T7

CALCULATION NOTE FOR T7-INTERDIKE STAIRCASE

Loads Cases

Result

Member

Section

Material

Lay

Laz

Ratio

Case

1 Simple

bar_1

IPE 200 S275 11.73 43.34 0.23 3 COMB1

2 Simple

bar_2

IPE 200 S275 11.73 43.34 0.23 3 COMB1

3 Simple

bar_3

IPE 200 S275 50.61 186.97 0.36 3 COMB1

4 Simple

bar_4

IPE 200 S275 50.61 186.97 0.12 3 COMB1

5 Simple

bar_5

HEA 140 S275 43.42 70.73 0.30 3 COMB1

6 Simple

bar_6

HEA 140 S275 43.42 70.73 0.30 3 COMB1

7 Simple

bar_7

UPN 200 S275 49.25 177.08 0.19 3 COMB1

8 Simple

bar_8

UPN 200 S275 49.25 177.08 0.10 3 COMB1

9 Simple

bar_9

UPN 200 S275 49.25 177.08 0.10 3 COMB1

10 Simple

bar_10

UPN 200 S275 49.25 177.08 0.19 3 COMB1

Case

Label

Case name

1 DL1 Dead load

2 LL1 Live load

3 COMB1 Combination 1

Autodesk Robot Structural Analysis Professional 2012

Calculation of the beam-column (web) connection

EN 1993-1-8:2005/AC:2009

Ratio 0.42

GENERAL

Connection no.: 7

Connection name: Beam-column (web)

Structure node: 12

Structure bars: 5, 1

GEOMETRY

COLUMN

Section: HEA 140

Bar no.: 5

= -90.0 [Deg] Inclination angle

hc = 133.000 [mm] Height of column section

bfc = 140.000 [mm] Width of column section

twc = 5.500 [mm] Thickness of the web of column section

tfc = 8.500 [mm] Thickness of the flange of column section

rc = 12.000 [mm] Radius of column section fillet

Ac = 3141.610 [mm2] Cross-sectional area of a column

Iyc = 10331300.000 [mm

4] Moment of inertia of the column section

Material: S275

fyc = 0.28 [kN/mm2] Design resistance

fuc = 0.43 [kN/mm

2] Tensile resistance

BEAM

Section: IPE 200

Bar no.: 1

= 0.0 [Deg] Inclination angle

hb = 200.000 [mm] Height of beam section

bb = 100.000 [mm] Width of beam section

twb = 5.600 [mm] Thickness of the web of beam section


tfb = 8.500 [mm] Thickness of the flange of beam section

rb = 12.000 [mm] Radius of beam section fillet

Ab = 2848.410 [mm2] Cross-sectional area of a beam

Iyb = 19431700.000 [mm

4] Moment of inertia of the beam section

Material: S275

fyb = 0.28 [kN/mm2] Design resistance

fub = 0.43 [kN/mm


PLATE

Type: bilateral

lp = 85.000 [mm] Plate length

hp = 130.000 [mm] Plate height

tp = 6.000 [mm] Plate thickness

Material: S275

fyp = 0.28 [kN/mm2] Design resistance

fup = 0.43 [kN/mm


UPPER BRACKET OF A BEAM

lbu = 85.000 [mm] Bracket length

hbu = 130.000 [mm] Bracket height

tbu = 6.000 [mm] Bracket thickness

Material: S275

fybu = 0.28 [kN/mm2] Design resistance

fubu = 0.43 [kN/mm


LOWER BRACKET OF A BEAM

lbd = 85.000 [mm] Bracket length

hbd = 130.000 [mm] Bracket height

tbd = 6.000 [mm] Bracket thickness

Material: S275

fybd = 0.28 [kN/mm2] Design resistance

fubd = 0.43 [kN/mm


BOLTS

BOLTS CONNECTING BEAM WITH PLATE

Class = 8.8

Bolt class

d = 16.000 [mm] Bolt diameter

d0 = 18.000 [mm] Bolt opening diameter

As = 157.000 [mm2] Effective section area of a bolt

Av = 201.062 [mm

2] Area of bolt section

fub = 0.80 [kN/mm


k = 1

Number of bolt columns

w = 2

Number of bolt rows

e1 = 35.000 [mm] Level of first bolt

p1 = 60.000 [mm] Vertical spacing

BOLTS CONNECTING UPPER BRACKET WITH BEAM

Class = 8.8

Bolt class




Av = 201.062 [mm


Class = 8.8

Bolt class

fub = 0.80 [kN/mm2] Tensile resistance

k = 1


w = 2

Number of bolt rows



BOLTS CONNECTING LOWER BRACKET WITH BEAM

Class = 8.8

Bolt class




Av = 201.062 [mm


fub = 0.80 [kN/mm


k = 1


w = 2

Number of bolt rows



WELDS

acp = 5.000 [mm] Fillet welds connecting plate with column

aswu = 5.000 [mm] Fillet welds connecting upper bracket with column

aswd = 5.000 [mm] Fillet welds connecting lower bracket with column

MATERIAL FACTORS

M0 = 1.00

Partial safety factor [2.2]

M2 = 1.25


LOADS

Case: 3: COMB1 1*1.20+2*1.60

Nb,Ed = -3.32 [kN] Axial force

Vb,Ed = -11.03 [kN] Shear force

Mb,Ed = 4747.52 [kN*mm] Bending moment

RESULTS


BOLT CAPACITIES

Fv,Rd = 154.42 [kN] Shear resistance of the shank of a single bolt Fv,Rd= 0.6*fub*Av*m/M2

Bolt bearing on the beam

Direction x

k1x = 2.50

Coefficient for calculation of Fb,Rd k1x = min[2.8*(e1/d0)-1.7, 1.4*(p1/d0)-1.7, 2.5]

k1x > 0.0 2.50 > 0.00 verified

bx = 0.65

Coefficient for calculation of Fb,Rd bx=min[e2/(3*d0), fub/fu, 1]

bx > 0.0 0.65 > 0.00 verified

Fb,Rd1x = 49.94 [kN] Bearing resistance of a single bolt Fb,Rd1x=k1x*bx*fu*d*ti/M2

Direction z

k1z = 2.50

Coefficient for calculation of Fb,Rd k1z=min[2.8*(e2/d0)-1.7, 2.5]

k1z > 0.0 2.50 > 0.00 verified

bz = 0.86

Coefficient for calculation of Fb,Rd bz=min[e1/(3*d0), p1/(3*d0)-0.25, fub/fu, 1]

bz > 0.0 0.86 > 0.00 verified

Fb,Rd1z = 66.35 [kN] Bearing resistance of a single bolt Fb,Rd1z=k1z*bz*fu*d*ti/M2

Bolt bearing on the plate

Direction x

k1x = 2.50

Coefficient for calculation of Fb,Rd k1x=min[2.8*(e1/d0)-1.7, 1.4*(p1/d0)-1.7, 2.5]

k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.65


bz > 0.0 0.65 > 0.00 verified


FORCES ACTING ON BOLTS IN THE PLATE - BEAM CONNECTION

Bolt shear

e = 52.750 [mm] Distance between centroid of a bolt group and center of column web

M0 = -

581.65

[kN*mm]

Real bending moment M0=Vb,Ed*e

FNx = 1.66 [kN] Component force in a bolt due to influence of the longitudinal force

