University of Florida/Eml4507/s13.team4ever.R3
Problem R3.1 edit
Problem Statement edit
Solution edit
The following MATLAB program solves for the unknown global displacement DOF's, unknown for components (reactions), and member forces in the system.
function R3_1 F = 20000; %N E = 206000000000; %Pa L = 1; %m A = .0001; %m^2 % displacement in meters d3 = 0.02; % =u2 d4 = -0.01; % =v2 d5 = -0.03; % =u3 d6 = 0.05; % =v3 % Table 2.1 KS 2008 p.82 % Element EA/L i-->j phi l=cos(phi) m=sin(phi) % 1 206x10^5 1-->3 -pi/6 0.866 -0.5 % 2 206x10^5 1-->2 -pi/2 0 1 % 3 206x10^5 1-->4 -5pi/6 -0.866 -0.5 l1 = 0.866; m1 = -0.5; l2 = 0; m2 = 1; l3 = -0.866; m3 = -0.5; % connectivity array conn = [1 3;1 2;1 4]; % location master matrix lmm = [d1 d2 d5 d6;d1 d2 d3 d4;d1 d2 d7 d8]; % element stiffness matrices % E2.46 % element 1 stiffness matrix 1-->3 k1 = [l1^2 l1*m1 0 0 -l1^2 -l1*m1 0 0; l1*m1 m1^2 0 0 -l1*m1 -m1^2 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0; -l1^2 -l1*m1 0 0 l1^2 l1*m1 0 0; -l1*m1 -m1^2 0 0 l1*m1 m1^2 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0]; % element 1 stiffness matrix 1-->2 k2 = [l2^2 l2*m2 -l2^2 -l2*m2 0 0 0 0; l2*m2 m2^2 -l2*m2 -m2^2 0 0 0 0; -l2^2 -l2*m2 l2^2 l2*m2 0 0 0 0; -l2*m2 -m2^2 l2*m2 m2^2 0 0 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0]; % element 1 stiffness matrix 1-->4 k3 = [l3^2 l3*m3 0 0 0 0 -l3^2 -l3*m3; l3*m3 m3^2 0 0 0 0 -l3*m3 -m3^2; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0; 0 0 0 0 0 0 0 0; -l3^2 -l3*m3 0 0 0 0 l3^2 l3*m3; -l3*m3 -m3^2 0 0 0 0 l3*m3 m3^2]; %global stiffness matrix K = E*A/L*(k1 + k2 + k3); % Force matrix Fpost = [F*cos(pi/4); F*sin(pi/4); 0; 0; 0; 0; 0; 0]; % "forces" of prescribed disp dofs For=K*d % new force matrix Fnew = Fpost + For % global disp dofs disp = K\Fnew % u2, v2, u3, and v3 are given, so delete rows/columns 3, 4, 7, and 8 Knew = 1*10^7*[3.0898 0 -1.5449 0.8920; 0 3.0900 0.8920 -0.5150; -1.5449 0.8920 1.5449 -0.8920; 0.8920 -0.5150 -0.8920 0.5150]; % Force matrix Fnow = [923600; -304950; -909460; 525090]; % displacement values u1, v1, u4, v4 disp = Knew\Fnow % forces in each element P1 = E*A/L*(0.866*(d5-disp(1))-0.5*(d6-disp(2))) P2 = E*A/L*(0*(d3-disp(1))+1*(d4-disp(2))) P3 = E*A/L*(-0.866*(disp(3)-disp(1))-0.5*(disp(4)-disp(2))) stress1 = P1/A stress2 = P2/A stress3 = P3/A OUTPUT disp = -0.0050 0.0103 -0.0257 0.0764 P1 = -854900 P2 = -418180 P3 = 740079 stress1 = -8.5490 e009 stress2 = -4.1818 e009 stress3 = 7.4008 e009
Global displacement DOF's (m)
Element Reaction Forces (N)
Element Stresses (GPa)
Running a similar MATLAB code using CALFEM verifies the solution
% Checking with CALFEM
edof = [1 1 2 5 6;
2 1 2 3 4;
3 1 2 7 8];
coord = [cos(pi/4) sin(pi/4);cos(pi/4) 1+sin(pi/4);2*cos(pi/4) 0;0 0];
dof = [1 2;3 4;5 6;7 8];
[ex,ey] = coordxtr(edof,coord,dof,2);
ep = [E A];
K = zeros(8);
Fo = zeros(8,1); Fo(1) = F*cos(pi/4); Fo(2) = F*sin(pi/4);
for i = 1:3
Ke = bar2e(ex(i,:),ey(i,:),ep);
K = assem(edof(i,:),K,Ke);
end
Q = solveq(K,Fo);
ed = extract(edof,Q);
for i = 1:3
N(i)=bar2s(ex(i,:),ey(i,:),ep,ed(i,:));
end
N1 = N(1)
N2 = N(2)
N3 = N(3)
stress1c = N(1)/A
stress2c = N(2)/A
stress3c = N(3)/A
eldraw2(ex,ey);
grid on
OUTPUT
N1 =
-8.5490 e005
N2 =
-4.1818 e005
N3 =
-7.4008 e005
stress1c =
-8.5490 e009
stress2c =
-4.1818 e009
stress3c =
7.4008 e009
Problem 3.2 Pb-53.5: Draw the FBDs and derive the dif. eq. of motion from p.53-13 (2 DOFs spring-mass-damper system) edit
On our honor, we did this assignment on our own, without looking at the solutions in previous semesters or other online solutions.
