In this post, I am going to present an extremely simplified MATLAB code for carrying out flexural design of reinforced concrete beams (rectangular or flanged) according to Eurocode 2. Before you can use this code, you must carry out yourÂ analysis and obtain your design forces and moments. You can just copy the code and paste on your MATLAB script. There are no external functions to be called for the program.

% ANALYSIS AND DESIGN OF RECTANGULAR AND FLANGED BEAMS PER EUROCODE 2

% THIS PROGRAM WILL CALCULATE THE AREA OF REINFORCEMENT REQUIRED, AND ALSO DO THE DEFLECTION VERIFICATION USING THE DEEMED TO SATISFY RULES OF EC2

clc

disp(‘THIS PROFORMA WAS WRITTEN BY O.U.R UBANI’)

disp(‘DOWNLOADED FROM WWW.STRUCTVILLE.COM’)

disp(‘ANALYSIS AND DESIGN OF BEAMS PER EUROCODE 2’)

% INPUT MATERIAL PROPERTIES

Fck = input(‘Enter the grade of concrete (N/mm^2)FckÂ = ‘);

Fyk = input(‘Enter the yield strength of steel (N/mm^2)Fyk = ‘);

% INPUT DESIGN MOMENT

MEd = input(‘Enter the ultimate design moment (KNm) MEd = ‘);

% INPUT SECTION AND DESIGN PROPERTIES

h = input(‘Enter the depth of beam (mm)h = ‘);

b = input(‘Enter the effective flange width of the beam (mm)b = ‘);

bw = input(‘Enter the beam width (mm)bw = ‘);

Cc = input(‘Enter concrete cover (mm) = ‘);

dr = input(‘Enter the diameter of reinforcement (mm) = ‘);

dl = input(‘Enter the diameter of links = ‘);

% CALCULATION OF EFFECTIVE DEPTH

disp(‘Effective depth d (mm)’)

d = h-Cc-(dr/2)-dl % Effective depth

disp(‘Depth of reinforcement from the face of concrete’)

do = Cc+dl+(dr/2)

% ANALYSIS FOR INTERNAL STRESSES

ko = 0.167;

k = (MEd*10^6)/(Fck*b*d^2)

if k>ko

disp(‘Since k > ko, Compression reinforcement is required’)

Mcd = (Fck*b*d^2*(k-ko))*10^(-6)

As2 = (Mcd*10^6)/(0.87*Fyk*(d-do))

z = 0.5*d*(1+sqrt(1-3.53*ko))

As1 = ((ko*Fck*b*d^2)/(0.87*Fyk*z))+ As2

else

disp(‘Since k < ko, No Compression reinforcement is required’)

disp(‘Lever arm (la)’)

la = 0.5+sqrt(0.25-0.882*k)

if la>0.95

disp(‘Since la > 0.95,’)

la = 0.95

else

la = 0.5+sqrt(0.25-0.882*k)

end

As1 =(MEd*10^6)/(0.87*Fyk*la*d)

end

% MINIMUM AREA OF STEEL REQUIRED

fctm = 0.3*(Fck^(2/3)) %MEAN TENSILE STRENGTH OF CONCRETE (TABLE 3.1 EC2)

ASmin = 0.26*(fctm/Fyk)*bw*d

if ASmin < 0.0013*bw*d

ASmin = 0.0013*bw*d

end

if As1<ASmin

As1 = ASmin

else

disp(‘Since As1 > Asmin, provide As1 which is the area of steel required’)

end

Asprov1 = input(‘Enter area of tension steel provided (mm^2) = ‘);

Asprov2 = input(‘Enter area of compression steel provided if any (mm^2) = ‘);

% CHECK FOR DEFLECTION

2.0 MATLAB CODE FOR SHEAR DESIGN ACCORDING TO EC2

% SHEAR DESIGN IN EUROCODE 2

clc

disp(‘SHEAR DESIGN ACCORDING TO EC2′)

disp(‘THIS PROFORMA WAS WRITTEN BY O.U.R. UBANI’)

% MATERIALS PROPERTIES

Fck = input(‘Enter the grade of concrete (N/mm^2) = ‘);

Fyk = input(‘Enter the yield strength of steel (N/mm^2) = ‘);

VEd = input(‘Enter the value of shear force at ULS (KN) = ‘);

% SECTION PROPERTIES

h = input(‘Enter the depth of beam (mm) = ‘);

bw = input(‘Enter the beam width (mm) = ‘);

