Project reference
HOSPITAL FILIP II , CONNECTION DESIGN REPORT
COLUMN _ BEAM
Loads
Combination
bar n3 :
N = 15 kN
V = 20 kN
M = 22 kNm
[Note : Connection analyses are based on Eurocode 3 : EN 1993-1-8:2005]
Summary
Right-hand connection
Moment
Maximum positive moment (MRd+) = 68.9 kNm Sollicitating moment (MSd) = 22 kNm
Most critical combination : - Combination1 Max positive moment allowed by welds = 227.1 kNm Sollicitating moment (MSd) = 22 kNm
Most critical combination : - Combination1 -
Graph with work level for all combinations
Normal force
Maximum tension in the beam (TRd) = 272 kN Sollicitating tensile force (TSd) = 0 kN
Maximum compression in beam (CRd) = 609.8 kN Sollicitating compression force (CSd) = 12.1 kN
Most critical combination : - Combination1 -
Moment combined with normal force
Combination name
Combination1
MSd
22.00
MRd
68.91
NSd
12.07
NRd
609.80
MSd/MRd + NSd/NRd
0.34
<1
V
Shear
Maximum shear force (VRd) = 521.1 kN Sollicitating shear force (VSd) = 21.9 kN
Most critical combination : - Combination1 -
Maximum shear allowed in the column web = 171.7 kN Sollicitating shear in the column web = 44 kN
Most critical combination : - Combination1 -
Stiffness
For a positive moment
Sjini = 23418 kNm/Rad
Sj = 11709 kNm/Rad
The connection is Semi-Rigid.
Most critical combination : - Combination1 -
Results with components for -Combination1Right-hand connection
Moment
Total moment resistance (MRd) = 68.9 kNm Sollicitating moment (MSd) = 22 kNm
Bolt row n1, Restrictive component:
Bolt row n2, Restrictive component:
Bolt row n3, Restrictive component:
Bolt row n4, Restrictive component:
Bolt row n5, Restrictive component:
End plate in bending (mode 1) (mode 3), Moment : 47.8 kNm
End plate in bending (mode 1) (mode 3), Moment : 20.2 kNm
Column web in shear, Moment : 0.8 kNm
Column web in shear, Moment : 0 kNm
---, Moment : 0 kNm
Moment allowed by welds = 227.1 kNm Sollicitating moment (MSd) = 22 kNm
Graph with work level for - Combination1 -
Components
Bolt row
level arm and tensile force in bolt-row
n bolt-row
level arm (mm)
BtRd(kN)
Beam web in compression
Compression resistance of beam web = 1443 kN
Column web in shear
Shear resistance of column web = 171.7 kN
=1
Column web in compression
Compression resistance of web = 203.3 kN
Haunch flange in compression
Compression resistance of flange = 522.9 kN
1
440
90.4
2
340
90.4
3
246
90.4
4
147
90.4
5
47
90.4
Column flange in bending
Ft(x)Rd (kN)
(0): 116
(1): 202.9
(1+0): 126.3
(2): 284.9
(2+1): 208.3
(2+...+0): 126.3
(3): 370.3
(3+2): 293.8
(3+...+1): 211.7
(3+...+0): 126.3
(4): 457.3
(4+3): 380.7
(4+...+2): 298.7
(4+...+1): 213.2
(4+...+0): 126.3
(2): 249.6
(2+1): 225.6
(2+...+0): 174.2
(3): 263.9
(3+2): 251.6
(3+...+1): 227
(3+...+0): 174.2
(4): 272
(4+3): 265.1
(4+...+2): 252.6
(4+...+1): 227.7
(4+...+0): 174.2
(2): 224.4
(2+1): 156.4
(2+...+0): 100.2
(3): (3+2): (3+...+1): (3+...+0): 100.2
(4): (4+3): (4+...+2): (4+...+1): 180.1
(4+...+0): 100.2
(2): 572.2
(2+1): 398.7
(2+...+0): 255.6
(3): (3+2): (3+...+1): (3+...+0): -
(4): (4+3): (4+...+2): (4+...+1): (4+...+0): -
(2): (2+1): (2+...+0): -
(3): (3+2): (3+...+1): (3+...+0): 299.1
(4): (4+3): (4+...+2): (4+...+1): 537.4
(4+...+0): 299.1
Column web in tension
forces for each bolt group Ft(x)Rd (kN)
(0): 164.7
(1): 223.2
(1+0): 174.2
End Plate in bending
Ft(x)Rd (kN)
(0): 108.7
(1): 168.2
(1+0): 100.2
Tension in welds on end plate
Tension limit for the bolt row n1 = 525.1 kN
Tension limit for the bolt row n2 = 247.4 kN
