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🔥 内容介绍
在当今数字媒体的时代，影片制作和处理技术正在不断发展和创新。其中一个重要的方面是重建新影片并进行图像处理。本文将探讨如何重建新影片，并计算颜色通道的平均灰度值，以及如何检测每一帧与前一帧之间的差异。
首先，让我们来了解一下重建新影片的概念。重建新影片是指通过对已有的影片进行处理和编辑，生成一个全新的影片。这个过程通常涉及到剪辑、调整色彩和对比度、添加特效等步骤。重建新影片可以让制作人员在后期制作阶段对影片进行更多的修改和优化，以达到更好的视觉效果和故事表达。
在重建新影片的过程中，计算颜色通道的平均灰度值是一个重要的步骤。颜色通道的平均灰度值可以帮助我们了解图像的整体亮度和对比度。通过计算每个像素点的红、绿、蓝三个通道的灰度值，并求取其平均值，我们可以得到图像的平均灰度值。这个数值可以作为后续处理的参考，例如调整图像的亮度和对比度，或者进行图像增强。
接下来，让我们来探讨如何检测每一帧与前一帧之间的差异。在影片中，连续的帧之间通常会有微小的差异。这些差异可能是由于相机的晃动、物体的移动或者光照的变化引起的。通过检测帧与前一帧之间的差异，我们可以更好地理解影片中的动态变化，并进行相应的处理和调整。
为了检测帧与前一帧之间的差异，我们可以使用图像处理算法和技术。其中一个常用的方法是计算两个帧之间的像素差异，并将差异值可视化。通过比较每个像素点的颜色值，我们可以得到两个帧之间的差异图像。这个差异图像可以帮助我们快速定位到影片中的变化区域，并进行进一步的处理和修正。
总结起来，重建新影片并计算颜色通道的平均灰度值，以及检测帧与前一帧之间的差异，是影片制作和处理中的重要步骤。这些步骤可以帮助我们优化影片的视觉效果和故事表达，使观众获得更好的观影体验。随着技术的不断发展，我们可以期待在未来更多创新的影片制作和处理技术的出现。
📣 部分代码
% SeismicAnalysis_3DFrames_Ex02
%----------------------------------------------------------------
% PURPOSE
% To compute the Dynamic Non-Linear Seismic analysis for a
% 3D Reinforced Concrete Frame.
%
%----------------------------------------------------------------
% Notes: There is the option to extract the topology of the
% structure from a SAP2000 model by using the SM Toolbox.
%
% To download the SM Toolbox visit:
% https://github.com/RJ-Soft/SM-Toolbox/releases/tag/7.0.2
%----------------------------------------------------------------
%
% LAST MODIFIED: L.F.Veduzco 2023-06-13
% Faculty of Engineering
% Autonomous University of Queretaro
%----------------------------------------------------------------
clear all
clc
%% Topology and node coordinates
%{
% OOPTION 2: Imported from a SAP2000 model (the SM Toolbox is required)
APIDLLPath ='C:\Program Files\Computers and Structures\SAP2000 22\SAP2000v1.dll';
ProgramPath ='C:\Program Files\Computers and Structures\SAP2000 22\SAP2000.exe';
ModelName = 'Frame_Ex01.sdb';
ModelPath = fullfile('C:\Users\luizv\OneDrive\SeismicAnalysis_3DFrames\StaticModalAnalysis\FrameSAP2000_Ex02',ModelName);
[coordxyz,NiNf]=ExtractTopologySAP2000(ProgramPath,APIDLLPath,...
