題目基本參數(shù)計(jì)算：材料彈性模量：1、底層柱（單元（1）到（3），550X550）：EA=9680000，EI=244016.7；2、底層以上柱（單元（4）到（15），500X500）：EA=8000000，EI=166666.7；3、邊梁（單元（16）到（20），250X450）：EA=3600000，EI=60750；4、中間梁（單元（21）到（25），250X500）：EA=4000000，EI=83333.3；節(jié)點(diǎn)編號及單元編號計(jì)算結(jié)果對比豎向均布荷載作用下的桿端內(nèi)力計(jì)算輸入底層柱高h(yuǎn)1：4.8輸入二至五層柱高h(yuǎn)2：3輸入左梁跨度L1：4.8輸入右梁跨度L2：2.7輸入底層柱子的抗彎剛度EIc1：244016.7輸入二至五層柱子的抗彎剛度EIc2：166666.7輸入底層柱子的抗壓剛度EAc1：9680000輸入二至五層柱子的抗壓剛度EAc2：8000000輸入左梁的抗彎剛度EIb1：60750輸入右梁的抗彎剛度EIb2：83333.3輸入左梁的抗壓剛度EAb1：3600000輸入右梁的抗壓剛度EAb2：4000000輸入頂層豎向均布荷載集度q1:23輸入一至四層均布荷載集度q2:20輸入頂層水平集中力F1:0輸入一至四水平集中力F2:0Warning:Matrixisclosetosingularorbadlyscaled.Resultsmaybeinaccurate.RCOND=3.812489e-019.>Ingangjiaat125第1節(jié)點(diǎn)的位移是-0.0003120.0003200.000158第2節(jié)點(diǎn)的位移是-0.0002550.0002990.000004第3節(jié)點(diǎn)的位移是-0.0001390.0002600.000032第4節(jié)點(diǎn)的位移是-0.0000580.0002010.000036第5節(jié)點(diǎn)的位移是-0.0000240.0001250.000066第6節(jié)點(diǎn)的位移是-0.0000000.0000000.000000第7節(jié)點(diǎn)的位移是-0.0003410.000471-0.000125第8節(jié)點(diǎn)的位移是-0.0002430.000438-0.000063第9節(jié)點(diǎn)的位移是-0.0001400.000380-0.000072第10節(jié)點(diǎn)的位移是-0.0000590.000296-0.000057第11節(jié)點(diǎn)的位移是-0.0000120.000185-0.000054第12節(jié)點(diǎn)的位移是0.0000000.000000-0.000000第13節(jié)點(diǎn)的位移是-0.0003470.000189-0.000090第14節(jié)點(diǎn)的位移是-0.0002410.000177-0.000058第15節(jié)點(diǎn)的位移是-0.0001400.000154-0.000057第16節(jié)點(diǎn)的位移是-0.0000580.000119-0.000045第17節(jié)點(diǎn)的位移是-0.0000100.000073-0.000032第18節(jié)點(diǎn)的位移是0.0000000.000000-0.000000第1單元節(jié)點(diǎn)內(nèi)力是55.67662322.12037641.726078-55.676623-22.12037624.635050第2單元節(jié)點(diǎn)內(nèi)力是105.53100012.61884217.368689-105.531000-12.61884220.487837第3單元節(jié)點(diǎn)內(nèi)力是154.95669613.49589820.022904-154.956696-13.49589820.464789第4單元節(jié)點(diǎn)內(nèi)力是203.91437013.81876519.057567-203.914370-13.81876522.398728第5單元節(jié)點(diǎn)內(nèi)力是86.165797-13.600544-23.843462-86.16579713.600544-16.958168第6單元節(jié)點(diǎn)內(nèi)力是154.343865-7.348932-10.545483-154.3438657.348932-11.501313第7單元節(jié)點(diǎn)內(nèi)力是225.186314-8.283039-13.237518-225.1863148.283039-11.611598第8單元節(jié)點(diǎn)內(nèi)力是297.205484-8.885450-13.512019-297.2054848.885450-13.144331第9單元節(jié)點(diǎn)內(nèi)力是30.657580-8.519833-14.535293-30.6575808.519833-11.024205第10單元節(jié)點(diǎn)內(nèi)力是62.625136-5.269910-7.987274-62.6251365.269910-7.822456第11單元節