Given a Linearly Elastic Spring-Mass_Damper System With 2 DOFs edit
Consider a system of three linearly elastic springs and dampers with two masses.
Find: edit
1.Construct the FBDs for all components edit
2.Derive the differential equation of motion and the coefficient matrices edit
Solution: FBDs of all components edit
Construct the first FBD (mass 1) edit
This FBD is of the left mass (mass 1).
Construct the second FBD (mass 2) edit
This FBD is of the right mass (mass 2).
Construct the third FBD (left wall support) edit
This FBD is of the left wall support (item 3).
Construct the fourth FBD (right wall support) edit
This FBD is of the right wall support (item 4).
Solution: Derive the differential equation of motion and the coefficient matrices edit
Approach edit
The position of the masses in the system are described by d1 and d2. The walls are fixed. This means that the values for d3 and d4, for the left and right walls respectively, are zero.
Force Derivations edit
The springs are assumed to be at their unstretched length (equilibrium) in the figure. A positive d1 causes tension in spring 1 and compression in spring 2. This observation is made from holding m2 stationary. Viewing the last spring from equilibrium, if the mass 2 moves to the right and d2 becomes positive, the third spring will compress.
The differential equations of motion will show that the system is coupled.
Summing the Forces edit
Writing the Two Differential Equations in Matrix Form edit
Grouping the dependent equations and writing the coefficients in matrix form yields the results shown below.
R3.3 edit
On our Honor, this problem was done without unauthorized help from either solution manuals or other team's reports.
Figure 1: Diagram for Pb-53.6 from page 53-13 in Fead.s13.sec53b lecture notes. Professor Vu-Quoc
Pb-53.6: edit
Consider the following values for the MDOF system in figure 1 above.
Problem Statement: edit
Integrate numerically the governing system L2-ODEs-CC so as to generate the time histories for the disp dofs (The displacement Matrix). edit
Matlab code showing steps taken to solve problem as discussed in the Fead.s13.sec53b lecture notes p.53-13c-53-13d.
d0=[-1,2];
v0=[0,0];
alpha=1/4; delta=1/2;
nsnap=100;
m1=3;
m2=2;
alpha=1/4; delta=1/2;
d0=[-1,2];
v0=[0,0];
k1=10;
k2=20;
k3=15;
c1=1/2;
c2=1/4;
c3=1/3;
M=[m1,0;0,m2];
C=[(c1+c2),-c2;-c2,(c2+c3)];
K=[(k1+k2),-k2;-k2,(k2+k3)];
[L]=eigen(K,M);
w1=sqrt(L(1));
T1=(2*pi)/w1;
dt=T1/10;
T=[0:dt:5*T1];
Dsnap=step2x(K,C,M,d0,v0,ip,f,pdisp);
EDU>> L
L =
4.7651
22.7349
EDU>> w1
w1 =
2.1829
EDU>> T1
T1 =
0.3473
EDU>> dt
dt =
0.0347
Problem R3.4 edit
On my honor, I have neither given nor recieved unauthorized aid in doing this assignment.
