Challenge

Project 1 - Review of Shear & Moment Connections in RAM Connection

SSharukh Shaikh28 Apr 2023

Design and optimize typical shear, moment and Splice joints in RAM Connection for the following structure modelled in Staad Pro. Design and optimize base plate connection.

Structure: A 2D portal frame fixed support spanning 15m with a pitched roof ridge height of 12m, slope of 4 degrees. A uniformly distributed load of 10kN/m is applied on the roof beams. Optimize the beams and columns for 85% utilization and consider splice joints at 6m from base and 4m from beam column joints. Consider a hanger beam shear connected with column support of 4m height from the splice joint with a length of 3m from beam-column corner joint carrying 5kN/m load. Use hot rolled sections.

SOLUTION:

Create the geometry according to the data given.

Assign the property to the member
column: ISHB 350
Rafter: ISMB 500
Hanger beam: ISMB 150

Assign the load as per given in load data.
Dead load: self weight of a member with 1.1 factor
Live load: 10KN/m on rafter beam & 5KN/m on hanger beam

After applying all the loads we have to assign the design parameters to the member

Once all the design parameters are applied, Perform analysis command is given and the structure is analysed.
Utilization ratio of a member can be seen once a structure is analysed successfully.
Utilization ratio for this structure is shown in below image

Once all the member is utilised we have to design the given connectconnection template ions
Here in STAAD connection no connection temoplates are shown the the connection is designed in RAM connection using member end forces

SHEAR CONNECTION BETWEEN COLUMN & HANGED BEAM

The connection is passing with the ratio of 0.4

Current Date: 28-04-2023 15:51
Units system: SI

Steel connections
Results
______________________________________________________________________

____________________________________________________________

Connection name : WebSideP_IS_BCF_6PL_2B1C_M20 G4_6
Connection ID : 1V
____________________________________________________________

Family: Beam - Column flange (BCF)
Type: Single plate
Design code: IS 800 : 2007

DEMANDS
Description Pu Ru RuLeft Mu
[kN] [kN] [kN] [kN*m]
-----------------------------
DL 5.00 10.00 0.00 0.00
-----------------------------

GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
----------------------------------------------------------------------
Fin plate
Length [mm] 110.00 90.00 116.00
Lmax = hb - max(dnt, ktop) - max(dnb, kbottom)
= 150[mm] - max(0[mm], 17[mm]) - max(0[mm], 17[mm])
= 116[mm]

Thickness [mm] 8.00 6.00 50.00
Bolts number 2 2 2
Lmax = hb - max(dnt, ktop) - max(dnb, kbottom)
= 150[mm] - max(0[mm], 17[mm]) - max(0[mm], 17[mm])
= 116[mm]

Lmax = hb - max(dnt, ktop) - max(dnb, kbottom)
= 150[mm] - max(0[mm], 17[mm]) - max(0[mm], 17[mm])
= 116[mm]

Shear plate (Beam side)
Vertical edge distance [mm] 30.00 27.00 96.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*8[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 96[mm] Cl. 10.2.4.3

Horizontal edge distance [mm] 30.00 27.00 96.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*8[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 96[mm] Cl. 10.2.4.3

Vertical center-to-center spacing (pitch) [mm] 50.00 40.00 120.00 Cl.
10.2.3.3
pmin = 2.5*d
= 2.5*16[mm]
= 40[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])
= min(100 [mm] + 4*5[mm], 300 [mm])
= 120[mm] Cl. 10.2.3.3

Shear plate (Support side)
Weld size [mm] 3.00 3.00 --
Beam
Horizontal edge distance [mm] 30.00 27.00 60.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*18[mm]
= 27[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*5[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 60[mm] Cl. 10.2.4.3

----------------------------------------------------------------------

DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio
References
----------------------------------------------------------------------
Plate (beam side)
Bolt group shear [KN] 28.97 11.63 DL 0.40 Cl. 10.3.3
Asb = π/4*d2
= π/4*16[mm]2
= 201.062[mm2]

Anb = 0.78*π/4*d2
= 0.78*π/4*16[mm]2
= 156.828[mm2]

Vnsb = fu/(3)0.5*(nn*Anb + ns*Asb)
= 400[N/mm2]/(3)0.5*(1*156.828[mm2] + 0*201.062[mm2])
= 36.218[kN] Cl. 10.3.3

Vdsb = Vnsb/gmb
= 36.218[kN]/1.25
= 28.974[kN] Cl. 10.3.3

Ri = ((Px/n + Mecc*yi/Ibg)2 + (Py/n + Mecc*xi/Ibg)2)0.5
= ((5[kN]/2 + 0.4[kN*m]*-25[mm]/1250[mm2])2 + (10[kN]/2 +
0.4[kN*m]*0[mm]/1250[mm2])2)0.5
= 7.433[kN]

Ri = ((Px/n + Mecc*yi/Ibg)2 + (Py/n + Mecc*xi/Ibg)2)0.5
= ((5[kN]/2 + 0.4[kN*m]*25[mm]/1250[mm2])2 + (10[kN]/2 +
0.4[kN*m]*0[mm]/1250[mm2])2)0.5
= 11.63[kN]

Bolt bearing [KN] 58.31 11.63 DL 0.20 Cl. 10.3.4
kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(30[mm]/(3*18[mm]), 50[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.556 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.556*16[mm]*8[mm]*410[N/mm2]
= 72.889[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 72.889[kN]/1.25
= 58.311[kN] Cl. 10.3.4

Ri = ((Px/n + Mecc*yi/Ibg)2 + (Py/n + Mecc*xi/Ibg)2)0.5
= ((5[kN]/2 + 0.4[kN*m]*-25[mm]/1250[mm2])2 + (10[kN]/2 +
0.4[kN*m]*0[mm]/1250[mm2])2)0.5
= 7.433[kN]

Ri = ((Px/n + Mecc*yi/Ibg)2 + (Py/n + Mecc*xi/Ibg)2)0.5
= ((5[kN]/2 + 0.4[kN*m]*25[mm]/1250[mm2])2 + (10[kN]/2 +
0.4[kN*m]*0[mm]/1250[mm2])2)0.5
= 11.63[kN]

Block tearing [KN] 126.81 10.00 DL 0.08 Cl. 6.4.1
Av = h*t
= 80[mm]*8[mm]
= 640[mm2] Cl. 8.4.1

Avn = t*(h - e1 - (n1 - 0.5)*d0)
= 8[mm]*(110[mm] - 30[mm] - (2 - 0.5)*18[mm])
= 424[mm2] Cl. 6.4.1

IsSingleLineOfBolts ® True

Atg = tw*e2
= 8[mm]*30[mm]
= 240[mm2]

IsSingleLineOfBolts ® True

Atn = t*(e2 - d0/2)
= 8[mm]*(30[mm] - 18[mm]/2)
= 168[mm2] Cl. 6.4.1

Tdb = min(Avg*fy/(30.5*gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(30.5*gm1) + Atg*fy/gm0)
= min(640[mm2]*250[N/mm2]/(30.5*1.1) + 0.9*168[mm2]*410[N/mm2]/1.25,
0.9*424[mm2]*410[N/mm2]/(30.5*1.25) +
240[mm2]*250[N/mm2]/1.1)
= 126.809[kN] Cl. 6.4.1

Shear at gross section [KN] 90.92 10.00 DL 0.11 SCI P358 p.118,
Cl. 8.4
Av = h*t
= 110[mm]*8[mm]
= 880[mm2] Cl. 8.4.1

Vng = Av*fy/(1.27*(3)0.5)
= 880[mm2]*250[N/mm2]/(1.27*(3)0.5)
= 100.013[kN] SCI P358 p.118