(jié)點(diǎn)內(nèi)力是92.356990-5.212859-8.482119-92.3569905.212859-7.156458第12單元節(jié)點(diǎn)內(nèi)力是121.380147-4.933315-8.107970-121.3801474.933315-6.691976第13單元節(jié)點(diǎn)內(nèi)力是252.1133594.83782414.964088-252.113359-4.8378248.257469第14單元節(jié)點(diǎn)內(nèi)力是372.232119-3.084712-10.134383-372.2321193.084712-4.672235第15單元節(jié)點(diǎn)內(nèi)力是148.154523-1.753112-5.827793-148.1545231.753112-2.587145第16單元節(jié)點(diǎn)內(nèi)力是22.120376-55.676623-41.726078-22.120376-54.72337739.438288第17單元節(jié)點(diǎn)內(nèi)力是-9.501534-49.854377-42.0037409.501534-46.14562333.102731第18單元節(jié)點(diǎn)內(nèi)力是0.877056-49.425696-40.510741-0.877056-46.57430433.667399第19單元節(jié)點(diǎn)內(nèi)力是0.322867-48.957674-39.522356-0.322867-47.04232634.925521第20單元節(jié)點(diǎn)內(nèi)力是-8.980941-48.198989-37.3628168.980941-47.80101136.407668第21單元節(jié)點(diǎn)內(nèi)力是8.519833-31.442420-15.594826-8.519833-30.65758014.535293第22單元節(jié)點(diǎn)內(nèi)力是-3.249922-22.032445-5.5990803.249922-31.96755519.011480第23單元節(jié)點(diǎn)內(nèi)力是-0.057051-24.268146-8.9285680.057051-29.73185416.304575第24單元節(jié)點(diǎn)內(nèi)力是-0.279544-24.976843-9.8019040.279544-29.02315715.264428第25單元節(jié)點(diǎn)內(nèi)力是-3.180203-27.225624-13.1289543.180203-26.77437612.519769Matlab計(jì)算彎矩圖力矩分配法計(jì)算彎矩圖結(jié)構(gòu)力學(xué)求解器計(jì)算彎矩圖水平荷載作用下的桿端內(nèi)力計(jì)算輸入底層柱高h(yuǎn)1：4.8輸入二至五層柱高h(yuǎn)2：3輸入左梁跨度L1：4.8輸入右梁跨度L2：2.7輸入底層柱子的抗彎剛度EIc1：244016.7輸入二至五層柱子的抗彎剛度EIc2：166666.7輸入底層柱子的抗壓剛度EAc1：9680000輸入二至五層柱子的抗壓剛度EAc2：8000000輸入左梁的抗彎剛度EIb1：60750輸入右梁的抗彎剛度EIb2：83333.3輸入左梁的抗壓剛度EAb1：3600000輸入右梁的抗壓剛度EAb2：4000000輸入頂層豎向均布荷載集度q1:0輸入一至四層均布荷載集度q2:0輸入頂層水平集中力F1:18輸入一至四水平集中力F2:32Warning:Matrixisclosetosingularorbadlyscaled.Resultsmaybeinaccurate.RCOND=3.812489e-019.>Ingangjiaat125第1節(jié)點(diǎn)的位移是0.010766-0.0000780.000176第2節(jié)點(diǎn)的位移是0.009966-0.0000760.000321第3節(jié)點(diǎn)的位移是0.008565-0.0000700.000521第4節(jié)點(diǎn)的位移是0.006503-0.0000580.000714第5節(jié)點(diǎn)的位移是0.003785-0.0000390.000935第6節(jié)點(diǎn)的位移是-0.000000-0.0000000.000000第7節(jié)點(diǎn)的位移是0.010747-0.0001380.000165第8節(jié)點(diǎn)的位移是0.009932-0.0001370.000284第9節(jié)點(diǎn)的位移是0.008530-0.0001320.000432第10節(jié)點(diǎn)的位移是0.006464-0.0001150.000589第11節(jié)點(diǎn)的位移是0.003772-0.0000790.000689第12節(jié)點(diǎn)的位移是0.000000-0.0000000.000000第13節(jié)點(diǎn)的位移是0.0107450.0002160.000205第14節(jié)點(diǎn)的位移是0.0099240.0002130.000