Disccription: We are to consider a 1-D bar system with 3 elements. The center element has a known force applied to it's center. Given all information necessary to computed each element stiffness, we are asked to find the displacement at the location of the applied force, as well as the reaction forces at the walls. We are then to verify these results using CALFEM.
Given: edit
For this problem, we are given that
for all elements
The applied force is
Solution: edit
To get the stiffness, we use the equation:
Treating this problem as a system with 3 nodes, 2 at the wall and 1 in the center, we need to find the equivalent spring stiffness for each side of the center node. Because the two bars are in series, we can solve for the equivalent K using:
The following matlab code solves for both the displacement at the center and the reaction forces at the walls.
E = 100*10^9; A1 = 10^-4; A2 = 2*10^-4; L1 = .3; L2 = .2; kfirst = E*A1/L1; ksecond = E*A2/L2; kinv = (1/kfirst)+(1/ksecond); k1 = 1/kinv; k2 = k1; fsmall = [10000] ksmall = [0 k1+k2 -k2] disp = ksmall\fsmall k = [k1 -k1 0;0 k1+k2 -k2;0 -k2 k2] F = k*disp
The out from this code yields the following:
disp =
1.0e-003 *
0 0.2000 0
and
F =
-5000 10000 -5000
CALFEM edit
When then used to verify the above results. The following was the code used for CALFEM:
Edof=[1 1 2; 2 2 3; 3 2 3];
K=zeros(3,3) f=zeros(3,1); f(2)=10000 k=25000000; ep1=k; ep2=k; Ke1=spring1e(ep1) Ke2=spring1e(ep2) K=assem(Edof(1,:),K,Ke2) K=assem(Edof(2,:),K,Ke1)
bc= [1 0; 3 0]; [a,r]=solveq(K,f,bc)
This yielded the following results:
a =
1.0e-003 *
0 0.2000 0
and
r =
-5000 0 -5000
This directly matches our above results, verifying them.
Problem R3.5 Analysis and design of a plane truss edit
On my honor, I have neither given nor recieved unauthorized aid in doing this assignment.
Problem Statement edit
Solution edit
Input Constants edit
EDU>> E = 70E9;
EDU>> InL=0.009;
EDU>> OutL=0.012;
EDU>> F = 1000;
Begin Computation of variables edit
EDU>> InA=InL^2;
EDU>> OutA=OutL^2;
EDU>> A = OutA-InA;
EDU>> L1=sqrt(5);
EDU>> L2=2;
EDU>> K1=E*A/L1;
EDU>> K2=E*A/L2;
EDU>> l=cos(-26.56);
EDU>> m=sin(-26.56);
EDU>> K1a=K1*[l^2 l*m -l^2 -l*m 0 0;
l*m m^2 -l*m -m^2 0 0;
-l^2 -l*m l^2 l*m 0 0;
-l*m -m^2 l*m m^2 0 0;
0 0 0 0 0 0;
0 0 0 0 0 0];
EDU>> K2a = K2*[0 0 0 0 0 0;
0 0 0 0 0 0;
0 0 1 0 -1 0;
0 0 0 0 0 0;
0 0 -1 0 1 0;
0 0 0 0 0 0];
Cut down matrices to do calculations edit
EDU>> A = [K(3,:);K(4,:)]
A =
1.0e+06 *
Columns 1 through 4
-0.0404 0.2792 2.2454 -0.2792 0.2792 -1.9319 -0.2792 1.9319
Columns 5 through 6
-2.2050 0 0 0
EDU>> B = [A(:,3) A(:,4)]
B =
1.0e+06 *
2.2454 -0.2792 -0.2792 1.9319
EDU>> Fa = [0;-1000];
Final Results from Matlab edit
EDU>> d = B\Fa
d =
1.0e-03 *
-0.0655 -0.5271
EDU>> d1=[0;0;d(1);d(2);0;0]
d1 =
1.0e-03 *
0 0 -0.0655 -0.5271 0 0
Reaction Forces edit
EDU>> F = K*d1
F =
1.0e+03 *
-0.1445 1.0000 0 -1.0000 0.1445 0
Comparing to yield strength and buckling force edit
To test the member in tension edit
The stress is well under the yield strength so this value is fine.
