Nov 09, 2005
BEAM TO COLUMN FLANGE - MOMENT CONNECTION USING FLUSH END PLATE Conn Connec ecti tion on Iden Identi tifi fica cati tion on -
MC 01
INPUT DATA : Supporting member
D =
310.0
mm
r
=
B =
280.0
mm
D'
tw =
16.0
mm
20.0 mm tf = Supported member UC - 254 x 254 x 107
10.0
4
mm
Ix =
cm
=
mm
Iy =
A
=
cm
n
=
cm
cm
Zy =
cm
r x =
mm
Sx =
cm
mm
ry =
mm
Sy =
cm
Zx =
1313.0 cm
Zy =
458.0 cm
113.0 mm
Sx =
1484.0 cm
66.0 mm
Sy =
697.0 cm
2
4
4
D =
266.7
mm
r
=
12.7
mm
Ix =
17510.0 cm
B =
258.8
mm
D' =
200.3
mm
Iy =
5928.0 cm
tw =
12.8
mm
A =
136.0
cm
r x =
tf =
20.5
mm
n
mm
ry =
0.0
=
Fz =
Member end actions
3
Zx =
2
10.0 KN
4
104.00
Fy =
3 3 3
3 3 3 3
KN
My =
25.0 KN.m
Unfactored
C =
0.0 KN
T =
185.00
KN
V =
104.5 KN
MZ =
50.0 KN.m
Factored
C =
0.0 KN
T =
185.0 KN
V =
104.5 KN
MZ =
50.0 KN.m
( 1.0 )
Connection
End plate
Grade of bolt
(F10T/HSFG/8.8)
We b
=
HSFG
Yield strength of bolt
Yf =
550
M Pa
=
Ult. Tensile strength of bolt
Uf =
715
M Pa
F10T
Shear strength of bolt
ps =
342
M Pa
Bearing strength of bolt
p bb =
911
M Pa
Tensile strength of bolt
pt
586
M Pa
215
M Pa
355
50 B
Plate
=
490
M Pa
Plate
Us =
Strength of weld
=
fw =
Grade of material
-
Rolled Section
=
S
Ultimate strength
-
Rolled Section
Us =
Yield strength
-
Rolled Section
py =
355
M Pa
Plate
Bearing strength
-
Rolled Section
p bs =
1065
M Pa
Plate
Diameter of bolt
d b =
24
mm
Diameter of bolt hole
d bh =
26
mm
Nr of bolt columns columns
nc =
2
S
355 490
M Pa
py =
355
M Pa
p bs =
1065
M Pa
Center of first row of bolts above TOS a
=
-63.35
mm
Pitch
p1-2
=
70.0
mm
Nr of bolt rows
nr =
Pitch
p2-3
=
70.0
mm
Spacing of bolt columns (gauge)
g
=
180
mm
Pitch
p3-4
=
0.0
mm
Spacing of bolt rows (pitch)
p
=
70
mm
Pitch
p4-5
=
0.0
mm
Edge distance
e'
=
50
mm
Pitch
p5-6
=
0.0
mm
End distance in plate at top
e' pt 'pt =
85
mm
Pitch
p6-7
=
0.0
mm
End distance in plate at bottom
e' pb ' =
85
mm
Pitch
p7-8
=
0.0
mm
End distance in member
e''' =
Set back
S b =
50 0
mm
t p
Web
=
Thickness of plate
3
mm
=
20
mm
Thickness of reinforcement
tfrp =
0
mm
Nr of shear planes
Ns =
1
( t = 15 )
2
Sum of square of 'r' f or the bolt group Minimum proof st str es ess f or or HS HSFG bolts
e r = po =
N.A. 586
Minim inimum um shan shank k ten tensi sion on for for HSF HSFG G bolt boltss
Po =
207
For clearance holes
K s =
1
Slip factor for untreated surfaces
m = sw =
0.45
Size of weld
Flange
10
2
mm
M Pa KN
mm
10 mm
Nov 09, 2005
BEAM TO COLUMN FLANGE - MOMENT CONNECTION USING FLUSH END PLATE
Connec Connectio tion n Ident Identific ificatio ation n - MC 01
87.4 KN 102.4 KN 186.1 KN Pt > Tb.
Tension in bolt due to moment
0.88
Safe.
TbM
=
87.36 KN
Capacity of one bolt
Pb
=
102. 102.4 4 KN
Tensile capacity of bolt
Pt
=
186. 186.1 1 KN
Maximum tensile force in bolt
T b
=
164.5 KN
Pt > Tb.
V b
=
17.4 KN
< Pb.
=
0.88
< 1.0. Safe.
< Pb Pb. Safe.
0.17
Shear in bolt due to V
< 1.0. Safe.
0.88
Combined shear and tension
> V.
Safe.
0.05
Bearing capacity of the plate over bolt group
> V.
Safe.
0.05
Shear capacity of the plate
< V.
Safe.
0.06
Block shear capacity of the end plate
> Mw. Mw. Safe. Safe.
-3.04
Moment capacity of plate
< Q.
Safe.
-5.49
Minimum prying force
< swf. swf. Safe Safe..
0.240
< sww.Safe.
0.178
V p
=
2130 2130 KN
> V.
( 104.5 )
2174.304 KN
> V.
( 104.5 )
=
1807.8 1807.859 59 KN
> V.
( 104.5 )
> Mw.
(
-13
)
< Q.
(
21.6
)
< swf.
(
10.0
)
< sww.
(
10.0
)
=
Qmin
=
-118.7 KN
Size of flange weld required
=
2.4 mm
Capacity of flange weld
=
728. 728.7 7 KN
Size of web weld required
=
1.8 mm
Capacity of web weld
=
199. 199.7 7 KN
0
x
0
4.322 KN.m
x 0
mm thick.
280.0
Width of plate
b p
=
280.0 mm
310.0
Depth of plate
d p
=
310.0 mm
Thickness of plate
t p
=
20.0 mm
20.0
( 102.4 )
=
MP
Provide a supplementary web plate of
Safe.