Vdg = Vng/gm0
= 100.013[kN]/1.1
= 90.921[kN] Cl. 8.4

Shear at net section [KN] 112.11 10.00 DL 0.09 Cl. 8.4
An = t*(h - n1*d0)
= 8[mm]*(110[mm] - 2*18[mm])
= 592[mm2] Cl. 6.3.1

Vdn = An*fu/((3)0.5*gm1)
= 592[mm2]*410[N/mm2]/((3)0.5*1.25)
= 112.108[kN] Cl. 8.4

Tension at net section [KN] 174.76 5.00 DL 0.03 Cl. 6.3
Anet = t*(h - d0*n1)
= 8[mm]*(110[mm] - 18[mm]*2)
= 592[mm2]

Tdn = 0.9*An*fu/gm1
= 0.9*592[mm2]*410[N/mm2]/1.25
= 174.758[kN] Cl. 6.3

Block tearing due to tension [KN] 138.55 5.00 DL 0.04 Cl. 6.4.1
Atg = t*((n1 - 1)*p1 + e1)
= 8[mm]*((2 - 1)*50[mm] + 0[mm])
= 400[mm2]

Avg = 2*t*(e2 + p2*(n2 - 1))
= 2*8[mm]*(30[mm] + 60[mm]*(1 - 1))
= 480[mm2]

Atn = t*((n1 - 1)*(p1 - d0))
= 8[mm]*((2 - 1)*(50[mm] - 18[mm]))
= 256[mm2]

Avn = 2*t*(e2 + (p2 - d0)*(n2 - 1) - 0.5*d0)
= 2*8[mm]*(30[mm] + (60[mm] - 18[mm])*(1 - 1) - 0.5*18[mm])
= 336[mm2]

Tdb = min(Avg*fy/(30.5*gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(30.5*gm1) + Atg*fy/gm0)
= min(480[mm2]*250[N/mm2]/(30.5*1.1) + 0.9*256[mm2]*410[N/mm2]/1.25,
0.9*336[mm2]*410[N/mm2]/(30.5*1.25) +
400[mm2]*250[N/mm2]/1.1)
= 138.555[kN] Cl. 6.4.1

Atg = t*((n1 - 1)*p1 + e1)
= 8[mm]*((2 - 1)*50[mm] + 30[mm])
= 640[mm2]

Avg = t*(e2 + p2*(n2 - 1))
= 8[mm]*(30[mm] + 60[mm]*(1 - 1))
= 240[mm2]

Atn = t*((n1 - 1)*(p1 - d0) - 0.5*d0 + e1)
= 8[mm]*((2 - 1)*(50[mm] - 18[mm]) - 0.5*18[mm] + 30[mm])
= 424[mm2]

Avn = t*(e2 + (p2 - d0)*(n2 - 1) - 0.5*d0)
= 8[mm]*(30[mm] + (60[mm] - 18[mm])*(1 - 1) - 0.5*18[mm])
= 168[mm2]

Tdb = min(Avg*fy/(30.5*gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(30.5*gm1) + Atg*fy/gm0)
= min(240[mm2]*250[N/mm2]/(30.5*1.1) + 0.9*424[mm2]*410[N/mm2]/1.25,
0.9*168[mm2]*410[N/mm2]/(30.5*1.25) +
640[mm2]*250[N/mm2]/1.1)
= 156.657[kN] Cl. 6.4.1

Beam
Bolt bearing [KN] 44.34 11.63 DL 0.26 Cl. 10.3.4
kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(50[mm]/(3*18[mm]), 50[mm]/(3*18[mm]) - 0.25, 400[N/mm2]/410[N/mm2], 1.0)
= 0.676 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.676*16[mm]*5[mm]*410[N/mm2]
= 55.426[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 55.426[kN]/1.25
= 44.341[kN] Cl. 10.3.4

Ri = ((Px/n + Mecc*yi/Ibg)2 + (Py/n + Mecc*xi/Ibg)2)0.5
= ((5[kN]/2 + 0.4[kN*m]*-25[mm]/1250[mm2])2 + (10[kN]/2 +
0.4[kN*m]*0[mm]/1250[mm2])2)0.5
= 7.433[kN]

Ri = ((Px/n + Mecc*yi/Ibg)2 + (Py/n + Mecc*xi/Ibg)2)0.5
= ((5[kN]/2 + 0.4[kN*m]*25[mm]/1250[mm2])2 + (10[kN]/2 +
0.4[kN*m]*0[mm]/1250[mm2])2)0.5
= 11.63[kN]

Shear at gross section [KN] 117.31 10.00 DL 0.09 Cl. 8.4.1,
Cl. 8.4
Av = Max(Ag - bfTop*tfTop - bfBottom*tfBottom + ((tw + 2*rb,top)*tfTop/2) + ((tw +
2*rb,bottom)*tfBottom/2), hw*tw)
= Max(1910[mm2] - 75[mm]*8[mm] - 75[mm]*8[mm] + ((5[mm] + 2*9[mm])*8[mm]/2) + ((5[mm]
+ 2*9[mm])*
8[mm]/2), 134[mm]*5[mm])
= 894[mm2]

Vng = Av*fy/(3)0.5
= 894[mm2]*250[N/mm2]/(3)0.5
= 129.038[kN] Cl. 8.4.1

Vdg = Vng/gm0
= 129.038[kN]/1.1
= 117.307[kN] Cl. 8.4

Shear at net section [KN] 135.21 10.00 DL 0.07 Cl. 8.4
Av = Max(Ag - bfTop*tfTop - bfBottom*tfBottom + ((tw + 2*rb,top)*tfTop/2) + ((tw +
2*rb,bottom)*tfBottom/2), hw*tw)
= Max(1910[mm2] - 75[mm]*8[mm] - 75[mm]*8[mm] + ((5[mm] + 2*9[mm])*8[mm]/2) + ((5[mm]
+ 2*9[mm])*
8[mm]/2), 134[mm]*5[mm])
= 894[mm2]

Av,net = Av - n1*d0*tw
= 894[mm2] - 2*18[mm]*5[mm]
= 714[mm2]

Vdn = An*fu/((3)0.5*gm1)
= 714[mm2]*410[N/mm2]/((3)0.5*1.25)
= 135.211[kN] Cl. 8.4

Tension [KN] 109.22 5.00 DL 0.05 Cl. 6.3
An = (b - n*dh)*t
= (110[mm] - 2*18[mm])*5[mm]
= 370[mm2] Cl. 6.3

Tdn = 0.9*An*fu/gm1
= 0.9*370[mm2]*410[N/mm2]/1.25
= 109.224[kN] Cl. 6.3

Block tearing due to tension [KN] 86.60 5.00 DL 0.06 Cl. 6.4.1
Atn = t*((n1 - 1)*(p1 - d0))
= 5[mm]*((2 - 1)*(50[mm] - 18[mm]))
= 160[mm2]

Avn = 2*t*(e2 + (p2 - d0)*(n2 - 1) - 0.5*d0)
= 2*5[mm]*(30[mm] + (60[mm] - 18[mm])*(1 - 1) - 0.5*18[mm])
= 210[mm2]

Avg = 2*t*(e2 + p2*(n2 - 1))
= 2*5[mm]*(30[mm] + 60[mm]*(1 - 1))
= 300[mm2]

Atg = t*((n1 - 1)*p1 + e1)
= 5[mm]*((2 - 1)*50[mm] + 0[mm])
= 250[mm2]

Tdb = min(Avg*fy/(30.5*gm0) + 0.9*Atn*fu/gm1, 0.9*Avn*fu/(30.5*gm1) + Atg*fy/gm0)
= min(300[mm2]*250[N/mm2]/(30.5*1.1) + 0.9*160[mm2]*410[N/mm2]/1.25,
0.9*210[mm2]*410[N/mm2]/(30.5*1.25) +
250[mm2]*250[N/mm2]/1.1)
= 86.597[kN] Cl. 6.4.1