312第15節(jié)點(diǎn)的位移是0.0085220.0002020.000483第16節(jié)點(diǎn)的位移是0.0064560.0001730.000651第17節(jié)點(diǎn)的位移是0.0037650.0001180.000796第18節(jié)點(diǎn)的位移是-0.0000000.0000000.000000第1單元節(jié)點(diǎn)內(nèi)力是-5.788617-4.001579-14.0394555.7886174.0015792.034718第2單元節(jié)點(diǎn)內(nèi)力是-15.767839-10.233070-26.44939515.76783910.233070-4.249815第3單元節(jié)點(diǎn)內(nèi)力是-31.245046-15.512425-34.02117731.24504615.512425-12.516099第4單元節(jié)點(diǎn)內(nèi)力是-52.244156-18.146548-39.46186852.24415618.146548-14.977776第5單元節(jié)點(diǎn)內(nèi)力是-1.562581-10.530910-22.4385771.56258110.530910-9.154153第6單元節(jié)點(diǎn)內(nèi)力是-14.655617-24.288069-44.62971414.65561724.288069-28.234493第7單元節(jié)點(diǎn)內(nèi)力是-44.997366-39.528302-68.05034244.99736639.528302-50.534563第8單元節(jié)點(diǎn)內(nèi)力是-94.445810-57.286585-91.48459194.44581057.286585-80.375163第9單元節(jié)點(diǎn)內(nèi)力是7.351198-3.467511-11.155563-7.3511983.4675110.753031第10單元節(jié)點(diǎn)內(nèi)力是30.423456-15.478861-32.749852-30.42345615.478861-13.686732第11單元節(jié)點(diǎn)內(nèi)力是76.242412-26.959273-49.759213-76.24241226.959273-31.118606第12單元節(jié)點(diǎn)內(nèi)力是146.689967-38.566867-65.888400-146.68996738.566867-49.812202第13單元節(jié)點(diǎn)內(nèi)力是-78.206852-40.813457-50.43625378.20685240.813457-145.468339第14單元節(jié)點(diǎn)內(nèi)力是-160.306021-56.066694-99.510204160.30602156.066694-169.609927第15單元節(jié)點(diǎn)內(nèi)力是238.512872-49.119849-77.431186-238.51287249.119849-158.344090第16單元節(jié)點(diǎn)內(nèi)力是13.9984215.78861714.039455-13.998421-5.78861713.745907第17單元節(jié)點(diǎn)內(nèi)力是25.7685099.97922224.414677-25.768509-9.97922223.485589第18單元節(jié)點(diǎn)內(nèi)力是26.72064515.47720738.270992-26.720645-15.47720736.019600第19單元節(jié)點(diǎn)內(nèi)力是29.36587720.99911051.977967-29.365877-20.99911048.817762第20單元節(jié)點(diǎn)內(nèi)力是9.33309125.96269565.414029-9.333091-25.96269559.206909第21單元節(jié)點(diǎn)內(nèi)力是3.4675117.3511988.692670-3.467511-7.35119811.155563第22單元節(jié)點(diǎn)內(nèi)力是12.01135023.07225930.298277-12.011350-23.07225931.996821第23單元節(jié)點(diǎn)內(nèi)力是11.48041245.81895560.265235-11.480412-45.81895563.445944第24單元節(jié)點(diǎn)內(nèi)力是11.60759470.44755593.201392-11.607594-70.44755597.007006第25單元節(jié)點(diǎn)內(nèi)力是10.55298291.822906120.678459-10.552982-91.822906127.243387Matlab計(jì)算彎矩圖D值法計(jì)算彎矩圖結(jié)構(gòu)力學(xué)求解器計(jì)算彎矩圖 