ModelPath);
coordxyz=coordxyz*2.54; % to change the location coordinates from in to cm
%}
% OPTION 1: Coordinates and connectivity manually given
NiNf=[1,2;
2,3;
3,4;
3,5;
5,6;
7,8;
8,9;
9,10;
9,11;
11,12;
8,2;
9,3;
11,5;
2,13;
13,14;
14,3;
14,15;
15,5;
8,16;
16,17;
17,9;
17,18;
18,11;
16,13;
17,14;
18,15;
13,19;
19,20;
20,14;
20,21;
21,15;
16,22;
22,23;
23,17;
23,24;
24,18;
22,19;
23,20;
24,21];
coordxyz=[0,0,0;
0,0,118.110236220472;
137.795275590551,0,118.110236220472;
137.795275590551,0,0;
393.700787401575,0,118.110236220472;
393.700787401575,0,0;
0,157.480314960630,0;
0,157.480314960630,118.110236220472;
137.795275590551,157.480314960630,118.110236220472;
137.795275590551,157.480314960630,0;
393.700787401575,157.480314960630,118.110236220472;
393.700787401575,157.480314960630,0;
0,0,236.220472440945;
137.795275590551,0,236.220472440945;
393.700787401575,0,236.220472440945;
0,157.480314960630,236.220472440945;
137.795275590551,157.480314960630,236.220472440945;
393.700787401575,157.480314960630,236.220472440945;
0,0,354.330708661417;
137.795275590551,0,354.330708661417;
393.700787401575,0,354.330708661417;
0,157.480314960630,354.330708661417;
137.795275590551,157.480314960630,354.330708661417;
393.700787401575,157.480314960630,354.330708661417]*2.54;
nnodes=length(coordxyz(:,1));
nbars=39;
% Topology matrix
ni=NiNf(:,1);
nf=NiNf(:,2);
Edof=zeros(nbars,13);
for i=1:nbars
Edof(i,1)=i;
Edof(i,2)=ni(i)*6-5;
Edof(i,3)=ni(i)*6-4;
Edof(i,4)=ni(i)*6-3;
Edof(i,5)=ni(i)*6-2;
Edof(i,6)=ni(i)*6-1;
Edof(i,7)=ni(i)*6;
Edof(i,8)=nf(i)*6-5;
Edof(i,9)=nf(i)*6-4;
Edof(i,10)=nf(i)*6-3;
Edof(i,11)=nf(i)*6-2;
Edof(i,12)=nf(i)*6-1;
Edof(i,13)=nf(i)*6;
end
%% Materials
% f'c of each element
fc1=300;
fpc=zeros(nbars,1)+fc1;
% Elasticity modulus of each element in function of f'c
E=14000.*sqrt(fpc);
v1=0.2;
v=zeros(nbars,1)+v1; % Poisson modulus
G=E./(2.*(1+v)); % Shear modulus
%% Geometry
% cross-section dimensions of each element (rectangular geometry)
dimensions=[30 30;
25 40;
30 30;
25 40;
30 30;
30 30;
25 40;
30 30;
25 40;
30 30;
25 40;
25 40;
25 40;
30 30;
25 40;
30 30;
25 40;
30 30;
30 30;
25 40;
30 30;
25 40;
30 30;
25 40;
25 40;
25 40;
30 30;
25 40;
30 30;
25 40;
30 30;
30 30;
25 40;
30 30;
25 40;
30 30;
25 40;
25 40;
25 40];
% cross-section area of each element
A=dimensions(:,1).*dimensions(:,2);
% Cross-section inertia
Iy=1/12.*dimensions(:,1).*dimensions(:,2).^3;
Iz=1/12.*dimensions(:,2).*dimensions(:,1).^3;
adim=dimensions(:,2).*0.5;
bdim=dimensions(:,1).*0.5;
% Saint Venant constant (polar inertia - Torsion)
J=adim.*bdim.^3.*(16/3-3.36.*bdim./adim.*(1-bdim.^4./(12.*adim.^4)));
%% Prescribed boudnary conditions [dof, displacement]
bc=[1 0;
2 0;
3 0;
4 0;
5 0;
6 0;
19 0;
20 0;
21 0;
22 0;
23 0;
24 0;
31 0;
32 0;
33 0;
34 0;
35 0;
36 0;
37 0;
38 0;
39 0;
40 0;
41 0;
42 0;
55 0;
56 0;
57 0;
58 0;
59 0;
60 0;
67 0;
68 0;
69 0;
70 0;
71 0;
72 0];
%% Additional data (optional)
type_elem=[1 "Col";
2 "Beam";
3 "Col";
4 "Beam";
5 "Col";
6 "Col";
7 "Beam";
8 "Col";
9 "Beam";
10 "Col";
11 "Beam";
12 "Beam";
13 "Beam";
14 "Col";
15 "Beam";
16 "Col";
17 "Beam";
18 "Col";
19 "Col";
20 "Beam";
21 "Col";
22 "Beam";
23 "Col";
24 "Beam";
25 "Beam";
26 "Beam";
27 "Col";
28 "Beam";
29 "Col";
30 "Beam";
31 "Col";
32 "Col";
33 "Beam";
34 "Col";
35 "Beam";
36 "Col";
37 "Beam";
38 "Beam";
39 "Beam";];
elemcols=[];
elembeams=[];
beams=0;
cols=0;
for j=1:nbars
if type_elem(j,2)=="Beam"
beams=beams+1;
elembeams=[elembeams,j];
elseif type_elem(j,2)=="Col"
cols=cols+1;
elemcols=[elemcols,j];
end
end
%% Local z axis of each element
for i=1:nbars
if type_elem(i,2)=="Col"
eobars(i,:)=[0 1 0];
else
eobars(i,:)=[0 0 1];
end
end
%% Loads
beams_LL=-50; % Uniformly distributed loads over the beams
% Assignation of distributed loads on beams
qbarxyz=zeros(nbars,4);
qbarxyz(elembeams',3)=beams_LL;
%% Mode of vibration of interest
modal=2; % 2 -> acceleration in the x direction
% 1 -> acceleration in the y direction
%% Damping matrix (for the damped case)
omega1=3; % Frequencies
omega2=5;
zeta1=0.25; % Damping factors
zeta2=0.2;
D=[1/(2*omega1) omega1/2;
1/(2*omega2) omega2/2];
theta=[zeta1;
zeta2];
RayCoeff=D\theta; % Rayleigh coefficients
%% Modal analysis
pvconc=0.0024; % unit weight of concrete
unitWeightElm=zeros(nbars,1)+pvconc;
% Consistent mass method
[Cgl,Mgl,Kgl]=SeismicModalMDOF3DFrames(coordxyz,A,unitWeightElm,qbarxyz,...
