2012結(jié)構(gòu)力學(xué)2大作業(yè)1編制原理：本程序的編制原理是基于矩陣位移法的基本思想程序說(shuō)明：75651個(gè)單元，共00理，列出總體剛度矩陣后，用置01法處理總剛度矩陣。根據(jù)公式kF算出，同時(shí)在根據(jù)算出彎矩。整體單元編號(hào)和結(jié)點(diǎn)編號(hào)如圖：27 2811

K=5此處無(wú)搭接

n=61 1

2H/326H/32930LLLL2LLLL位移編號(hào)為：結(jié)點(diǎn)編號(hào)結(jié)點(diǎn)編號(hào)12……30位移編號(hào)（1,2,3）(1,2,3)……(88,89,90)算法流程：結(jié)構(gòu)離散化結(jié)構(gòu)離散化1PAGEPAGE9主塔的單元?jiǎng)偠染仃囍魉膯卧獎(jiǎng)偠染仃噷⒘?、拉桿、主塔的單元?jiǎng)偠染仃囖D(zhuǎn)換為整體坐標(biāo)下的單元?jiǎng)偠染仃噷?duì)單元?jiǎng)偠染仃囘M(jìn)行組裝，形成整體剛度矩陣對(duì)單元?jiǎng)偠染仃囘M(jìn)行組裝，形成整體剛度矩陣確定結(jié)構(gòu)中各個(gè)結(jié)點(diǎn)荷載的矩陣建立剛度矩陣方程，求解位移利用單元?jiǎng)偠染仃嚭退笪灰魄蠼鈨?nèi)力源代碼：functionF=zy(H,L)H=input('塔高：H=');：L=');EIc=input('主塔抗彎剛度EIc=');EAc=input('主塔抗壓剛度EAc=');EIb=input('主梁抗彎剛度EIb=');EAb=input('主梁抗壓剛度EAb=');EA0=input('拉桿抗壓剛度EA0=');q=input('均布荷載q='); %輸入數(shù)ifH<=0||L<=0||EIc<=0||EAc<=0||EIb<=0||EAb<=0clear;fprintf('輸入錯(cuò)誤，請(qǐng)重新輸入！\n');hitwh101210232;elsek1=[EAb/L012*EIb/L^306*EIb/L^20-EAb/L0-12*EIb/L^306*EIb/L^200 6*EIb/L^24*EIb/L0-6*EIb/L^22*EIb/L-EAb/L00EAb/L000-12*EIb/L^3-6*EIb/L^2012*EIb/L^3-6*EIb/L^206*EIb/L^22*EIb/L0-6*EIb/L^24*EIb/L]%長(zhǎng)L的梁?jiǎn)卧獎(jiǎng)偠染仃噆2=[1/2*EAb/L00-1/2*EAb/L0003/2*EIb/L^33/2*EIb/L^20-3/2*EIb/L^33/2*EIb/L^203/2*EIb/L^22*EIb/L0-3/2*EIb/L^2EIb/L-1/2*EAb/L001/2*EAb/L 000-3/2*EIb/L^3-3/2*EIb/L^2 03/2*EIb/L^3-3/2*EIb/L^203/2*EIb/L^2 EIb/L 0-3/2*EIb/L^2 2*EIb/L];%長(zhǎng)2L梁的單元?jiǎng)偠染仃噆t=[EAc/H012*EIc/H^306*EIc/H^20-EAc/H0-12*EIc/H^306*EIc/H^200 6*EIc/H^24*EIc/H0-6*EIc/H^22*EIc/H-EAc/H00EAc/H000-12*EIc/H^3-6*EIc/H^2012*EIc/H^3-6*EIc/H^20 6*EIc/H^22*EIc/H0-6*EIc/H^24*EIc/H]%主塔單元?jiǎng)偠染仃噁orj=2:8l(j+24,1)=sqrt((9*L-j*L)^2+4*H^2/9);endforj=9:13l(j+24,1)=sqrt((j*L-8*L)^2+4*H^2/9);endforj=14:19l(j+24,1)=sqrt((20*L-j*L)^2+4*H^2/9);endforj=20:25l(j+24,1)=sqrt((j*L-19*L)^2+4*H^2/9);end %鋼索長(zhǎng)度f(wàn)orj=26:49k0(:,:,j)=[100-100000000000000-100100000000000000]*EA0/l(j,1); %鋼索的單元?jiǎng)偠染仃?