FNx=Nb,Ed/n

FVz = 5.51 [kN] Component force in a bolt due to influence of the shear force FVz=Vb,Ed/n

FMx = -9.69 [kN] Component force in a bolt due to influence of the moment on the x direction

FMx=M0*zi/(xi2+zi

2)

FMz = 0.00 [kN] Component force in a bolt due to influence of the moment on the z direction

FMz=M0*xi/(xi2+zi

2)

Fx,Ed =

-8.03 [kN] Design total force in a bolt on the direction x Fx,Ed = FNx + FMx

Fz,Ed =

5.51 [kN] Design total force in a bolt on the direction z Fz,Ed = FVz + FMz

FRdx =

49.94 [kN] Effective design capacity of a bolt on the direction x FRdx=min(FvRd, FbRd1x,

FbRd2x)

FRdz =

53.51 [kN] Effective design capacity of a bolt on the direction z FRdz=min(FvRd, FbRd1z,

FbRd2z)

|Fx,Ed| FRdx |-8.03| < 49.94 verified (0.16)

|Fz,Ed| FRdz |5.51| < 53.51 verified (0.10)


BOLT CAPACITIES


Bolt bearing on the beam flange

k1 = 1.41

Coefficient for calculation of Fb,Rd k1 = min[2.8*(e1/d0)-1.7, 1.4*(p1/d0)-1.7, 2.5]

k1 > 0.0 1.41 > 0.00 verified

b = 0.65

Coefficient for calculation of Fb,Rd b=min[e2/(3*d0), fub/fu, 1]

b > 0.0 0.65 > 0.00 verified

Fb,Rd1 = 42.79 [kN] Bearing resistance of a single bolt Fb,Rd1=k1*b*fu*d*ti/M2

Bolt bearing on the bracket

k1 = 1.41

Coefficient for calculation of Fb,Rd k1=min[2.8*(e1/d0)-1.7, 1.4*(p1/d0)-1.7, 2.5]

k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified


FORCES ACTING ON BOLTS IN THE UPPER BRACKET - BEAM CONNECTION

Bolt shear

FEd = 11.04 [kN] Shear force in a bolt FEd = [0.5*Nb,Ed - Mb,Ed/hbr]/n

FRd = 30.20 [kN] Effective design capacity of a bolt FRd=min(FvRd, FbRd1, FbRd2)

|FEd| FRd |11.04| < 30.20 verified (0.37)


BOLT CAPACITIES



k1 = 1.41


k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified



k1 = 1.41


k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified


FORCES ACTING ON BOLTS IN THE LOWER BRACKET - BEAM CONNECTION

Bolt shear

FEd = -12.70 [kN] Shear force in a bolt FEd = [0.5*Nb,Ed - Mb,Ed/hbr]/n


|FEd| FRd |-12.70| < 30.20 verified (0.42)

VERIFICATION OF THE SECTION DUE TO BLOCK TEARING

PLATE

Ant = 246.000 [mm2] Net area of the section in tension

Anv = 408.000 [mm

2] Area of the section in shear

VeffRd = 107.09 [kN] Design capacity of a section weakened by openings VeffRd=0.5*fu*Ant/M2 + (1/3)*fy*Anv/M0

|0.5*Vb,Ed| VeffRd |-5.51| < 107.09 verified (0.05)

BEAM


Anv = 576.800 [mm



|Vb,Ed| VeffRd |-11.03| < 116.62 verified (0.09)

WELD RESISTANCE

FILLET WELDS CONNECTING PLATE WITH COLUMN

As = 650.000 [mm2] Weld area As = hp*agp

II = -0.00 [kN/mm2] Parallel tangent stress II=0.25*Vb,Ed/As

w = 0.85

Correlation coefficient [Table 4.1]

[2+3*(II

2+

2)] fu/(w*M2) 0.03 < 0.40 verified (0.06)

FILLET WELDS CONNECTING UPPER BRACKET WITH COLUMN

As = 650.000 [mm2] Weld area

= 0.02 [kN/mm

2] Normal stress in a weld =0.5*[Nb,Ed/2 + Mb,Ed/hb]/As


= 0.01 [kN/mm

2] Normal perpendicular stress in the weld =/2

|| 0.9*fu/M2 |0.01| < 0.31 verified (0.04)

= 0.01 [kN/mm2] Perpendicular tangent stress =

w = 0.85


[2+3*

2] fu/(w*M2) 0.03 < 0.40 verified (0.07)

FILLET WELDS CONNECTING LOWER BRACKET WITH COLUMN


= -0.02 [kN/mm

2] Normal stress in a weld =0.5*[Nb,Ed/2 - Mb,Ed/hb]/As

= -0.01 [kN/mm2] Normal perpendicular stress in the weld =/2

|| 0.9*fu/M2 |-0.01| < 0.31 verified (0.04)

= -0.01 [kN/mm2] Perpendicular tangent stress =

w = 0.85


[2+3*

2] fu/(w*M2) 0.03 < 0.40 verified (0.07)

Connection conforms to the code Ratio 0.42


Calculation of the beam-column (web) connection

EN 1993-1-8:2005/AC:2009

Ratio 0.42

GENERAL

Connection no.: 4

Connection name: Beam-column (web)

Structure node: 13


GEOMETRY

COLUMN

Section: HEA 140

Bar no.: 6








Iyc = 10331300.000 [mm


Material: S275

fyc = 0.28 [kN/mm2] Design resistance

fuc = 0.43 [kN/mm


BEAM

Section: IPE 200

Bar no.: 2









Iyb = 19431700.000 [mm


Material: S275


fub = 0.43 [kN/mm


PLATE

Type: unilateral




Material: S275


fup = 0.43 [kN/mm


UPPER BRACKET OF A BEAM

lbu = 85.000 [mm] Bracket length

hbu = 130.000 [mm] Bracket height

tbu = 6.000 [mm] Bracket thickness

Material: S275

fybu = 0.28 [kN/mm2] Design resistance

fubu = 0.43 [kN/mm


LOWER BRACKET OF A BEAM

lbd = 85.000 [mm] Bracket length

hbd = 130.000 [mm] Bracket height

tbd = 6.000 [mm] Bracket thickness

Material: S275

fybd = 0.28 [kN/mm2] Design resistance

fubd = 0.43 [kN/mm


BOLTS


Class = 8.8

Bolt class




Av = 201.062 [mm


fub = 0.80 [kN/mm


k = 1


w = 2

Number of bolt rows




Class = 8.8

Bolt class




Av = 201.062 [mm


Class = 8.8

Bolt class

fub = 0.80 [kN/mm2] Tensile resistance

k = 1


w = 2

Number of bolt rows




Class = 8.8

Bolt class




Av = 201.062 [mm


fub = 0.80 [kN/mm


k = 1


w = 2

Number of bolt rows



WELDS

acp = 5.000 [mm] Fillet welds connecting plate with column

aswu = 5.000 [mm] Fillet welds connecting upper bracket with column

aswd = 5.000 [mm] Fillet welds connecting lower bracket with column

MATERIAL FACTORS

M0 = 1.00


M2 = 1.25


LOADS

Case: 3: COMB1 1*1.20+2*1.60




RESULTS


BOLT CAPACITIES



Direction x

k1x = 2.50


k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.86


bz > 0.0 0.86 > 0.00 verified



Direction x

k1x = 2.50


k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.65


bz > 0.0 0.65 > 0.00 verified



Bolt shear

e = 52.750 [mm] Distance between centroid of a bolt group and center of column web

