Autodesk Robot Structural Analysis Professional 2021
Calculation of the beam-to-beam splice connection
Ratio
EN 1993-1-8:2005/AC:2009 0.74
GENERAL
Connection no.: 2
Connection name: Beam Splice
RIGHT BEAM
Section: IPE 300
Material: STEEL 43-245
LEFT BEAM
Section: IPE 300
Material: STEEL 43-245
SPLICE PLATE
Type: bilateral
lpw = 390 [mm] Plate length
hpw = 245 [mm] Plate height
tpw = 5 [mm] Plate thickness
Material: STEEL 43-245
fypw = 245.00 [MPa] Design resistance
fupw = 430.00 [MPa] Tensile resistance
UPPER EXTERNAL PLATE
lpe = 370 [mm] Plate length
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hpe = 150 [mm] Plate height
tpe = 10 [mm] Plate thickness
Material: STEEL 43-245
fype = 245.00 [MPa] Design resistance
fupe = 430.00 [MPa] Tensile resistance
LOWER EXTERNAL PLATE
lpe = 370 [mm] Plate length
hpe = 150 [mm] Plate height
tpe = 10 [mm] Plate thickness
Material: STEEL 43-245
fype = 245.00 [MPa] Design resistance
fupe = 430.00 [MPa] Tensile resistance
RIGHT SIDE
BOLTS CONNECTING A SPLICE PLATE WITH THE BEAM WEB
The shear plane passes through the UNTHREADED portion of the bolt.
Connection category A
Class = 5.6 Bolt class
d= 16 [mm] Bolt diameter
d0 = 18 [mm] Bolt opening diameter
BOLTS CONNECTING A FLANGE PLATE WITH THE BEAM TOP FLANGE
The shear plane passes through the UNTHREADED portion of the bolt.
Connection category A
Class = 5.6 Bolt class
d= 12 [mm] Bolt diameter
d0 = 13 [mm] Bolt opening diameter
BOLTS CONNECTING A FLANGE PLATE WITH THE BEAM BOTTOM FLANGE
The shear plane passes through the UNTHREADED portion of the bolt.
Connection category A
Class = 5.6 Bolt class
d= 12 [mm] Bolt diameter
d0 = 13 [mm] Bolt opening diameter
LEFT SIDE
BOLTS CONNECTING A SPLICE PLATE WITH THE BEAM WEB
The shear plane passes through the UNTHREADED portion of the bolt.
Connection category A
Class = 5.6 Bolt class
d= 16 [mm] Bolt diameter
d0 = 18 [mm] Bolt opening diameter
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BOLTS CONNECTING A FLANGE PLATE WITH THE BEAM TOP FLANGE
The shear plane passes through the UNTHREADED portion of the bolt.
Connection category A
Class = 5.6 Bolt class
d= 12 [mm] Bolt diameter
d0 = 13 [mm] Bolt opening diameter
BOLTS CONNECTING A FLANGE PLATE WITH THE BEAM BOTTOM FLANGE
The shear plane passes through the UNTHREADED portion of the bolt.
Connection category A
Class = 5.6 Bolt class
d= 12 [mm] Bolt diameter
d0 = 13 [mm] Bolt opening diameter
MATERIAL FACTORS
gM0 = 1.00 Partial safety factor [2.2]
gM2 = 1.25 Partial safety factor [2.2]
LOADS
Case: Manual calculations.
ULTIMATE LIMIT STATE
NEd1 = 70.00 [kN] Axial force
Vz,Ed1 = 100.00 [kN] Shear force
My,Ed1 = 50.00 [kN*m] Bending moment
NEd2 = 70.00 [kN] Axial force
Vz,Ed2 = 100.00 [kN] Shear force
My,Ed2 = 50.00 [kN*m] Bending moment
RESULTS
Results for one side of connection (geometry and loads are symmetrical)
BOLTS CONNECTING A SPLICE PLATE WITH THE BEAM WEB
ULTIMATE LIMIT STATE
Fx,Ed = 23.09 [kN] Design total force in a bolt on the direction x
Fz,Ed = 21.98 [kN] Design total force in a bolt on the direction z
FEd = 31.88 [kN] Resultant shear force in a bolt
FRdx = 72.37 [kN] Effective design capacity of a bolt [Table 3.4]
FRdz = 75.08 [kN] Effective design capacity of a bolt [Table 3.4]
Fx,Ed ≤ FRdx 23.09 < 72.37 verified (0.32)
Fz,Ed ≤ FRdz 21.98 < 75.08 verified (0.29)
FEd ≤ Fv,Rd 31.88 < 96.51 verified (0.33)
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BOLTS CONNECTING A FLANGE PLATE WITH THE BEAM TOP FLANGE
ULTIMATE LIMIT STATE
Bolt shear
FEd = 20.21 [kN] Shear force in a bolt
bLf = 1.00 Reduction factor for long connections [3.5]
