Project Name HDS Alternative Page 1/5
Customer Name Awan, Arslan Joint 1
Country United Kingdom 23-09-2024
Leviat Floor Joint Software, Version 1.0
The following calculation determines the capacity of Isedio ArmourJoint Adjustable based on "TR34.4" and "EC-
2"calculation method.While other products might have similar shape and properties their performance can vary so that this
calculation cannot be used to determine their capacity.
Solution
Selected result: 6MM Adjustable ARJO-6/150-200MM-5Dowel/3M
Input
Material
Concrete class C30/37
Soil k-value 0.05 N/mm3
Slab & Joint
Slab Thickness 170.00 mm
Length of the joint 3000.00 m
Total joint opening 20.00 mm
Leviat
President Way, President Park, Sheffield, S4 7UR, United Kingdom
info.isedio.uk@leviat.com
Leviat.com | Isedio.com
Project Name HDS Alternative Page 2/5
Customer Name Awan, Arslan Joint 1
Country United Kingdom 23-09-2024
Loads
Dead load gk 5.00 kN/m2 (γg = 1.35)
Live load qk 5.00 kN/m2 (γq = 1.5)
Point load type Single
Point load Qk 0.00 kN (γQ = 1.5)
Width of contact area WQ 200.00 mm
Distance btw. point loads XQ 500.00 mm
Forklift class #FL1 (γQ,dyn = 1.6, φ = 1.4)
Parallel to joint yes
Crossing the joint yes
Load cases
Vd(γg∙gk+γq∙qk+γQ∙Qk) 10.87 kN/m
Where
γg = partial load factor for permanent load
gk = permanent surface load
γq = partial load factor for live load
qk = live load
γQ = partial load factor for point load
Qk = point load
Vd(γg∙gk+γQ,dyn∙φ∙QFL,k) 16.52 kN/m
Where
γg = partial load factor for permanent load
gk = permanent surface load
γQ,dyn = partial load factor for dynamic load
QFL,k = forklift load
φ = dynamic magnification factor
Leviat
President Way, President Park, Sheffield, S4 7UR, United Kingdom
info.isedio.uk@leviat.com
Leviat.com | Isedio.com
Project Name HDS Alternative Page 3/5
Customer Name Awan, Arslan Joint 1
Country United Kingdom 23-09-2024
Calculation
Dowel Shear Capacity
Psh plate = A x 0.9 x 0.6 x pγ
Where
A = cross-sectional area of plate (mm2)
fyd = dowel steel design yield strength (N/mm2)
Where
A 900.00
Pγ 239.13
Psh plate 116.20 kN
Dowel Bearing/Bending Capacity
Pmax plate = 0.5[(b12+c1)0.5-b1]
Where
b1
c1 = 2k3fcdPb2tp2fyd
Where
b1 180000.00
c1 23243478260.87
Pmax plate 27.90 kN
Leviat
President Way, President Park, Sheffield, S4 7UR, United Kingdom
info.isedio.uk@leviat.com
Leviat.com | Isedio.com
Project Name HDS Alternative Page 4/5
Customer Name Awan, Arslan Joint 1
Country United Kingdom 23-09-2024
Punching shear capacity
vRd vmin x u1 x d
vmin = 0.035 x k1.5 x fck0.5
Where
fck = characteristic value of the concrete compressive
k = 1 + √(200/d) ≤ 2.0
Where
fck 30.00
k 2.00
vmin 0.54 kN
Where
d = effective depth taken as 0.75 times the distance
u1 = critical perimeter at 2.0d
Where
vmin 0.54
d 61.50
u1 646.42
Pshear cap 21.60 kN
Leviat
President Way, President Park, Sheffield, S4 7UR, United Kingdom
info.isedio.uk@leviat.com
Leviat.com | Isedio.com
Project Name HDS Alternative Page 5/5
Customer Name Awan, Arslan Joint 1
Country United Kingdom 23-09-2024
Calculation Summary
Spacing for single dowels 600.00 mm
Dowel Shear capacity 116.20 kN
Dowel Punching shear capacity 21.60 kN
Dowel Bearing / Bending capacity 27.90 kN
Governing capacity per linear meter 36.00 kN/m
Leviat
President Way, President Park, Sheffield, S4 7UR, United Kingdom
info.isedio.uk@leviat.com
Leviat.com | Isedio.com