====To test the member in compression
We can compare this to the actually force of 144.5 N.
Optimize edit
To optimize for the lowest weight while still being safe, we can turn the above matlab program into an .m file and adjust the dimensions of the cross section. When optimized, the outer member will be 12mm and inner hole will be 10.5mm.
EDU>> [u v]=Report3(0.012,0.0105)
u =
1.0e+03 *
-0.1445 1.0000 -0.0000 -1.0000 0.1445 0
v =
247.0138
For the above calculation, u is the stress in each member and v is P critical for bending. This is well within the range to not buckle with a factor of safety of 1.2 and the tensile stress is also well within the factor of safety of 2.
Calfem Verification edit
EDU>> A = 0.012^2-0.009^2;
EDU>> E = 70E9;
EDU>> Edof = [1 1 2 3 4;
2 3 4 5 6];
EDU>> K = zeros(6);
EDU>> f = zeros(6,1);
EDU>> f (4) = -1000;
EDU>> ep = [E A];
EDU>> Ex = [0 2;
2 0];
EDU>> Ey = [1 0;
0 0];
EDU>> for i = 1:2
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;5 0;6 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 -0.0009 -0.0043 0 0
r =
1.0e+03 *
-2.0000 1.0000 0.0000 0.0000 2.0000 0
When verified with calfem, the reactions didn't match the numbers from matlab or hand calculations. The displacement seems to be closer to what would be expected in real life applications however the reaction forces seem strange. We were not able to find the cause for this error.
Problem 3.6 Determine Truss System Deformation edit
On my honor, I have neither given nor recieved unauthorized aid in doing this assignment.
Problem Statement edit
Analyze a plane truss from figure 2.28 of KS2008 pg. 96.
Solution edit
The nodal numbers displayed in fig. 2.28 for the following solutions are numbered horizontally along the bottom of the truss, and then along the top.
Input Constants edit
Part 1 Find the Deflections and Element Forces edit
Case A edit
EDU>> Edof=[1 1 2 3 4;2 3 4 5 6; 3 5 6 7 8;4 7 8 9 10;5 9 10 11 12; 6 11 12 13
14; 7 15 16 17 18;8 17 18 19 20;9 19 20 21 22; 10 21 22 23 24; 11 23 24 25 26;
12 25 26 27 28; 13 1 2 15 16;14 3 4 17 18; 15 5 6 19 20;16 7 8 21 22;17 9 10 23
24; 18 11 12 25 26; 19 13 14 27 28; 20 1 2 17 18; 21 3 4 19 20; 22 5 6 21 22; 23
7 8 23 24;24 9 10 25 26;25 11 12 27 28];
EDU>> L = 0.3;
EDU>> E = 100000000000;
EDU>> A = 0.0001;
EDU>> L2 = L*sqrt(2);
EDU>> K = zeros(28);
EDU>> f = zeros(28,1);
EDU>> f(13) = 10000; f(27) = 10000;
EDU>> ep = [E A];
EDU>> Ex = [0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;0 0; L L; 2*L 2*L;3*L 3*L;4*L 4*L;5*L 5*L;6*L 6*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L];
EDU>> Ey = [0 0;0 0;0 0;0 0;0 0;0 0;L L;L L;L L;L L;L L;L L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L];
EDU>> for i = 1:25
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;15 0;16 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 0.0003 -0.0003 0.0006 -0.0006 0.0009 -0.0009 0.0012 -0.0012 0.0015 -0.0015 0.0018 -0.0018 0 0 0.0003 -0.0003 0.0006 -0.0006 0.0009 -0.0009 0.0012 -0.0012 0.0015 -0.0015 0.0018 -0.0018