FRd = 27.14 [kN] Effective design capacity of a bolt [Table 3.4]
|FEd| ≤ bLf*FRd |20.21| < 27.14 verified (0.74)
BOLTS CONNECTING A FLANGE PLATE WITH THE BEAM BOTTOM FLANGE
ULTIMATE LIMIT STATE
Bolt shear
FEd = -15.40 [kN] Shear force in a bolt
bLf = 1.00 Reduction factor for long connections [3.5]
FRd = 27.14 [kN] Effective design capacity of a bolt [Table 3.4]
|FEd| ≤ bLf*FRd |-15.40| < 27.14 verified (0.57)
VERIFICATION OF THE SECTION DUE TO BLOCK TEARING - [3.10]
BEAM
Nr Model Anv [mm2] Ant [mm2] V0 [kN] Veff,Rd [kN] |V0|/Veff,Rd Status
1 1203 746 100.00 298.45 0.34 verified
2 746 3182 31.47 1200.08 0.03 verified
3 746 3182 31.47 1200.08 0.03 verified
4 1491 788 31.47 482.01 0.07 verified
5 1118 251 161.72 489.32 0.33 verified
SPLICE PLATE
Nr Model Anv [mm2] Ant [mm2] V0 [kN] Veff,Rd [kN] |V0|/Veff,Rd Status
1 710 525 50.00 190.73 0.26 verified
2 525 710 15.73 318.50 0.05 verified
3 525 710 15.73 318.50 0.05 verified
4 1050 555 15.73 339.44 0.05 verified
UPPER EXTERNAL PLATE
Nr Model Anv [mm2] Ant [mm2] V0 [kN] Veff,Rd [kN] |V0|/Veff,Rd Status
1 1045 1005 157.12 493.54 0.32 verified
2 2090 770 157.12 560.51 0.28 verified
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VERIFICATION OF SECTIONS WEAKENED BY OPENINGS - [5.4]
BEAM
At = 2845 [mm2] Area of tension zone of the gross section
At,net = 2311 [mm2] Net area of the section in tension
0.9*(At,net/At) ≥ (fy*gM2)/(fu*gM0) 0.73 > 0.71
W= 557067 [mm3] Elastic section modulus
Mc,Rd = 136.48 [kN*m] Design resistance of the section for bending Mc,Rd = W*fyp/gM0
|M0| ≤ Mc,Rd |50.00| < 136.48 verified (0.37)
A= 5380 [mm2] Area of tension zone of the gross section A=hpi*tpi
Anet = 4312 [mm2] Net cross-sectional area Anet=A-nv*d0*tpi
Npl,Rd = 1318.10 [kN] Design plastic resistance of the gross section Npl,Rd=A*fy/gM0
Nu,Rd = 1335.12 [kN] Design ultimate resistance to normal force of the net section Nu,Rd=0.9*Anet*fu/gM2
FEd = 70.00 [kN] A=hpi*tpi
|FEd| ≤ Nu,Rd |70.00| < 1335.12 verified (0.05)
|FEd| ≤ Npl,Rd |70.00| < 1318.10 verified (0.05)
Av = 2130 [mm2] Effective section area for shear Av = hp*tp
Av,net = 1619 [mm2] Net area of a section effective for shear Avnet=Av-nv*d0*tp
Vpl,Rd = 301.29 [kN] Design plastic resistance for shear Vpl,Rd=(Av*fyp)/(Ö3*gM0)
|V0| ≤ Vpl,Rd |100.00| < 301.29 verified (0.33)
SPLICE PLATE
Mc,Rdnet = 11.59 [kN*m] Design resistance of the section for bending
|M0| ≤ Mc,Rdnet |0.01| < 11.59 verified (0.74)
Npl,Rd = 300.13 [kN] Design plastic resistance of the gross section [1993-1-1:2005 (6.2.3)]
Nu,Rd = 267.80 [kN] Design ultimate resistance to normal force of the net section [1993-1-1:2005 (6.2.3)]
|FEd| ≤ Nu,Rd |15.73| < 267.80 verified (0.06)
|FEd| ≤ Npl,Rd |15.73| < 300.13 verified (0.05)
Vpl,Rd = 173.28 [kN] Design plastic resistance for shear
|V0| ≤ Vpl,Rd |50.00| < 173.28 verified (0.29)
UPPER EXTERNAL PLATE
Npl,Rd = 367.50 [kN] Design plastic resistance of the gross section [1993-1-1:2005 (6.2.3)]
Nu,Rd = 383.90 [kN] Design ultimate resistance to normal force of the net section [1993-1-1:2005 (6.2.3)]
|FEd| ≤ Nu,Rd |157.12| < 383.90 verified (0.41)
|FEd| ≤ Npl,Rd |157.12| < 367.50 verified (0.43)
LOWER EXTERNAL PLATE
Npl,Rd = 367.50 [kN] Design plastic resistance of the gross section [1993-1-1:2005 (6.2.3)]
Nu,Rd = 383.90 [kN] Design ultimate resistance to normal force of the net section [1993-1-1:2005 (6.2.3)]
|FEd| ≤ Nu,Rd |-118.59| < 383.90 verified (0.31)
|FEd| ≤ Npl,Rd |-118.59| < 367.50 verified (0.32)
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Connection conforms to the code Ratio 0.74
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