M0 = -

581.65

[kN*mm]

Real bending moment M0=Vb,Ed*e

FNx = 1.66 [kN] Component force in a bolt due to influence of the longitudinal force

FNx=Nb,Ed/n



FMx=M0*zi/(xi2+zi

2)


FMz=M0*xi/(xi2+zi

2)

Fx,Ed =


Fz,Ed =


FRdx =


FbRd2x)

FRdz =


FbRd2z)




BOLT CAPACITIES



k1 = 1.41


k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified



k1 = 1.41


k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified


FORCES ACTING ON BOLTS IN THE UPPER BRACKET - BEAM CONNECTION

Bolt shear

FEd = 11.04 [kN] Shear force in a bolt FEd = [0.5*Nb,Ed - Mb,Ed/hbr]/n


|FEd| FRd |11.04| < 30.20 verified (0.37)


BOLT CAPACITIES



k1 = 1.41


k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified



k1 = 1.41


k1 > 0.0 1.41 > 0.00 verified

b = 0.65


b > 0.0 0.65 > 0.00 verified


FORCES ACTING ON BOLTS IN THE LOWER BRACKET - BEAM CONNECTION

Bolt shear

FEd = -12.70 [kN] Shear force in a bolt FEd = [0.5*Nb,Ed - Mb,Ed/hbr]/n


|FEd| FRd |-12.70| < 30.20 verified (0.42)


PLATE


Anv = 408.000 [mm




BEAM


Anv = 576.800 [mm




WELD RESISTANCE

FILLET WELDS CONNECTING PLATE WITH COLUMN



w = 0.85


[2+3*(II

2+

2)] fu/(w*M2) 0.03 < 0.40 verified (0.07)

FILLET WELDS CONNECTING UPPER BRACKET WITH COLUMN


= 0.02 [kN/mm

2] Normal stress in a weld =0.5*[Nb,Ed/2 + Mb,Ed/hb]/As


= 0.01 [kN/mm

2] Normal perpendicular stress in the weld =/2

|| 0.9*fu/M2 |0.01| < 0.31 verified (0.04)


w = 0.85


[2+3*

2] fu/(w*M2) 0.03 < 0.40 verified (0.07)

FILLET WELDS CONNECTING LOWER BRACKET WITH COLUMN


= -0.02 [kN/mm

2] Normal stress in a weld =0.5*[Nb,Ed/2 - Mb,Ed/hb]/As

= -0.01 [kN/mm2] Normal perpendicular stress in the weld =/2

|| 0.9*fu/M2 |-0.01| < 0.31 verified (0.04)

= -0.01 [kN/mm2] Perpendicular tangent stress =

w = 0.85


[2+3*

2] fu/(w*M2) 0.03 < 0.40 verified (0.07)



Calculation of the beam-to-beam (web) connection

EN 1993-1-8:2005/AC:2009

Ratio 0.10

GENERAL

Connection no.: 5

Connection name: Beam-beam (web)

Structure node: 1


GEOMETRY

PRINCIPAL BEAM

Section: IPE 200

Bar no.: 1


hg = 200.000 [mm] Height of the principal beam section

bfg = 100.000 [mm] Width of the flange of the principal beam section

twg = 5.600 [mm] Thickness of the web of the principal beam section

tfg = 8.500 [mm] Thickness of the flange of the principal beam section

rg = 12.000 [mm] Fillet radius of the web of the principal beam section

Ap = 2848.410 [mm2] Cross-sectional area of a principal beam

Iyp = 19431700.000 [mm

4] Moment of inertia of the principal beam section

Material: S275

fyg = 0.28 [kN/mm2] Design resistance

fug = 0.43 [kN/mm


BEAM

Section: IPE 200

Bar no.: 3









Iyb = 19431700.000 [mm


Material: S275


fub = 0.43 [kN/mm


PLATE

Type: unilateral




Material: S275


fup = 0.43 [kN/mm


BOLTS


Class = 8.8

Bolt class




Av = 201.062 [mm


fub = 0.80 [kN/mm


k = 1


w = 2

Number of bolt rows



WELDS

agp = 5.000 [mm] Fillet welds connecting plate with principal beam

MATERIAL FACTORS

M0 = 1.00


M2 = 1.25


LOADS

Case: 3: COMB1 1*1.20+2*1.60




RESULTS


BOLT CAPACITIES



Direction x

k1x = 2.50


k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.86


bz > 0.0 0.86 > 0.00 verified



Direction x

k1x = 2.50


k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.65


bz > 0.0 0.65 > 0.00 verified



Bolt shear

e = 52.80

0 [mm]

Distance between centroid of a bolt group and center of the principal beam web

M0 =

-

344.9

5

[kN*mm]

Real bending moment M0=Mb,Ed+Vb,Ed*e

FNx = 0.78 [kN] Component force in a bolt due to influence of the longitudinal force FNx=Nb,Ed/n



FMx=M0*zi/(xi2+zi

2)


FMz=M0*xi/(xi2+zi

2)

Fx,Ed =


Fz,Ed =


FRdx =


FbRd2x)

FRdz =


FbRd2z)




PLATE



Anv = 408.000 [mm




BEAM


Anv = 464.800 [mm




WELD RESISTANCE

FILLET WELDS CONNECTING PLATE WITH PRINCIPAL BEAM


= 0.00 [kN/mm2] Normal stress in a weld =Nb,Ed/As + Mb,Ed/Wys

= 0.00 [kN/mm2] Normal perpendicular stress in the weld =/2

|| 0.9*fu/M2 |0.00| < 0.31 verified (0.01)



w = 0.85


[2+3*(II

2+

2)] fu/(w*M2) 0.03 < 0.40 verified (0.07)



Design of fixed beam-to-column connection

EN 1993-1-8:2005/AC:2009

Ratio 0.21

GENERAL

Connection no.: 2

Connection name: Column-Beam

Structure node: 13


GEOMETRY

COLUMN

Section: HEA 140

Bar no.: 6








Ixc = 10331300.000 [mm


Material: S275

fyc = 0.28 [kN/mm2] Resistance

BEAM

Section: IPE 200

Bar no.: 4



bf = 100.000 [mm] Width of beam section







Ixb = 19431700.000 [mm


Material: S275

fyb = 0.28 [kN/mm2] Resistance

BOLTS


Class = 8.8

Bolt class

FtRd = 90.43 [kN] Tensile resistance of a bolt

nh = 2


nv = 3

Number of bolt rows

h1 = 60.000 [mm] Distance between first bolt and upper edge of front plate

Horizontal spacing ei = 50.000 [mm]

Vertical spacing pi = 50.000;50.000 [mm]

PLATE


bp = 100.000 [mm] Plate width


Material: S275

fyp = 0.28 [kN/mm2] Resistance

FILLET WELDS

aw = 4.000 [mm] Web weld

af = 6.000 [mm] Flange weld

MATERIAL FACTORS

M0 = 1.00


M1 = 1.00


M2 = 1.25


M3 = 1.25


LOADS

Ultimate limit state

Case: 3: COMB1 1*1.20+2*1.60

Mb1,Ed = 2446.47 [kN*mm] Bending moment in the right beam

Vb1,Ed = -5.41 [kN] Shear force in the right beam

Nb1,Ed = -0.05 [kN] Axial force in the right beam

Nc1,Ed = -0.03 [kN] Axial force in the lower column

RESULTS

BEAM RESISTANCES

COMPRESSION

Ab = 2848.410 [mm2] Area EN1993-1-1:[6.2.4]