，L（j,1)為鋼索的長(zhǎng)度x(j,1)=asin(2*H/3/l(j,1)); %鋼索與梁的夾角T0(:,:,j)= [cos(x(j,1))sin(x(j,1)) 0 0 0 0-sin(x(j,1)) cos(x(j,1)) 0 0 0 00 0 1 0 0 00 0 0 cos(x(j,1))sin(x(j,1)) 00 0 0 -sin(x(j,1)) cos(x(j,1)) 0end000001];%鋼索的坐標(biāo)轉(zhuǎn)換陣Tt=[0-100001000000010000000-10000100000001];%主塔的坐標(biāo)轉(zhuǎn)換陣f1=zeros(90,2);f2=zeros(90,2);f1(1,1)=0;%桿端彎矩f1(1,2)=-q*L^2/8;f2(1,1)=3*q*L/8;f2(1,2)=5*q*L/8;f1(25,1)=q*L^2/8;f1(25,2)=0;f2(25,1)=5*q*L/8;f2(25,2)=3*q*L/8;f1(8,1)=q*L^2/3;f2(8,1:2)=q*L;f1(13,1)=q*L^2/3;f2(13,1:2)=q*L;f1(19,1)=q*L^2/3;f2(19,1:2)=q*L;forj=2:7f1(j,1)=1/12*q*L^2;f2(j,1:2)=q*L/2;endforj=9:12f1(j,1)=1/12*q*L^2;f2(j,1:2)=q*L/2;endforj=14:18f1(j,1)=1/12*q*L^2;f2(j,1:2)=q*L/2;endforj=20:24f1(j,1)=1/12*q*L^2;f2(j,1:2)=q*L/2;endforj=2:24f1(j,2)=-f1(j,1);endK=zeros(90);K1=zeros(90);K2=zeros(90);K3=zeros(90);%與梁總體剛度矩陣同階的零陣；form=1:25ifm~=8&&m~=13&&m~=19k(:,:,m)=k1;elsek(:,:,m)=k2;endendform=1:25a=zeros(90);a(3*m-2:3*m+3,3*m-2:3*m+3)=k(:,:,m);K1=K1+a;end%梁剛度矩陣組裝e=1;forj=26:37e=e+1;b=zeros(90);k0(:,:,j)=T0(:,:,j)'*k0(:,:,j)*T0(:,:,j);b(3*e-2:3*e,3*e-2:3*e)=k0(1:3,1:3,j);b(3*e-2:3*e,79:81)=k0(1:3,4:6,j);b(79:81,3*e-2:3*e)=k0(4:6,1:3,j);b(79:81,79:81)=k0(4:6,4:6,j);K2=K2+b;endforj=38:49e=e+1;b=zeros(90);k0(:,:,j)=T0(:,:,j)'*k0(:,:,j)*T0(:,:,j);b(3*e-2:3*e,3*e-2:3*e)=k0(1:3,1:3,j);b(3*e-2:3*e,82:84)=k0(1:3,4:6,j);b(82:84,3*e-2:3*e)=k0(4:6,1:3,j);b(82:84,82:84)=k0(4:6,4:6,j);K2=K2+b;end kt=Tt'*kt*Tt;b=zeros(90);b(79:81,79:81)=kt(1:3,1:3);b(79:81,85:87)=kt(1:3,4:6);b(85:87,79:81)=kt(4:6,1:3);b(85:87,85:87)=kt(4:6,4:6);K3=K3+b;b=zeros(90);b(82:84,82:84)=kt(1:3,1:3);b(82:84,88:90)=kt(1:3,4:6);b(88:90,82:84)=kt(4:6,1:3);b(88:90,88:90)=kt(4:6,4:6);K3=K3+b; %主塔剛度矩K=K1+K2+K3; %總體剛度矩K(1:2,:)=0;K(:,1:2)=0;K(1,1)=1;end