Plate (support side)
Weld capacity [KN/mm2] 0.19 0.04 DL 0.21 Cl. 10.5.7.1.1,
Cl. 10.5.10.1.1
fwn = fu/(30.5)
= 410[N/mm2]/(30.5)
= 236.714[N/mm2] Cl. 10.5.7.1.1

fwd = fwn/gmw
= 236.714[N/mm2]/1.25
= 189.371[N/mm2] Cl. 10.5.7.1.1

tt = 2 * (0.7*s)
= 2 * (0.7*3[mm])
= 4.2[mm] Cl. 10.5.3.1

q = P/(tt*lw)
= 10[kN]/(4.2[mm]*110[mm])
= 21.645[N/mm2] Cl. 10.5.9

tt = 2 * (0.7*s)
= 2 * (0.7*3[mm])
= 4.2[mm] Cl. 10.5.3.1

fa = P/(tt*lw)
= 5[kN]/(4.2[mm]*110[mm])
= 10.823[N/mm2] Cl. 10.5.9

fe = (fa2 + 3*q2)0.5
= (10.823[N/mm2]2 + 3*21.645[N/mm2]2)0.5
= 39.021[N/mm2] Cl. 10.5.10.1.1

----------------------------------------------------------------------
Global critical strength ratio 0.40
----------------------------------------------------------------------

NOTES
Some verifications for this connection are not available in IS 800-2007 and thus, they
have been calculated with NA to BS EN 1993-1-8:2005

NOTATION
Ag: Gross area of cross section
An: Net area of the total cross-section
Anb: Net shear area of the bolt at threads
Anet: Net area in tension
Asb: Nominal plain shank area of the bolt
Atg: Minimum gross area in tension from the bolt hole perpendicular to the line of
force
Atn: Minimum net area in tension from the bolt hole perpendicular to the line of
force
Av: Shear area
Avg: Minimum gross area in shear along bolt line parallel to external force
Avn: Minimum net area in shear along bolt line parallel to external force
Av,net: Net shear area
b: Width of the plate
bfBottom: Bottom flange width
bfTop: Top flange width
CorrosionExposed: Members are exposed to corrosive influences
d: Nominal bolt diameter
d0: Diameter of the bolt hole
dh: Diameter of bolt hole
dnb: Bottom notch height
dnt: Top notch height
e1: End distance
e2: Edge distance
emax: Maximum edge distance
emin: Minimum edge distance
fa: Individual stress acting in fillet weld due to axial
fe: Equivalent stress
fu: Characteristic ultime tensile stress of the connected part
fub: Ultime tensile stress of the bolt
fu: Smaller of the ultimate stress of the weld or of the parent metal
fwd: Design strength of a fillet weld
fwn: Nominal strength of a fillet weld
fy: Characteristic yield stress of the connected part
gm0: Partial factor against yield stress and buckling
gm1: Partial factor against ultimate stress
gmb: Partial factor for bolted connection with bearing type bolts
gmw: Partial factor for strength of weld
hb: Height of the member
h: Height of the plate
hw: Clear depth between flanges
Ibg: Moment of inertia of bolt group
IsSingleLineOfBolts: Single line of bolts
kb: Bearing capacity factor
kbottom: Thickness of the bottom flange + root radius
ktop: Thickness of the top flange + root radius
Lmax: Maximum length
lw: Effective length of weld
Mecc: Moment due to force eccentricity
n: Number of bolts
n1: Number of rows of bolts
n2: Number of columns of bolts
nn: Number of shear planes with threads intercepting the shear plane
ns: Number of shear planes without threads intercepting the shear plane
p: Pitch distance
p1: Vertical spacing between centres of bolts in a line in the load direction
p2: Horizontal spacing between centres of bolts in adjacent lines perpendicular to the
load direction
pmax: Maximum pitch
pmin: Minimum pitch
P: Force transmitted to welds
Px: Horizontal component of acting force
Py: Vertical component of acting force
q: Individual stress acting in fillet weld due to shear
rb,bottom: Root radius of the bottom flange beam section
rb,top: Root radius of the top flange beam section
Ri: Force acting on a bolt due to eccentric load
s: Weld size
ShearedEdges: Sheared or hand cut flame edges
t: Component thickness
Tdb: Block shear strength
Tdn: Design tension strength governed by rupture of net cross-sectional area
tfBottom: Bottom flange thickness
tfTop: Top flange thickness
tt: Effective throat thickness of weld
tw: Thickness of web
Vdg: Design shear strenght of the gross section
Vdn: Design shear strenght of the net section
Vdpb: Design bearing strength of a bolt
Vdsb: Design shear strength of a bolt
Vng: Nominal plastic shear resistance of the gross section
Vnpb: Nominal bearing strength of a bolt
Vnsb: Nominal shear capacity of a bolt
xi: Abscissa of a bolt with respect to the center of gravity of the bolt group
yi: Ordinate of a bolt with respect to the center of gravity of the bolt group
z: Distance from support to centre of gravity of bolt group
zp: Distance between weld and first line of bolts

B. MOMENT CONNECTION COLUMN & RAFTER BEAM

The connection is passing with a ratio of 0.94.

Current Date: 28-04-2023 16:34
Units system: SI

Steel connections
Results
______________________________________________________________________

____________________________________________________________

Connection name : MEP IS BCF H Extended both ways
Connection ID : 2
____________________________________________________________

Family: Beam - Column flange (BCF)
Type: Moment bolted plate
Design code: IS 800 : 2007

DEMANDS
Right beam Left beam
Description V1 N M2 M1 NfTop NfBottom NfTop NfBottom Vu
[kN] [kN] [kN*m] [kN*m] [kN] [kN] [kN] [kN] [kN]
-----------------------------------------------------------------
DL 132.00 32.00 0.00 170.00 -158.97 190.97 0.00 0.00 190.97
-----------------------------------------------------------------

GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
----------------------------------------------------------------------
Extended end plate
Horizontal center-to-center spacing (gage) [mm] 120.00 75.00 192.00 Cl.
10.2.3.2
pmin = 2.5*d
= 2.5*30[mm]
= 75[mm]

pmax = min(16*t, 200 [mm])
= min(16*12[mm], 200 [mm])
= 192[mm] Cl. 10.2.3.2

Horizontal edge distance [mm] 60.00 49.50 144.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*33[mm]
= 49.5[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*12[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 144[mm] Cl. 10.2.4.3

Support
Horizontal center-to-center spacing (gage) [mm] 120.00 75.00 185.60 Cl.
10.2.3.2
pmin = 2.5*d
= 2.5*30[mm]
= 75[mm]

pmax = min(16*t, 200 [mm])
= min(16*11.6[mm], 200 [mm])
= 185.6[mm] Cl. 10.2.3.2

Horizontal edge distance [mm] 65.00 49.50 139.20 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*33[mm]
= 49.5[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*11.6[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 139.2[mm] Cl. 10.2.4.3

----------------------------------------------------------------------

DESIGN CHECK
Verification Unit Capacity Demand Ctrl EQ Ratio
References
----------------------------------------------------------------------
Moment resistance of joint [KN*m] 190.69 178.49 DL 0.94 [EC3-8] Eq.6.25
MjrRd = hr*Fjr,Rd
= 910.35[mm]*154.18[kN]
= 140.358[kN*m] [EC3-8] Eq.6.25