eobars,Edof,E,G,J,Iy,Iz,NiNf(:,1),NiNf(:,2),g,RayCoeff);
Dof=zeros(nnodes,6);
for i=1:nnodes
Dof(i,1)=6*i-5;
Dof(i,2)=6*i-4;
Dof(i,3)=6*i-3;
Dof(i,4)=6*i-2;
Dof(i,5)=6*i-1;
Dof(i,6)=6*i;
end
[Ex,Ey,Ez]=coordxtr(Edof,coordxyz,Dof,2);
%% Dynamic analysis
% Seismic response spectrum from the CFE-15
g=981; % gravity acceleration
Fsit=2.4; FRes=3.8; % Factores de sitio y de respuesta
a0_tau=9; % cm/seg^2
ro=0.8; % Redundance factor
alf=0.9; % Irregularity factor
Q=4; % Seismic behaviour factor
Ta=0.1;
Tb=0.6;
Te=0.5; % Structure's period
k=1.5; % Design spectrum slope
Qp=1+(Q-1)*sqrt(Te/(k*Tb)); % Ductility factor
Ro=2.5; % Over-resistance index
R=Ro+1-sqrt(Te/Ta); % Over-resistance factor
sa=-a0_tau*Fsit*FRes/(R*Qp*alf*ro); % Reduced pseudo-acceleration (cm/seg^2)
% Time discretization
dt=0.05;
ttotal=10;
t=0:dt:ttotal;
npoints=length(t);
% Ground acceleration history
tload=1.5; % duration of external excitation
g=sa*cos(5*t); % Acceleration in time
for i=1:length(g)
if t(i)>3*tload
g(i)=10*cos(30*t(i));
end
end
figure(1)
grid on
plot(t,g,'b -','LineWidth',1.8)
hold on
xlabel('Time (sec)')
ylabel('Acceleration (Kg/cm^2)')
title('Ground acceleration in time')
nodeHist=[2 13 19];
dofhist=nodeHist*6-5; % dof to evaluate
% Forces history
f=zeros(6*nnodes,npoints+1);
for i=1:npoints
% Modal analysis without Damping
[f(:,i+1),Ts(:,i),Lai(:,i),Egv]=ModalsMDOF3DFrames(Mgl,Kgl,...
bc,g(i),modal);
end
%% Plot of the modal in question and its frequency
Freq=1./Ts(:,1);
zc=0.5*max(coordxyz(:,3));
if length(modal)==1 % If only one modal was entered
figure(6)
% Undeformed structure
grid on
NoteMode=num2str(modal);
title(strcat('Eigenmode ','- ',NoteMode))
elnum=Edof(:,1);
plotpar=[1,2,1];
eldraw3(Ex,Ey,Ez,plotpar,elnum)
% Deformed structure
magnfac=100;
Edb=extract(Edof,Egv(:,modal));
plotpar=[1,3,1];
[magnfac]=eldisp3(Ex,Ey,Ez,Edb,plotpar,magnfac);
FreqText=num2str(Freq(modal));
NotaFreq=strcat('Freq(Hz)= ',FreqText);
text(50,zc,NotaFreq);
end
% Analysis in time with viscous damping
beta=0.25;
gamma=0.5;
d0=zeros(6*nnodes,1);
v0=zeros(6*nnodes,1);
% Solving the motion equation with the Newmark-Beta method
% Initial elements' end support conditions
support=[1 "Fixed" "Fixed";
2 "Fixed" "Fixed";
3 "Fixed" "Fixed";
4 "Fixed" "Fixed";
5 "Fixed" "Fixed";
6 "Fixed" "Fixed";
7 "Fixed" "Fixed";
8 "Fixed" "Fixed";
9 "Fixed" "Fixed";
10 "Fixed" "Fixed";
11 "Fixed" "Fixed";
12 "Fixed" "Fixed";
13 "Fixed" "Fixed";
14 "Fixed" "Fixed";
15 "Fixed" "Fixed";
16 "Fixed" "Fixed";
17 "Fixed" "Fixed";
18 "Fixed" "Fixed";
19 "Fixed" "Fixed";
20 "Fixed" "Fixed";
21 "Fixed" "Fixed";
22 "Fixed" "Fixed";
23 "Fixed" "Fixed";
24 "Fixed" "Fixed";
25 "Fixed" "Fixed";
26 "Fixed" "Fixed";
27 "Fixed" "Fixed";
28 "Fixed" "Fixed";
29 "Fixed" "Fixed";
30 "Fixed" "Fixed";
31 "Fixed" "Fixed";
32 "Fixed" "Fixed";