Cc = input(‘Enter concrete cover (mm) = ‘);

dr = input(‘Enter the diameter of reinforcement (mm) = ‘);

dl = input(‘Enter the diameter of links = ‘)

d = h-Cc-(dr/2)-dl % Effective depth

do = Cc+dl+(dr/2)

% CALCULATION OF THE SHEAR CAPACITY OF THE SECTION WITH NO SHEAR REINFORCEMENT

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Asprov1= input(‘Enter the area of steel provided in the shear zone (mm^2) = ‘) % The reinforcement must exceed the design anchorage length by at least the effective depth

Crd = 0.12

k1= 1+sqrt(200/d)

if k1>2

k1=2

end

disp(‘Reinforcement ratio’)

P1 = (Asprov1/(bw*d))

if P1>0.02

P1 = 0.02

end

% THIS SECTION IS TO BE CONSIDERED IF THERE IS AXIAL FORCE IN THE SECTION

disp(‘Axial force in the section’)

N = input(‘Enter the value of AXIAL FORCE IF ANY(+VE FOR COMP, AND -VE FOR TENSION)(kN) = ‘)

disp(‘Axial stress in the section (Ds)’)

Ds = (N*1000)/(bw*h)

if Ds > (0.2*0.85*Fck)/1.5

Ds = (0.2*0.85*Fck)/1.5

end

k2 = 0.15;

disp(‘Minimum shear stress in the section (N/mm^2)’)

Vmin = 0.035*k1^(1.5)*sqrt(Fck)

disp(‘Concrete resistance shear stress (VRd) (N/mm^2)’)

VRdQ = ((Crd*k1)*(100*P1*Fck)^(1/3)*(bw*d))/1000 % SHEAR FORCE CONTRIBUTION

VRdN = ((k2*Ds)*(bw*d))/1000 % AXIAL FORCE CONTRIBUTION

VRd = VRdQ + VRdN % TOTAL SHEAR RESISTANCE

if VRd < ((Vmin+(k2*Ds))*(b*d))/1000

VRd = ((Vmin+(k2*Ds))*(b*d))/1000

end

if VRd>VEd

disp(‘Since VRd > VEd’)

disp(‘NO SHEAR REINFORCEMENT REQUIRED, PROVIDE NOMINAL LINKS’)

else

if VRd<VEd

disp(‘SinceÂ VRd < VEd’)

disp(‘SHEAR REINFORCEMENT REQUIRED, CALCULATE COMPRESSION STRUT CAPACITY’)

disp(‘Assume strut angle (thetha) = 21.8 deg, cot(thetha)= 2.5’)

thetha = 21.8

V1 = 0.6*(1-(Fck/250))

disp(‘Design compressive strength of concrete (fcd) (N/mm^2)’)

fcd = 0.567*Fck

z = 0.9*d

disp(‘Maximum capacity of compression strut (KN)’)

VRDmax = ((b*z*V1*fcd)/(2.9))/1000

if VRDmax > VEd

disp(‘Since VRDmax > VEd’)

disp(‘OK! Calculate diameter and spacing of links’)

ASMINlinks_to_spacing = ((0.08*sqrt(Fck))/Fyk)*b

ASlinks_to_spacing = (VEd*1000)/(z*0.87*Fyk*2.5)

else

disp(‘Since VRDmax > VEd, it means we need a higher strut angle (beta)’)

disp(‘By calculating the strut angle’)

disp(‘Shear stress at the section (N/mm^2)’)

v = (VEd*1000)/(b*d)

beta = (0.5)*asind((v)/(0.153*Fck*(1-(Fck/250))))

if beta>45

disp(‘Since beta < 45 deg, SECTION INADEQUATE FOR SHEAR, INCREASE DEPTH !!!!!’)

Â Â else

disp(‘The ratio of Area of steel/spacing of links’)

ASlinks_to_spacing = (VEd*1000)/(z*0.87*Fyk*cotd(beta))

end

end

end

Area_of_legs = input(‘Enter the area of number of legs selected = ‘)

Spacing = input(‘Enter the spacing = ‘)

disp(‘CHECK’)

T = Area_of_legs/Spacing

if T > ASlinks_to_spacing

disp(‘Shear reinforcement is ok’)

else

disp(‘Increase area of steel, or reduce spacing’)

end

endÂ Â

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gud one engr Ranks

Thank you very much.

You are truly a good programmer Engr. Ranks ðŸ™‚

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