不定跨连续梁各种荷载与不同端约束下弯矩计算程序（The calculation procedure of bending moment under different load and different end of continuous beam）

1、Good is good, but better carries it.精益求精，善益求善。不定跨连续梁各种荷载与不同端约束下弯矩计算程序（The calculation procedure of bending moment under different load and different end of continuous beam）不定跨连续梁各种荷载与不同端约束下弯矩计算程序（The calculation procedure of bending moment under different load and different end of continuous beam）不定

2、跨连续梁各种荷载与不同端约束下弯矩计算程序（The calculation procedure of bending moment under different load and different end of continuous beam）#包含iostream > <#包括iomanip > <使用名称空间；双MINVERSE（双 ，int n）；双mmult（双 ， 双B，int n）；国际main()int，i，j；常量双EI = 20000；cout <<“请输入连续梁跨数：“<< endl；CIN；双L n ；cout <

3、<“请从左向右依次输入每跨跨长，用空格隔开：（1代表4米，2代表6米，3代表8米）“<< endl；对于（i = 1；i = n；i + +）CIN；开关（j）案例1：l = 4；中断；案例2：l = 6；中断；案例3：l = 8；中断；默认值：cout <<“对不起，输入错误”<< endl；打破；cout <<“第”<<我+ 1 <<“跨的长度为”<<我我 <<“米”<< endl； /输入跨长双EI n ；cout <<“请从左向右依次输入每跨抗弯刚度，用空格隔开

4、：（EI = 2.0x10000千牛平方米。1代表EI，2代表1.5ei，3代表2ei）“<< endl；为（i = 0；i <；+（+）CIN；开关（j）案例1：EI I = EI；中断；案例2：EI I = 1.5 * EI；中断；案例3：EI I = 2 * EI；中断；默认值：cout <<“对不起，输入错误”<< endl；打破；cout <<“第”<<我+ 1 <<“跨的抗弯刚度为”<< EI 我 <<“千牛平方米”<< endl； /输入抗弯刚度双k n + 1 n

5、+ 1 ；对于（i = 0；i = n；i + +）对于（j0；jn；j + +）如果（J = = i-1）K 我 J = 2×EI JL J.；否则如果（j = i = j = J = 0）k i 4 = * i i ；如果（J = =我& 1 <= j <= n-1）K 我 J = 4×EI ·L · + 4 * EI 我L 我；如果（J = =我和J = = N）K 我 J = 4×EI ·L ·；否则，如果（j = i = 1）k i 2 = EI i i ；否则k i = 0； /计算整体刚度矩

6、阵cout <<“整体刚度矩阵为：“<< endl；对于（i = 0；i < + 1；i + +）对于（j0；j < n + 1；j + +）cout << SEtW商店（7）<< K 我 J ；cout << endl； /输出整体刚度矩阵双FP的 2 ，FQ的 2 ；/定义各杆固端弯矩双p；cout <<“请从左向右依次输入每跨跨中荷载，用空格隔开：（0代表无，1代表40kn，2代表50kN，3代表80kn）“<< endl；为（i = 0；i <；+（+）CIN；开关（j）案例0：pi0

7、；断裂；案例1：pi40；断裂；案例2：pi50；断裂；案例3：pi80；断裂；默认值：cout <<“对不起，输入错误”<< endl；打破；cout <<“第”<<我+ 1 <<“跨的跨中荷载为”<< P 我 <<“千牛”<< endl；FP 0 = 8 i ；FP 我的 1 = P 我我我 / 8 / /计算各杆固端弯矩； /输入跨中荷载双q n ；cout <<“请从左向右依次输入每跨均布荷载，用空格隔开：（0代表无，1代表15knm，2代表30knm，3代表20kn / M）“

8、<< endl；为（i = 0；i <；+（+）CIN；开关（j）案例0：q I0；断裂；案例1：q I15；断裂；案例2：q I30；断裂；案例3：q I20；断裂；默认值：cout <<“对不起，输入错误”<< endl；打破；Cout<< "No." <<i+1<< "the cross load is" <<qi<< "kN/m" <<endl;Fqi1=-qi*li*li/12;Fqi2=qi*li*li/12;