Ncb,Rd = Ab fyb / M0 Ncb,Rd = 783.31 [kN] Design compressive resistance of the section EN1993-1-1:[6.2.4]

SHEAR

Avb = 1400.010 [mm2] Shear area EN1993-1-1:[6.2.6.(3)]

Vcb,Rd = Avb (fyb / 3) / M0 Vcb,Rd = 222.28 [kN] Design sectional resistance for shear EN1993-1-1:[6.2.6.(2)]

Vb1,Ed / Vcb,Rd 1,0 0.02 < 1.00 verified (0.02)

BENDING - PLASTIC MOMENT (WITHOUT BRACKETS)

Wplb = 220657.000 [mm3] Plastic section modulus EN1993-1-1:[6.2.5.(2)]

Mb,pl,Rd = Wplb fyb / M0 Mb,pl,Rd =

60680.6

8

[kN*mm]

Plastic resistance of the section for bending (without stiffeners)

EN1993-1-1:[6.2.5.(2)]

BENDING ON THE CONTACT SURFACE WITH PLATE OR CONNECTED ELEMENT

Wpl = 220657.000 [mm3] Plastic section modulus EN1993-1-1:[6.2.5]

Mcb,Rd = Wpl fyb / M0 Mcb,Rd = 60680.68 [kN*mm] Design resistance of the section for bending EN1993-1-1:[6.2.5]

FLANGE AND WEB - COMPRESSION

Mcb,Rd = 60680.68 [kN*mm] Design resistance of the section for bending EN1993-1-1:[6.2.5]

hf = 191.500 [mm] Distance between the centroids of flanges [6.2.6.7.(1)]

Fc,fb,Rd = Mcb,Rd / hf Fc,fb,Rd = 316.87 [kN] Resistance of the compressed flange and web [6.2.6.7.(1)]

COLUMN RESISTANCES

WEB PANEL - SHEAR

Mb1,Ed = 2446.47 [kN*mm] Bending moment (right beam) [5.3.(3)]

Mb2,Ed = 0.00 [kN*mm] Bending moment (left beam) [5.3.(3)]

Vc1,Ed = 0.00 [kN] Shear force (lower column) [5.3.(3)]

Vc2,Ed = 0.00 [kN] Shear force (upper column) [5.3.(3)]

z = 120.750 [mm] Lever arm [6.2.5]

Vwp,Ed = (Mb1,Ed - Mb2,Ed) / z - (Vc1,Ed - Vc2,Ed) / 2

Vwp,Ed = 20.26 [kN] Shear force acting on the web panel [5.3.(3)]

Avs = 1012.360 [mm2] Shear area of the column web EN1993-1-1:[6.2.6.(3)]

Avc = 1012.360 [mm2] Shear area EN1993-1-1:[6.2.6.(3)]

Vwp,Rd = 0.9*( fy,wc*Avc+fy,wp*Avp+fys*Avd ) / (3 M0) Vwp,Rd = 144.66 [kN] Resistance of the column web panel for shear [6.2.6.1]

Vwp,Ed / Vwp,Rd 1,0 0.14 < 1.00 verified (0.14)

WEB - TRANSVERSE COMPRESSION - LEVEL OF THE BEAM BOTTOM FLANGE

Bearing:

twc = 5.500 [mm] Effective thickness of the column web [6.2.6.2.(6)]

beff,c,wc = 139.971 [mm] Effective width of the web for compression [6.2.6.2.(1)]


= 0.76

Reduction factor for interaction with shear [6.2.6.2.(1)]

com,Ed = 0.00 [kN/mm2] Maximum compressive stress in web [6.2.6.2.(2)]

kwc = 1.00

Reduction factor conditioned by compressive stresses [6.2.6.2.(2)]

Fc,wc,Rd1 = kwc beff,c,wbc twc fyc / M0 Fc,wc,Rd1 = 159.95 [kN] Column web resistance [6.2.6.2.(1)]

Buckling:

dwc = 92.000 [mm] Height of compressed web [6.2.6.2.(1)]

p = 0.70

Plate slenderness of an element [6.2.6.2.(1)]

= 1.00

Reduction factor for element buckling [6.2.6.2.(1)]

Fc,wb,Rd2 = kwc beff,c,wc twc fyc / M1 Fc,wc,Rd2 = 159.95 [kN] Column web resistance [6.2.6.2.(1)]

Final resistance:

Fc,wc,Rd,low = Min (Fc,wc,Rd1 , Fc,wc,Rd2) Fc,wc,Rd = 159.95 [kN] Column web resistance [6.2.6.2.(1)]

WEB - TRANSVERSE COMPRESSION - LEVEL OF THE BEAM TOP FLANGE

Bearing:





= 0.76



kwc = 1.00



Buckling:


p = 0.70


= 1.00



Final resistance:

Fc,wc,Rd,upp = Min (Fc,wc,Rd1 , Fc,wc,Rd2) Fc,wc,Rd,upp = 159.95 [kN] Column web resistance [6.2.6.2.(1)]

GEOMETRICAL PARAMETERS OF A CONNECTION

EFFECTIVE LENGTHS AND PARAMETERS - COLUMN FLANGE

Nr m mx e ex p leff,cp leff,nc leff,1 leff,2 leff,cp,g leff,nc,g leff,1,g leff,2,g

1 12.65

0 -

45.00

0 -

50.00

0 79.48

2 106.85

0 79.48

2 106.85

0 89.741

78.42

5 78.42

5 78.42

5

2 12.65

0 -

45.00

0 -

50.00

0 79.48

2 106.85

0 79.48

2 106.85

0 100.00

0 50.00

0 50.00

0 50.00

0

3 12.65

0 -

45.00

0 -

50.00

0 79.48

2 106.85

0 79.48

2 106.85

0 89.741

78.42

5 78.42

5 78.42

5

EFFECTIVE LENGTHS AND PARAMETERS - FRONT PLATE


1 17.67

5 -

25.00

0 -

50.00

0 111.05

2 104.48

2 104.48

2 104.48

2 105.52

6 78.50

8 78.50

8 78.50

8

2 17.67

5 -

25.00

0 -

50.00

0 111.05

2 101.94

8 101.94

8 101.94

8 100.00

0 50.00

0 50.00

0 50.00

0

3 17.67

5 -

25.00

0 -

50.00

0 111.05

2 101.94

8 101.94

8 101.94

8 105.52

6 75.97

4 75.97

4 75.97

4

m – Bolt distance from the web

mx – Bolt distance from the beam flange

e – Bolt distance from the outer edge

ex – Bolt distance from the horizontal outer edge

p – Distance between bolts

leff,cp – Effective length for a single bolt in the circular failure mode

leff,nc – Effective length for a single bolt in the non-circular failure mode

leff,1 – Effective length for a single bolt for mode 1


leff,cp,g – Effective length for a group of bolts in the circular failure mode

leff,nc,g – Effective length for a group of bolts in the non-circular failure mode

leff,1,g – Effective length for a group of bolts for mode 1


CONNECTION RESISTANCE FOR COMPRESSION

Nj,Rd = Min ( Ncb,Rd , 2 Fc,wc,Rd,low , 2 Fc,wc,Rd,upp ) Nj,Rd = 319.91 [kN] Connection resistance for compression [6.2]

