15863

14163

كارشناسي ارشد

سازه

اصفهان : دانشگاه صنعتي اصفهان

1399

ده،165ص.:مصور، جدول، نمودار

پيام اسدي

فرهاد بهنام فر، حسين تاجمير رياحي

1399/07/26

كتابنامه

عمران

مهندسي عمران

1399/07/27

2643019

فهرسق مطالا چكيده ده فصل اول مقدمه 9 1 1 اهميق موضوع 1 1 1 1 كنترل ارتعاشات سازه 1 1 1 2 ارتعاش تصادفي 2 1 1 3 اندركنش اك و سازه 2 1 1 4 بهينهيابي 3 1 2 ارائه مسئله روش حل مسئله و نوآوري 3 1 3 مروري بر محتواي مطالعات حاضر 4 فصل دوم پيشينه موضوع 5 2 1 مقدمه 5 2 2 كنترل سازهها 6 2 2 1 ميراگرهاي ويسكوز 6 2 2 2 اصول حاكم بر ميراگرهاي ويسكوز 7 2 2 3 طي سازي ميراگرهاي غير طي 8 2 3 تحليل تصادفي 31 2 4 اندركنش اك و سازه 41 2 4 1 روشهاي تحليل اندركنش اك سازه 51 2 4 1 1 روش مستقيم 51 2 4 1 2 روش زير سازه 51 2 4 2 مدل اك و سازه 61 2 4 2 1 درجه آزادي انتقالي 61 2 4 2 2 درجه آزادي چر شي 71

165 Improvement of Stochastic Linearization Technique to Analyze Structures with Nonlinear Fluid Viscous Dampers Ghasem Asadpour g asadour@cv iut ac ir Date of Submission July 2020 Department of Civil Engineering Isfahan University of Technology Isfahan 84156 83111 Iran Degree M Sc Language Farsi Supervisors Dr Payam Asadi asadi@cc iut ac ir AbstractViscous dampers are used to control the vibration of structures and energy absorption of the structure Laboratorystudies have shown that their force function in terms of power is the speed of their two ends in general Many studieson linearization technique of behavior of nonlinear dampers are concentrated By linearization it is possible to analyzethe structures equipped with them at a higher speed as well as the modal analysis of the structures equipped with themin accordance with regulations In this study possible optimal functions of Non Gaussian for Linearization ofnonlinear dampers Using Linear method randomization are optimized These functions are for structures with a degreeof freedom in two modes structures based on firm soil and based on soft soil and also in three modes of completelylinear behavior two linear behavior and linear behavior in terms of soil interaction and structure are obtained Optimization was with the help of genetic algorithm For the first case of completely linear structures the error ofcalculating the standard displacement deviation with the optimal functions obtained under earthquake with PGAs of0 1 g to 0 6 g has been reduced by about 4 compared to the case of using the possible Gaussian function and islimited to about 5 Also the standard speed deviation error is limited to about 5 4 The relative error ofdisplacement of the roof of a 6 floor structure under natural accelerometers with the help of statistical linearizationwith the proposed non Gaussian functions was about 24 less than other compared statistical methods For the secondcase of structures with elastoplastic behavior error calculation of the standard deviation of the ductility of claim withthe optimal functions obtained under earthquake with PGAs of 0 2g to 0 6g compared to the mode of use of theprobable Gaussian function is reduced by about 7 5 and limited to about 8 percent Also derived standard deviationerror of the ductility of the solvent is limited to about 9 1 The amount of roof displacement of the studied structureunder natural accelerometers with the help of statistical linearization with the proposed non Gaussian functions inboth cases of structures based on hard soil and soft soil had the lowest error The relative error of displacement of theroof of a 5 floor structure under natural accelerometers with the help of statistical linearization with the proposed non Gaussian functions was about 41 less than the compared gaussian statistical method For the third case of structureswith linear behavior in terms of soil structure interaction error of calculating the standard displacement deviation withthe optimal functions obtained under earthquake with PGAs of 0 1 g to 0 6 g compared to the mode of using thefunction Gaussian probability is reduced by about 1 6 and limited to about 8 5 Also standard speed deviationerror is limited to 6 4 The relative error of displacement of the roof of a 5 floor structure under naturalaccelerometers with the help of statistical linearization with the proposed non Gaussian functions was about 28 lessthan the compared Gaussian statistical method Based on the results obtained for each of the soft soil and hard soilconditions an optimal non Gaussian function for all different s and PGAs has been suggested Keywords Nonlinear viscous damper Stochastic linearization technique Non Gaussian probability densityfunction Monte Carlo simulation method Nonlinear power law damping Optimum probability density function

پيام اسدي

فرهاد بهنام فر، حسين تاجمير رياحي