MjrRd = hr*Fjr,Rd
= 441.05[mm]*114.119[kN]
= 50.332[kN*m] [EC3-8] Eq.6.25

Mj,Rd = Shr*Fjr,Rd
= 190.69[kN*m] [EC3-8] Eq.6.25

TENSION ZONE T-STUBS
Row 1
Row 1, alone
Column flange bending [KN] 154.18 [EC3-8] Table 6.2
leff,cp = 2.0*π*m
= 2.0*π*46.25[mm]
= 290.597[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,cp = π*m + 2.0*e1
= π*46.25[mm] + 2.0*50[mm]
= 245.299[mm] [EC3-8] Table 6.4,
6.5

leff,nc = 2.0*m + 0.625*e + e1
= 2.0*46.25[mm] + 0.625*65[mm] + 50[mm]
= 183.125[mm] [EC3-8] Tables
6.4,
6.5

leff,nc = 4.0*m + 1.25*e
= 4.0*46.25[mm] + 1.25*65[mm]
= 266.25[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,1 = Min(leff,nc, leff,cp)
= Min(183.125[mm], 245.299[mm])
= 183.125[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,2 = leff,nc
= 183.125[mm] [EC3-8] Tables
6.4,
6.5, 6.6

n = Min(emin, 1.25*m)
= Min(50[mm], 1.25*46.25[mm])
= 50[mm] [EC3-8] Table 6.2

ew = dw/4
= 50.85[mm]/4
= 12.713[mm] [EC3-8] Table 6.2

Lb = tp + tfc + tbp + twasher + 0.5*(bhead + bnut)
= 12[mm] + 11.6[mm] + 0[mm] + 4[mm] + 0.5*(17.65[mm] + 24.3[mm])
= 48.575[mm] [EC3-8] Table 6.2

Lb* = 8.8*m3*As*nb/(Sleff,1*tf3)
= 8.8*46.25[mm]3*706.86[mm2]*1/(183.125[mm]*11.6[mm]3)
= 2152.93[mm] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,1*tf2*fy/gm0
= 0.25*183.125[mm]*11.6[mm]2*250[N/mm2]/1.1
= 1.4[kN*m] [EC3-8] Table 6.2

FT,1,Rd = (8*n - 2*ew)*Mpl,1,Rd/(2*m*n - ew*(m + n))
= (8*50[mm] - 2*12.713[mm])*1.4[kN*m]/(2*46.25[mm]*50[mm] - 12.713[mm]*(46.25[mm] +
50[mm]))
= 154.18[kN] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,2*tf2*fy/gm0
= 0.25*183.125[mm]*11.6[mm]2*250[N/mm2]/1.1
= 1.4[kN*m] [EC3-8] Table 6.2

FT,2,Rd = (2*Mpl,2,Rd + n*SFt,Rd)/(m + n)
= (2*1.4[kN*m] + 50[mm]*635.155[kN])/(46.25[mm] + 50[mm])
= 359.043[kN] [EC3-8] Table 6.2

FT,3,Rd = SFt,Rd
= 635.155[kN] [EC3-8] Table 6.2

FT,Rd = Min(FT,1,Rd, FT,2,Rd, FT,3,Rd)
= Min(154.18[kN], 359.043[kN], 635.155[kN])
= 154.18[kN] [EC3-8] Table 6.2

Column web in transverse tension [KN] 302.99
[EC3-8] Eq.6.15
b1 = Min(Abs(1 - Mjb2Ed/Mjb1Ed), 2)
= Min(Abs(1 - 0[kN*m]/170[kN*m]), 2)
= 1 [EC3-8] Eq.5.4a

b = 1.0 EN1993-05 1-8
Table 6.3

w1 = 1/(1 + 1.3*(beff,t,wc*twc/Avc)2)1/2
= 1/(1 + 1.3*(183.125[mm]*8.3[mm]/3164.68[mm2])2)1/2
= 0.877 [EC3-8] Table 6.3

w = w1
= 0.877 [EC3-8] Table 6.3

Ft,wc,Rd = w*beff,t,wc*twc*fy,wc/gm0
= 0.877*183.125[mm]*8.3[mm]*250[N/mm2]/1.1
= 302.986[kN] [EC3-8] Eq.6.15

End plate bending [KN] 237.18 [EC3-8] Table 6.2
leff,cp = 2.0*π*m
= 2.0*π*49.6[mm]
= 311.646[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = a*m
= 5.861*49.6[mm]
= 290.71[mm] [EC3-8] Tables
6.5,
6.6

leff,1 = Min(leff,nc, leff,cp)
= Min(290.71[mm], 311.646[mm])
= 290.71[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,2 = leff,nc
= 290.71[mm] [EC3-8] Tables
6.4,
6.5, 6.6

n = Min(emin, 1.25*m)
= Min(60[mm], 1.25*49.6[mm])
= 60[mm] [EC3-8] Table 6.2

ew = dw/4
= 50.85[mm]/4
= 12.713[mm] [EC3-8] Table 6.2

Lb = tp + tfc + tbp + twasher + 0.5*(bhead + bnut)
= 12[mm] + 11.6[mm] + 0[mm] + 4[mm] + 0.5*(17.65[mm] + 24.3[mm])
= 48.575[mm] [EC3-8] Table 6.2

Lb* = 8.8*m3*As*nb/(Sleff,1*tf3)
= 8.8*49.6[mm]3*706.86[mm2]*1/(290.71[mm]*11.6[mm]3)
= 1672.74[mm] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,1*tf2*fy/gm0
= 0.25*290.71[mm]*12[mm]2*250[N/mm2]/1.1
= 2.379[kN*m] [EC3-8] Table 6.2

FT,1,Rd = (8*n - 2*ew)*Mpl,1,Rd/(2*m*n - ew*(m + n))
= (8*60[mm] - 2*12.713[mm])*2.379[kN*m]/(2*49.6[mm]*60[mm] - 12.713[mm]*(49.6[mm] +
60[mm]))
= 237.177[kN] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,2*tf2*fy/gm0
= 0.25*290.71[mm]*12[mm]2*250[N/mm2]/1.1
= 2.379[kN*m] [EC3-8] Table 6.2

FT,2,Rd = (2*Mpl,2,Rd + n*SFt,Rd)/(m + n)
= (2*2.379[kN*m] + 60[mm]*635.155[kN])/(49.6[mm] + 60[mm])
= 391.116[kN] [EC3-8] Table 6.2

FT,3,Rd = SFt,Rd
= 635.155[kN] [EC3-8] Table 6.2

FT,Rd = Min(FT,1,Rd, FT,2,Rd, FT,3,Rd)
= Min(237.177[kN], 391.116[kN], 635.155[kN])
= 237.177[kN] [EC3-8] Table 6.2

Beam web in tension [KN] 739.99 [EC3-8] Eq.6.22
Ft,wb,Rd = beff,t,wb*twb*fy,wb/gm0
= 290.71[mm]*11.2[mm]*250[N/mm2]/1.1
= 739.988[kN] [EC3-8] Eq.6.22

Effective resistance [KN] 154.18
Row 2
Row 2, alone
Column flange bending [KN] 221.06 [EC3-8] Table 6.2
leff,cp = 2.0*π*m
= 2.0*π*46.25[mm]
= 290.597[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = 4.0*m + 1.25*e
= 4.0*46.25[mm] + 1.25*65[mm]
= 266.25[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,1 = Min(leff,nc, leff,cp)
= Min(266.25[mm], 290.597[mm])
= 266.25[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,2 = leff,nc
= 266.25[mm] [EC3-8] Tables
6.4,
6.5, 6.6

n = Min(emin, 1.25*m)
= Min(65[mm], 1.25*46.25[mm])
= 57.813[mm] [EC3-8] Table 6.2

ew = dw/4
= 50.85[mm]/4
= 12.713[mm] [EC3-8] Table 6.2

Lb = tp + tfc + tbp + twasher + 0.5*(bhead + bnut)
= 12[mm] + 11.6[mm] + 0[mm] + 4[mm] + 0.5*(17.65[mm] + 24.3[mm])
= 48.575[mm] [EC3-8] Table 6.2