Tension limit for the bolt row n3 = 344.9 kN
Tension limit for the bolt row n4 = 370.4 kN
Tension limit for the bolt row n5 = 538.8 kN
Beam web in tension
forces for each bolt group Ft(x)Rd (kN)
(0): 277.4
(1): 429
(1+0): 255.6
Haunch web in tension
forces for each bolt group Ft(x)Rd (kN)
(0): (1): (1+0): -
Normal force
Compression = (CSd = 12.1 kN) ( NInit = 15 kN) 609.8 kN (CRd)
Restrictive element for max compression : Compression in column web
Tension = (TSd = 0 kN) <= 272 kN (TRd)
Restrictive element for max tension : Tension in column web
Components
Compression in column web
Compression resistance in column web = 609.8 kN
Tension in column web
Tension resistance in column web = 272 kN
Moment in the column flange
Limit tension due to the moment in the column flange = 457.3 kN
Moment in end plate
Max tension due to moment in end plate = 404.5 kN
Tension in beam
Tension resistance in beam = 1845.6 kN
Compression in beam
Compression resistance in beam = 1441.9 kN
Tension in bolts
Tension resistance of bolts = 904.3 kN
Tension in the welds
Limit tension in the welds = 2026.6 kN
Normal force combined with moment
Sollicitating moment (MSd) = 22 kNm
Moment resistance (MRd) = 68.9 kNm
Sollicitating normal force (NSd) = 12.1 kN
Normal force resistance (NRd) = 609.8 kN
MSd/NSd + NSd/NRd = 0.339 < 1
Shear
Shear resistance (VRd) for the connection = 521.1 kN
The shear sollicitation (VSd) = 21.9 kN ( VInit = 20 kN Shear resistance (VRd) = 521.1 kN
Restrictive component = Bolt rows in shear
Sollicitating shear force in column web = 44 kN
Shear resistance of column web = 171.7 kN
Components
Welds in shear
Limit for Welds in shear = 835.1 kN
Bolt rows in shear
Resistance of bolt rows in shear = 521.1 kN
Column web in shear
Resistance of column web in shear =171.7 kN
Stiffness
Sjini = 23418 kNm/Rad
Sj = 11709 kNm/Rad
Classification
Connection is Semi-Rigid. (See rigidity graph)
Upper limit pinned connection = 2194 kNm/Rad
Lower limit rigid connection = 109682 kNm/Rad
Components
Column web in shear
k = 1.4 mm/Rad
Column web in compression
k = 6.3 mm/Rad
Bolts in tension
k = 8.7 mm/Rad
Column flange in bending
Bolt rows in tension :
k for the boltrow n 1 = 5.4 mm/Rad
k for the boltrow n 2 = 4.8 mm/Rad
k for the boltrow n 3 = 4.7 mm/Rad
Column web in tension
Bolt rows in tension :
k for the boltrow n 1 = 4.5 mm/Rad
k for the boltrow n 2 = 3.9 mm/Rad
k for the boltrow n 3 = 3.9 mm/Rad
End plate in bending
Bolt rows in tension :
k for the boltrow n 1 = 3.7 mm/Rad
k for the boltrow n 2 = 2.4 mm/Rad
k for the boltrow n 3 = 3.3 mm/Rad
Data
Column : HEA 160
Angle : 90
Connection angle : 98
Length : 3650 mm
width : 160 mm
height : 152 mm
web : 6 mm
flange : 9 mm
r : 15 mm
Steel S275 - fy : 275 N/mm
fu : 430 N/mm
Beam : IPE 300
Angle : 8
Connection angle : 98
Length : 4000 mm
width : 150 mm
height : 300 mm
web : 7 mm
flange : 11 mm
r : 15 mm
Steel S235 - fy : 235 N/mm
welds on web : 5 mm
welds on flanges : 5 mm
Eccentricity : 0 mm
Gap : 0 mm
fu : 360 N/mm
End plate
Height : 523 mm
Width : 160 mm
Thickness : 9 mm
Distance above beam : 10 mm
Distance below beam : 10 mm
Steel S235 - fy : 235 N/mm
Bolts
Hole diameter d : 18 mm
Bolt type : M 16
class = 8.8
fu : 360 N/mm
Lower haunch : IPE 300
Cross-section characteristics :
Height : 150 mm
Width : 300 mm
Web thickness : 7 mm
Flange thickness : 11 mm
Radius : 15 mm
Gap height : 20 mm
Gap length : 20 mm
Welds to flange : 5 mm
Welds to web : 5 mm
Steel S275 - fy : 275 N/mm
fu : 430 N/mm