r =
1.0e+04 *
-1.0000 0.0000 0.0000 -0.0000 0.0000 -0.0000 0.0000 -0.0000 0 0.0000 0.0000 0.0000 0 -0.0000 -1.0000 0 0.0000 0.0000 0.0000 -0.0000 0.0000 -0.0000 0.0000 -0.0000 0.0000 0 -0.0000 0.0000
Case B edit
EDU>> Edof=[1 1 2 3 4;2 3 4 5 6; 3 5 6 7 8;4 7 8 9 10;5 9 10 11 12; 6 11 12 13 14; 7 15 16 17 18;8 17 18 19 20;9 19 20 21 22; 10 21 22 23 24; 11 23 24 25 26; 12 25 26 27 28; 13 1 2 15 16;14 3 4 17 18; 15 5 6 19 20;16 7 8 21 22;17 9 10 23 24; 18 11 12 25 26; 19 13 14 27 28; 20 1 2 17 18; 21 3 4 19 20; 22 5 6 21 22; 23 7 8 23 24;24 9 10 25 26;25 11 12 27 28];
EDU>> L = 0.3;
EDU>> E = 100000000000;
EDU>> A = 0.0001;
EDU>> L2 = L*sqrt(2);
EDU>> K = zeros(28);
EDU>> f = zeros(28,1);
EDU>> f(14) = 10000; f(28) = 10000;
EDU>> ep = [E A];
EDU>> Ex = [0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;0 0; L L; 2*L 2*L;3*L 3*L;4*L 4*L;5*L 5*L;6*L 6*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L];
EDU>> Ey = [0 0;0 0;0 0;0 0;0 0;0 0;L L;L L;L L;L L;L L;L L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L];
EDU>> for i = 1:25
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;15 0;16 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 0.0030 0.0059 0.0054 0.0178 0.0072 0.0345 0.0084 0.0548 0.0090 0.0775 0.0090 0.1011 0 0 -0.0036 0.0053 -0.0066 0.0172 -0.0090 0.0339 -0.0108 0.0542 -0.0120 0.0769 -0.0126 0.1008
r =
1.0e+05 *
-1.2000 -0.2000 0.0000 0 0.0000 0.0000 0 0.0000 0 -0.0000 0.0000 -0.0000 0.0000 -0.0000 1.2000 0 -0.0000 -0.0000 0 0 0 0.0000 -0.0000 0.0000 0.0000 0.0000 -0.0000 0
Case c edit
EDU>> Edof=[1 1 2 3 4;2 3 4 5 6; 3 5 6 7 8;4 7 8 9 10;5 9 10 11 12; 6 11 12 13 14; 7 15 16 17 18;8 17 18 19 20;9 19 20 21 22; 10 21 22 23 24; 11 23 24 25 26; 12 25 26 27 28; 13 1 2 15 16;14 3 4 17 18; 15 5 6 19 20;16 7 8 21 22;17 9 10 23 24; 18 11 12 25 26; 19 13 14 27 28; 20 1 2 17 18; 21 3 4 19 20; 22 5 6 21 22; 23 7 8 23 24;24 9 10 25 26;25 11 12 27 28];
EDU>> L = 0.3;
EDU>> E = 100000000000;
EDU>> A = 0.0001;
EDU>> L2 = L*sqrt(2);
EDU>> K = zeros(28);
EDU>> f = zeros(28,1);
EDU>> f(13) = 10000; f(27) = -10000;
EDU>> ep = [E A];
EDU>> Ex = [0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;0 0; L L; 2*L 2*L;3*L 3*L;4*L 4*L;5*L 5*L;6*L 6*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L];
EDU>> Ey = [0 0;0 0;0 0;0 0;0 0;0 0;L L;L L;L L;L L;L L;L L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L];
EDU>> for i = 1:25
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;15 0;16 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 0.0003 0.0003 0.0006 0.0012 0.0009 0.0027 0.0012 0.0048 0.0015 0.0075 0.0018 0.0108 0 0 -0.0003 0.0003 -0.0006 0.0012 -0.0009 0.0027 -0.0012 0.0048 -0.0015 0.0075 -0.0018 0.0108
r =
1.0e+04 *
-1.0000 -0.0000 0.0000 0 -0.0000 0.0000 -0.0000 0.0000 -0.0000 0 0.0000 0.0000 0.0000 0 1.0000 0 -0.0000 -0.0000 0 -0.0000 -0.0000 0.0000 -0.0000 0 0.0000 0 -0.0000 -0.0000
Part 3 Verify the Beam Model Adding 2 Bays... edit
Case A edit