Lb* = 8.8*m3*As*nb/(Sleff,1*tf3)
= 8.8*46.25[mm]3*706.86[mm2]*1/(266.25[mm]*11.6[mm]3)
= 1480.77[mm] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,1*tf2*fy/gm0
= 0.25*266.25[mm]*11.6[mm]2*250[N/mm2]/1.1
= 2.036[kN*m] [EC3-8] Table 6.2

FT,1,Rd = (8*n - 2*ew)*Mpl,1,Rd/(2*m*n - ew*(m + n))
= (8*57.813[mm] - 2*12.713[mm])*2.036[kN*m]/(2*46.25[mm]*57.813[mm] -
12.713[mm]*(46.25[mm] + 57.813[mm]))
= 221.059[kN] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,2*tf2*fy/gm0
= 0.25*266.25[mm]*11.6[mm]2*250[N/mm2]/1.1
= 2.036[kN*m] [EC3-8] Table 6.2

FT,2,Rd = (2*Mpl,2,Rd + n*SFt,Rd)/(m + n)
= (2*2.036[kN*m] + 57.813[mm]*635.155[kN])/(46.25[mm] + 57.813[mm])
= 391.986[kN] [EC3-8] Table 6.2

FT,3,Rd = SFt,Rd
= 635.155[kN] [EC3-8] Table 6.2

FT,Rd = Min(FT,1,Rd, FT,2,Rd, FT,3,Rd)
= Min(221.059[kN], 391.986[kN], 635.155[kN])
= 221.059[kN] [EC3-8] Table 6.2

Column web in transverse tension [KN] 392.92
[EC3-8] Eq.6.15
b = 1.0 EN1993-05 1-8
Table 6.3

w1 = 1/(1 + 1.3*(beff,t,wc*twc/Avc)2)1/2
= 1/(1 + 1.3*(266.25[mm]*8.3[mm]/3164.68[mm2])2)1/2
= 0.782 [EC3-8] Table 6.3

w = w1
= 0.782 [EC3-8] Table 6.3

Ft,wc,Rd = w*beff,t,wc*twc*fy,wc/gm0
= 0.782*266.25[mm]*8.3[mm]*250[N/mm2]/1.1
= 392.919[kN] [EC3-8] Eq.6.15

End plate bending [KN] 223.05 [EC3-8] Table 6.2
leff,cp = 2.0*π*m
= 2.0*π*49.6[mm]
= 311.646[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = 4.0*m + 1.25*e
= 4.0*49.6[mm] + 1.25*60[mm]
= 273.4[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,1 = Min(leff,nc, leff,cp)
= Min(273.4[mm], 311.646[mm])
= 273.4[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,2 = leff,nc
= 273.4[mm] [EC3-8] Tables
6.4,
6.5, 6.6

n = Min(emin, 1.25*m)
= Min(60[mm], 1.25*49.6[mm])
= 60[mm] [EC3-8] Table 6.2

ew = dw/4
= 50.85[mm]/4
= 12.713[mm] [EC3-8] Table 6.2

Lb = tp + tfc + tbp + twasher + 0.5*(bhead + bnut)
= 12[mm] + 11.6[mm] + 0[mm] + 4[mm] + 0.5*(17.65[mm] + 24.3[mm])
= 48.575[mm] [EC3-8] Table 6.2

Lb* = 8.8*m3*As*nb/(Sleff,1*tf3)
= 8.8*49.6[mm]3*706.86[mm2]*1/(273.4[mm]*11.6[mm]3)
= 1778.64[mm] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,1*tf2*fy/gm0
= 0.25*273.4[mm]*12[mm]2*250[N/mm2]/1.1
= 2.237[kN*m] [EC3-8] Table 6.2

FT,1,Rd = (8*n - 2*ew)*Mpl,1,Rd/(2*m*n - ew*(m + n))
= (8*60[mm] - 2*12.713[mm])*2.237[kN*m]/(2*49.6[mm]*60[mm] - 12.713[mm]*(49.6[mm] +
60[mm]))
= 223.055[kN] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,2*tf2*fy/gm0
= 0.25*273.4[mm]*12[mm]2*250[N/mm2]/1.1
= 2.237[kN*m] [EC3-8] Table 6.2

FT,2,Rd = (2*Mpl,2,Rd + n*SFt,Rd)/(m + n)
= (2*2.237[kN*m] + 60[mm]*635.155[kN])/(49.6[mm] + 60[mm])
= 388.532[kN] [EC3-8] Table 6.2

FT,3,Rd = SFt,Rd
= 635.155[kN] [EC3-8] Table 6.2

FT,Rd = Min(FT,1,Rd, FT,2,Rd, FT,3,Rd)
= Min(223.055[kN], 388.532[kN], 635.155[kN])
= 223.055[kN] [EC3-8] Table 6.2

Beam web in tension [KN] 695.93 [EC3-8] Eq.6.22
Ft,wb,Rd = beff,t,wb*twb*fy,wb/gm0
= 273.4[mm]*11.2[mm]*250[N/mm2]/1.1
= 695.927[kN] [EC3-8] Eq.6.22

Row 2, with row 1
Column flange bending [KN] 549.30 [EC3-8] Table 6.2
leff,cp = π*m + p
= π*46.25[mm] + 469.3[mm]
= 614.599[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = 2.0*m + 0.625*e + 0.5*p
= 2.0*46.25[mm] + 0.625*65[mm] + 0.5*469.3[mm]
= 367.775[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,cp = π*m + p
= π*46.25[mm] + 469.3[mm]
= 614.599[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = 2.0*e1 + p
= 2.0*50[mm] + 469.3[mm]
= 569.3[mm] [EC3-8] Tables
6.4,
6.5

leff,nc = 2.0*m + 0.625*e + 0.5*p
= 2.0*46.25[mm] + 0.625*65[mm] + 0.5*469.3[mm]
= 367.775[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = e1 + 0.5*p
= 50[mm] + 0.5*469.3[mm]
= 284.65[mm] [EC3-8] Tables
6.4,
6.5

Sleff,1 = Min(Sleff,nc, Sleff,cp)
= Min(652.425[mm], 1183.9[mm])
= 652.425[mm] [EC3-8] Tables
6.4,
6.5, 6.6

Sleff,2 = Sleff,nc
= 652.425[mm] [EC3-8] Tables
6.4,
6.5, 6.6

n = Min(emin, 1.25*m)
= Min(50[mm], 1.25*46.25[mm])
= 50[mm] [EC3-8] Table 6.2

ew = dw/4
= 50.85[mm]/4
= 12.713[mm] [EC3-8] Table 6.2

Lb = tp + tfc + tbp + twasher + 0.5*(bhead + bnut)
= 12[mm] + 11.6[mm] + 0[mm] + 4[mm] + 0.5*(17.65[mm] + 24.3[mm])
= 48.575[mm] [EC3-8] Table 6.2

Lb* = 8.8*m3*As*nb/(Sleff,1*tf3)
= 8.8*46.25[mm]3*706.86[mm2]*2/(652.425[mm]*11.6[mm]3)
= 1208.58[mm] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,1*tf2*fy/gm0
= 0.25*652.425[mm]*11.6[mm]2*250[N/mm2]/1.1
= 4.988[kN*m] [EC3-8] Table 6.2