程序代碼h1=input('輸入底層柱高h(yuǎn)1：');h2=input('輸入二至五層柱高h(yuǎn)2：');L1=input('輸入左梁跨度L1：');L2=input('輸入右梁跨度L2：');EIc1=input('輸入底層柱子的抗彎剛度EIc1：');EIc2=input('輸入二至五層柱子的抗彎剛度EIc2：');EAc1=input('輸入底層柱子的抗壓剛度EAc1：');EAc2=input('輸入二至五層柱子的抗壓剛度EAc2：');EIb1=input('輸入左梁的抗彎剛度EIb1：');EIb2=input('輸入右梁的抗彎剛度EIb2：');EAb1=input('輸入左梁的抗壓剛度EAb1：');EAb2=input('輸入右梁的抗壓剛度EAb2：');q1=input('輸入頂層豎向均布荷載集度q1:');q2=input('輸入一至四層均布荷載集度q2:');F1=input('輸入頂層水平集中力F1:');F2=input('輸入一至四水平集中力F2:');T=[0,1,0,0,0,0;-1,0,0,0,0,0;0,0,1,0,0,0;0,0,0,0,1,0;0,0,0,-1,0,0;0,0,0,0,0,1];%角度為90°的轉(zhuǎn)換矩陣%左梁的單元?jiǎng)偠染仃嘖b1=[EAb1/L100-EAb1/L100;012*EIb1/(L1*L1*L1)6*EIb1/(L1*L1)0-12*EIb1/(L1*L1*L1)6*EIb1/(L1*L1);06*EIb1/(L1*L1)4*EIb1/L10-6*EIb1/(L1*L1)2*EIb1/L1;-EAb1/L100EAb1/L100;0-12*EIb1/(L1*L1*L1)-6*EIb1/(L1*L1)012*EIb1/(L1*L1*L1)-6*EIb1/(L1*L1);06*EIb1/(L1*L1)2*EIb1/L10-6*EIb1/(L1*L1)4*EIb1/L1];%右梁的單元?jiǎng)偠染仃嘖b2=[EAb2/L200-EAb2/L200;012*EIb2/(L2*L2*L2)6*EIb2/(L2*L2)0-12*EIb2/(L2*L2*L2)6*EIb2/(L2*L2);06*EIb2/(L2*L2)4*EIb2/L20-6*EIb2/(L2*L2)2*EIb2/L2;-EAb2/L200EAb2/L200;0-12*EIb2/(L2*L2*L2)-6*EIb2/(L2*L2)012*EIb2/(L2*L2*L2)-6*EIb2/(L2*L2);06*EIb2/(L2*L2)2*EIb2/L20-6*EIb2/(L2*L2)4*EIb2/L2];%底層柱子的單元?jiǎng)偠染仃嘖c1=[EAc1/h100-EAc1/h100;012*EIc1/(h1*h1*h1)6*EIc1/(h1*h1)0-12*EIc1/(h1*h1*h1)6*EIc1/(h1*h1);06*EIc1/(h1*h1)4*EIc1/h10-6*EIc1/(h1*h1)2*EIc1/h1;-EAc1/h100EAc1/h100;0-12*EIc1/(h1*h1*h1)-6*EIc1/(h1*h1)012*EIc1/(h1*h1*h1)-6*EIc1/(h1*h1);06*EIc1/(h1*h1)2*EIc1/h10-6*EIc1/(h1*h1)4*EIc1/h1];%二至五層柱子的單元?jiǎng)偠染仃嘖c2=[EAc2/h200-EAc2/h200;012*EIc2/(h2*h2*h2)6*EIc2/(h2*h2)0-12*EIc2/(h2*h2*h2)6*EIc2/(h2*h2);06*EIc2/(h2*h2)4*EIc2/h20-6*EIc2/(h2*h2)2*EIc2/h2;-EAc2/h200EAc2/h200;0-12*EIc2/(h2*h2*h2)-6*EIc2/(h2*h2)012*EIc2/(h2*h2*h2)-6*EIc2/(h2*h2);06*EIc2/(h2*h2)2*EIc2/h20-6*EIc2/(h2*h2)4*EIc2/h2];Kc11=T'*Kc1*T;%總體坐標(biāo)下底層柱子的單元?jiǎng)偠染仃嘖c22=T'*Kc2*T;%總體坐標(biāo)下二至五層柱子的單元?jiǎng)偠染仃嘪=zeros(54,54);K1=zeros(54,54);K2=zeros(54,54);%定義54階0矩陣%把梁桿單元矩陣整合到總體剛度矩陣的循環(huán)語句forii=1:5X(3*ii-2:3*ii,3*ii-2:3*ii)=Kb1(1:3,1:3);K1=K1+X;X=zeros(54,54);endforii=7:11X(3*ii-2:3*ii,3*ii-2:3*ii)=Kb1(4:6,4:6);K1=K1+X;X=zeros(54,54);endforii=7:11X(3*ii-2:3*ii,3*ii-2:3*ii)=Kb2(1:3,1:3);K1=K1+X;X=zeros(54,54);endforii=13:17X(3*ii-2:3*ii,3*ii-2:3*ii)=Kb2(4:6,4:6);K1=K1+X;X=zeros(54,54);endforii=1:5X(3*ii-2:3*ii,3*ii+16:3*ii+18)=Kb1(1:3,4:6);K1=K1+X;X=zeros(54,54);endforii=1:5X(3*ii+16:3*ii+18,3*ii-2:3*ii)=Kb1(4:6,1:3);K1=K1+X;X=zeros(54,54);endforii=7:11X(3*ii-2:3*ii,3*ii+16:3*ii+18)=Kb2(1:3,4:6);K1=K1+X;X=zeros(54,54);endforii=7:11X(3*ii+16:3*ii+18,3*ii-2:3*ii)=Kb2(4:6,1:3);K1=K1+X;X=zeros(54,54);end%把柱桿單元矩陣整合到總體剛度矩陣的循環(huán)語句forjj=1:4X(3*jj-2:3*jj+3,3*jj-2:3*jj+3)=Kc22;K2=K2+X;X=zeros(54,54);endforjj=7:10X(3*jj-2:3*jj+3,3*jj-2:3*jj+3)=Kc22;K2=K2+X;X=zeros(54,54);endforjj=13:16X(3*jj-2:3*jj+3,3*jj-2:3*jj+3)=Kc22;K2=K2+X;X=zeros(54,54);endforjj=5:6:17X(3*jj-2:3*jj+3,3*jj-2:3*jj+3)=Kc11;K2=K2+X;X=zeros(54,54);endK=K1+K2;fori=6:6:18K(3*i-2:3*i,3*i-2:3*i)=Kc11(4:6,4:6).*10.^15;endP=zeros(54,1);Y=zeros(54,1);Z=zeros(54,1);P(1,1)=F1;P(2,1)=q1*L1/2;P(3,1)=q1*L1*L1/12;P(20,1)=q1*L1/2+q1*L2/2;P(21,1)=-q1*L1*L1/12+q1*L2*L2/12;P(38,1)=q1*L2/2;P(39,1)=-q1*L2*L2/12;%定義荷載列陣fori=2:5Y(3*i-2,1)=F2;P=P+Y;Y=zeros(54,1);endfori=2:5Y(3*i-1,1)=q2*L1/2;Z(3*i,1)=q2*L1*L1/12;P=P+Y+Z;Y=zeros(54,1);Z=zeros(54,1);endfori=8:11Y(3*i-1,1)=q2*L1/2+q2*L2/2;Z(3*i,1)=-q2*L1*L1/12+q2*L2*L2/12;P=P+Y+Z;Y=zeros(54,1);Z=zeros(54,1);endfori=14:17Y(3*i-1,1)=q2*L2/2;Z(3*i,1)=-q2*L2*L2/12;P=P+Y+Z;Y=zeros(54,1);Z=zeros(54,1);endA=K\P;%結(jié)構(gòu)位移LOC=zeros(25,2);LOC(1,1)=1;LOC(1,2)=2;LOC(2,1)=2;LOC(2,2)=3;LOC(3,1)=3;LOC(3,2)=4;LOC(4,1)=4;LOC(4,2)=5;LOC(5,1)=7;LOC(5,2)=8;LOC(6,1)=8;LOC(6,2)=9;LOC(7,1)=9;LOC(7,2)=10;LOC(8,1)=10;LOC(8,2)=11;LOC(9,1)=13;LOC(9,2)=14;LOC(10,1)=14;LOC(10,2)=15;LOC(11,1)=15;LOC(11,2)=16;LOC(12,1)=16;LOC(12,2)=17;LOC(13,1)=5;LOC(13,2)=6;LOC(14,1)=11;LOC(14,2)=12;LOC(15,1)=17;LOC(15,2)=18;LOC(16,1)=1;LOC(16,2)=7;LOC(17,1)=2;LOC(17,2)=8;LOC(18,1)=3;LOC(18,2)=9;LOC(19,1)=4;LOC(19,2)=10;LOC(20,1)=5;LOC(20,2)=11;LOC(21,1)=7;LOC(21,2)=13;LOC(22,1)=8;LOC(22,2)=14;LOC(23,1)=9;LOC(23,2)=15;LOC(24,1)=10;LOC(24,2)=16;LOC(25,1)=11;LOC(25,2)=17;a=zeros(6,1);M=zeros(6,25);MT=zeros(6,25);FE1=[0;q1*L1/2;q1*L1*L1/12;0;q1*L1/2;-q1*L1*L1/12];FE2=[0;q2*L1/2;q2*L1*L1/12;0;q2*L1/2;-q2*L1*L1/12];FE3=[0;q1*L2/2;q1*L2*L2/12;0;q1*L2/2;-q1*L2*L2/12];FE4=[0;q2*L2/2;q2*L2*L2/12;0;q2*L2/2;-q2*L2*L2/12];fori=1:12I1=LOC(i,1);I2=LOC(i,2);a(1,1)=A(3*I1-2,1);a(2,1)=A(3*I1-1,1);a(3,1)=A(3*I1,1);a(4,1)=A(3*I2-2,1);a(5,1)=A(3*I2-1,1);a(6,1)=A(3*I2,1);MT(1:6,i)=Kc2*T*a;M=M+MT;MT=zeros(6,25);a=zeros(6,1);endfori=13:15I1=LOC(i,1);I2=LOC(i,2);a(1,1)=A(3*I1-2,1);a(2,1)=A(3*I1-1,1);a(3,1)=A(3*I1,1);a(4,1)=A(3*I2-2,1);a(5,1)=A(3*I2-1,1);