EDU>> Edof=[1 1 2 3 4;2 3 4 5 6; 3 5 6 7 8;4 7 8 9 10;5 9 10 11 12; 6 11 12 13 14; 7 13 14 15 16; 8 15 16 17 18; 9 19 20 21 22; 10 21 22 23 24; 11 23 24 25 26; 12 25 26 27 28; 13 27 28 29 30; 14 29 30 31 32; 15 31 32 33 34; 16 33 34 35 36; 17 1 2 19 20;18 3 4 21 22; 19 5 6 23 24; 20 7 8 25 26; 21 9 10 27 28; 22 11 12 29 30; 23 13 14 31 32; 24 15 16 33 34; 25 17 18 35 36; 26 1 2 21 22; 27 3 4 23 24; 28 5 6 25 26; 29 7 8 27 28; 30 9 10 29 30; 31 11 12 31 32; 32 13 14 33 34; 33 15 16 35 36]
Edof =
1 1 2 3 4 2 3 4 5 6 3 5 6 7 8 4 7 8 9 10 5 9 10 11 12 6 11 12 13 14 7 13 14 15 16 8 15 16 17 18 9 19 20 21 22 10 21 22 23 24 11 23 24 25 26 12 25 26 27 28 13 27 28 29 30 14 29 30 31 32 15 31 32 33 34 16 33 34 35 36 17 1 2 19 20 18 3 4 21 22 19 5 6 23 24 20 7 8 25 26 21 9 10 27 28 22 11 12 29 30 23 13 14 31 32 24 15 16 33 34 25 17 18 35 36 26 1 2 21 22 27 3 4 23 24 28 5 6 25 26 29 7 8 27 28 30 9 10 29 30 31 11 12 31 32 32 13 14 33 34 33 15 16 35 36
EDU>> L = 0.3;
EDU>> E = 100000000000;
EDU>> A = 0.0001;
EDU>> L2 = L*sqrt(2);
EDU>> K = zeros(36);
EDU>> f = zeros(36,1);
EDU>> f(17) = 10000; f(35) = 10000;
EDU>> ep = [E A];
EDU>> Ex = [0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L;0 0; L L; 2*L 2*L;3*L 3*L;4*L 4*L;5*L 5*L;6*L 6*L;7*L 7*L;8*L 8*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L];
EDU>> Ey = [0 0;0 0;0 0;0 0;0 0;0 0;0 0;0 0;L L;L L;L L;L L;L L;L L;L L;L L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L];
EDU>> for i = 1:33
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;19 0;20 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 0.0003 -0.0003 0.0006 -0.0006 0.0009 -0.0009 0.0012 -0.0012 0.0015 -0.0015 0.0018 -0.0018 0.0021 -0.0021 0.0024 -0.0024 0 0 0.0003 -0.0003 0.0006 -0.0006 0.0009 -0.0009 0.0012 -0.0012 0.0015 -0.0015 0.0018 -0.0018 0.0021 -0.0021 0.0024 -0.0024
r =
1.0e+04 *
-1.0000 0.0000 0.0000 0 0.0000 -0.0000 -0.0000 -0.0000 -0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 0.0000 0.0000 0 -1.0000 0 0 0 -0.0000 -0.0000 0.0000 -0.0000 0 -0.0000 0.0000 -0.0000 -0.0000 -0.0000 -0.0000 0 0.0000 0.0000
Case B edit
EDU>> Edof=[1 1 2 3 4;2 3 4 5 6; 3 5 6 7 8;4 7 8 9 10;5 9 10 11 12; 6 11 12 13 14; 7 13 14 15 16; 8 15 16 17 18; 9 19 20 21 22; 10 21 22 23 24; 11 23 24 25 26; 12 25 26 27 28; 13 27 28 29 30; 14 29 30 31 32; 15 31 32 33 34; 16 33 34 35 36; 17 1 2 19 20;18 3 4 21 22; 19 5 6 23 24; 20 7 8 25 26; 21 9 10 27 28; 22 11 12 29 30; 23 13 14 31 32; 24 15 16 33 34; 25 17 18 35 36; 26 1 2 21 22; 27 3 4 23 24; 28 5 6 25 26; 29 7 8 27 28; 30 9 10 29 30; 31 11 12 31 32; 32 13 14 33 34; 33 15 16 35 36]
Edof =
1 1 2 3 4 2 3 4 5 6 3 5 6 7 8 4 7 8 9 10 5 9 10 11 12 6 11 12 13 14 7 13 14 15 16 8 15 16 17 18 9 19 20 21 22 10 21 22 23 24 11 23 24 25 26 12 25 26 27 28 13 27 28 29 30 14 29 30 31 32 15 31 32 33 34 16 33 34 35 36 17 1 2 19 20 18 3 4 21 22 19 5 6 23 24 20 7 8 25 26 21 9 10 27 28 22 11 12 29 30 23 13 14 31 32 24 15 16 33 34 25 17 18 35 36 26 1 2 21 22 27 3 4 23 24 28 5 6 25 26 29 7 8 27 28 30 9 10 29 30 31 11 12 31 32 32 13 14 33 34 33 15 16 35 36