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
S h e et J ob No Date
SUBJECT
Reference
DESIGN OF MOMENT CONNECTION MC 02 Supporting Supporting Member : (supporting on plate connecting between the flanges and stiffener at centre) D = 290.0 mm D - Depth of column or plate Bp = 300.0 mm Bp - Width of column flange or plate tf r c
= =
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
=
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
tc
of
16.0 mm 25.0 mm 10.0 mm
300
63.35
tc - Web thickness of column or stiffener
70
tf - Flange thickness of column or plate r c - Root radius of column or weld to plate
70
and stiffener
Supported Member : D = 266.7 mm B = 258.8 mm tb = 12.8 mm tf1 r b
= =
20.5 mm 12.7 mm
63.35 D - Depth of beam B - Width of beam flange
180
tc - Web thickness of beam tf - Flange thickness ofbeam r c - Root radius of beam
Thickness of End Plate
Member End Actions (Factored) Fx = 580 kN Compression Tension
Fx =
580 kN
Shear Force
Fy =
50
kN
Shear Force
Fz =
6
kN
Bending moment
Mz =
20
kN-m
Bending moment
My =
11
kN-m
Connection Details Assumed bolt configuration Grade of Bolts (8.8 / HSFG) = HSFG nr = No. of rows 3 No. of columns
nc =
Total nos of bolts n = db = Dia of bolt Spacing between rows p = (pitch) Spacing between cols g = (gauge) dh = Dia of bolt hole Abg = Gross area of one bolt Effective area of one bolt Abn = Edge distance e' = Edge distance in plate top e"pt = Edge distance in plate bot. e"p = Slip factor for untreated m = Ks = For clearance holes Least thick of plate t =
Part - 2 Bolts
2 6 24 mm 70 mm 180
mm
26 452.4 352.9 60 75 75 0.5 1 25.0
mm 2 mm 2 mm mm mm mm
mm
tp =
25
mm
SENDAI
EVERSENDAI ENGINEERING L.L.C
S h e et
PROJECT
J ob No
of
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
SUBJECT
BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Forces in Bolts T1
Tension per bolt due to Moment Mz For Row 1
T1 = Mz*a1/(nc(a12+a22+a32)) T1 =
For Row 2
T2 = Mz*a2/(nc(a12+a22+a32)) T2 =
For Row 3
34.94 kN T2
22.28 kN
T3 = Mz*a3/(nc(a12+a22+a32)) T3 =
a1= 193.1
9.609 kN
a2= 123.1
T3
a3= 53.1 Force Distribution to bolts due to moment Mz
Tension per bolt due to Moment My For Column 1
T1 = My / (nr b) T1 =
T1
20.37 kN b = 180.0
Force Distribution to bolts due to moment My Tens Tensio ion n per per bolt bolt due due to Axia Axiall tension Fx
=
Fx / n 96.7 kN
Maximum forces Transfer to Each Bolt 152 kN Maximum Tension in bolt row 1 = 139 kN Maximum Tension in bolt row 2 = 127 kN Maximum Tension in bolt row 3 = Check for Bolts 2
Yf = Yield strength of bolt Ult. Tensile strength of bolt Uf = ps = Shear stress of bolt
882 981
N/mm 2 N/mm
400
N/mm
2
Tension stress of bolt
pt =
700
N/mm
2
Bearing stress of bolt
pbb =
1300 N/mm2
Minimum proof stress of bolt Minimum shank tension in HSFG bolts
p0 =
776
P0 =
N/mm
232.7 kN
2
SENDAI
EVERSENDAI ENGINEERING L.L.C
Sheet
PROJECT
Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
SUBJECT
BNRao
DESIGN OF STEEL WORK CONNECTIONS
Capacity of one bolt Shear capacity of bolt Bearing capacity of bolt
Ps = Pb =
141.1 kN 780 kN
Tension capacity of bolt
P t' =
209.5 kN
Reference
Slip resistance of one bolt PSL = 0.9 * Ks *m*P0 = 104.7 kN 345 N/mm2 p Design strength of steel y = 825 N/mm2 Bearing strength of steel pb = 220 N/mm2 pw = Design strength of weld Connection Geometry Column Side m = g/2 - tc/2 - 0.8r c 74 mm = e = B/2 - g/2 60 mm = For n smallest of n e for the column flange e for the end plate 1.25 m for column flange Beam Side m = g/2 - tb/2 - 0.8Sww =
= = = =
mm mm mm mm
where,
75.6 mm
= B/2 - g/2 60 mm = For n smallest of n e for the column flange e for the end plate 1.25 m for end plate
60 60 60 92.5
Leg length of fillet weld to beam web, S ww =
e
= = = =
60 60 60 94.5
mm mm mm mm
Potential Resistance of Bolts in Tension Zone Pr1 Bolt Row 1 & 3 Bolt Row 1 & 3 alone
Pr2
Column Flange Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate
Pr3
Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i
= 2 pi() m
of
10 mm
SENDAI
EVERSENDAI ENGINEERING L.L.C
Sheet
PROJECT
Job No Date
SUBJECT
=
Reference
465 mm
Leff for ii
= 4 m + 1.25 e 371 mm =
Leff for iii
= a m1 =
where a from Fig 2.16
444 mm l1 = m1 / (m1+e)
m1
=
l2 = m2 / (m1+e)
m2
=
34.9 mm
l1 =
0.552
l2 =
0.26
a
= =
=
6
74
mm
(ref. Fig 2.16)
Min of [ Max{ii,iii}, i ] 444 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 23.93 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
1294 kN
= Mode 2
Pr = 2 Mp + n(S Pt')
Bolt failure with flange yielding
= Mode 3
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
m+n 544.8 kN
Pr = S Pt' = 418.9 kN
Bolt failure
Potential resistance for column flange bending
Pr =
418.9 kN
Column Web Tension As row 1 & 3 is near the flange, web tension can be discounted End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m =
475 mm
Leff for ii
= 4 m + 1.25 e 377 mm =
Leff for iii
= a m1 =
where a from Fig 2.16
454 mm l1 = m1 / (m1+e)
m1
=
75.6 mm
l2 = m2 / (m1+e)
m2
=
34.9 mm
l1 =
0.558
of
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No Date
SUBJECT
l2 = a
= =
=
Reference
0.257 6
(ref. Fig 2.16 of moment connection by BCSA)
Min of [ Max{ii,iii}, i ] 454 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 24.45 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Bolt failure with flange
1294 kN
Pr = 2 Mp + n(S Pt')
yielding
m+n 546 kN
=
Pr = S Pt' = 418.9 kN Pr = 418.9 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension As row 1 & 3 is near the flange, web tension can be discounted Bolt Row 2 Row 2 alone Column Flange Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = Min of [ ii, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m = Leff for ii
Leff
465 mm
= 4 m + 1.25 e 371 mm =
= Min of [ ii, i ] = 371 mm
Mp = Leff x tf 2 x py / 4 20 kN-m equivalent T-stub = Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Bolt failure with flange yielding
1081 kN
Pr = 2 Mp + n(S Pt') m+n
of
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
=
Reference
486.1 kN
Pr = S Pt' = 418.9 kN Pr = 418.9 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = Min of [ ii, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m = Leff for ii Leff
= =
475 mm
= 4 m + 1.25 e 377 mm = Min of [ ii, i ] 377 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 20.34 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Bolt failure with flange
1076 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 485.4 kN
Pr = S Pt' = 418.9 kN Pr = 418.9 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Row 2 & 1 as group and Row 3 & 2 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } 514 mm
+ ii/2 + p/2
of
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 27.71 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Bolt failure with flange
1498 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 788.7 kN
Pr = S Pt' = 837.9 kN Pr = 788.7 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } 524 mm
+ ii/2 + p/2
Mp = Leff x tp2 x py / 4 equivalent T-stub = 28.23 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Bolt failure with flange
1493 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 787.1 kN
Pr = S Pt' = 837.9 kN Pr = 787.1 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Bolt Row 3 Row 3, 2 and 1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI
of
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No Date
SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
= { Max of [ ii/2,(iii-ii/2)] } = 657 mm
x2
Reference
+ 2p
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 35.42 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Bolt failure with flange
1914 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 1091 kN
Pr = S Pt' 1257 kN = Pr = 1091 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff
= { Max of [ ii/2,(iii-ii/2)] } = 670 mm
x2
+ 2p
Mp = Leff x tp2 x py / 4 equivalent T-stub = 36.11 kN-m Potential resistance is the minimum of the following Pr = 4 Mp / m Mode 1 Complete flange yielding Plastic moment capacity of the
= Mode 2
Bolt failure with flange
1910 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 1089 kN
Pr = S Pt' 1257 kN = Pr = 1089 kN Potential resistance for column flange bending Mode 3
of
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange.