Nb1,Ed / Nj,Rd 1,0 0.00 < 1.00 verified (0.00)

CONNECTION RESISTANCE FOR BENDING

Ft,Rd = 90.43 [kN] Bolt resistance for tension [Table 3.4]


Bp,Rd = 93.37 [kN] Punching shear resistance of a bolt [Table 3.4]

Ft,fc,Rd – column flange resistance due to bending

Ft,wc,Rd – column web resistance due to tension

Ft,ep,Rd – resistance of the front plate due to bending

Ft,wb,Rd – resistance of the web in tension

Ft,fc,Rd = Min (FT,1,fc,Rd , FT,2,fc,Rd , FT,3,fc,Rd) [6.2.6.4] , [Tab.6.2]

Ft,wc,Rd = beff,t,wc twc fyc / M0 [6.2.6.3.(1)]

Ft,ep,Rd = Min (FT,1,ep,Rd , FT,2,ep,Rd , FT,3,ep,Rd) [6.2.6.5] , [Tab.6.2]

Ft,wb,Rd = beff,t,wb twb fyb / M0 [6.2.6.8.(1)]

RESISTANCE OF THE BOLT ROW NO. 1

Ft1,Rd,comp - Formula Ft1,Rd,comp Component

Ft1,Rd = Min (Ft1,Rd,comp) 58.52 Bolt row resistance

Ft,fc,Rd(1) = 124.84 124.84 Column flange - tension

Ft,wc,Rd(1) = 107.85 107.85 Column web - tension

Ft,ep,Rd(1) = 58.52 58.52 Front plate - tension

Ft,wb,Rd(1) = 160.90 160.90 Beam web - tension

Bp,Rd = 186.75 186.75 Bolts due to shear punching

Vwp,Rd/ = 144.66 144.66 Web panel - shear

Fc,wc,Rd = 159.95 159.95 Column web - compression

Fc,fb,Rd = 316.87 316.87 Beam flange - compression









Vwp,Rd/ - 11 Fti,Rd = 144.66 - 58.52 86.14 Web panel - shear

Fc,wc,Rd - 11 Ftj,Rd = 159.95 - 58.52 101.43 Column web - compression

Fc,fb,Rd - 11 Ftj,Rd = 316.87 - 58.52 258.35 Beam flange - compression

Ft,fc,Rd(2 + 1) - 11 Ftj,Rd = 201.71 - 58.52 143.19 Column flange - tension - group

Ft,wc,Rd(2 + 1) - 11 Ftj,Rd = 152.01 - 58.52 93.49 Column web - tension - group

Ft,ep,Rd(2 + 1) - 11 Ftj,Rd = 71.98 - 58.52 13.46 Front plate - tension - group

Ft,wb,Rd(2 + 1) - 11 Ftj,Rd = 197.90 - 58.52 139.38 Beam web - tension - group














Ft,fc,Rd(3 + 2 + 1) - 21 Ftj,Rd = 324.89 - 71.98 252.91 Column flange - tension - group

Ft,wc,Rd(3 + 2 + 1) - 21 Ftj,Rd = 192.49 - 71.98 120.51 Column web - tension - group




Ft,ep,Rd(3 + 2 + 1) - 21 Ftj,Rd = 114.54 - 71.98 42.56 Front plate - tension - group

Ft,wb,Rd(3 + 2 + 1) - 21 Ftj,Rd = 314.90 - 71.98 242.92 Beam web - tension - group

SUMMARY TABLE OF FORCES

Nr hj Ftj,Rd Ft,fc,Rd Ft,wc,Rd Ft,ep,Rd Ft,wb,Rd Ft,Rd Bp,Rd

1 145.750 58.52 124.84 107.85 58.52 160.90 180.86 186.75

2 95.750 13.46 124.84 107.85 57.10 157.00 180.86 186.75

3 45.750 42.56 124.84 107.85 57.10 157.00 180.86 186.75

CONNECTION RESISTANCE FOR BENDING Mj,Rd

Mj,Rd = hj Ftj,Rd Mj,Rd = 11765.23 [kN*mm] Connection resistance for bending [6.2]

Mb1,Ed / Mj,Rd 1,0 0.21 < 1.00 verified (0.21)

CONNECTION RESISTANCE FOR SHEAR

v = 0.60

Coefficient for calculation of Fv,Rd [Table 3.4]

Fv,Rd = 77.21 [kN] Shear resistance of a single bolt [Table 3.4]

Ft,Rd,max = 90.43 [kN] Tensile resistance of a single bolt [Table 3.4]

Fb,Rd,int = 48.86 [kN] Bearing resistance of an intermediate bolt [Table 3.4]

Fb,Rd,ext = 72.29 [kN] Bearing resistance of an outermost bolt [Table 3.4]

Nr Ftj,Rd,N Ftj,Ed,N Ftj,Rd,M Ftj,Ed,M Ftj,Ed Fvj,Rd

1 180.86 -0.02 58.52 12.17 12.15 97.72

2 180.86 -0.02 13.46 2.80 2.78 97.72

3 180.86 -0.02 42.56 8.85 8.83 97.72

Ftj,Rd,N – Bolt row resistance for simple tension

Ftj,Ed,N – Force due to axial force in a bolt row

Ftj,Rd,M – Bolt row resistance for simple bending

Ftj,Ed,M – Force due to moment in a bolt row

Ftj,Ed – Maximum tensile force in a bolt row

Fvj,Rd – Reduced bolt row resistance

Ftj,Ed,N = Nj,Ed Ftj,Rd,N / Nj,Rd Ftj,Ed,M = Mj,Ed Ftj,Rd,M / Mj,Rd Ftj,Ed = Ftj,Ed,N + Ftj,Ed,M

Fvj,Rd = Min (nh Fv,Rd (1 - Ftj,Ed/ (1.4 nh Ft,Rd,max), nh Fv,Rd , nh Fb,Rd)) Vj,Rd = nh 1

n Fvj,Rd [Table 3.4]

Vj,Rd = 293.16 [kN] Connection resistance for shear [Table 3.4]

Vb1,Ed / Vj,Rd 1,0 0.02 < 1.00 verified (0.02)

WELD RESISTANCE

Aw = 3196.800 [mm2] Area of all welds

[4.5.3.2(2)]

Awy = 1924.800 [mm2] Area of horizontal welds

[4.5.3.2(2)]

Awz = 1272.000 [mm2] Area of vertical welds

[4.5.3.2(2)]

Iwy = 20726644.20

0 [mm

4]

Moment of inertia of the weld arrangement with respect to the hor. axis

[4.5.3.2(5)]

max=max =

-0.01 [kN/mm

2

] Normal stress in a weld

[4.5.3.2(5)]

= = -0.01 [kN/mm

2

] Stress in a vertical weld

[4.5.3.2(5)]

II = -0.00 [kN/mm

2

] Tangent stress

[4.5.3.2(5)]

w = 0.85

Correlation coefficient [4.5.3.2(7

)]

[max2 + 3*(max

2)] fu/(w*M2) 0.02 < 0.40 verified (0.04)

