function member = member1
% creates structural member: Example 1 according to DAfStb guideline


%% geometrical parameters

    % heigth [mm]
    member.h = 200;
    
    % length [mm]
    member.l_0x = 6000;                 % main span direction
    member.l_0y = 0;                 
    member.l_0  = member.l_0x;          % default value
    
    % width [mm]
    member.b = 1000; 
    
    % Cross section
    member.A_c = member.b * member.h;
    
    % Depth of support
    member.t = 200;   
    
    % Gap betrween support and FRP
    member.a_l = 50;
    
    % Deformation at time of strengthening [mm]
    member.w_0 = 0;   
    member.w_k = 0.3;   % maximum value of permitted crack width (XC1)
    
    
%% material parameters
    %% Concrete: C20/25 , XC1
    member.f_ck = 20;                   % characteristic concrete compressive cylinder strength [N/mm^2]
    member.f_cm = 28;                 % mean concrete compressive cylinder strength [N/mm^2]
    member.f_cd = 0.85*member.f_ck/1.5; % design value of concrete compressive cylinder strength [N/mm^2]
    member.f_ctmsurf = 2 ;              % mean value of near-surface tensile strength [N/mm^2] 
    member.E_c = 33000;                 % E-Modul concrete [N/mm^2]
    member.phi_t = 1.66;                % creep coefficient 
    member.dc_tool = 1;                 % tool specific coefficient according to manufactors instructions (min. 1mm) [mm]
    member.dc_slot = 2;                 % construction tolerance for cutting the slot (min 2mm) [mm]
    member.dc_member = 0;               % member specific variation of concrete cover (for slabs appr. 0) [mm]
    member.dc_dev = member.dc_tool + member.dc_slot + member.dc_member; % allowance for tolerance
    
    %% Tensile steel reinforcement: BST 500
    member.phi_s = 12;                          % largest diameter [mm]
    member.f_yk = 500;                          % characteristic yield stress [N/mm^2]
    member.f_yd = member.f_yk/1.15;             % design value of yield stress [N/mm^2]
    member.E_s = 200000;                        % E-Modul steel [N/mm^2]
    member.e_su = 1000*member.f_yd/member.E_s;  % ultimate strain of the steel reinforcement [mm/m]
    member.type_y = 'ripped';                   % reinfocement type [ripped , plain]
    member.gap = 12;                            % [cm] distance between reinfocment bars
    member.perMeter = 100/member.gap;           % number of bars per meter
    member.n_s = [member.perMeter];             % number of diffrent bars per diameter
    member.phi = [12];                          % diffrent diameters of longitudinal reinforcement
    member.doubleBar = 'false';                 % true or false
    member.a_sl =  9.42 *100;                   % bottom reinforcement [mm^2]
    member.a_sq =  1.88 *100;                   % transverse bottom reinforcement[mm^2]
    member.a_sl2 = 0 *100;                      % upper reinforcement [cm^2]
    member.a_sq2 = 0 *100;                      % transverse upper reinforcement[cm^2]
    member.rho_s1 = member.a_sl/  (member.b*member.h); % reinforcement ratio bottom reinforcement
    member.rho_s2 = member.a_sl2/ (member.b*member.h); % reinforcement ratio upper reinforcement
    member.bondCond = 'good';                   % bond condition ['good', 'moderate']
    
    % Position of existing reinforcement [mm]
    member.c_nom = 20;                          % concrete cover [mm]
    member.c     = 18;                          % existing concrete cover [mm] 
    member.dx    = member.h - member.c - 0.5*member.phi_s;   % effective depth of compression zone in main span direction
    member.dy    = member.h - member.c - 1.5*member.phi_s;   % effective depth of compression zone in 2nd span direction
    member.d     = 170;                         % default value
    member.d_2x  = member.c_nom + 0.5*member.phi_s;
    member.d_2y  = member.c_nom + 1.5*member.phi_s;
    member.d_2   = member.d_2x;                 % default value
    