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No
of
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
SUBJECT
BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Potential Resistance of Bolts in Tension Zone WORK SHEET: TENSION ZONE Column Side Beam Side Flange Bending Web Tension Flange Bending Web Tension Resistance of Row 1 418.9 N.A 418.9 N.A Resistance of Row 2 only 418.9 N.A 418.9 N.A Resistance of Row 2+1 as group 788.7 N.A 787.1 N.A 369.8 N.A 368.1 N.A Resistance of Row 3 only 418.9 N.A 418.9 N.A Resistance of Row 3+2 as group 788.7 N.A 787.1 N.A 420.6 N.A 418.9 N.A Resistance of Row 3+2+1 as group 1091.4 N.A 1088.7 N.A 304.3 N.A 301.6 N.A
Step 1 Row 1
2
3
Potential Resistance (kN)
Note: Pr1 Pr2
= =
Pr3
=
Capacity of row 1 alone Min. of { Capacity of row 2 alone, ( Capacity of row 2+1 ) - P r1 } Min. of { Capacity of row 3 alone, ( Capacity of row 3+2 ) - P r2 , ( Capacity of row 3+2+1 ) - P r2 - Pr1}
Compression Check - Supporting member Resistance of the compression zone Column web crushing (Bearing)
Pc =
(b1+n2) x tc x py
+ tf1 x Bp x py
Stiff bearing length based b1 = on a 45deg dispersion through the end plate from the edge of the welds
35.0 mm
Length obtained by a 1:2.5 dispersion
n2 =
87.5 mm
End Plate
418.9
368.1
301.6
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
SUBJECT
BNRao
DESIGN OF STEEL WORK CONNECTIONS
through the column flange and root radius Column web Buckling Pc =
of
Pc =
(b1+n1) x tc x pc
Reference
2798 kN
Due to crushing
+ tf1 x Bp x pc
Stiff bearing length based on 45deg dispersion to the center of web Length obtained by a 45deg dispersion through half the depth of the column
Resistance of the compression zone,
Pc =
b1 =
35.0 mm
n1 =
74.0 mm
Pc =
2723 kN
Due to Buckling
2723 kN
(min of due to buckling & crushing) Compression Check - Beam Beam Flange Crushing (Bearing) Pc
= 1.4 x pyb x Tb x Bb
Pc
= 2563 kN
Resistance of Column Web panel in Shear Pv
= 0.6 x pyc x tc x D +
Pv
= 1652 kN
0.6 x pyc x tc x Bp
Force Distribution Equilibrium Pr1 Pr2
Equilibrium is satisfied by
Pr3 S Fri
+ N = Fc
Pr4 Pc
where
This force is translated into Axial load of column
N =
-580 kN Fr1 Fr2
Fc is the smallest of the below S Pri
or
+ N Pc
= 508.7 kN
Fr3
=
2563 kN
Fr4
Fc =
508.7 kN
Fc
h1
193
SENDAI
EVERSENDAI ENGINEERING L.L.C
Sheet
PROJECT
Job No
of
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Equilibrium is satisfied by Fr1 + Fr2 + Fr3
+ N = Fc
418.9 + 368.1
+ 301.6 -508.7
= 368.1 kN
Fr3
= 301.6 kN
580.0 = Fc
= Fc
kN
0.0
Load to reduce to satisfy equilibrium Fr1 = 418.9 kN Fr2
Reference
kN
Equillibrium Satisfied
Capacity of Each Bolt considering all modes of failure Ratio For row 1
= Fr1 / 2
=
209.5 kN
> Tension in Bolt row 1, SAFE ( 0.73 )
( 152.0 kN)
For row 2
= Fr2 / 2
=
184.1 kN
> Tension in Bolt row 2, SAFE ( 0.76 )
( 139.3 kN)
For row 3
= Fr3 / 2
=
150.8 kN
> Tension in Bolt row 3, SAFE ( 0.84 )
( 126.6 kN)
=
0.84
< 1.0, Safe
Maximum stress ratio
Check for Combined Shear and Tension Fs PSL
+
Ftot 0.9 P0
<
1
where Applied Shear
Fs =
8.4
Slip resistance
PS =
104.7 kN
Total Applied Tension in the bolt
Ftot =
152.0
kN
P0 =
232.7
kN
kN
including prying force Specified Minimum preload Combined shear and tension
=
0.806
< 1, SAFE
Design for Vertical shear Force V
= ns Pss + nt Pts
where Design shear force
V =
50.4 kN
No. of bolts not in tension zone
ns =
0
No. of bolts in tension zone
nt =
6
Shear capacity of single bolt
Pss
Bolt bearing on the end plate
is the least of = 104.7 kN dtppb 495 kN =
Bolt bearing on the column flange
dtcpb
Bolt shear
=
495 kN
(Resultant shear)
SENDAI
EVERSENDAI ENGINEERING L.L.C
Sheet
PROJECT
Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
SUBJECT
BNRao
DESIGN OF STEEL WORK CONNECTIONS
Shear capacity of single bolt
Pts
Reference
in tension zone is the least of 0.4 ps As
=
41.89 kN
Bolt bearing on the end plate
dtppb
=
495 kN
Bolt bearing on the column flange
dtcpb
=
495 kN
Bolt shear
Shear capacity of the connection
251.4 kN
=
> V,Safe ( 50.4 kN ) End Plate y
Check for weld Weld between the member and the end plate Throat thickness of weld
a =
7.07 mm
Moment of Inertia about ZZ
Iz =
1.31E+08 mm4
Iy =
4
140 lww= 225.7 z
Moment of Inertia about YY
51416366 mm
z 119.5
Moment capacity of weld about ZZ Moment capacity of weld
Mzw = = Myw =
about YY
=
Shear capacity of weld
=
206 kN-m
83
kN-m
Shear capacity of weld
Pw =
2378 kN
Conclusion Width of end plate Depth of end plate Thickness of end plate Diameter of Bolts Number of Bolts Type of Bolt Size of weld
=
2
2
lwf 258.8 136
> My, Safe ( 11 kN-m)
a * lw * pw 1529 mm
Fr =
> Mz, Safe ( 20 kN-m)
Iyy pw / Xmax
lw =
Resultant shear due to Fx, Fy & Fz =
119.5
Izz pw / Ymax
Length of weld
Check for Interaction Mz My Fr + + Mzw Myw Pw
of
2
sqrt(Fx +Fy +Fz ) 582 kN
< Pw, Safe ( 2378 kN)
0.47
< 1, Safe
300 mm = 290 mm = 25 mm = = M 24 = 3 x 2 = HSFG 10 mm =
y
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Reference
DESIGN OF MOMENT CONNECTION MC 02 Supporting Member : (supporting on plate connecting between the flanges and stiffener at centre) D = 350.0 mm D - Depth of column or plate Bp = 360.0 mm Bp - Width of column flange or plate tf r c
= =
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
=
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
tc
of
16.0 mm 20.0 mm 10.0 mm
360
70.25
tc - Web thickness of column or stiffener
60
tf - Flange thickness of column or plate r c - Root radius of column or weld to plate
60 60 70.25
and stiffener
Supported Member : D = 320.5 mm B = 309.2 mm tb = 13.8 mm
D - Depth of beam B - Width of beam flange tc - Web thickness of beam
tf1 = 21.7 mm tf - Flange thickness ofbeam r b = 15.2 mm r c - Root radius of beam Member End Actions (Factored) Compression
Fx =
450 kN
Tension
Fx =
95
kN
Shear Force
Fy =
40
kN
Shear Force
Fz =
123 kN
Bending moment
Mz =
20
kN-m
Bending moment
My =
63
kN-m
Connection Details Assumed bolt configuration Grade of Bolts (8.8 / HSFG) = HSFG nr = No. of rows 4 No. of columns
200
nc =
Thickness of End Plate
Part - 2 Bolts
2
Total nos of bolts n = 8 db = 24 mm Dia of bolt Spacing between rows p = 60 mm (pitch) 200 mm Spacing between cols g = (gauge) dh = 26 mm Dia of bolt hole Abg = 452 mm2 Gross area of one bolt 353 mm2 Effective area of one bolt Abn = 80 mm Edge distance e' = 85 mm Edge distance in plate top e"pt = 85 mm e" Edge distance in plate bot. p = 0.5 Slip factor for untreated m = 1 Ks = For clearance holes Lease thick of plt t = 20.0 mm
tp = 20 mm
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Designed by KMK
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DESIGN OF STEEL WORK CONNECTIONS
Reference
Forces in Bolts T1
Tension per bolt due to Moment Mz For Row 1
T1 = Mz*a1/(nc(a12+a22+a32+a42)) T1 =
For Row 2
239.4
T2
16.7 kN
T3 = Mz*a3/(nc(a12+a22+a32+a42)) T3 =
For Row 4
a1=
T2 = Mz*a2/(nc(a12+a22+a32+a42)) T2 =
For Row 3
22.3 kN
11.1 kN
a2= 179.4
T3
a3= 119.4
T4 = Mz*a4/(nc(a12+a22+a32+a42)) T4 =
a4= 59.4
5.54 kN Force Distribution to bolts due to moment Mz
Tension per bolt due to Moment My For Column 1
T1 = My / (nr b) T1 =
T1
78.8 kN b = 200.0
Force Distribution to bolts due to moment My Tension per bolt due to Axial tension Fx
= Fx / n 11.9 kN
Maximum forces Transfer to Each Bolt 113 Maximum Tension in bolt row 1 = 107 Maximum Tension in bolt row 2 = 102 Maximum Tension in bolt row 3 = Maximum Tension in bolt row 4 = 96.2
kN kN kN kN
