is engaged which has become important parameters for planners and authorities recently. Hence, as connection and travel time are both necessary, under uncertain conditions, their respective reliability indicators are chosen as proper performance measures of the network. It is to be mentioned that the proposed reliability approximation method shows some sorts of limitations through several usage of the method in different networks. For example, increasing the dimension of network leads to a great sudden increase in required probable states to provide a proper coverage. Although the number of required states considerably less that the number of whole probable states, it is still a huge number which makes the algorithm very time consuming.The same problem will occur if the probabilities of the modes of each link are very close to each other. For example sign the algorithm for a link with the set of mode probabilities of (40, 30, 30) is inappropriate while the same algorithm is very efficient and useful for a link with probability set of (8, 7, 85). The provision of emergency services after a disaster is the most important factor to survive the wounded. This issue directly depends on serviceability of the network, which is highly vulnerable to natural disasters. In this paper, a resource allocation model was proposed for degradable transportation networks. In the proposed model, the network travel time reliability and the connectivity reliability of each OD of the network were chosen as two important performance measures under the effect of different type of disasters, e.g. earthquake. Although applying the reliability approximation method will make the challengeable procedure of reliabilityapproximation more efficient, it is does not show the same efficiency in larger or more variable probable state for links. However it can be applied in small size networks, as shown in the numerical example of this paper. For further studies, it is suggested to develop a model for networks with continuous performance function,assuming more than 1 level of investment allowed for each link, or continuous travel time functions which are affected by flow. These changes would lead to more real network studies. In addition the proposed idea can be developed for daily or slight fluctuation of capacity produced by events such as accidents or road maintenance activities.

The kinematics of any point in a medium is ideally expressed in terms of three translational and three rotational components. Observations of earthquake events have shown that many structural failures and damage are associated to rotational components of ground motions. Newmark [1] was perhaps the first to establish a relationship between the torsional and translational components of a ground motion based on constant velocity of wave propagation assumption. Lee and Liang [2] have used wave propagation and classical elasticity theories based on constant wave velocity to develop the algorithms for generating rotational motion from the corresponding available translational motions and Hong-Nan Li et al. [3] proposed an improved approach based on frequency dependent wave velocity to generate the rotational components. Kalani Sarokolayi et al. [4] have used this method and they have verified their results using recorded rotational components. Recently the effect of rotational component on dynamic analysis of dam- reservoir system without foundation effect is considered by authors in their previous research [5]; but the effects of rotational components have not been considered in dynamic analysis of dam-reservoir-foundation systems in previous researches. The fluid- structure interaction is also an important subject to dynamic analysis of dams. The Lagrangian approach which were proposed by Hamdi [6] and completed by Wilson and Khalvati [7], have been used by many researchers such as [7-9]. In addition the reservoir bottom absorption effects in earthquake response of concrete gravity dams have been also investigated by some researchers such as Fenves and Chopra [10]. The main purpose of this research is the evaluation of dynamic response of concrete gravity dams considering three correlated translational and rotational components of ground motion and dam-reservoir-foundation interaction using finite element method. For this purpose, the rotational component of ground motion is obtained using translational components and relation of classical elasticity between rotation and wave propagation theories considering frequency dependent wave velocity. Then, these rotational and translational components are applied in finite element model and the dynamic response of system are calculated using Newmark method and Lagrangian- Lagrangian approach based on displacement unknown in both solid and fluid domains. In addition, with the change of elasticity modulus of foundation, earthquake acceleration, water elevation and absorption coefficient of reservoir bottom, the sensitivity of response with respect to these parameters are evaluated. The horizontal displacement of dam crest for dam-reservoir (D-R) and dam-reservoir-foundation (D-R-F) systems subjected to two translational components, 2C, and two translational added by their correlated rotationalcomponents, 3C, are obtained and the ratio of response due to 3C and 2C which is named as Normalized response, are presented in Table 1. The effects of absorption coefficients on Normalized response of system are also shown in Table 2 and the effects of water elevation on dam crest response subjected to 3C are shown in Fig. 2. Results showed that the effects of rotational components of ground motion on the dynamic response of concrete gravity dams can be low or high depending on their frequency range and power spectrum. In cases which the rotational effect is high, the dam response to rotational component of earthquake will be decreased with the increase of the foundation elasticity modulus and reservoir bottom absorption coefficients. In addition with the increase of water elevation, the rotational effect will increase and the response time history also will change.