FT,1,Rd = (8*n - 2*ew)*Mpl,1,Rd/(2*m*n - ew*(m + n))
= (8*50[mm] - 2*12.713[mm])*4.988[kN*m]/(2*46.25[mm]*50[mm] - 12.713[mm]*(46.25[mm] +
50[mm]))
= 549.303[kN] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,2*tf2*fy/gm0
= 0.25*652.425[mm]*11.6[mm]2*250[N/mm2]/1.1
= 4.988[kN*m] [EC3-8] Table 6.2

FT,2,Rd = (2*Mpl,2,Rd + n*SFt,Rd)/(m + n)
= (2*4.988[kN*m] + 50[mm]*1270.31[kN])/(46.25[mm] + 50[mm])
= 763.549[kN] [EC3-8] Table 6.2

FT,3,Rd = SFt,Rd
= 1270.31[kN] [EC3-8] Table 6.2

FT,Rd = Min(FT,1,Rd, FT,2,Rd, FT,3,Rd)
= Min(549.303[kN], 763.549[kN], 1270.31[kN])
= 549.303[kN] [EC3-8] Table 6.2

Column web in transverse tension [KN] 561.37
[EC3-8] Eq.6.15
b = 1.0 EN1993-05 1-8
Table 6.3

w1 = 1/(1 + 1.3*(beff,t,wc*twc/Avc)2)1/2
= 1/(1 + 1.3*(652.425[mm]*8.3[mm]/3164.68[mm2])2)1/2
= 0.456 [EC3-8] Table 6.3

w = w1
= 0.456 [EC3-8] Table 6.3

Ft,wc,Rd = w*beff,t,wc*twc*fy,wc/gm0
= 0.456*652.425[mm]*8.3[mm]*250[N/mm2]/1.1
= 561.373[kN] [EC3-8] Eq.6.15

End plate bending [KN] 620.06 [EC3-8] Table 6.2
leff,cp = π*m + p
= π*49.6[mm] + 469.3[mm]
= 625.123[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = 2.0*m + 0.625*e + 0.5*p
= 2.0*49.6[mm] + 0.625*60[mm] + 0.5*469.3[mm]
= 371.35[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,cp = π*m + p
= π*49.6[mm] + 469.3[mm]
= 625.123[mm] [EC3-8] Tables
6.4,
6.5, 6.6

leff,nc = 0.5*p + a*m - (2.0*m + 0.625*e)
= 0.5*469.3[mm] + 5.861*49.6[mm] - (2.0*49.6[mm] + 0.625*60[mm])
= 388.66[mm] [EC3-8] Tables
6.5,
6.6

Sleff,1 = Min(Sleff,nc, Sleff,cp)
= Min(760.01[mm], 1250.25[mm])
= 760.01[mm] [EC3-8] Tables
6.4,
6.5, 6.6

Sleff,2 = Sleff,nc
= 760.01[mm] [EC3-8] Tables
6.4,
6.5, 6.6

n = Min(emin, 1.25*m)
= Min(60[mm], 1.25*49.6[mm])
= 60[mm] [EC3-8] Table 6.2

ew = dw/4
= 50.85[mm]/4
= 12.713[mm] [EC3-8] Table 6.2

Lb = tp + tfc + tbp + twasher + 0.5*(bhead + bnut)
= 12[mm] + 11.6[mm] + 0[mm] + 4[mm] + 0.5*(17.65[mm] + 24.3[mm])
= 48.575[mm] [EC3-8] Table 6.2

Lb* = 8.8*m3*As*nb/(Sleff,1*tf3)
= 8.8*49.6[mm]3*706.86[mm2]*2/(760.01[mm]*11.6[mm]3)
= 1279.67[mm] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,1*tf2*fy/gm0
= 0.25*760.01[mm]*12[mm]2*250[N/mm2]/1.1
= 6.218[kN*m] [EC3-8] Table 6.2

FT,1,Rd = (8*n - 2*ew)*Mpl,1,Rd/(2*m*n - ew*(m + n))
= (8*60[mm] - 2*12.713[mm])*6.218[kN*m]/(2*49.6[mm]*60[mm] - 12.713[mm]*(49.6[mm] +
60[mm]))
= 620.058[kN] [EC3-8] Table 6.2

Mpl,1,Rd = 0.25*Sleff,2*tf2*fy/gm0
= 0.25*760.01[mm]*12[mm]2*250[N/mm2]/1.1
= 6.218[kN*m] [EC3-8] Table 6.2

FT,2,Rd = (2*Mpl,2,Rd + n*SFt,Rd)/(m + n)
= (2*6.218[kN*m] + 60[mm]*1270.31[kN])/(49.6[mm] + 60[mm])
= 808.897[kN] [EC3-8] Table 6.2

FT,3,Rd = SFt,Rd
= 1270.31[kN] [EC3-8] Table 6.2

FT,Rd = Min(FT,1,Rd, FT,2,Rd, FT,3,Rd)
= Min(620.058[kN], 808.897[kN], 1270.31[kN])
= 620.058[kN] [EC3-8] Table 6.2

Beam web in tension [KN] 1934.57 [EC3-8] Eq.6.22
Ft,wb,Rd = beff,t,wb*twb*fy,wb/gm0
= 760.01[mm]*11.2[mm]*250[N/mm2]/1.1
= 1934.57[kN] [EC3-8] Eq.6.22

Effective resistance [KN] 221.06
Reduced resistance [KN] 114.12
COMPRESSION ZONE
Column web panel in shear [KN] 381.18 Cl. 8.4.1,
Cl. 8.4
Av = h*tw
= 350[mm]*8.3[mm]
= 2905[mm2] Cl. 8.4.1.1

e = (250 [MPa]/fy)1/2
= (250 [MPa]/250[N/mm2])1/2
= 1 Cl. 8.4.2.1

dc/tw>67.0*e ® 326.8[mm]/8.3[mm]>67.0*1 ® False

Vng = Av*fy/(3)0.5
= 2905[mm2]*250[N/mm2]/(3)0.5
= 419.301[kN] Cl. 8.4.1

Vn = Vp
= 419.301[kN] Cl. 8.4.1

Vd = Vn/gm0
= 419.301[kN]/1.1
= 381.182[kN] Cl. 8.4

Column web in transverse compression [KN] 236.30
[EC3-8] Eq.6.9
Av = h*tw
= 350[mm]*8.3[mm]
= 2905[mm2] Cl. 8.4.1.1

beff,c,wc = tfb + 2.0*sf + 5.0*(tfc + s) + sp
= 19.3[mm] + 2.0*3[mm] + 5.0*(11.6[mm] + 12[mm]) + 24[mm]
= 167.3[mm] [EC3-8] Eq.6.11

b1 = Min(Abs(1 - Mjb2Ed/Mjb1Ed), 2)
= Min(Abs(1 - 0[kN*m]/170[kN*m]), 2)
= 1 [EC3-8] Eq.5.4a

b = 1.0 EN1993-05 1-8
Table 6.3

w1 = 1/(1 + 1.3*(beff,t,wc*twc/Avc)2)1/2
= 1/(1 + 1.3*(167.3[mm]*8.3[mm]/2905[mm2])2)1/2
= 0.878 [EC3-8] Table 6.3

w = w1
= 0.878 [EC3-8] Table 6.3

lp = 0.932*(beffcwc*dwc*fy,wc/(E*twc2))1/2
= 0.932*(167.3[mm]*326.8[mm]*250[N/mm2]/(2.05E+05[N/mm2]*8.3[mm]2))1/2
= 0.917 [EC3-8] Eq.6.13c

lp > 0.72 EN1993-05 1-8
Eq.6.13b

r = (lp - 0.2)/lp2
= (0.917 - 0.2)/0.9172
= 0.853 [EC3-8] Eq.6.13b

scom,Ed = Min(MEd/Wel + NEd/A, fy)
= Min(170[kN*m]/2.36E+06[mm3] + -32[kN]/13200[mm2], 250[N/mm2])
= 69.61[N/mm2] SCI P398 pg.20

scom,Ed ≤ 0.7 fy,wc pt.1-8 Eq.6.4

kwc = 1.0 [EC3-8] Eq.6.14

Fc,wc,Rd = Min(w*kwc*beffcwc*twc*fy,wc/gm0, w*kwc*r*beffcwc*twc*fy,wc/gm1)
= Min(0.878*1*167.3[mm]*8.3[mm]*250[N/mm2]/1.1,
0.878*1*0.853*167.3[mm]*8.3[mm]*250[N/mm2]/1.1)
= 236.299[kN] [EC3-8] Eq.6.9