K(2,2)=1;K(76:77,:)=0;K(:,76:77)=0;K(76,76)=1;K(77,77)=1;K(85:90,:)=0;K(:,85:90)=0;forj=85:90K(j,j)=1;end %置0置f=zeros(90,1);forj=1:25f(3*j,1)=-(f1(j,2)+f1(j+1,1));f(3*j-1,1)=-(f2(j,2)+f2(j+1,1));end %fv=inv(K)*f;disp('左邊主塔塔頂水平位移值:');disp(v(79,1));z(1:3,1)=v(79:81,1);z(4:6,1)=v(85:87,1);%z主塔位移矩陣M=kt*z;%M為主塔結(jié)點(diǎn)力disp('左邊主塔塔底彎矩值:');disp(M(6,1));試算算例輸入數(shù)據(jù)及計(jì)算結(jié)果>>hitwh101210232塔高：H=1節(jié)點(diǎn)間距：L=0主塔抗彎剛度EIc=1主塔抗壓剛度EAc=1主梁抗彎剛度EIb=1主梁抗壓剛度EAb=1拉桿抗壓剛度EA0=1均布荷載q=1輸入錯(cuò)誤，請(qǐng)重新輸入！塔高：H=1節(jié)點(diǎn)間距：L=1主塔抗彎剛度EIc=1主塔抗壓剛度EAc=0主梁抗彎剛度EIb=1主梁抗壓剛度EAb=1拉桿抗壓剛度EA0=1均布荷載q=1輸入錯(cuò)誤，請(qǐng)重新輸入！塔高：H=1節(jié)點(diǎn)間距：L=1主塔抗彎剛度EIc=1主塔抗壓剛度EAc=1主梁抗彎剛度EIb=1主梁抗壓剛度EAb=1拉桿抗壓剛度EA0=0均布荷載q=100>>hitwh101210232塔高：H=1節(jié)點(diǎn)間距：L=1主塔抗彎剛度EIc=1主塔抗壓剛度EAc=1主梁抗彎剛度EIb=1主梁抗壓剛度EAb=1拉桿抗壓剛度EA0=1均布荷載q=1左邊主塔塔頂水平位移值:-1.5748左邊主塔塔底彎矩值:-4.7243end

K(2,2)=1;K(76:77,:)=0;K(:,76:77)=0;K(76,76)=1;K(77,77)=1;K(85:90,:)=0;K(:,85:90)=0;forj=85:90K(j,j)=1;end %置0置f=zeros(90,1);forj=1:25f(3*j,1)=-(f1(j,2)+f1(j+1,1));f(3*j-1,1)=-(f2(j,2)+f2(j+1,1));end %fv=inv(K)*f;disp('左邊主塔塔頂水平位移值:');disp(v(79,1));z(1:3,1)=v(79:81,1);z(4:6,1)=v(85:87,1);%z主塔位移矩陣M=kt*z;%M為主塔結(jié)點(diǎn)力disp('左邊主塔塔底彎矩值:');disp(M(6,1));試算算例輸入數(shù)據(jù)及計(jì)算結(jié)果>>hitwh101210232塔高：H=1節(jié)點(diǎn)間距：L=0主塔抗彎剛度EIc=1主塔抗壓剛度EAc=1主梁抗彎剛度EIb=1主梁抗壓剛度EAb=1拉桿抗壓剛度EA0=1均布荷載q=1輸入錯(cuò)誤，請(qǐng)重新輸入！塔高：H=1節(jié)點(diǎn)間距：L=1主塔抗彎剛度EIc=1主塔抗壓剛度EAc=0主梁抗彎剛度EIb=1主梁抗壓剛度EAb=1拉桿抗壓剛度EA0=