EDU>> L = 0.3;
EDU>> E = 100000000000;
EDU>> A = 0.0001;
EDU>> L2 = L*sqrt(2);
EDU>> K = zeros(36);
EDU>> f = zeros(36,1);
EDU>> f(18) = 10000; f(36) = 10000;
EDU>> ep = [E A];
EDU>> Ex = [0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L;0 0; L L; 2*L 2*L;3*L 3*L;4*L 4*L;5*L 5*L;6*L 6*L;7*L 7*L;8*L 8*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L];
EDU>> Ey = [0 0;0 0;0 0;0 0;0 0;0 0;0 0;0 0;L L;L L;L L;L L;L L;L L;L L;L L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L];
EDU>> for i = 1:33
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;19 0;20 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 0.0042 0.0071 0.0078 0.0226 0.0108 0.0453 0.0132 0.0740 0.0150 0.1075 0.0162 0.1446 0.0168 0.1841 0.0168 0.2245 0 0 -0.0048 0.0065 -0.0090 0.0220 -0.0126 0.0447 -0.0156 0.0734 -0.0180 0.1069 -0.0198 0.1440 -0.0210 0.1835 -0.0216 0.2242
r =
1.0e+05 *
-1.6000 -0.2000 0.0000 -0.0000 0.0000 0.0000 -0.0000 0.0000 0 -0.0000 0.0000 0 0.0000 0 -0.0000 -0.0000 0 -0.0000 1.6000 0 -0.0000 0 0 0.0000 0 0.0000 0.0000 0 -0.0000 0.0000 0 0 -0.0000 -0.0000 -0.0000 0
Case C edit
EDU>> Edof=[1 1 2 3 4;2 3 4 5 6; 3 5 6 7 8;4 7 8 9 10;5 9 10 11 12; 6 11 12 13 14; 7 13 14 15 16; 8 15 16 17 18; 9 19 20 21 22; 10 21 22 23 24; 11 23 24 25 26; 12 25 26 27 28; 13 27 28 29 30; 14 29 30 31 32; 15 31 32 33 34; 16 33 34 35 36; 17 1 2 19 20;18 3 4 21 22; 19 5 6 23 24; 20 7 8 25 26; 21 9 10 27 28; 22 11 12 29 30; 23 13 14 31 32; 24 15 16 33 34; 25 17 18 35 36; 26 1 2 21 22; 27 3 4 23 24; 28 5 6 25 26; 29 7 8 27 28; 30 9 10 29 30; 31 11 12 31 32; 32 13 14 33 34; 33 15 16 35 36]
Edof =
1 1 2 3 4 2 3 4 5 6 3 5 6 7 8 4 7 8 9 10 5 9 10 11 12 6 11 12 13 14 7 13 14 15 16 8 15 16 17 18 9 19 20 21 22 10 21 22 23 24 11 23 24 25 26 12 25 26 27 28 13 27 28 29 30 14 29 30 31 32 15 31 32 33 34 16 33 34 35 36 17 1 2 19 20 18 3 4 21 22 19 5 6 23 24 20 7 8 25 26 21 9 10 27 28 22 11 12 29 30 23 13 14 31 32 24 15 16 33 34 25 17 18 35 36 26 1 2 21 22 27 3 4 23 24 28 5 6 25 26 29 7 8 27 28 30 9 10 29 30 31 11 12 31 32 32 13 14 33 34 33 15 16 35 36
EDU>> L = 0.3;
EDU>> E = 100000000000;
EDU>> A = 0.0001;
EDU>> L2 = L*sqrt(2);
EDU>> K = zeros(36);
EDU>> f = zeros(36,1);
EDU>> f(17) = 10000; f(35) = -10000;
EDU>> ep = [E A];
EDU>> Ex = [0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L;0 0; L L; 2*L 2*L;3*L 3*L;4*L 4*L;5*L 5*L;6*L 6*L;7*L 7*L;8*L 8*L;0 L; L 2*L; 2*L 3*L;3*L 4*L; 4*L 5*L;5*L 6*L;6*L 7*L;7*L 8*L];
EDU>> Ey = [0 0;0 0;0 0;0 0;0 0;0 0;0 0;0 0;L L;L L;L L;L L;L L;L L;L L;L L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L;0 L];
EDU>> for i = 1:33
Ke = bar2e(Ex(i,:),Ey(i,:),ep);
K = assem(Edof(i,:),K,Ke);
end;
EDU>> bc = [1 0;2 0;19 0;20 0];
EDU>> [a,r]=solveq(K,f,bc)
a =
0 0 0.0003 0.0003 0.0006 0.0012 0.0009 0.0027 0.0012 0.0048 0.0015 0.0075 0.0018 0.0108 0.0021 0.0147 0.0024 0.0192 0 0 -0.0003 0.0003 -0.0006 0.0012 -0.0009 0.0027 -0.0012 0.0048 -0.0015 0.0075 -0.0018 0.0108 -0.0021 0.0147 -0.0024 0.0192