9、 / / calculate rod fixed end moment/ input loadDouble Fn+1; / / define summing point load vectorF0=-fP00-fq00;Fn=-fPn-11-fqn-11;For (i=1; i<n; i+)Fi=- (fPi-11+fPi0+fqi-11+fqi0);/ calculate the total nodal load vectorCout<< "the total nodal load vector is:" <<endl;For (i=0; i

10、<n+1; i+)Cout<<Fi<<endl;/ output summary point load vectorInt, a, b;Double Jn+1; / / define summing point angular displacement vectorDouble jjn2; / / define each link node displacementCout<< "enter a constraint (1 represents an articulation, and 2 represents a solid connect

11、ion):" <<endl;Cin>>a>>b;If (a=1&&b=1)J=mmult (minverse (K, n+1), F, n+1);For (i=0; i<n; i+)Jji0=Ji;Jji1=Ji+1;/ right left hinge hingeElse if (a=2&&b=1)Double Kbnn;For (i=0; i<n; i+)For (j=0; j<n; j+)Kbij=Ki+1j+1;Double Fbn;For (i=0; i<n; i+)Fbi=Fi+1

12、;Double Jbn;Jb=mmult (minverse (Kb, n), Fb, n);For (i=1; i<n; i+)Jji0=Jbi-1;Jji1=Jbi;Jj01=0;Jj01=Jb0;/ right left fixed hingeElse if (a=1&&b=2)Double Kann;For (i=0; i<n; i+)For (j=0; j<n; j+)Kaij=Kij;Double Fan;For (i=0; i<n; i+)Fai=Fi;Double Jan;Ja=mmult (minverse (Ka, n), Fa, n

13、);For (i=0; i<n-1; i+)Jji0=Jai;Jji1=Jai+1;Jjn-10=Jan-1;Jjn-11=0;/ left hinge fixed rightElse if (a=2&&b=2)Double Kabn-1n-1;For (i=0; i<n-1; i+)For (j=0; j<n-1; j+)Kabij=Ki+1j+1;Double Fabn-1;For (i=0; i<n-1; i+)Fabi=Fi+1;Double Jabn-1;Jab=mmult (minverse (Kab, n-1), Fab, n-1);For

14、 (i=1; i<n-1; i+)Jji0=Jabi-1;Jji1=Jabi;Jj00=0;Jj01=Jab0;Jjn-10=Jabn-2;Jjn-11=0;/ left right solid solidElse cout<< "excuse me, enter an error. "<<endl."Double Mn2; / / define the rod end momentDouble k22; / / define the rod stiffness matrixFor (i=0; i<n; i+)K00=4*EIi

15、/li; k01=2*EIi/li;K11=4*EIi/li; k10=2*EIi/li;Mi0=k00*jji0+k01*jji1+fqi0+fPi0;Mi1=k10*jji0+k11*jji1+fqi1+fPi1;Cout<< "No. <<i+1<<" rod end bending moment is "<<endl<<Mi0<<endl<<Mi1<<endl"Return 0;Double minverse (double M, int n) / /

16、 matrix inversionDouble, Mnn, Nnn, Ln2*n, a;Int, I, J, k=0;For (i=0; i<n; i+)For (j=0;j2；如果（j <）如果（i）！= j）n i = 0；否则n i = 1； i ；另外我我 J = n 我【N】；对于（k = 0；k；n；k +）如果（l k = k = 0）对于（i = k；i；<；+）如果（l k ！= 0）对于（j = k；j2；n；j +）a = l j ；l i ； i ；打破；继续；对于（i = k + 1；i <；i +）a = l k ；对于（j = k；j2；n；j +） i ；对于（k = n-1；k = 0；k -）对（我= K-1；我> = 0；我-）a = l k ；对于（j0；j2；n；j +）