The idea of using steel plate shear wall (SPSW) has been noted for last three decades as a lateral load resisting system in design and retrofit of buildings. Knowing the short life of researches on this system and the necessity for replying to some design problems, in this research, it has been tried to determine the effect of ductility factor on force modification factor of SPSWs by using results of two cyclic tests on ductile SPSW's with three stories and other creditable experiments which have been done around the world. In the three-storey tests, two different connections (simple and fixed) and for panel’s plate, easy-going steel (EGS) are used. Assessment in this area shows that, the force modification factor of thin SPSWs with constant overstrenght factor based on Uang's methode is more than this factor of moment resisting frames.

Steel plate shear walls have high capability for earthquake energy damping as a lateral load resisting system. Since the number of steel plate shear walls with stiffeners tests is limited, therefore the comparison of force modification factor and energy absorption of them relative to steel plate shear walls without stiffener has not published up to now. For this goal two steel plate shear wails specimens with stiffeners and without stiffener was tested. Also a moment frame specimen of surround plate was tested for comparing of force modification factor and energy absorption relative to steel plate shear wails. Results show that force modification factor of steel plate shear wall with stiffeners and without stiffener is 11.5 and 12.2. Steel plate shear wail energy absorption without stiffener in various displacements is about 20 to 36 percent less than one with stiffeners. In steel plate shear wails specimens with stiffeners and no stiffener the Portion of moment frame energy absorption is about 50 and 67 percent.

Present codes of practice do not consider the effect of arrangement of partitions in the plan of structure on the seismic demands of these non-structural components. In this paper, a modification factor has been proposed to modify provisions for those seismic demands. Seventy two regular low-rise reinforced concrete moment frames, supporting some partitions, exposed to seven appropriate ground motions. The nonlinear seismic response history analysis considering out-of-plane behavior of partitions has been conducted using the OpenSees platform. The average values of peak responses from those earthquakes were obtained. The forces generated using the analytical method, which some of them verified with existing study results, were compared with the values from the code and a factor denoted as seismic force modification factor, W, was proposed. A parametric study has been carried out to study the effect of dominent parameters such as the arrangement of partitions, partition to structure height ratio, and length to height ratio of partitions on the W values. For the majority of the models, the W values are larger for partitions located further with respect to the center of floor. Moreover the modification factor could be as large as 1. 85 for the partitions located in the middle floors.

The present research is concerned with the determination of ductility, over-strength and response modification factors of coupled steel shear wall frames. Three structural models with various numbers of stories, bay width and coupling beam height were analyzed using static pushover and incremental nonlinear dynamic analyses. The ductility, over-strength and response modification factors for the three models are determined. Tentative values of 11.1, 11.6 and 10.6 are suggested for the response modification factor of coupled steel shear wall frames with deep and medium depth coupling beams, and uncoupled steel shear wall frames, respectively in the allowable stress design method.

With the change of an ion trap geometrical shape, ring and end-cap electrodes, and also damping force effects, the first and second stability regions are studied in a stretched Paul ion trap. In this article, according to a new idea, we changed the trap geometry based on the change in distances between the ring electrode (2r˳ ) and end-cap electrodes (2z˳ ). For this purpose, the geometrical parameter n=(r˳ /z˳ )2 was introduced in our calculations. Also, for the damping effects, we entered a viscous damping factor (k) in the Mathieu equation. The set of differential equation governing the motion of the confined ion is considered, taking into account the effect of damping force and the ion trap geometry. The Mathieu type differential equations were solved using Runge-Kutta Verner fifth-order and sixth-order method (RKV56). Comparisons were made with the corresponding stability diagrams without considering the effects of damping force in an ideal ion trap 2 2 (r  2z ). The numerical results showed that, for a given ion trap mode i. e., rf only mode, the damping force and the trap geometry played important roles in the relocation of the stability diagrams. The first and second stability regions in the presence of the damping force, according to trap’ s geometry, are reported for the first time.

In recent decades the use of special truss moment frames has been developed as relatively new steel frame systems in high seismic zones. These frames dissipate the seismic energy through the specific ductile parts that are located near the middle of the span of the truss beam. In this study the response modification factor of steel moment frames with specific truss beams due to the ductility and over strength was determined. The analysis was carried out using linear static analysis (pushover). In order to consider the nonlinear behavior of the material in formation of the plastic hinge, it was used the elasto-plastic behavior and it was assumed that the plastic hinge are created at the top and bottom of the column and beam. The analyses are carried out for two types of the frames, Vierendeel and across diagonals frames. These frames are evaluated for two cases, two and three spans, and also for different stories, 3 to 8-story. The results are shown that the response modification factor of the Vierendeel frame is more than the across diagonal frame’s and has a better seismic performance. The results also show that the response modification factor is dependent on the height of the structure, so that this factor is increased with increasing the height of the structure.

Road traffic crashes are one of the major causes of deaths and injuries around the world. Approximately 1. 2 million people (2. 1% of all deaths) are killed every year and over 50 million are injured or disabled worldwide due to road traffic crashes. To control speeding and deaths different approaches regarding the road function has been proposed already. Speed cameras are one of these options in use. It has been approved that they are effective in reducing speed and crashes near speed cameras locations. This Study aims at evaluating the highways speed cameras through the Naï, ve and Naï, ve adjustment method in city of Mashhad. In this study Mashhad highway network was evaluated by before and after study and speed cameras crash modification factor was calculated for the first time for these cameras. This study revealed that these cameras are most effective in reducing invulnerable crashes however they are effective in reducing vulnerable crashes.

Response modification and deflection amplification factors are used in the current seismic design codes to account for the inelastic behaviour of structural systems without the need for complicated nonlinear analyses. A deflection amplification factor, cd, is used to compute the expected maximum inelastic displacement from the elastic displacement induced by the design seismic forces. The response modification factor, R, expressed as either a force reduction factor or a behavior factor, is used to reduce the linear elastic design response spectra. It is generally expressed as the product of three factors: overstrength factor, ductility factor, and redundancy factor. This paper tries to evaluate these factors for steel intermediate moment-resisting frames. For this purpose, two dimensional steel building models with different number of stories have been designed and analyzed. After obtaining pushover curves of the models, two different approaches have been adopted to calculate the effective parameters of the response modification and deflection amplification factors from pushover curves; the first approach that is suggested by seismic code provisions, like ATC-19, FEMA-356 and Iranian Standard No. 2800, uses the idealized pushover curve to specify the effective parameters, and the other approach that is recommended by FEMA-P695 gets the parameters directly from pushover curves. The obtained results from these two approaches for the above-mentioned factors have then been compared with each other and with the recommended values of these factors in the Iranian Standard No. 2800. In this evaluation, ductility factor of the response modification factor has been calculated based on the relations proposed by Newmark and Hall, Lai and Biggs, and Nassar and Krawinkler. According to the obtained numerical results, the average response modification factor resulted from the FEMAP695 approach is 5.26, while this factor was obtained 3.98 based on the Iranian Standard No. 2800 approach. Considering the recommended R factor of the Iranian Standard No. 2800 for the ultimate limit state design of steel intermediate moment-resisting systems equaling 5, it is obvious that the results from the FEMA-P695 approach are more compatible with the code recommendation. In addition, the average over strength factors, according to the FEMA-P695 and Iranian Standard No. 2800 approaches, are 2.37 and 1.80, respectively, when the recommended value of this factor in the Iranian Standard No. 2800 is 3. The average deflection amplification factor obtained from both approaches is 3.67 that is slightly less than the recommended value of 4 for this factor in the Iranian Standard No. 2800.