33 "Fixed" "Fixed";
34 "Fixed" "Fixed";
35 "Fixed" "Fixed";
36 "Fixed" "Fixed";
37 "Fixed" "Fixed";
38 "Fixed" "Fixed";
39 "Fixed" "Fixed"];
% Elastic resistant bending moments for each element's ends
Mp=[5030800 5003800;
3630000 276940;
3190000 1190000;
3000000 5769400;
4630000 30076940;
8380000 1380000;
4630000 4769400;
9000000 5001090;
5030800 5003800;
363000 276940;
3190000 1190000;
300000 57694000;
4630000 3007694;
5030800 5003800;
3630000 276940;
3190000 1190000;
3000000 5769400;
4630000 30076940;
8380000 1380000;
4630000 4769400;
9000000 5001090;
5030800 5003800;
363000 276940;
3190000 1190000;
300000 57694000;
4630000 3007694;
5030800 5003800;
3630000 276940;
3190000 1190000;
3000000 5769400;
4630000 30076940;
8380000 1380000;
4630000 4769400;
9000000 5001090;
5030800 5003800;
363000 276940;
3190000 1190000;
300000 57694000;
4630000 3007694]*10; % Kg-cm
mpbar=zeros(nbars,2); % to save the plastic moments at each articulation
% of each bar as plastifications occur
plastbars=zeros(2,nbars);
% Non-Linear Newmark-Beta
[Dsnap,D,V,A,elPlasHist]=MDOFNewmarkBetaNonLinear3DFrames(Kgl,Cgl,Mgl,d0,...
v0,dt,beta,gamma,t,f,dofhist,bc,RayCoeff,qbarxyz,A,Mp,E,G,Iy,Iz,J,...
coordxyz,ni,nf,eobars,support,mpbar,plastbars);
%% Dynamic displacement analysis per DOF
figure(2)
grid on
plot(t,D(1,:),'b -','LineWidth',1.8)
grid on
legend(strcat('DOF-',num2str(dofhist(1))))
hold on
for i=2:length(dofhist)
plot(t,D(i,:),'LineWidth',1.8,'DisplayName',...
strcat('DOF-',num2str(dofhist(i))))
end
hold on
xlabel('Time (sec)')
ylabel('Displacements (cm)')
title('Displacements in time per DOF')
%% Deformation history of structures
dtstep=5;
Xc=max(coordxyz(:,1));
Yc=max(coordxyz(:,2));
Zc=max(coordxyz(:,3));
figure(3)
axis('equal')
axis off
sfac=10; % This is the scale factor for the plotting of the deformed
% structures.
title(strcat('Deformed structures in time. Scale x ',num2str(sfac)))
for i=1:5
Ext=Ex+(i-1)*(Xc+400);
plotpar=[1,2,1];
elnum=Edof(:,1);
%eldraw3(Ext,Ey,Ez,plotpar,elnum);
Edb=extract(Edof,Dsnap(:,dtstep*i-(dtstep-1)));
plotpar=[1,3,1];
eldisp3(Ext,Ey,Ez,Edb,plotpar,sfac);
Time=num2str(t(5*i-4));
NotaTime=strcat('Time(seg)= ',Time);
text((Xc+400)*(i-1)+50,150,NotaTime);
end
Eyt=Ey-(Yc+1000);
for i=6:10
Ext=Ex+(i-6)*(Xc+400);
plotpar=[1,2,1];
elnum=Edof(:,1);
%eldraw3(Ext,Eyt,Ez,plotpar,elnum);
Edb=extract(Edof,Dsnap(:,dtstep*i-(dtstep-1)));
plotpar=[1,3,1];
[sfac]=eldisp3(Ext,Eyt,Ez,Edb,plotpar,sfac);
Time=num2str(t(5*i-4));
NotaTime=strcat('Time(seg)= ',Time);
text((Xc+400)*(i-6)+50,-250,NotaTime)
end
% ----------------------------- End ----------------------------------⛳️ 运行结果
🔗 参考文献
[1] 刘慧,刘学斌,陈小来,等.基于驱动时序控制CCD曝光时间的设计与实现[J].红外与激光工程, 2015, 44(S1):199-204.DOI:10.3969/j.issn.1007-2276.2015.z1.037.
[2] 唐诗.基于多尺度变换的无源毫米波图像融合算法研究[D].电子科技大学[2023-09-22].
