# Calculation of 2006 2005

```1.1
1.1.1
Calculation of（HJ2026~HJ2025）
The calculation model of steel pipe-rack HJ2026~HJ2025 is shown in Fig 4-1-1.
Fig 4-1-3 Operation load on beam (Unit: kN)
Fig 4-1-4 Testing load on beam (Unit: kN)
Fig 4-1-5 Lateral wind load in model
1.1.2
Structural calculation results
Table. 4-1 Steel members stress check result
Member
Sectio
n
Materia
l
Lay
Laz
Ratio
Ratio
Corrosion
Columns
HEA
260
HEA
260
ACIER
E36
ACIER
E36
13.67
23.08
0.41
0.58
27.34
46.16
0.35
0.47
BEAMS B1
1.1.3
Case
202:1xDL+0.30xTEST+1x
EX+1xEY
202 : 1xDL +0.30xTEST +1x
EX+1xEY
Displacement checking
(1) Vertical deflection of beams
The limit value of vertical deflection is specified in NA.2.23 to NF EN 1993-1-1:2005, which
equals to
The maximum downward vertical deformation result under different load cases is listed below:
Case
Vertical Deflection Result
Check
Operation
The maximum value is
0.6mm&lt;3000/200
Check is ok.
Testing
The maximum value is
0.7mm&lt;3000/200
Check is ok.
(2) Lateral displacement
The limit value of horizontal deflection is specified in NA.2.24 to NF EN 1993-1-1:2005, which
equals to Height/300 for variable loads.
The limit value of horizontal deflection is specified in Clause 4.4.3.2 of NF EN 1998-1-1:2004,
which equals to Height/100 for seismic loads. (Considering reduction factor v=0.5 by
importance class II).
Case
Horizontal Deflection Result
Check
Wind
The maximum value
for y-direction is
4.5 mm&lt;2500/300
Check is ok.
Seismic
（Ex）
The maximum value
for
x-direction is
3.3x4=
13,2mm&lt;2500/100
Check is ok.
RPA 99/2003, Art
4.4.3 , Art 5.10
Seismic
（Ey）
(3) Columns Horizontal Deflections :
The maximum value
for
y-direction is
5.7x4=
22,8mm&lt;2500/100
Check is ok.
RPA 99/2003, Art
4.4.3 , Art 5.10
Fig 4-1-6 Steel Columns Numbers
Fig 4-1-7 Steel Columns deflections Under Wind load
Fig 4-1-8 Steel Columns deflections Under Seismic load in X direction
Fig 4-1-9 Steel Columns deflections Under Seismic load in Y direction
```