Beam top flange and web compression [KN] 1161.42
[EC3-8] Eq.6.21
FcfbRd = McRd/(h - tfb)
= 616.364[kN*m]/(550[mm] - 19.3[mm])
= 1161.42[kN] [EC3-8] Eq.6.21

Compression zone capacities
Beam top flange and web compression resistance [KN] 1161.42 158.97 DL
0.14 [EC3-8] Eq.6.21
FcfbRd = McRd/(h - tfb)
= 616.364[kN*m]/(550[mm] - 19.3[mm])
= 1161.42[kN] [EC3-8] Eq.6.21

Web panel in shear [KN] 381.18 190.97 DL 0.50 Cl. 8.4.1,
Cl. 8.4
Av = h*tw
= 350[mm]*8.3[mm]
= 2905[mm2] Cl. 8.4.1.1

e = (250 [MPa]/fy)1/2
= (250 [MPa]/250[N/mm2])1/2
= 1 Cl. 8.4.2.1

dc/tw>67.0*e ® 326.8[mm]/8.3[mm]>67.0*1 ® False

Vng = Av*fy/(3)0.5
= 2905[mm2]*250[N/mm2]/(3)0.5
= 419.301[kN] Cl. 8.4.1

Vn = Vp
= 419.301[kN] Cl. 8.4.1

Vd = Vn/gm0
= 419.301[kN]/1.1
= 381.182[kN] Cl. 8.4

Column web compression at beam top flange [KN] 236.30 158.97 DL 0.67
[EC3-8] Eq.6.9
Av = h*tw
= 350[mm]*8.3[mm]
= 2905[mm2] Cl. 8.4.1.1

beff,c,wc = tfb + 2.0*sf + 5.0*(tfc + s) + sp
= 19.3[mm] + 2.0*3[mm] + 5.0*(11.6[mm] + 12[mm]) + 24[mm]
= 167.3[mm] [EC3-8] Eq.6.11

b1 = Min(Abs(1 - Mjb2Ed/Mjb1Ed), 2)
= Min(Abs(1 - 0[kN*m]/170[kN*m]), 2)
= 1 [EC3-8] Eq.5.4a

b = 1.0 EN1993-05 1-8
Table 6.3

w1 = 1/(1 + 1.3*(beff,t,wc*twc/Avc)2)1/2
= 1/(1 + 1.3*(167.3[mm]*8.3[mm]/2905[mm2])2)1/2
= 0.878 [EC3-8] Table 6.3

w = w1
= 0.878 [EC3-8] Table 6.3

lp = 0.932*(beffcwc*dwc*fy,wc/(E*twc2))1/2
= 0.932*(167.3[mm]*326.8[mm]*250[N/mm2]/(2.05E+05[N/mm2]*8.3[mm]2))1/2
= 0.917 [EC3-8] Eq.6.13c

lp > 0.72 EN1993-05 1-8
Eq.6.13b

r = (lp - 0.2)/lp2
= (0.917 - 0.2)/0.9172
= 0.853 [EC3-8] Eq.6.13b

scom,Ed = Min(MEd/Wel + NEd/A, fy)
= Min(170[kN*m]/2.36E+06[mm3] + -32[kN]/13200[mm2], 250[N/mm2])
= 69.61[N/mm2] SCI P398 pg.20

scom,Ed ≤ 0.7 fy,wc pt.1-8 Eq.6.4

kwc = 1.0 [EC3-8] Eq.6.14

Fc,wc,Rd = Min(w*kwc*beffcwc*twc*fy,wc/gm0, w*kwc*r*beffcwc*twc*fy,wc/gm1)
= Min(0.878*1*167.3[mm]*8.3[mm]*250[N/mm2]/1.1,
0.878*1*0.853*167.3[mm]*8.3[mm]*250[N/mm2]/1.1)
= 236.299[kN] [EC3-8] Eq.6.9

Vertical shear resistance of bolt group [KN] 381.67 132.00 DL 0.35
Cl. 10.3.3,
Cl. 10.3.4,
[2]
Asb = π/4*d2
= π/4*30[mm]2
= 706.858[mm2]

Anb = 0.78*π/4*d2
= 0.78*π/4*30[mm]2
= 551.35[mm2]

Vnsb = fu/(3)0.5*(nn*Anb + ns*Asb)
= 800[N/mm2]/(3)0.5*(1*551.35[mm2] + 0*706.858[mm2])
= 254.657[kN] Cl. 10.3.3

Vdsb = Vnsb/gmb
= 254.657[kN]/1.25
= 203.726[kN] Cl. 10.3.3

kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(50[mm]/(3*33[mm]), 469.3[mm]/(3*33[mm]) - 0.25, 800[N/mm2]/410[N/mm2], 1.0)
= 0.505 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.505*30[mm]*12[mm]*410[N/mm2]
= 186.364[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 186.364[kN]/1.25
= 149.091[kN] Cl. 10.3.4

kb = min(e1/(3*d0), p/(3*d0) - 0.25, fub/fu, 1.0)
= min(50[mm]/(3*33[mm]), 469.3[mm]/(3*33[mm]) - 0.25, 800[N/mm2]/410[N/mm2], 1.0)
= 0.505 Cl. 10.3.4

Vnpb = 2.5*kb*d*t*fu
= 2.5*0.505*30[mm]*12[mm]*410[N/mm2]
= 186.364[kN] Cl. 10.3.4

Vdpb = Vnpb/gmb
= 186.364[kN]/1.25
= 149.091[kN] Cl. 10.3.4

FRd = (ncol*nc + 0.28*ncol*nt)*Min(Fv,Rd, Fb,Rd)
= (2*1 + 0.28*2*1)*Min(203.726[kN], 149.091[kN])
= 381.673[kN] [2]

Web fillet weld shear resistance [KN/mm2] 0.19 0.03 DL 0.15 Cl. 10.5.7.1.1,
Cl. 10.5.10.1.1
fwn = fu/(30.5)
= 410[N/mm2]/(30.5)
= 236.714[N/mm2] Cl. 10.5.7.1.1

fwd = fwn/gmw
= 236.714[N/mm2]/1.25
= 189.371[N/mm2] Cl. 10.5.7.1.1

tt = 2 * (0.7*s)
= 2 * (0.7*6[mm])
= 8.4[mm] Cl. 10.5.3.1

q = P/(tt*lw)
= 132[kN]/(8.4[mm]*950.8[mm])
= 16.527[N/mm2] Cl. 10.5.9

tt = 2 * (0.7*s)
= 2 * (0.7*6[mm])
= 8.4[mm] Cl. 10.5.3.1

fa = P/(tt*lw)
= 32[kN]/(8.4[mm]*950.8[mm])
= 4.007[N/mm2] Cl. 10.5.9

fe = (fa2 + 3*q2)0.5
= (4.007[N/mm2]2 + 3*16.527[N/mm2]2)0.5
= 28.905[N/mm2] Cl. 10.5.10.1.1

