# Calculator

## ReoCo - Concrete Calculator

User
Slab Properties Slab Thickness:
150 mm

Characteristic Compressive Cylinder Strength (Mpa):

Material:

Substrate Description:

Part 2 Width of the Racking Leg/Column:
mm

Moment Capacities Kind of Concrete:

Fibre Product: (*in order to select fibre product, please select the kind of concrete)

Dosage Rate (kg/m³): (*in order to select dosage rate, please select the fibre product)
kn

kn

Dual - Ultimate Design Point Load 2:
kn

Centre Line Spacing between 2 point loads:
mm

kn

kn

kn

kn

mm

mm

Punching Shear
kn

Base Plate Thickness:
mm
Internal Slab Unreinforced Concrete Minimum Shear Stress:
mPa
"Effect of Ground Support, Loads Applied through a Stiff Bearing" Effective Dimensions of Bearing Plate [mm]:

Results - Punching Shear Internal Slab: kn
Edge: kn
Corner: kn
Internal Load Ground Pressure P*-Rcp < Pp (Internal Slab): kn
Edge Load Ground Pressure P* - Rcp < Pp (Slab Edge): kn
Worksheet
Strength Properties for Concrete
Characteristic compressive cylinder strength ƒck [MPa]

Mean Compressive Strength (cylindrical) ƒcm = fck + 8

Mean Axial Tensile Strength "ƒctm = 0.3*fck^(2/3) if fck <=50. =2.12ln(1+(fcm/10)) if fck>50"

Secant Modulus of Elasticity Ecm = 22*((fcm/10)^0.3)

Short-Term Elastic Concrete Modulus Ecm [MPa] (rounded to nearest 500)

Flexural Tensile Strength
Slab Thickness h (mm)

Material

Material Partial Safety Factor γm

Flexural Tensile Strength ƒctd,fl [MPa] = fctm * (1.6-h/1000)/γm

Material Description

Modulus of subgrade reaction k [N/mm^3]

Radius of Relative Stiffness (Elastic Length) l [mm]

Negative Moment Capacity Mun = ƒctd,fl(h^2/6) [kNm/m]

Positive Moment Capacity (with Macro Synthetic Fibre Reinforced Concrete)
Kind of Concrete:

Which Fibre Product:

What Dosage Rate:

Chosen page and table

Chosen row

Flexural tensile strength CMOD 0.5mm fR1

Direct axial tensile strength CMOD 0.5mm σR1 [MPa]

Flexural tensile strength CMOD 3.5mm fR4

Direct axial tensile strength CMOD 3.5mm σR4 [MPa]

Positive Moment Capacity Mup = (h^2)/γm * (0.29 * σR4 + 0.16 * σR1) [kNm/m]

Equivalent radius of contact area of the load (mm^2) based on the effective contact area a = sqrt((d^2)/pi)

Thickness of base plate (mm) t

Width of the racking leg/column (mm) d

a/l calculated contact area to stiffness ratio

a/l (where a/l is 0, in between 0 and 0.2, or 0.2+)

P*1 [kN]

Internal Load Interpolation Pu,a/l = Pu,0 + ((Pu,0.2 - Pu,0) * (a/l /0.2)

Internal Load a/l = 0 Pu,0 = 2*pi*(Mp+Mn) [kN]

Internal Load a/l >=0.2 Pu,0.2 = [pi*(Mp+Mn) + 4*Mn]/[l-(2a/3l)] [kN]

Free Edge Load Interpolation Pu,(a/l) = Pu,0 + ((Pu,0.2 - Pu,0) * (a/l)/0.2)

Free Edge Load a/l = 0 Pu,0=[PI*(Mp+Mn)/2]+2*Mn [kN]

Free Edge Load a/l >=0.2 Pu,0.2 = [PI()*(Mp+Mn)+4*Mn]/[1-(2*a/3*l)] [kN]

Free Corner Load Interpolation Pu,a/l = Pu,0 + ((Pu,0.2 - Pu,0) * (a/l /0.2)

Free Corner Load a/l = 0 Pu,0 = 2*Mn [kN]

Free Corner Load a/l >= 0.2 Pu,0.2 = 4*Mn/[1-(a/l)] [kN]

