struct3.m

Benchmark Control Problems for Seismically Excited Nonlinear Building

%-----------------------------------------------------------------------
%|*********************************************************************|
%|*           Structural Data of the 3 Story 4 Bay Building           *|
%|*                                                                   *|
%|*                  University of Notre Dame                         *|
%|*                       November, 1999                              *|
%|*                                                                   *|
%|*               Coded by      Y.Ohtori                              *|
%|*                             R.E.Christenson                       *|
%|*               Supervised by B.F.Spencer, Jr.  	              *|
%|*********************************************************************|
%-----------------------------------------------------------------------

% UNITS: N - m

% ------------------------------------------------
% --- Define File Name of Structural Data File ---
% ---  for the SIMULINK S-function             ---
% ------------------------------------------------
     f1_name = 'structure.dat1';  % File Name of Structural Data for SIMULINK

% --------------------------------------------
% --- Define Initial Data for Calculations ---
% --------------------------------------------
     T_str   = 0.0;                     % Start time of the Response Analysis
     T_end   = 100.0;                   % End time of the Response Analysis
     dt_cal  = 0.005;                   % Calculation Interval Delta_t
     dt_out  = 0.01;                   % Output Interval for file

    beta_val  = 1.0/4.0;               % beta  value for Newmark-beta Method
    gamma_val = 1.0/2.0;               % gamma value for Newmark-beta Method

% ----------------------
% --- Define Damping ---
% ----------------------
     zeta_cr   = 0.02;                % Critical Damping Ratio
     h_max     = 0.02;                % Maximum Damping for Type 2
     nCutOff   = 2;                   % Number of mode for cutting off

% -------------------------------------
% --- Set Data for Nodal Coordinate ---
% -------------------------------------
     Num_story = 3;                           % Number of stories 
     Num_bay   = 4;                           % Number of Bays
     Num_MRF   = 2;                           % Number of Moment Resisting Frame
     Num_node  = (Num_bay+1)*(Num_story+1);   % Number of Node
     Num_DOF   = 3*Num_node;                  % Number of Degree of Freedoms

     height = [ 3.9624 3.9624 3.9624 ];  

     width  = [ 9.1440 9.1440 9.1440 9.1440 ];

% ---------------------------------------------
% --- Define Material Table (left to right) ---
% ---------------------------------------------
     Num_beam  = Num_bay*Num_story;              % Number of Beams
     Num_col   = (Num_bay+1)*Num_story;          % Number of Columns
     Num_elem  = Num_beam + Num_col;             % Number of Elements

     element_tbl = zeros(Num_elem,4);

%  - Column -

   for i=1:Num_col
     element_tbl(i,1) = i;
     element_tbl(i,2) = i + (Num_bay+1);
     element_tbl(i,4) = 1;
   end

  element_tbl(1:Num_col,3) = [ ...
                               1     2     2     1     6  ...   %  1st floor
                               1     2     2     1     6  ...   %  2nd floor
                               1     2     2     1     6  ...   %  3rd floor
                                                        ]';

%  - Beam   -

   elem_no = Num_col;
   for i = 1:Num_story
     for j = 1:Num_bay
         elem_no = elem_no + 1;
         element_tbl(elem_no,1) = i*(Num_bay+1) + j;
         element_tbl(elem_no,2) = element_tbl(elem_no,1) + 1;
         element_tbl(elem_no,4) = 2;
     end
   end

  element_tbl(Num_col+1:Num_col+Num_beam,3) = [ ...

                                    3      3     3   7 ...   %  2nd floor
                                    4      4     4   7 ...   %  3rd floor
                                    5      5     5   7 ...   %  roof
                                                       ]'; 
  element_tbl(Num_col+[4 8 12],4) = 3;

% -----------------------------------
% --- Define Master - Slave Nodes ---
% -----------------------------------
%   Master  Dir  Num_slv  Slv_1  Slv_2  Slv_3  Slv_4
  slv_tbl = [   6      1     4        7      8       9     10;    %  2nd floor
               11      1     4       12     13      14     15;    %  3rd floor
               16      1     4       17     18      19     20;    %  roof
                                                           ];      

  Num_mst = length(slv_tbl(:,1));                    % Number of Master Nodes

% --------------------------
% --- Define Fixed Nodes ---
% --------------------------
%                       Fix: 1 , Free: 0 
%              Node_no  Hor.  Vert.  Rot.
  Fix_node = [    1       1     1     1 ;
                  2       1     1     1 ;
                  3       1     1     1 ;
                  4       1     1     1 ;
                  5       1     1     1 ;

                                       ];

  Num_BND   = length(Fix_node(:,1));         % Number of Fixed Nodes

% ---------------------------
% --- Define Element mass ---
% ---------------------------
  seismic_mass1 = 4.7835e+05;
  seismic_mass2 = 5.1779e+05;

  Element_mass = [
   zeros(1,Num_col)...
   seismic_mass1*(1/(Num_bay))*ones(1,Num_bay)...   %  2nd floor
   seismic_mass1*(1/(Num_bay))*ones(1,Num_bay)...   %  3rd floor
   seismic_mass2*(1/(Num_bay))*ones(1,Num_bay)...   %  roof
                 				  ]';
% -----------------------------
% --- Define Material Table --- 
% -----------------------------
% Type = 0: Spread Plasticity Model
%        1: Concentrated Plasticity Model
  mat_tbl = [
%Mat_no EI1     EI2        EI3        EA         GA         d1        d2       type
1 2.8295e+08 2.5519e+08 8.4885e+06 9.7518e+09 8.8960e+15 9.2366e-03 9.7244e-03  1
2 3.6034e+08 3.2899e+08 1.0810e+07 1.1790e+10 8.8960e+15 8.9803e-03 9.4488e-03  1
3 4.9100e+08 4.7068e+08 1.4730e+07    1e10    8.8960e+15 4.4633e-03 4.6850e-03  1
4 4.1028e+08 3.7595e+08 1.2308e+07    1e10    8.8960e+15 4.8652e-03 5.1181e-03  1
5 1.5229e+08 1.3940e+08 4.5688e+06    1e10    8.8960e+15 6.1373e-03 6.4567e-03  1
6 1.0070e+07 9.0411e+06 3.0209e+05 2.5798e+09 8.8960e+15 1.9665e-02 2.0709e-02  1
7 7.0155e+07 6.3451e+07 2.1046e+06    1e10    8.8960e+15 7.1809e-03 7.5591e-03  1
               ];