[max2 + 3*(max

2)] fu/(w*M2) 0.02 < 0.40 verified (0.04)

[2 + 3*(

2+II

2)] fu/(w*M2) 0.02 < 0.40 verified (0.04)

0.9*fu/M2 0.01 < 0.31 verified (0.03)

CONNECTION STIFFNESS

twash = 4.000 [mm] Washer thickness [6.2.6.3.(2)]

hhead = 12.000 [mm] Bolt head height [6.2.6.3.(2)]

hnut = 16.000 [mm] Bolt nut height [6.2.6.3.(2)]

Lb = 36.500 [mm] Bolt length [6.2.6.3.(2)]

k10 = 6.882 [mm] Stiffness coefficient of bolts [6.3.2.(1)]

STIFFNESSES OF BOLT ROWS

Nr hj k3 k4 k5 keff,j keff,j hj keff,j hj2

Sum 272.472 31450.892

1 145.750 2.603 21.413 2.764 1.066 155.390 22648.134

2 95.750 1.659 13.652 1.760 0.720 68.925 6599.595

3 45.750 2.603 21.413 2.675 1.053 48.157 2203.164

keff,j = 1 / (35 (1 / ki,j)) [6.3.3.1.(2)]

zeq = j keff,j hj2 / j keff,j hj

zeq = 115.428 [mm] Equivalent force arm [6.3.3.1.(3)]

keq = j keff,j hj / zeq keq = 2.361 [mm] Equivalent stiffness coefficient of a bolt arrangement [6.3.3.1.(1)]


= 1.00

Transformation parameter [5.3.(7)]

z = 115.428 [mm] Lever arm [6.2.5]

k1 = 3.333 [mm] Stiffness coefficient of the column web panel subjected to shear [6.3.2.(1)]



dc = 116.000 [mm] Height of compressed web [6.2.6.2.(1)]

k2 = 4.497 [mm] Stiffness coefficient of the compressed column web [6.3.2.(1)]

Sj,ini = E zeq2 / i (1 / k1 + 1 / k2 + 1 / keq) [6.3.1.(4)]

Sj,ini = 2887049.32 [kN*mm] Initial rotational stiffness [6.3.1.(4)]

= 1.00

Stiffness coefficient of a connection [6.3.1.(6)]

Sj = Sj,ini / [6.3.1.(4)]

Sj = 2887049.32 [kN*mm] Final rotational stiffness [6.3.1.(4)]

Connection classification due to stiffness.

Sj,rig = 8951682.02 [kN*mm] Stiffness of a rigid connection [5.2.2.5]

Sj,pin = 559480.13 [kN*mm] Stiffness of a pinned connection [5.2.2.5]

Sj,pin Sj,ini < Sj,rig SEMI-RIGID



Design of fixed beam-to-column connection

EN 1993-1-8:2005/AC:2009

Ratio 0.21

GENERAL

Connection no.: 1

Connection name: Column-Beam

Structure node: 12


GEOMETRY

COLUMN

Section: HEA 140

Bar no.: 5








Ixc = 10331300.000 [mm


Material: S275

fyc = 0.28 [kN/mm2] Resistance

BEAM

Section: IPE 200

Bar no.: 4



bf = 100.000 [mm] Width of beam section







Ixb = 19431700.000 [mm


Material: S275

fyb = 0.28 [kN/mm2] Resistance

BOLTS


Class = 8.8

Bolt class

FtRd = 90.43 [kN] Tensile resistance of a bolt

nh = 2


nv = 3

Number of bolt rows

h1 = 60.000 [mm] Distance between first bolt and upper edge of front plate

Horizontal spacing ei = 50.000 [mm]

Vertical spacing pi = 50.000;50.000 [mm]

PLATE


bp = 100.000 [mm] Plate width


Material: S275

fyp = 0.28 [kN/mm2] Resistance

FILLET WELDS

aw = 4.000 [mm] Web weld

af = 6.000 [mm] Flange weld

MATERIAL FACTORS

M0 = 1.00


M1 = 1.00


M2 = 1.25


M3 = 1.25


LOADS

Ultimate limit state

Case: 3: COMB1 1*1.20+2*1.60

Mb1,Ed = 2446.47 [kN*mm] Bending moment in the right beam

Vb1,Ed = -5.41 [kN] Shear force in the right beam

Nb1,Ed = -0.05 [kN] Axial force in the right beam

Nc1,Ed = -0.03 [kN] Axial force in the lower column

Mc2,Ed = -2459.96 [kN*mm] Bending moment in the upper column

Vc2,Ed = 1.54 [kN] Shear force in the upper column

Nc2,Ed = -16.47 [kN] Axial force in the upper column

RESULTS

BEAM RESISTANCES

COMPRESSION

Ab = 2848.410 [mm2] Area EN1993-1-1:[6.2.4]

Ncb,Rd = Ab fyb / M0 Ncb,Rd = 783.31 [kN] Design compressive resistance of the section EN1993-1-1:[6.2.4]

SHEAR

Avb = 1400.010 [mm2] Shear area EN1993-1-1:[6.2.6.(3)]

Vcb,Rd = Avb (fyb / 3) / M0 Vcb,Rd = 222.28 [kN] Design sectional resistance for shear EN1993-1-1:[6.2.6.(2)]

Vb1,Ed / Vcb,Rd 1,0 0.02 < 1.00 verified (0.02)

BENDING - PLASTIC MOMENT (WITHOUT BRACKETS)

Wplb = 220657.000 [mm3] Plastic section modulus EN1993-1-1:[6.2.5.(2)]

Mb,pl,Rd = Wplb fyb / M0 Mb,pl,Rd =

60680.6

8

[kN*mm]

Plastic resistance of the section for bending (without stiffeners)

EN1993-1-1:[6.2.5.(2)]

BENDING ON THE CONTACT SURFACE WITH PLATE OR CONNECTED ELEMENT

Wpl = 220657.000 [mm3] Plastic section modulus EN1993-1-1:[6.2.5]

Mcb,Rd = Wpl fyb / M0 Mcb,Rd = 60680.68 [kN*mm] Design resistance of the section for bending EN1993-1-1:[6.2.5]

FLANGE AND WEB - COMPRESSION

Mcb,Rd = 60680.68 [kN*mm] Design resistance of the section for bending EN1993-1-1:[6.2.5]

hf = 191.500 [mm] Distance between the centroids of flanges [6.2.6.7.(1)]

Fc,fb,Rd = Mcb,Rd / hf

Fc,fb,Rd = 316.87 [kN] Resistance of the compressed flange and web [6.2.6.7.(1)]

COLUMN RESISTANCES

WEB PANEL - SHEAR

Mb1,Ed = 2446.47 [kN*mm] Bending moment (right beam) [5.3.(3)]

Mb2,Ed = 0.00 [kN*mm] Bending moment (left beam) [5.3.(3)]

Vc1,Ed = 0.00 [kN] Shear force (lower column) [5.3.(3)]

Vc2,Ed = 1.54 [kN] Shear force (upper column) [5.3.(3)]

z = 120.750 [mm] Lever arm [6.2.5]

Vwp,Ed = (Mb1,Ed - Mb2,Ed) / z - (Vc1,Ed - Vc2,Ed) / 2

Vwp,Ed = 21.03 [kN] Shear force acting on the web panel [5.3.(3)]