----------------------------------------------------------------------
Global critical strength ratio 0.94
----------------------------------------------------------------------

NOTATION
Anb: Net shear area of the bolt at threads
Asb: Nominal plain shank area of the bolt
Av: Shear area
beff,c,wc: Effective width of column web in compression
CorrosionExposed: Members are exposed to corrosive influences
d: Nominal bolt diameter
d0: Diameter of the bolt hole
dc: Clear depth of the column web
dh: Diameter of bolt hole
e1: End distance
emax: Maximum edge distance
emin: Minimum edge distance
e: Constant (250/fy)^0.5
fa: Individual stress acting in fillet weld due to axial
fe: Equivalent stress
fu: Characteristic ultime tensile stress of the connected part
fub: Ultime tensile stress of the bolt
fu: Smaller of the ultimate stress of the weld or of the parent metal
fwd: Design strength of a fillet weld
fwn: Nominal strength of a fillet weld
fy: Characteristic yield stress of the connected part
fyb: Yield stress of the bolt
gm0: Partial factor against yield stress and buckling
gmb: Partial factor for bolted connection with bearing type bolts
gmw: Partial factor for strength of weld
h: Overall depth of the section
kb: Bearing capacity factor
lw: Effective length of weld
nn: Number of shear planes with threads intercepting the shear plane
ns: Number of shear planes without threads intercepting the shear plane
p: Pitch distance
pmax: Maximum pitch
pmin: Minimum pitch
P: Force transmitted to welds
q: Individual stress acting in fillet weld due to shear
s: Weld size
sf: Flange weld size
sp: Length obtained by dispersion at 45° through the end plate
ShearedEdges: Sheared or hand cut flame edges
t: Component thickness
Tdb: Block shear strength
tfb: Thickness of the beam flange
tfc: Thickness of the column flange
Tnb: Nominal tensile capacity of the bolt
tt: Effective throat thickness of weld
tw: Thickness of web
Vd: Design shear strength
Vdpb: Design bearing strength of a bolt
Vdsb: Design shear strength of a bolt
Vn: Nominal shear strength
Vng: Nominal plastic shear resistance of the gross section
Vnpb: Nominal bearing strength of a bolt
Vnsb: Nominal shear capacity of a bolt
Vp: Nominal plastic shear resistance

REFERENCES
[EC3-8] EN 1993-1-8 (2005) Eurocode 3. Code for design of steel structures: Design of
joints.
[2] Subramanian, N. (2010). Steel Structures, Design and Practice. Oxford University
Press.

C. COLUMN SPLICE PLATE CONNECTION

The connection is passing with a ratio of 0.42

Current Date: 28-04-2023 17:06
Units system: SI

Steel connections
Results
______________________________________________________________________

____________________________________________________________

Connection name : BCP_IS_Flange_Splice_CS_10PL_2B_M20 G8_8
Connection ID : 3M
____________________________________________________________

Family: Column splice (CS)
Type: Flange-plated
Design code: IS 800 : 2007

DEMANDS
Description Pu Muin Muout
[kN] [kN*m] [kN*m]
--------------------------
DL 132.00 46.00 0.00
--------------------------

GEOMETRIC CONSIDERATIONS
Dimensions Unit Value Min. value Max. value Sta. References
----------------------------------------------------------------------
Top column
Flange cover plate
Bolt diameter [mm] 20.00 0.00 -- SCI P358 p.185
d = 0.75*tpk
= 0.75*0[mm]
= 0[mm] SCI P358 p.185

Front plate
Thickness [mm] 12.00 11.60 -- Cl. F-2.2,
SCI P358 p.185
tfp = Max(tfuc, 10.0 [mm])
= Max(11.6[mm], 10.0 [mm])
= 11.6[mm] Cl. F-2.2,
SCI P358 p.185

Length [mm] 690.00 500.00 -- SCI P358 p.185
Lp = 2.0*buc
= 2.0*250[mm]
= 500[mm] SCI P358 p.185

Width [mm] 250.00 250.00 -- Cl. F-2.2
b = buc
= 250[mm] Cl. F-2.2

Longitudinal center-to-center spacing (pitch) [mm] 120.00 50.00 192.00
Cl. 10.2.3.2
pmin = 2.5*d
= 2.5*20[mm]
= 50[mm]

pmax = min(16*t, 200 [mm])
= min(16*12[mm], 200 [mm])
= 192[mm] Cl. 10.2.3.2

Transverse center-to-center spacing (gage) [mm] 130.00 50.00 148.00 Cl.
10.2.3.3
pmin = 2.5*d
= 2.5*20[mm]
= 50[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])
= min(100 [mm] + 4*12[mm], 300 [mm])
= 148[mm] Cl. 10.2.3.3

Longitudinal edge distance [mm] 45.00 33.00 144.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*22[mm]
= 33[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*12[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 144[mm] Cl. 10.2.4.3

Transverse edge distance [mm] 60.00 33.00 144.00 Cl. 10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*22[mm]
= 33[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*12[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 144[mm] Cl. 10.2.4.3

Column
Top flange longitudinal edge distance [mm] 60.00 33.00 139.20 Cl.
10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*22[mm]
= 33[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*11.6[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 139.2[mm] Cl. 10.2.4.3

Bottom flange longitudinal edge distance [mm] 60.00 33.00 139.20 Cl.
10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*22[mm]
= 33[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*11.6[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 139.2[mm] Cl. 10.2.4.3

Top flange longitudinal center-to-center spacing (pitch) [mm] 120.00 50.00 185.60
Cl. 10.2.3.2
pmin = 2.5*d
= 2.5*20[mm]
= 50[mm]

pmax = min(16*t, 200 [mm])
= min(16*11.6[mm], 200 [mm])
= 185.6[mm] Cl. 10.2.3.2

Bottom flange longitudinal center-to-center spacing (... [mm] 120.00 50.00 185.60
Cl. 10.2.3.2
pmin = 2.5*d
= 2.5*20[mm]
= 50[mm]

pmax = min(16*t, 200 [mm])
= min(16*11.6[mm], 200 [mm])
= 185.6[mm] Cl. 10.2.3.2

Top flange transverse center-to-center spacing (gage) [mm] 130.00 50.00 146.40
Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*20[mm]
= 50[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])
= min(100 [mm] + 4*11.6[mm], 300 [mm])
= 146.4[mm] Cl. 10.2.3.3

Bottom flange transverse center-to-center spacing (g... [mm] 130.00 50.00 146.40
Cl. 10.2.3.3
pmin = 2.5*d
= 2.5*20[mm]
= 50[mm]

pmax = min(100 [mm] + 4*t, 300 [mm])
= min(100 [mm] + 4*11.6[mm], 300 [mm])
= 146.4[mm] Cl. 10.2.3.3

Top flange transverse edge distance [mm] 60.00 33.00 139.20 Cl.
10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*22[mm]
= 33[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*11.6[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 139.2[mm] Cl. 10.2.4.3

Bottom flange transverse edge distance [mm] 60.00 33.00 139.20 Cl.
10.2.4.2,
Cl. 10.2.4.3
ShearedEdges ® False

emin = 1.5*dh
= 1.5*22[mm]
= 33[mm] Cl. 10.2.4.2

CorrosionExposed ® False

emax = 12.0*t*((250.0 [MPa])/fy)0.5
= 12.0*11.6[mm]*((250.0 [MPa])/250[N/mm2])0.5
= 139.2[mm] Cl. 10.2.4.3

Bottom column
Flange cover plate
Bolt diameter [mm] 20.00 0.00 -- SCI P358 p.185
d = 0.75*tpk
= 0.75*0[mm]
= 0[mm] SCI P358 p.185