[구조동역학] (matlab) 매틀랩을 이용한 단자유도 지진 해석 결과(single degree of freedom)

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[구조동역학] (matlab) 매틀랩을 이용한 단자유도 지진 해석

시간이력방법( Direct intergration Method )과 주파수영역방법( Frquency Domain Method )을

이용하여 엘센트로 지진에 대한 해석을 하고, 두가지 결과를 비교함.

목차

1. Direct intergration Method(뉴마크 베타)
2. Frquency Domain Method
3. 결과 비교

본문내용

function [u, udot, u2dot] = newmark_int(t,p,u0,udot0,m,k,xi)
%Newmark's Direct Integration Method
%--------------------------------------------------------------------------
% Integrates a 1-DOF system with mass "m", spring stiffness "k" and damping
% coeffiecient "xi", when subjected to an external load P(t).
% Returns the displacement, velocity and acceleration of the system with
% respect to an inertial frame of reference.
%
% SYNTAX
% [u, udot, u2dot] = newmark_int(t,p,u0,udot0,m,k,xi,varargin)
%
% INPUT
% [t] : Time Vector [n,1]
% [p] : Externally Applied Load [n,1]
% [u0]: Initial Position [1,1]
% [udot0]: Initial Velocity [1,1]
% [m]: System Mass [1,1]
% [k]: System Stiffness [1,1]
% [xi]: System Damping [1,1]
% [varargin]: Options
%
% OUTPUT
% [u]: Displacemente Response [n,1]
% [udot]: Velocity [n,1]
% [u2dot]: Acceleration [n,1]
%
% N = number of time steps
%
% The options include changing the value of the "gamma" and "beta"
% coefficient which appear in the formulation of the method. By default
% these values are set to gamma = 1/2 and alpha = 1/4.
%
% EXAMPLE
% To change nemark's coefficients, say to gamma = 1/3 and alpha = 1/5,
% the syntax is:
% [u, udot, u2dot] = newmark_int(t,p,u0,udot0,m,k,xi, 1/3, 1/5)
%
%==========================================================================


% menu
ab = menu('Select',...
'gam = 1/2 beta = 1/4',...
'gam = 1/2 beta = 1/6');

참고 자료

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