    
    %% CFRP Strip
    member.f_Luk = 2400;                        % characteristic tensile strength [N/mm^2]
    member.f_Lud = member.f_Luk/1.2;            % design value of tensile strength [N/mm^2]
    member.E_L = 170000;                        % mean value of E-Modul FRP [N/mm^2]
    member.varepsilon_Lud = 10^3 * member.f_Lud/member.E_L; % ultimate FRP strain [mm/m]
    member.t_L = 1.4;                           % thickness of FRP strip [mm]
    member.b_L = 175;                           % width of FRP strip [mm]
    member.n_L = 1;                             % number of CFRP strips per meter
    member.a_L = member.n_L* member.t_L * member.b_L;       % strip area [mm^2/m]    member.dist_val = 1000/member.n_L; % Distance between strips [mm] 
    member.maxDist = min(0.2 * member.l_0 , 5* member.h);   % maximum allowed distance between CFRP strips
    member.rho_L = member.a_L/(member.b*member.h);          % strengthening ratio
    member.alpha_bc = 0.9;                      % productspecific coefficient for concrete (for pre-dimensioning = 0.9)
    member.alpha_bG = 0.5;                      % productspecific coefficient for adhesive (for pre-dimensioning = 0.5)
    member.k_sys = 0.6;
    member.k_bck = 4.5;                         % productspecific coefficient for loss of composite action in concrete (for pre-dimensioning = 4.5)
    
    
    %% Epoxy resin adhesive
    member.f_Gtk = 30;      % tensile strength [N/mm^2]
    member.f_Gck = 90;      % compressive strength [N/mm^2]
    
%% parameters from structural analysis
       
    %% loading
    member.g_k1 = 5.0;                  % characteristic dead load [kN/m]
    member.g_k2 = 2.0;                  % characteristic fitting-out load [kN/m]
    member.g_k = member.g_k1 + member.g_k2;
    member.q_k1 = 2.0;                  % characteristic imposed load before strengthening LC1 [kN/m]
    member.q_k2 = 0;                    % characteristic imposed load during strengthening LC2 [kN/m]
    member.q_k3 = 7;                    % characteristic imposed load for strengthened condition LC3 [kN/m]
    member.Psi0 = 0.8;                  % combination coefficient according to the category of use
    member.Psi1 = 0.7;                  % combination coefficient according to the category of use
    member.Psi2 = 0.5;                  % combination coefficient according to the category of use
    member.q_perm1 = member.g_k;        % permanent loading before strengthening
    member.q_perm2 = member.g_k1;       % permanent loading during strengthening
    member.q_perm3 = member.g_k;        % permanent loading after strengthening
    member.q_rare1 = member.g_k + member.q_k1;                  % rare loading before strengthening
    member.q_rare3 = member.g_k + member.q_k3;                  % rare loading after strengthening
    member.p_d = 1.35*member.g_k + 1.5*member.q_k3;             % design value [kN/m]
    member.n_0 = 0;                     % characterisitc value of force in x-direction
    member.N_Ed = 1.5*member.n_0;       % design value of force in x-direction
    
    %% bending moments
    
    % maximum bending moment SLS: under permanent loading situation LC1 [kNm/m]
    member.m_perm1 = round(member.q_perm1 * member.l_0^2 / (8*10^6),2);
        
    % maximum bending moment SLS: under permanent loading situation LC2 [kNm/m]
    member.m_0k = round(member.q_perm2 * member.l_0^2/(8*10^6),2);        
    
    % maximum bending moment SLS: under permanent loading situation LC3 [kNm/m]
    member.m_perm3 = round(member.q_perm3 * member.l_0^2 / (8*10^6),2);   
    
    % maximum bending moment ULS [kNm/m]
    member.m_ed_max = round(member.p_d * member.l_0^2 / (8*10^6),2);     
    
    % maximum bending moment SLS: under rare loading situation LC3 [kNm/m]
    member.m_ed_rare = round(member.q_rare3 * member.l_0^2 / (8*10^6),2);
    
    % internal moments
     member.xl = [0: 0.01 : 0.001*member.l_0];
     member.m_Ed  = zeros(length(member.xl),1);
     member.m_e0  = zeros(length(member.xl),1);
     
    for i=1:length(member.xl)
        % insert function of bending moment below after "member.M_EdV(i) = member.M_EdV(i) +"
        member.m_Ed(i)  = member.m_Ed(i)  + member.p_d *  member.l_0 *member.xl(i)/2000 - (member.p_d *member.xl(i)^2)/2 ; % design moment
        member.m_e0(i)  = member.m_e0(i)  + member.g_k1 * member.l_0 *member.xl(i)/2000 - (member.g_k1*member.xl(i)^2)/2 ; % characteristic moment
    end
    save('member1.mat')
end