Check for Bolts Yf = Yield strength of bolt Ult. Tensile strength of bolt Uf = ps = Shear stress of bolt
882 N/mm2 981 N/mm2 400 N/mm2
Tension stress of bolt
pt =
700 N/mm2
Bearing stress of bolt
pbb =
Minimum proof stress
p0 =
1300 N/mm2 776 N/mm2
SENDAI
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DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
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BNRao
DESIGN OF STEEL WORK CONNECTIONS
of bolt Minimum shank tension in HSFG bolts
P0 =
233 kN
Bearing capacity of bolt
Ps = Pb =
141 kN 624 kN
Tension capacity of bolt
P t' =
209 kN
Capacity of one bolt Shear capacity of bolt
Reference
Slip resistance of one bolt PSL = 0.9 * Ks *m*P0 105 kN = py = 345 N/mm2 Design strength of steel 825 N/mm2 Bearing strength of steel pb = pw = 220 N/mm2 Design strength of weld Connection Geometry Column Side m = g/2 - tc/2 - 0.8r c = 84 mm e = B/2 - g/2 = 80 mm For n smallest of n e for the column flange e for the end plate 1.25 m for column flange Beam Side m = g/2 - tb/2 - 0.8Sww =
= = = =
mm mm mm mm
where,
85.1 mm
= B/2 - g/2 = 80 mm For n smallest of n e for the column flange e for the end plate 1.25 m for end plate
80 80 80 105
Leg length of fillet weld to beam web, S ww =
e
= = = =
80 80 80 106
mm mm mm mm
Potential Resistance of Bolts in Tension Zone Pr1 Bolt Row 1 & 4 Bolt Row 1 & 4 alone
Pr2
Column Flange Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate
Pr3
Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.4 of moment connection by BCSA
Pr4
of
10 mm
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Job No Date
SUBJECT
=
528 mm
Leff for ii
=
Leff for iii
= a m1 =
4 m + 1.25 e 436 mm =
where a from Fig 2.16
504 mm l1 =
m1 / (m1+e)
m1
=
l2 =
m2 / (m1+e)
m2
=
l1 =
0.51
l2 =
0.25
a
= =
Reference
2 pi() m
=
Leff
=
6
84
mm
40.6 mm
(ref. Fig 2.16 of moment connection by BCSA)
Min of [ Max{ii,iii}, i ] 504 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 17.39 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Mode 3
828
kN
Bolt failure with flange
Pr = 2 Mp + n(S Pt')
yielding
m+n = 416.4 kN Pr = S Pt' = 418.9 kN
Bolt failure
Potential resistance for column flange bending
Pr =
416 kN
Column Web Tension As row 1& 4 is near the flange, web tension can be discounted End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m = Leff for ii Leff for iii
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff for i
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
535 mm
=
4 m + 1.25 e 440 mm = = a m1 = 510.6 mm
where a from Fig 2.16
l1 =
m1 / (m1+e)
m1
=
85.1 mm
of
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l2 =
0.52
l2 =
0.25
=
Reference
m2 / (m1+e)
l1 = a
= =
6
m2
Min of [ Max{ii,iii}, i ] 511 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 17.62 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m 828
= Bolt failure with flange
kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 416.4 kN
Pr = S Pt' = 418.9 kN Pr = 416 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension As row 1& 4 is near the flange, web tension can be discounted Bolt Row 2 Row 2 alone and Row 3 alone Column Flange Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = Min of [ ii, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m = Leff for ii
Leff
=
40.6 mm
(ref. Fig 2.16 of moment connection by BCSA)
Plastic moment capacity of the
Mode 2
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
528 mm
=
4 m + 1.25 e 436 mm =
= Min of [ ii, i ] = 436 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 15.04 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
=
716.3 kN
of
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Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Mode 2
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Bolt failure with flange
Reference
Pr = 2 Mp + n(S Pt')
yielding =
m+n 387.8 kN
Pr = S Pt' = 418.9 kN Pr = 388 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = Min of [ ii, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m = Leff for ii Leff
= =
535 mm
=
4 m + 1.25 e 440 mm = Min of [ ii, i ] 440 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 15.19 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
714.2 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
m+n 387.1 kN Pr = S Pt' = 418.9 kN =
Mode 3
Bolt failure
Potential resistance for end plate bending
Pr =
387 kN
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Row 2 & 1 as group and Row 4 & 3 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI
of
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Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
= =
Reference
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 564 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 19.46 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
926.6 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 646 kN
Pr = S Pt' = 837.9 kN Pr = 646 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 571 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 19.69 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
925.3 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 644.5 kN
Pr = S Pt' = 837.9 kN Pr = 644 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Bolt Row 3 Row 3 and 2 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI
of
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Sheet Job No Date
SUBJECT
= =
Reference
( ii/2 + p/2 ) * 2 496 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 17.11 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
814.9 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 617.4 kN
Pr = S Pt' = 837.9 kN Pr = 617 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Potential resistance for column web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for column web Tension
Pt = Lt tc py
Lt =
406
Pt =
2241 kN
mm
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff
= =
( ii/2 + p/2 ) * 2 500 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 17.26 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
811.5 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 615.1 kN
Pr = S Pt' = 837.9 kN Pr = 615 kN Potential resistance for end plate bending Mode 3
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Bolt failure
of
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Sheet Job No
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DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Beam Web Tension Potential resistance for beam web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for beam web Tension
Pt = Lt tb py
Lt =
406
Pt =
1933 kN
mm
Row 3, 2 & 1 as group and Row 4,3&1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 + p 624 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 21.53 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
1025 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
m+n 875.6 kN Pr = S Pt' 1257 kN = =
Mode 3
Bolt failure
Potential resistance for column flange bending
Pr =
876 kN
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 + p 631 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 21.76 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange yielding
1023 kN
Pr = 2 Mp + n(S Pt') m+n
of
SENDAI
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Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
=
Reference
872.6 kN
Pr = S Pt' 1257 kN = Pr = 873 kN Potential resistance for column flange bending Mode 3