Avs = 1012.360 [mm2] Shear area of the column web EN1993-1-1:[6.2.6.(3)]


Vwp,Rd = 0.9*( fy,wc*Avc+fy,wp*Avp+fys*Avd ) / (3 M0) Vwp,Rd = 144.66 [kN] Resistance of the column web panel for shear [6.2.6.1]

Vwp,Ed / Vwp,Rd 1,0 0.15 < 1.00 verified (0.15)

WEB - TRANSVERSE COMPRESSION - LEVEL OF THE BEAM BOTTOM FLANGE

Bearing:




= 0.76



kwc = 1.00



Buckling:


p = 0.70


= 1.00



Final resistance:

Fc,wc,Rd,low = Min (Fc,wc,Rd1 , Fc,wc,Rd2)

Fc,wc,Rd = 159.95 [kN] Column web resistance [6.2.6.2.(1)]

WEB - TRANSVERSE COMPRESSION - LEVEL OF THE BEAM TOP FLANGE

Bearing:




= 0.76



kwc = 1.00



Buckling:


p = 0.70


= 1.00



Final resistance:

Fc,wc,Rd,upp = Min (Fc,wc,Rd1 , Fc,wc,Rd2)

Fc,wc,Rd,upp = 159.95 [kN] Column web resistance [6.2.6.2.(1)]

GEOMETRICAL PARAMETERS OF A CONNECTION

EFFECTIVE LENGTHS AND PARAMETERS - COLUMN FLANGE


1 12.65

0 -

45.00

0 -

50.00

0 79.48

2 106.85

0 79.48

2 106.85

0 89.741

78.42

5 78.42

5 78.42

5

2 12.65

0 -

45.00

0 -

50.00

0 79.48

2 106.85

0 79.48

2 106.85

0 100.00

0 50.00

0 50.00

0 50.00

0

3 12.65

0 -

45.00

0 -

50.00

0 79.48

2 106.85

0 79.48

2 106.85

0 89.741

78.42

5 78.42

5 78.42

5

EFFECTIVE LENGTHS AND PARAMETERS - FRONT PLATE


1 17.67

5 -

25.00

0 -

50.00

0 111.05

2 104.48

2 104.48

2 104.48

2 105.52

6 78.50

8 78.50

8 78.50

8

2 17.67

5 -

25.00

0 -

50.00

0 111.05

2 101.94

8 101.94

8 101.94

8 100.00

0 50.00

0 50.00

0 50.00

0

3 17.67

5 -

25.00

0 -

50.00

0 111.05

2 101.94

8 101.94

8 101.94

8 105.52

6 75.97

4 75.97

4 75.97

4

m – Bolt distance from the web

mx – Bolt distance from the beam flange

e – Bolt distance from the outer edge

ex – Bolt distance from the horizontal outer edge

p – Distance between bolts

leff,cp – Effective length for a single bolt in the circular failure mode

leff,nc – Effective length for a single bolt in the non-circular failure mode



leff,cp,g – Effective length for a group of bolts in the circular failure mode

leff,nc,g – Effective length for a group of bolts in the non-circular failure mode



CONNECTION RESISTANCE FOR COMPRESSION

Nj,Rd = Min ( Ncb,Rd , 2 Fc,wc,Rd,low , 2 Fc,wc,Rd,upp ) Nj,Rd = 319.91 [kN] Connection resistance for compression [6.2]

Nb1,Ed / Nj,Rd 1,0 0.00 < 1.00 verified (0.00)

CONNECTION RESISTANCE FOR BENDING


Bp,Rd = 93.37 [kN] Punching shear resistance of a bolt [Table 3.4]

Ft,fc,Rd – column flange resistance due to bending

Ft,wc,Rd – column web resistance due to tension

Ft,ep,Rd – resistance of the front plate due to bending

Ft,wb,Rd – resistance of the web in tension

Ft,fc,Rd = Min (FT,1,fc,Rd , FT,2,fc,Rd , FT,3,fc,Rd) [6.2.6.4] , [Tab.6.2]

Ft,wc,Rd = beff,t,wc twc fyc / M0 [6.2.6.3.(1)]

Ft,ep,Rd = Min (FT,1,ep,Rd , FT,2,ep,Rd , FT,3,ep,Rd) [6.2.6.5] , [Tab.6.2]

Ft,wb,Rd = beff,t,wb twb fyb / M0 [6.2.6.8.(1)]









Vwp,Rd/ = 144.66 144.66 Web panel - shear

Fc,wc,Rd = 159.95 159.95 Column web - compression

Fc,fb,Rd = 316.87 316.87 Beam flange - compression





























Ft,fc,Rd(3 + 2 + 1) - 21 Ftj,Rd = 324.89 - 71.98 252.91 Column flange - tension - group

Ft,wc,Rd(3 + 2 + 1) - 21 Ftj,Rd = 192.49 - 71.98 120.51 Column web - tension - group




Ft,ep,Rd(3 + 2 + 1) - 21 Ftj,Rd = 114.54 - 71.98 42.56 Front plate - tension - group

Ft,wb,Rd(3 + 2 + 1) - 21 Ftj,Rd = 314.90 - 71.98 242.92 Beam web - tension - group

SUMMARY TABLE OF FORCES

Nr hj Ftj,Rd Ft,fc,Rd Ft,wc,Rd Ft,ep,Rd Ft,wb,Rd Ft,Rd Bp,Rd

1 145.750 58.52 124.84 107.85 58.52 160.90 180.86 186.75

2 95.750 13.46 124.84 107.85 57.10 157.00 180.86 186.75

3 45.750 42.56 124.84 107.85 57.10 157.00 180.86 186.75

CONNECTION RESISTANCE FOR BENDING Mj,Rd

Mj,Rd = hj Ftj,Rd Mj,Rd = 11765.23 [kN*mm] Connection resistance for bending [6.2]

Mb1,Ed / Mj,Rd 1,0 0.21 < 1.00 verified (0.21)

CONNECTION RESISTANCE FOR SHEAR

v = 0.60

Coefficient for calculation of Fv,Rd [Table 3.4]

Fv,Rd = 77.21 [kN] Shear resistance of a single bolt [Table 3.4]

Ft,Rd,max = 90.43 [kN] Tensile resistance of a single bolt [Table 3.4]

Fb,Rd,int = 48.86 [kN] Bearing resistance of an intermediate bolt [Table 3.4]

Fb,Rd,ext = 72.29 [kN] Bearing resistance of an outermost bolt [Table 3.4]

Nr Ftj,Rd,N Ftj,Ed,N Ftj,Rd,M Ftj,Ed,M Ftj,Ed Fvj,Rd

1 180.86 -0.02 58.52 12.17 12.15 97.72

2 180.86 -0.02 13.46 2.80 2.78 97.72

3 180.86 -0.02 42.56 8.85 8.83 97.72

Ftj,Rd,N – Bolt row resistance for simple tension

Ftj,Ed,N – Force due to axial force in a bolt row

Ftj,Rd,M – Bolt row resistance for simple bending

Ftj,Ed,M – Force due to moment in a bolt row

Ftj,Ed – Maximum tensile force in a bolt row

Fvj,Rd – Reduced bolt row resistance

Ftj,Ed,N = Nj,Ed Ftj,Rd,N / Nj,Rd Ftj,Ed,M = Mj,Ed Ftj,Rd,M / Mj,Rd Ftj,Ed = Ftj,Ed,N + Ftj,Ed,M