P*'s [kN]

Centre Line Spacing between 2 point loads "if x<2h, treat as single point. X > 2h (h = thickness) dual point. [mm]"

Internal Load a/l = 0 Pu,0 = [2*PI() + ((1.8*x)/l)] * (Mp + Mn) [kN]

Internal Load a/l >=0.2 Pu,0.2 = [4*PI/(1-(a/3l)+1.8x/(1-(a/2))]*[Mp+Mn] [kN]

Multiplier Factor mf = single point free edge load / internal load

P*'s [kN]

P*'s [kN]

Centre Line Spacing between 2 point loads x [mm]

Centre Line Spacing between 2 point loads y [mm]

Interpolation Internal Load (a) normal interpolation

Interpolation Internal Load (b) only valid if same racking leg dimensions for each P 4 x single point load capacity

Interpolation Internal Load © only valid if same racking leg dimensions for each P 2 x dual point load capacity

Internal Load a/l = 0 Pu,0 = ((2*PI) + (1.8(x+y)/l)) * [Mp + Mn] [kN]

Internal Load a/l >=0.2 Pu,0.2 = [4*PI/(1-(a/3l)+1.8(x+y)/(1-(a/2))]*[Mp+Mn] [kN]

Punching Shear Capacity and Ground Support

Max Shear Strength Vmax [Mpa]

Plate Shape

Length of the perimeter of the loaded area Square Plate u0. 4*(d+4t) or 4*d? [mm]

Length of the perimeter at a distance 2d. from the loaded area. Square Plate u1. 4d*PI+u0 [mm]

Effective depth of slab cross section d* = 0.75*h [mm]

ks = 1+(200/d*)^0.5. Must be less than or equal to 2.0

Max Punching Load Capacity Pp,max = Vmax*u0*d* [kN]

Punching Load Capacity (unreinforced) Pp = VRd,c,min*u1*d* [kN]

Unreinforced Concrete Minimum Shear Stress VRd,c,min = 0.035(ks^1.5)*(fck^0.5)

Unreinforced Concrete Minimum Shear Stress VRd,c,min = 0.035(ks^1.5)*(fck^0.5)

Internal Slab

Length of the perimeter of the loaded area Square Plate u0 = 3 x d [mm]

Max Punching Load Capacity Pp,max = Vmax*u0*d* [kN]

Length of the loaded perimeter at a distance 2d from loaded area u1 = (2*PI() *d*) + (3*d) [mm]

Punching Load Capacity (unreinforced) Pp = VRd,c,min*u1*d* [kN]

Edge

Length of the perimeter of the loaded area Square Plate u0 = 2*d [mm]

Max Punching Load Capacity Pp,max = Vmax*u0*d* [kN]

Length of the loaded perimeter at a distance 2d from loaded area u1 =(PI() * d*) +(2*d) [mm] (square plate)

Punching Load Capacity (unreinforced) Pp = VRd,c,min*u1*d* [kN]

Corner

Loads Applied Through a Stiff Bearing (a/l<0.2)
Check if a/l<0.2 to complete this section

Effective dimensions of bearing plate: x, y. x is the dimension parrallel to edge

Ground Pressure where a/l<0.2 Rcp = 1.4*(d*/l)^2*P + 0.47(x+y)(d* * P/(l^2)) [kN]

Ground Pressure where a/l>=0.2 (stiff bearing absent) Rcp = 1.4*((d* /l)^2) * P [kN]

Internal Load Ground Pressure Rcp = 1.4*(d*/l)^2*P + 0.47(x+y)(d* * P/(l^2)) [kN]

Internal Load Ground Pressure P*-Rcp < Pp (Internal Slab)

Ground Pressure where a/l<0.2 Rcp = 2.4*((d*/l)^2)*P + 0.8*(x+2y)(d* * P/(l^2)) [kN]

Ground Pressure where a/l>=0.2 (stiff bearing absent) Rcp = 2.4*((d* /l)^2) * P [kN]

Edge Load Ground Pressure Rcp = 2.4*((d*/l)^2)*P + 0.8*(x+2y)(d* * P/(l^2)) [kN]

Edge Load Ground Pressure P* - Rcp < Pp Slab Edge