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Bolt Row 4 Row 4, 3, 2 and 1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
= { Max of [ ii/2,(iii-ii/2)] } = 752 mm
x2
+ 3p
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 25.94 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
1235 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
Mode 3
Bolt failure
m+n 1134 = kN Pr = S Pt' 1676 kN =
Potential resistance for column flange bending
Pr =
1134 kN
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI
Leff
= { Max of [ ii/2,(iii-ii/2)] } = 761 mm
x2
+ 3p
Mp = Leff x tp2 x py / 4 equivalent T-stub = 26.25 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
=
1234 kN
of
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Sheet Job No
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DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Mode 2
of
Bolt failure with flange
Reference
Pr = 2 Mp + n(S Pt')
yielding =
m+n 1130 kN
Pr = S Pt' 1676 kN = Pr = 1130 kN Potential resistance for column flange bending Mode 3
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Potential Resistance of Bolts in Tension Zone WORK SHEET: TENSION ZONE Column Side Beam Side Flange Bending Web Tension Flange Bending Web Tension Resistance of Row 1 416.4 N.A 416.4 N.A Resistance of Row 2 only 387.8 N.A 387.1 N.A Resistance of Row 2+1 as group 646.0 N.A 644.5 N.A 229.6 N.A 228.1 N.A Resistance of Row 3 only 387.8 N.A 387.1 N.A Resistance of Row 3+2 as group 617.4 2241.12 615.1 1932.97 389.3 2013.0 387.1 1704.89 Resistance of Row 3+2+1 as group 875.6 N.A 872.6 N.A 231.2 N.A 228.1 N.A Resistance of Row 4 only 416.4 N.A 416.4 N.A Resistance of Row 4+3 as group 646.0 N.A 644.5 N.A 417.9 N.A 416.4 N.A Resistance of Row 4+3+2 as group 875.6 N.A 872.6 N.A 419.5 N.A 416.4 N.A Resistance of Row 4+3+2+1 as group 1133.8 N.A 1130.0 N.A 261.3 N.A 257.4 N.A
Step 1 Row 1
2
3
4
Note: Pr1
=
Capacity of row 1 alone
Potential Resistance (kN) 416.4
228.1
228.1
257.4
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Sheet Job No Date
SUBJECT
=
Pr3
=
Pr4
=
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Pr2
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Reference
Min. of { Capacity of row 2 alone, ( Capacity of row 2+1 ) - P r1 } Min. of { Capacity of row 3 alone, ( Capacity of row 3+2 ) - P r2 , ( Capacity of row 3+2+1 ) - P r2 - Pr2} Min. of { Capacity of row 4 alone, ( Capacity of row 4+3 ) - P r3 , ( Capacity of row 4+3+2 ) - P r3 - Pr2 ( Capacity of row 4+3+2+1 ) - P r3 - Pr2 - Pr1}
Compression Check - Supporting member Resistance of the compression zone
Column web crushing (Bearing) Pc =
(b1+n2) x tc x py
+ tf1 x Bp x py
Stiff bearing length based b1 = on a 45deg dispersion through the end plate from the edge of the welds
End Plate
30.0 mm
Length obtained by a 1:2.5 dispersion through the column flange and root radius Column web Buckling Pc = (b1+n1) x tc x pc
n2 =
75
mm
Pc =
3275 kN
Resistance of the compression zone,
Pc =
Compression Check - Beam Beam Flange Crushing (Bearing) Pc = 1.4 x pyb x Tb x Bb = 3241 kN
Resistance of Column Web panel in Shear Pv
= 0.6 x pyc x tc x Dc
Pv
= 2052 kN
b1 =
30.0 mm
n1 =
83.9 mm
Pc =
3324 kN
3275 kN
(min of due to buckling & crushing)
Pc
Due to crushing
+ tf1 x Bp x pc
Stiff bearing length based on 45deg dispersion to the center of web Length obtained by a 45deg dispersion through half the depth of the column
+ 0.6 x pyc x tc x Bp
of
Due to Buckling
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Sheet Job No
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Date
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DESIGN OF STEEL WORK CONNECTIONS
Reference
Force Distribution Equilibrium Pr1 Pr2
Equilibrium is satisfied by
Pr3 S Fri
+ N = Fc
Pr4 Pc
where
This force is translated into Axial load of column
N =
-95 kN Fr1 Fr2
Fc is the smallest of the below S Pri
= 1035 kN
Fr3
=
3241 kN
Fr4
Fc =
1035 kN
Fc
+ N Pc
or
Equilibrium is satisfied by Fr1 + Fr2 + Fr3 + Fr4
+ N = Fc
416.4 + 228.1 + 228.1 + 257.4 -1035
= 416.4 kN
Fr2
= 228.1 kN
Fr3
= 228.1 kN
Fr4
= 257.4 kN
95.0
= Fc
= Fc
kN
Load to reduce to satisfy equilibrium Fr1
h1
0.0
kN
Equillibrium Satisfied
Capacity of Each Bolt considering all modes of failure Ratio For row 1
= Fr1 / 2
=
208.2 kN > Tension in Bolt row 1,
SAFE ( 0.54 )
( 112.9 kN)
For row 2
= Fr2 / 2
=
114.0 kN > Tension in Bolt row 2,
SAFE ( 0.94 )
( 107.3 kN)
For row 3
= Fr3 / 2
=
114.0 kN > Tension in Bolt row 3,
SAFE ( 0.89 )
( 101.8 kN)
For row 4
= Fr4 / 2
=
128.7 kN > Tension in Bolt row 4,
SAFE ( 0.75 )
( 96.2 kN)
Maximum stress ratio
=
0.94
Check for Combined Shear and Tension Fs PSL
+
Ftot 0.9 P0
<
1
< 1.0, Safe
239
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PROJECT
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Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
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DESIGN OF STEEL WORK CONNECTIONS
Reference
where Applied Shear
Fs =
16.2 kN
Slip resistance
PS =
104.7 kN
Total Applied Tension in the bolt
Ftot =
112.9
kN
P0 =
232.7
kN
including prying force Specified Minimum preload Combined shear and tension Design for Vertical shear Force V
=
0.69
< 1, SAFE
= ns Pss + nt Pts
where Design shear force No. of bolts not in tension zone
V = ns =
No. of bolts in tension zone
nt =
Shear capacity of single bolt
Pss
129.3 kN 0 8
Bolt bearing on the end plate
is the least of 105 kN = dtppb 396 kN =
Bolt baring on the column flange
dtcpb
Bolt shear
Shear capacity of single bolt
Pts
=
396 kN
in tension zone is the least of 0.4 ps As
=
41.9 kN
Bolt bearing on the end plate
dtppb
=
396 kN
Bolt baring on the column flange
dtcpb
=
396 kN
Bolt shear
Shear capacity of the connection
(Resultant shear)
=
335.2 kN
> V,Safe ( 129.3 kN ) End Plate y
Check for weld Weld between the member and the end plate =
7.07 mm
167
Throat thickness of weld
a
Moment of Inertia about ZZ
Izz =
2.3E+08 mm4
Iyy =
4
lww= 277.1 z
Moment of Inertia about YY
1.77E+08 mm
z 144.2
Moment capacity of weld about ZZ Moment capacity of weld about YY
144.2
Mzw = Izz pw / Ymax =
303 kN-m
> Mz, Safe ( 20 kN-m)
Myw = Iyy pw / Xmax =
241 kN-m
lwf 309.2 162
> My, Safe ( 63 kN-m)
y
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Sheet Job No Date
SUBJECT
Shear capacity of weld
Reference
= a * lw * pw
Length of weld
lw =
1749 mm
Shear capacity of weld
Pw =
2721 kN
Resultant shear due to Fx, Fy & Fz = sqrt(Fx2+Fy2+Fz2) Fr =
160 kN
< Pw, Safe ( 2721 kN)
0.39
< 1, Safe
Check for Interaction
Pw
+
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Fr
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Mz Mzw
+
My
=
Myw
Conclusion Width of end plate Depth of end plate Thickness of end plate Diameter of Bolts Number of Bolts Type of Bolt Size of weld
360 mm = 350 mm = 20 mm = = M 24 = 4x 2 = HSFG 10 mm =
of
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Reference
DESIGN OF MOMENT CONNECTION MC 02 Supporting Member : (supporting on plate connecting between the flanges and stiffener at centre) D = 484.0 mm D - Depth of column or plate Bp = 220.0 mm Bp - Width of column flange or plate 10.0 mm tf = 16.0 mm r c = 8.0 mm Supported Member : D = 457.0 mm B = 190.4 mm tb = 9.0 mm =
= =
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
tf1 r b
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
tc
of
14.5 mm 10.2 mm
220
88.5
tc - Web thickness of column or stiffener
70