r =
1.0e+03 *
-10.0000 0.0000 0.0000 0 0 -0.0000 0 0.0000 -0.0000 -0.0000 0.0000 -0.0000 -0.0000 0.0000 0.0000 -0.0000 0 0 10.0000 0 -0.0000 0.0000 0 0.0000 -0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0000 0 -0.0000 -0.0000 0 -0.0000
Problem 3.7 Verify Stiffness matrix edit
On my honor, I have neither given nor recieved unauthorized aid in doing this assignment.
Given Equations edit
Given the two following equations, verify that they simplify to the bar element stiffness matrix .
Solution 1 edit
Original Equation edit
Given Equations edit
Plugging into original Equation edit
Solving edit
Multiple the first two equations.
Pull out the K term.
Multiple the last two matrices to get the following equation:
This shows that the original equation can be simplified down to the bar element stiffness matrix.
Solution 2 edit
Original Equation edit
Provided equations edit
Plugging into Original Equation edit
Solving edit
Begin by multiplying the first two matrices together.
Next, multiply the last two together.
This verifies our original expectation that the equation would simplify down to the bar element stiffness matrix.
Problem R3.8 edit
On my honor, I have neither given nor recieved unauthorized aid in doing this assignment.
We are asked to redo problem R2.4
Description: We are to find an expression for the excitation referenced in (1) p.53-6 and then find the actual solution and the amplification factor, A for the following conditions:
We are then to find the complete solution.
Solution: edit
Let us guess the solution is:
then
We then write
It follows that
and that
We solve for A and B to be
Once given the conditions
we can find
Plugging these values in yields
The particular solution is then
Equations (3) p. 53-8 and (2) p. 53-8 give us
We then need to find the total solution given the boundary conditions from R2.4; http://en.wikiversity.org/wiki/Fead-s13-team4-R2#Solution
We have for the homogeneous solution from R1.5:
The total solution can then be found from
We have then for the total solution:
We now need to find the coefficients A and B using the initial conditions:
and
Taking the derivative of y(t), we obtain:
Plugging in t = 0 for both the equation of y(t) and y'(t) allows us to find the values of A and B.
From the equation for y(t):
From the equation for y'(t):
Hence, the total solution is:
The following is the graph of the homogeneous solution:
The following is the graph of the particular solution:
The following is the graph of the total solution, :
A graph of all three plots is produced below:
Contribution edit
Problem Assignments | ||
---|---|---|
Problem # | Solved&Typed by | Reviewed by |
1 | Chad Colocar, Bryan Tobin | All |
2 | Vernon Babich, Tyler Wulterkens | All |
3 | Bryan Tobin, Chad Colocar | All |
4 | David Bonner, Vernon Babich | All |
5 | Was Dean Pickett, David Bonner | All |
6 | Was Dean Pickett, Tyler Wulterkens | All |
7 | Tyler Wulterkens, David Bonner | All |
8 | David Bonner, Vernon Babich | All |