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seaspringsun

银虫 (小有名气)

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注册: 2013-01-04
专业: 工程地质学

[求助] matlab程序求助已有1人参与

下面这段程序，没有看懂，谁能帮忙看一下啊

% APPENDIX A:
% THERMO-MECHANICAL LOAD-TRANSFER ANALYSIS FOR ENERGY FOUNDATIONS
%
% This program performs T-z analyses for an energy foundation
% under "Thermo-mechanical loading" based on the Beta method.
clear all
format long e
%%----------------------------------------------------------------------
-%
%%---------------------------------INPUT PARAMETERS
%%----------------------------------------------------------------------
-%
%% SOIL DESCRIPTION %%
cop = 0.3; %c/p ratio
gamsoil = 18;%KN/M3
Phi = 30; %Drained friction angle
%% FOUNDATION DESCRIPTION %%
L = 10;%m
D = 1; %m
E = 20000;%MPa
gampile = 24;%KN/m3
alphat = 10e-6; %Coeffcient of thermal expansion for R
%% MECHANICAL LOADING%%
P = 500;%KN
%% TEMPERATURE CHANGE %%
deltat = 20;
%-----------------------------------------------------------------------
-%
%% BETA METHOD PARAMETERS %%
beta =0.55; %Emperical reduction factor
k = 65; %emperical coefficient representing the soil resistance to
expansion of the foundation
%% END BEARING FITTING PARAMETERS
ab = 0.02;
bb = 0.9;
%% SHEAR RESISTANCE FITTING PARAMETERS
as = 0.0035;
bs = 0.9;
%% HEAD-STRUCTURE STIFFNESS
Kh=300000;%KN/m (0.5 GPa/m for this case)
%% NUMBER OF ELEMENTS %%
N = 30;
%-----------------------------------------------------------------------
-%
%%
Ab = pi*D^2/4; % m2 - Cross-sectional area
Cs = pi*D; %m - Circumference of pile
Wpile = gampile*Ab*L; %KN - Weight of pile
Wdisp = gamsoil*Ab*L; %kN - Weight of soil displaced
Wp = Wpile - Wdisp; %kN - Buoyant unit weight of pile
%-----------------------------------------------------------------------
-%
%-----------------------------------------------------------------------
-%
%% MECHANICAL TZ ANALYIS BASED ON "P" %%

% ULTIMATE SIDE SHEAR RESISTANCE %
K0=1-sin(Phi*pi/180); %Coefficient of lateral earth pressure at rest
dL =L/N; %m - Length of each soil sublayer
h = 0:dL:L; %m - Depth vector, z=0 at ground surface
zmid = h(1:length(h)-1)+dL/2; %m - Depth of each soil sublayer
sigv = gamsoil*zmid; %m - Effecive vertical stress
fsM = beta*sigv*K0*tan(Phi*pi/180); %KN/m2
As = Cs*dL*ones(length(zmid),1);%m2

69

QsM = fsM.*As'; %kN
QstotM = sum(QsM); %kN

% ULTIMATE END BEARING%
sc = 1.2;
dc = 1.5;
Nc = 5;
cub = L*gamsoil*cop; %KN/m2
Qp = cub*Ab*sc*dc*Nc; %kN

% ULTIMATE CAPACITY
QuM = Qp + QstotM - Wp; %kN

n = 1:1:N;
Li = L/N; %m
z = Li*(n-.5); %m
Ki = Ab*E*1000/Li; %KN/m
QbM = zeros(N,1);
QtM = zeros(N,1);
FsM = zeros(N,1);
FsmaxM = zeros(N,1);
pbM = zeros(N,1);
ptM = zeros(N,1);
psM = zeros(N,1);
QaveM = zeros(N,1);
deltaM = zeros(N,1);
sM = zeros(N,1);
sigmaM = zeros(N,1);
pb = 0;
Dtot = 100;
tol = 1e-6;
PDif = 500; % Previous Difference
CDif = 500; % Current Difference
FsmaxM(1)=QsM(1);
for k=2:1:N
FsmaxM(k)=FsmaxM(k-1)+QsM(k);
end
wxyz = 0;
while abs(CDif)<= abs(PDif)
wxyz = wxyz + 1;
for i = N:-1:1
if i == N
deltaQt = 10; %Initialize while loop
QtM(i) = 0;
pbM(i) = pb;
QbM(i)=Qp*pbM(i)/(ab+pbM(i)*bb);
%QbM(i)=0;
while deltaQt > tol
QaveM(i) = (QtM(i)+QbM(i))/2;
deltaM(i) = QaveM(i)/Ki;
ptM(i) = pbM(i) + deltaM(i);
psM(i) = pbM(i) + deltaM(i)/2; % pt +(pt-pb)/2;
FsM(i) = FsmaxM(i)*psM(i)/(as+psM(i)*bs);
QtnewM(i) = FsM(i) + QbM(i);
deltaQt = QtnewM(i) - QtM(i);
QtM(i) = QtnewM(i);
sM(i) = deltaM(i)*1e6/Li;% micro starin
sigmaM(i) = QaveM(i)/Ab;
end

else
deltaQt = 10; %Initialize while loop
pbM(i) = ptM(i+1);
QbM(i) = QtM(i+1);
70

QtM(i) = 0;
while deltaQt > tol
QaveM(i) = (QtM(i)+QbM(i))/2;
deltaM(i) = QaveM(i)/Ki;
ptM(i) = pbM(i) + deltaM(i);
psM(i) = pbM(i) + deltaM(i)/2;
FsM(i)=FsmaxM(i)*psM(i)/(as+psM(i)*bs);
QtnewM(i) = FsM(i) + QbM(i);
deltaQt = QtnewM(i) - QtM(i);
QtM(i) = QtnewM(i);
sM(i) = deltaM(i)*1e6/Li;
sigmaM(i) = QaveM(i)/Ab;
end

end

end
i=1:1:N;
FsMtot = sum(FsM(i));
PDif = CDif;
CDif = P-FsMtot-QbM(N);
disp('CDif');
disp(CDif);
disp('PDif');
disp(PDif);
pb=pb+1e-6;
end

pb=pb-1e-6;
disp('pb');
disp(pb);

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