tf - Flange thickness of column or plate r c - Root radius of column or weld to plate
70 70 70 88.5
and stiffener D - Depth of beam B - Thickness of end plate tc - Web thickness of beam
120
tf - Flange thickness ofbeam r c - Root radius of beam
Thickness of End Plate Member End Actions (Factored) Fx = 285 kN Compression Tension
Fx =
300 kN
Shear Force
Fy =
8
kN
Shear Force
Fz =
0
kN
Bending moment
Mz =
0
kN-m
Bending moment
My =
0
kN-m
Connection Details Assumed bolt configuration Grade of Bolts (8.8 / HSFG) = HSFG nr = No. of rows 5 No. of columns
nc =
Part - 2 Bolts
2
Total nos of bolts n = 10 db = 24 mm Dia of bolt Spacing between rows p = 70 mm (pitch) 120 mm Spacing between cols g = (gauge) dh = 26 mm Dia of bolt hole Abg = 452 mm2 Gross area of one bolt 353 mm2 Effective area of one bolt Abn = 60 mm Edge distance e' = 102 mm Edge distance in plate top e"pt = 102 mm e" Edge distance in plate bot. p = 0.5 Slip factor for untreated m = 1 Ks = For clearance holes Lease thick of plt t = 16.0 mm
tp = 16 mm
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Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
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Checked by
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BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Forces in Bolts T1
Tension per bolt due to Moment Mz For Row 1
T1 = Mz*a1/(nc(a12+a22+a32+a42+a52)) T1 =
For Row 2
0
0
361.3
T2
kN
T3 = Mz*a3/(nc(a12+a22+a32+a42+a52)) T3 =
For Row 4
a1=
kN
T2 = Mz*a2/(nc(a12+a22+a32+a42+a52)) T2 =
For Row 3
0
a2= 291.3
T3
a3= 221.3
kN
T4 = Mz*a4/(nc(a12+a22+a32+a42+a52))
a4= 151.3 a5= 81.3
T4 = For Row 5
0
kN
T5 = Mz*a5/(nc(a12+a22+a32+a42+a52)) Force Distribution to bolts due to moment Mz T5 =
0
kN
Tension per bolt due to Moment My For Column 1
T1 = My / (nr b) T1 =
0
T1
kN b = 120.0
Force Distribution to bolts due to moment My
Tension per bolt due to Axial tension Fx
= Fx / n 30
kN
Maximum forces Transfer to Each Bolt 30 Maximum Tension in bolt row 1 = 30 Maximum Tension in bolt row 2 = 30 Maximum Tension in bolt row 3 = 30 Maximum Tension in bolt row 4 = 30 Maximum Tension in bolt row 5 =
kN kN kN kN kN
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Sheet Job No
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DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
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BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Check for Bolts Yf = Yield strength of bolt Ult. Tensile strength of bolt Uf = ps = Shear stress of bolt
882 N/mm2 981 N/mm2 400 N/mm2
Tension stress of bolt
pt =
700 N/mm2
Bearing stress of bolt
pbb =
1300 N/mm2
Minimum proof stress of bolt Minimum shank tension in HSFG bolts
p0 =
776 N/mm2
P0 =
233 kN
Bearing capacity of bolt
Ps = Pb =
141 kN 499 kN
Tension capacity of bolt
P t' =
209.5 kN
Capacity of one bolt Shear capacity of bolt
Slip resistance of one bolt PSL = 0.9 * Ks *m*P0 105 kN = 355 N/mm2 py = Design strength of steel 825 N/mm2 Bearing strength of steel pb = 220 N/mm2 pw = Design strength of weld Connection Geometry Column Side m = g/2 - tc/2 - 0.8r c = 48.6 mm e = B/2 - g/2 = 50 mm For n smallest of n e for the column flange e for the end plate 1.25 m for column flange Beam Side m = g/2 - tb/2 - 0.8Sww =
= = = =
mm mm mm mm
where,
49.1 mm
= B/2 - g/2 = 50 mm For n smallest of n e for the column flange e for the end plate 1.25 m for end plate
50 50 50 60.8
Leg length of fillet weld to beam web, S ww =
e
= = = =
50 50 50 61.4
mm mm mm mm
of
8 mm
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Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Potential Resistance of Bolts in Tension Zone Pr1 Bolt Row 1 & 5 Bolt Row 1 & 5 alone
Pr2
Column Flange Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate
Pr3 Pr4 Pr5
Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.4 of moment connection by BCSA Leff for i = 2 pi() m = Leff for ii Leff for iii
305 mm
=
4 m + 1.25 e 257 mm = = a m1 = 267.3 mm
where a from Fig 2.16
l1 =
m1 / (m1+e)
m1
=
48.6 mm
l2 =
m2 / (m1+e)
m2
=
67.6 mm
l1 =
0.49
l2 =
0.69
a
Leff
= =
=
5.5
(ref. Fig 2.16 of moment connection by BCSA)
Min of [ Max{ii,iii}, i ] 267 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 6.073 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
499.8 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 335.6 kN
Pr = S Pt' = 418.9 kN Pr = 336 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension As row 1&5 is near the flange, web tension can be discounted
of
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DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff = Min of [ Max{ii,iii}, i ] Ref. Table 2.4 Leff for i = 2 pi() m = Leff for ii Leff for iii
309 mm
=
4 m + 1.25 e 259 mm = = a m1 = 270.1 mm
where a from Fig 2.16
l1 =
m1 / (m1+e)
m1
=
49.1 mm
l2 =
m2 / (m1+e)
m2
=
67.6 mm
l1 =
0.5
l2 =
0.68
a
Leff
= =
=
5.5
(ref. Fig 2.16 of moment connection by BCSA)
Min of [ Max{ii,iii}, i ] 270 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 6.136 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
499.8 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 335.2 kN
Pr = S Pt' = 418.9 kN Pr = 335 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension As row 1& 5 is near the flange, web tension can be discounted Bolt Row 2 Row 2 alone, Row 3 alone & Row 4 alone Column Flange Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = Min of [ ii, i ] Ref. Table 2.4 of moment connection by BCSA
of
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=
Leff
Reference
2 pi() m
= Leff for ii
305 mm
4 m + 1.25 e 257 mm = = Min of [ ii, i ] = 257 mm
=
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 5.837 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
480.4 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 330.8 kN
Pr = S Pt' = 418.9 kN Pr = 331 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Potential resistance for column web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for column web Tension
Pt = Lt tw py
Lt =
Pt =
207.6 mm
737
kN
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff = Min of [ ii, i ] Ref. Table 2.4 Leff for i = 2 pi() m = Leff for ii Leff
= =
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff for i
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
309 mm
=
4 m + 1.25 e 259 mm = Min of [ ii, i ] 259 mm
Plastic moment capacity of the equivalent T-stub
Mp = Leff x tp2 x py / 4 = 5.882 kN-m
of
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Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m = Mode 2
Bolt failure with flange
479.2 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 330.1 kN
Pr = S Pt' = 418.9 kN Pr = 330 kN Potential resistance for end plate bending Mode 3
Bolt failure
Beam Web Tension Potential resistance for column web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for beam web Tension
Pt = Lt tw py
Lt =
207.6 mm
Pt =
663.3 kN
Row 2&1 as group and Row 5&4 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 337 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 7.663 kN-m Potential resistance is the minimum of the following Plastic moment capacity of the
Mode 1
Complete flange yielding
Pr = 4 Mp / m = 630.7 kN
Mode 2
Bolt failure with flange
Pr = 2 Mp + n(S Pt')
yielding =
m+n 580.3 kN
Pr = S Pt' = 837.9 kN Pr = 580 kN Potential resistance for column flange bending Mode 3
of
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange.