Fvj,Rd = Min (nh Fv,Rd (1 - Ftj,Ed/ (1.4 nh Ft,Rd,max), nh Fv,Rd , nh Fb,Rd)) Vj,Rd = nh 1

n Fvj,Rd [Table 3.4]

Vj,Rd = 293.16 [kN] Connection resistance for shear [Table 3.4]

Vb1,Ed / Vj,Rd 1,0 0.02 < 1.00 verified (0.02)

WELD RESISTANCE


[4.5.3.2(2)]

Awy = 1924.800 [mm2] Area of horizontal welds

[4.5.3.2(2)]

Awz = 1272.000 [mm2] Area of vertical welds

[4.5.3.2(2)]

Iwy = 20726644.20

0 [mm

4]

Moment of inertia of the weld arrangement with respect to the hor. axis

[4.5.3.2(5)]

max=max =

-0.01 [kN/mm

2

] Normal stress in a weld

[4.5.3.2(5)]

= = -0.01 [kN/mm

2

] Stress in a vertical weld

[4.5.3.2(5)]

II = -0.00 [kN/mm

2

] Tangent stress

[4.5.3.2(5)]

w = 0.85

Correlation coefficient [4.5.3.2(7


[4.5.3.2(2)]

)]

[max2 + 3*(max

2)] fu/(w*M2) 0.02 < 0.40 verified (0.04)

[2 + 3*(

2+II

2)] fu/(w*M2) 0.02 < 0.40 verified (0.04)

0.9*fu/M2 0.01 < 0.31 verified (0.03)

CONNECTION STIFFNESS

twash = 4.000 [mm] Washer thickness [6.2.6.3.(2)]

hhead = 12.000 [mm] Bolt head height [6.2.6.3.(2)]

hnut = 16.000 [mm] Bolt nut height [6.2.6.3.(2)]

Lb = 36.500 [mm] Bolt length [6.2.6.3.(2)]

k10 = 6.882 [mm] Stiffness coefficient of bolts [6.3.2.(1)]

STIFFNESSES OF BOLT ROWS

Nr hj k3 k4 k5 keff,j keff,j hj keff,j hj2

Sum 272.472 31450.892

1 145.750 2.603 21.413 2.764 1.066 155.390 22648.134

2 95.750 1.659 13.652 1.760 0.720 68.925 6599.595

3 45.750 2.603 21.413 2.675 1.053 48.157 2203.164

keff,j = 1 / (35 (1 / ki,j)) [6.3.3.1.(2)]

zeq = j keff,j hj2 / j keff,j hj

zeq = 115.428 [mm] Equivalent force arm [6.3.3.1.(3)]

keq = j keff,j hj / zeq keq = 2.361 [mm] Equivalent stiffness coefficient of a bolt arrangement [6.3.3.1.(1)]


= 1.00

Transformation parameter [5.3.(7)]

z = 115.428 [mm] Lever arm [6.2.5]

k1 = 3.333 [mm] Stiffness coefficient of the column web panel subjected to shear [6.3.2.(1)]



dc = 116.000 [mm] Height of compressed web [6.2.6.2.(1)]

k2 = 4.497 [mm] Stiffness coefficient of the compressed column web [6.3.2.(1)]

Sj,ini = E zeq2 / i (1 / k1 + 1 / k2 + 1 / keq) [6.3.1.(4)]

Sj,ini = 2887049.32 [kN*mm] Initial rotational stiffness [6.3.1.(4)]

= 1.00

Stiffness coefficient of a connection [6.3.1.(6)]

Sj = Sj,ini / [6.3.1.(4)]

Sj = 2887049.32 [kN*mm] Final rotational stiffness [6.3.1.(4)]

Connection classification due to stiffness.

Sj,rig = 8951682.02 [kN*mm] Stiffness of a rigid connection [5.2.2.5]

Sj,pin = 559480.13 [kN*mm] Stiffness of a pinned connection [5.2.2.5]

Sj,pin Sj,ini < Sj,rig SEMI-RIGID



Calculation of the beam-to-beam (web) connection

EN 1993-1-8:2005/AC:2009

Ratio 0.10

GENERAL

Connection no.: 6

Connection name: Beam-beam (web)

Structure node: 4


GEOMETRY

PRINCIPAL BEAM

Section: IPE 200

Bar no.: 2


hg = 200.000 [mm] Height of the principal beam section

bfg = 100.000 [mm] Width of the flange of the principal beam section

twg = 5.600 [mm] Thickness of the web of the principal beam section

tfg = 8.500 [mm] Thickness of the flange of the principal beam section

rg = 12.000 [mm] Fillet radius of the web of the principal beam section

Ap = 2848.410 [mm2] Cross-sectional area of a principal beam

Iyp = 19431700.000 [mm

4] Moment of inertia of the principal beam section

Material: S275

fyg = 0.28 [kN/mm2] Design resistance

fug = 0.43 [kN/mm


BEAM

Section: IPE 200

Bar no.: 3









Iyb = 19431700.000 [mm


Material: S275


fub = 0.43 [kN/mm


PLATE

Type: unilateral




Material: S275


fup = 0.43 [kN/mm


BOLTS


Class = 8.8

Bolt class




Av = 201.062 [mm


fub = 0.80 [kN/mm


k = 1


w = 2

Number of bolt rows



WELDS

agp = 5.000 [mm] Fillet welds connecting plate with principal beam

MATERIAL FACTORS

M0 = 1.00


M2 = 1.25


LOADS

Case: 3: COMB1 1*1.20+2*1.60




RESULTS


BOLT CAPACITIES



Direction x

k1x = 2.50


k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.86


bz > 0.0 0.86 > 0.00 verified



Direction x

k1x = 2.50


k1x > 0.0 2.50 > 0.00 verified

bx = 0.65


bx > 0.0 0.65 > 0.00 verified


Direction z

k1z = 2.50


k1z > 0.0 2.50 > 0.00 verified

bz = 0.65


bz > 0.0 0.65 > 0.00 verified



Bolt shear

e = 52.80

0 [mm]

Distance between centroid of a bolt group and center of the principal beam web

M0 =

-

344.9

5

[kN*mm]

Real bending moment M0=Mb,Ed+Vb,Ed*e

FNx = 0.78 [kN] Component force in a bolt due to influence of the longitudinal force FNx=Nb,Ed/n



FMx=M0*zi/(xi2+zi

2)


FMz=M0*xi/(xi2+zi

2)

Fx,Ed =


Fz,Ed =


FRdx =


FbRd2x)

FRdz =


FbRd2z)




PLATE



Anv = 408.000 [mm




BEAM


Anv = 464.800 [mm




WELD RESISTANCE

FILLET WELDS CONNECTING PLATE WITH PRINCIPAL BEAM


= 0.00 [kN/mm2] Normal stress in a weld =Nb,Ed/As + Mb,Ed/Wys

= 0.00 [kN/mm2] Normal perpendicular stress in the weld =/2

|| 0.9*fu/M2 |0.00| < 0.31 verified (0.01)



w = 0.85


[2+3*(II

2+

2)] fu/(w*M2) 0.03 < 0.40 verified (0.07)


Date post:	14-Dec-2015
Category:	Documents
Upload:	kevin-lekhraj-hurreeram
View:	214 times
Download:	0 times

T7

Documents