SENDAI
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Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 340 mm Mp = Leff x tp2 x py / 4 Plastic moment capacity of the equivalent T-stub = 7.726 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m = Mode 2
Mode 3
629.4 kN
Bolt failure with flange
Pr = 2 Mp + n(S Pt')
yielding
m+n = 578.7 kN Pr = S Pt' = 837.9 kN
Bolt failure
Pr =
Potential resistance for end plate bending
579 kN
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Bolt Row 3 Row 3&2 as group and Row 4&3 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
= =
( ii/2 + p/2 ) * 2 327 mm
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 7.427 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
611.3 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
=
m+n 575.5 kN
Pr = S Pt' = 837.9 kN Pr = 576 kN Potential resistance for column flange bending Mode 3
Bolt failure
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Sheet Job No Date
SUBJECT
Reference
Column Web Tension Potential resistance for column web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for column web Tension
Pt = Lt tc py
Lt =
277.6 mm
Pt =
985.5 kN
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI = =
( ii/2 + p/2 ) * 2 329 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 7.473 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
608.8 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
Mode 3
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Bolt failure
m+n = 573.6 kN Pr = S Pt' = 837.9 kN
Potential resistance for end plate bending
Pr =
Beam Web Tension Potential resistance for beam web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for beam web Tension
Pt = Lt tb py
Lt =
277.6 mm
Pt =
886.9 kN
574 kN
of
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Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Row 3,2&1 as group and Row 5,4&3 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 + p 407 mm Mp = Leff x tf 2 x py / 4 Plastic moment capacity of the equivalent T-stub = 9.254 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m = Mode 2
Bolt failure with flange
761.6 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 825 kN
Pr = S Pt' 1257 kN = Pr = 762 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 + p 410 mm
Mp = Leff x tp2 x py / 4 equivalent T-stub = 9.316 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
759
kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 822.1 kN
Pr = S Pt' 1257 kN = Pr = 759 kN Potential resistance for column flange bending Mode 3
of
Bolt failure
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange.
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Bolt Row 4 Row 4, 3 and 2 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI = ( ii/2 + p/2 ) * 2 = 397 mm
+p
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 9.018 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
742.2 kN
Pr = 2 Mp + n(S Pt')
yielding =
m+n 820.3 kN
Pr = S Pt' 1257 kN = Pr = 742 kN Potential resistance for column flange bending Mode 3
Bolt failure
Column Web Tension Potential resistance for column web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for column web Tension
Pt = Lt tw py
Lt =
347.6 mm
Pt =
1234 kN
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Leff
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
= ( ii/2 + p/2 ) * 2 = 399 mm
+p
Mp = Leff x tp2 x py / 4 equivalent T-stub = 9.063 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
=
738.3 kN
Reference
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DESIGN OF STEEL WORK CONNECTIONS
Mode 2
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Bolt failure with flange
Reference
Pr = 2 Mp + n(S Pt')
yielding =
m+n 817 kN
Pr = S Pt' 1257 kN = Pr = 738 kN Potential resistance for column flange bending Mode 3
Bolt failure
Beam Web Tension Potential resistance for column web Tension Effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web Potential resistance for beam web Tension
Pt = Lt tw py
Lt =
347.6 mm
Pt =
1111 kN
Row 4, 3, 2 and 1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI Leff
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 + 2p 477 mm Mp = Leff x tf 2 x py / 4 Plastic moment capacity of the
= =
equivalent T-stub = 10.84 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m 892.5 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
=
m+n 1070 kN
Pr = S Pt' 1676 kN = Pr = 893 kN Potential resistance for column flange bending Mode 3
of
Bolt failure
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange.
SENDAI
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Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI For bolt row below the flange of a flush end plate Leff
= =
{ Max of [ ii/2,(iii-ii/2)] + p/2 } + ii/2 + p/2 + 2p 480 mm Mp = Leff x tp2 x py / 4 Plastic moment capacity of the equivalent T-stub = 10.91 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m = Mode 2
Mode 3
872.5 kN
Bolt failure with flange
Pr = 2 Mp + n(S Pt')
yielding
m+n 1066 kN = Pr = S Pt' 1676 kN =
Bolt failure
Potential resistance for column flange bending
Pr =
873 kN
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Bolt Row 5 Row 5, 4, 3, 2 and 1 as group Column Flange Bending Calculate effective length of T-stub as per Table2.6 of SCI
Leff
= { Max of [ ii/2,(iii-ii/2)] } = 558 mm
x2
+ 4p
Mp = Leff x tf 2 x py / 4 equivalent T-stub = 12.67 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
= Mode 2
Bolt failure with flange
Pr = 2 Mp + n(S Pt')
yielding = Mode 3
Bolt failure
1043 kN m+n 1319 kN
Pr = S Pt' 2095 kN =
Potential resistance for column flange bending
Pr =
1043 kN
of
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Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Column Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. End Plate Bending Calculate effective length of T-stub as per Table2.5 of SCI
Leff
= { Max of [ ii/2,(iii-ii/2)] } = 561 mm
x2
+ 4p
Mp = Leff x tp2 x py / 4 equivalent T-stub = 12.75 kN-m Potential resistance is the minimum of the following Mode 1 Complete flange yielding Pr = 4 Mp / m Plastic moment capacity of the
1039 kN Pr = 2 Mp + n(S Pt') =
Mode 2
Bolt failure with flange yielding
Mode 3
Bolt failure
m+n 1314 kN = Pr = S Pt' 2095 kN =
Potential resistance for column flange bending
Pr =
1039 kN
Beam Web Tension Web tension can be discounted due to effective tensile length of web assuming a max. spread at 60deg from bolts to the centre of web is crossing the flange. Note: Pr1 Pr2
= =
Pr3
=
Pr4
=
Pr5
=
Capacity of row 1 alone Min. of { Capacity of row 2 alone, ( Capacity of row 2+1 ) - P r1 } Min. of { Capacity of row 3 alone, ( Capacity of row 3+2 ) - P r2 , ( Capacity of row 3+2+1 ) - P r2 - Pr2} Min. of { Capacity of row 4 alone, ( Capacity of row 4+3 ) - P r3 , ( Capacity of row 4+3+2 ) - P r3 - Pr2 ( Capacity of row 4+3+2+1 ) - P r3 - Pr2 - Pr1} Min. of { Capacity of row 5 alone, ( Capacity of row 5+4 ) - P r4 , ( Capacity of row 5+4+3 ) - P r4 - Pr3 ( Capacity of row 5+4+3+2 ) - P r4 - Pr3 - Pr2} ( Capacity of row 5+4+3+2+1 ) -Pr4 - Pr3 - Pr2 - Pr1}
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DESIGN OF STEEL WORK CONNECTIONS
Reference
Potential Resistance of Bolts in Tension Zone
Step 1 Row 1
2
3
4
5
WORK SHEET: TENSION ZONE Column Side Beam Side Flange Bending Web Tension Flange Bending Web Tension Resistance of Row 1 335.6 N.A 335.2 N.A Resistance of Row 2 only 330.8 736.98 330.1 663.282 Resistance of Row 2+1 as group 580.3 N.A 578.7 N.A 245.1 N.A 243.5 N.A Resistance of Row 3 only 330.8 736.98 330.1 663.282 Resistance of Row 3+2 as group 575.5 985.48 573.6 886.932 332.1 742.0 330.1 643.5 Resistance of Row 3+2+1 as group 761.6 N.A 759.0 N.A 183.0 N.A 180.3 N.A Resistance of Row 4 only 330.8 736.98 330.1 663.282 Resistance of Row 4+3 as group 575.5 985.48 573.6 886.932 395.3 805.2 393.3 706.6 Resistance of Row 4+3+2 as group 742.2 1233.98 738.3 1110.582 318.4 810.2 314.6 686.8 Resistance of Row 4+3+2+1 as group 892.5 N.A 872.5 N.A 133.6 N.A 113.6 N.A Resistance of Row 5 only 335.6 N.A 335.2 N.A Resistance of Row 5+4 as group 580.3 N.A 578.7 N.A 466.8 N.A 465.1 N.A Resistance of Row 5+4+3 as group 761.6 N.A 759.0 N.A 467.8 N.A 465.1 N.A Resistance of Row 5+4+3+2 as group 892.5 N.A 872.5 N.A 355.2 N.A 335.2 N.A Resistance of Row 5+4+3+2+1 as group 1042.9 N.A 1038.7 N.A 170.3 N.A 166.2 N.A
Potential Resistance (kN) 335.2
243.5
180.3
113.6
166.2
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Compression Check - Supporting member Resistance of the compression zone
Column web crushing (Bearing)
Pc =
(b1+n2) x tc x py
+ tf1 x Bp x py
Stiff bearing length based b1 = on a 45deg dispersion through the end plate from the edge of the welds
End Plate
24.0 mm
Length obtained by a 1:2.5 dispersion
n2 =
60
through the column flange and root radius Column web Buckling Pc =
(b1+n1) x tc x pc
mm
Pc =
1431 kN
Resistance of the compression zone,
Pc =
Compression Check - Beam Beam Flange Crushing (Bearing) Pc
= 1.4 x pyb x Tb x Bb
Pc
= 1372 kN
Resistance of Column Web panel in Shear = 0.6 x pyc x tc x Dc
Pv
=
827 kN
b1 =
24.0 mm
n1 =
53.4 mm
Pc =
1407 kN
1407 kN
(min of due to buckling & crushing)
Pv
Due to crushing
+ tf1 x Bp x pc
Stiff bearing length based on 45deg dispersion to the center of web Length obtained by a 45deg dispersion through half the depth of the column
+ 0.6 x pyc x tc x Bp
of
Due to Buckling
SENDAI
EVERSENDAI ENGINEERING L.L.C
PROJECT
Sheet Job No
of
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date
Checked by
SUBJECT
BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Force Distribution Equilibrium Pr1 Pr2
Equilibrium is satisfied by
Pr3 S Fri
+ N = Fc
Pr4 Pc
where
This force is translated into Axial load of column
N =
-300 kN Fr1 Fr2
Fc is the smallest of the below S Pri
+ N Pc
or
= 738.7 kN
Fr3
1372 kN
Fr4
=
h1
Fr5 Fc = Equilibrium is satisfied by Fr1 + Fr2 + Fr3 + Fr4 + Fr5
739 kN
+ N = Fc
335.2 + 243.5 + 180.3 + 113.6 + 738.7
= 335.2 kN
Fr2
= 243.5 kN
Fr3
= 180.3 kN
Fr4
= 113.6 kN
Fr5
= 166.2 kN
166.2 -- 300.0 = Fc
= Fc
kN
Load to reduce to satisfy equilibrium Fr1
Fc
0.0
kN
Equillibrium Satisfied
Capacity of Each Bolt considering all modes of failure Ratio For row 1
= Fr1 / 2
=
167.6 kN > Tension in Bolt row 1,
SAFE ( 0.18 )
( 30.0 kN)
For row 2
= Fr2 / 2
=
121.7 kN > Tension in Bolt row 2,
SAFE ( 0.25 )
( 30.0 kN)
For row 3
= Fr3 / 2
=
90.1 kN > Tension in Bolt row 3,
SAFE ( 0.33 )
( 30.0 kN)
For row 4
= Fr4 / 2
=
56.8 kN > Tension in Bolt row 4,
SAFE ( 0.53 )
( 30.0 kN)
For row 5
= Fr5 / 2
=
83.1 kN > Tension in Bolt row 5,
SAFE ( 0.36 )
( 30.0 kN)
=
0.53
Maximum stress ratio
< 1.0, Safe
361
SENDAI
EVERSENDAI ENGINEERING L.L.C
Sheet
PROJECT
Job No
Designed by KMK
DUBAI MALL GRAND ATRIUM DOME
Date SUBJECT
Checked by BNRao
DESIGN OF STEEL WORK CONNECTIONS
Reference
Check for Combined Shear and Tension Fs PSL
+
Ftot 0.9 P0
<
1
where Applied Shear
Fs =
0.8
Slip resistance
PS =
104.7 kN
Total Applied Tension in the bolt
Ftot =
30.0
kN
P0 =
232.7
kN
kN
including prying force Specified Minimum preload Design for Vertical shear Force Combined shear and tension V
=
0.15
V =
8.0
No. of bolts not in tension zone
ns =
0
No. of bolts in tension zone
nt =
10
< 1, SAFE
= ns Pss + nt Pts
where Design shear force
Shear capacity of single bolt
Pss
kN
Bolt shear
is the least of 105 kN =
Bolt bearing on the end plate
dtppb
=
317 kN
Bolt baring on the column flange
dtcpb
=
317 kN
Shear capacity of single bolt
Pts
0.4 ps As
=
41.9 kN
Bolt bearing on the end plate
dtppb
=
317 kN
Bolt baring on the column flange
dtcpb
=
317 kN
Bolt shear
Shear capacity of the connection
(Resultant shear)
in tension zone is the least of
=
418.9 kN
> V,Safe ( 8 kN )
of
