SECTION PROPERTIES 1 Sl. No
Designation
Properties for Universal Beams 1 UB 1016x305x487 2 UB 1016x305x438 3 UB 1016x305x393 4 UB 1016x305x349 5 UB 1016x305x314 6 UB 1016x305x272 7 UB 1016x305x249 8 UB 1016x305x222 9 UB 914x419x388 10 UB 914x419x343 11 12 13 14
UB UB UB UB
914x305x289 914x305x253 914x305x224 914x305x201
15 UB 838x292x226 16 UB 838x292x194 17 UB 838x292x176 18 19 20 21
UB UB UB UB
762x267x197 762x267x173 762x267x147 762x267x134
22 23 24 25
UB UB UB UB
686x254x170 686x254x152 686x254x140 686x254x125
26 UB 610x305x238 27 UB 610x305x179 28 UB 610x305x149 29 30 31 32
UB UB UB UB
610x229x140 610x229x125 610x229x113 610x229x101
33 34 35 36 37
UB UB UB UB UB
533x210x122 533x210x109 533x210x101 533x210x92 533x210x82
38 39 40 41
UB UB UB UB
457x191x98 457x191x89 457x191x82 457x191x74
42 UB 457x191x67 43 44 45 46 47
UB UB UB UB UB
457x152x82 457x152x74 457x152x67 457x152x60 457x152x52
48 49 50 51
UB UB UB UB
406x178x74 406x178x67 406x178x60 406x178x54
52 UB 406x140x46 53 UB 406x140x39 54 55 56 57
UB UB UB UB
356x171x67 356x171x57 356x171x51 356x171x45
58 UB 356x127x39 59 UB 356x127x33 60 UB 356x165x54 61 UB 356x165x46 62 UB 356x165x40 63 UB 305x127x48 64 UB 305x127x42 65 UB 305x127x37 66 UB 305x102x33 67 UB 305x102x28 68 UB 305x102x25 69 UB 254x146x43 70 UB 254x146x37 71 UB 254x146x31 72 UB 254x102x28 73 UB 254x102x25 74 UB 254x102x22 75 UB 203x133x30 76 UB 203x133x25 77 78 79 80
UB UB UB UB
203x102x23 178x102x19 152x89x16 127x76x13
Properties for Universal Columns 1 UC 356x406x634
2 3 4 5 6 7
UC UC UC UC UC UC
356x406x551 356x406x467 356x406x393 356x406x340 356x406x287 356x406x235
8 9 10 11
UC UC UC UC
356x368x202 356x368x177 356x368x153 356x368x129
12 13 14 15 16 17 18
UC UC UC UC UC UC UC
305x305x283 305x305x240 305x305x198 305x305x158 305x305x137 305x305x118 305x305x97
19 20 21 22 23
UC UC UC UC UC
254x254x167 254x254x132 254x254x107 254x254x89 254x254x73
24 25 26 27 28
UC UC UC UC UC
203x203x86 203x203x71 203x203x60 203x203x52 203x203x46
29 UC 152x152x37 30 UC 152x152x30 31 UC 152x152x23
2
Sum of r
Column
Rows
Bolts
Gauge
Pitch
Ext. distance
nc
nr
n
g
p
r
1
2
2
50
50
25.00
1,250.0
1
3
3
70
0
70.00
9,800.0
1
4
4
90
0
135.00
40,500.0
1
5
5
70
70
140.00
49,000.0
1
6
6
75
75
187.50
98,437.5
2
2
4
60
60
42.43
7,200.0
2
3
6
60
60
67.08
19,800.0
2
4
8
75
100
123.11
76,250.0
2
5
10
60
174.6
148.40
148,212.9
2
6
12
100
75
252.80
366,875.0
3
2
6
30
30
33.54
4,950.0
3
3
9
70
75
102.59
63,150.0
3
4
12
70
75
129.03
118,500.0
3
5
15
70
75
158.82
203,250.0
3
6
18
70
75
190.39
324,750.0
4
2
8
70
75
117.82
66,050.0
4
3
12
70
75
132.50
123,575.0
4
4
16
70
75
153.89
210,500.0
4
5
20
70
75
179.60
336,625.0
4
6
24
100
80
277.31
892,000.0
5
2
10
150
75
167.71
168,750.0
5
3
15
100
80
188.68
292,000.0
5
4
20
100
80
219.32
506,000.0
5
5
25
100
80
256.12
820,000.0
5
6
30
100
80
296.82
1,259,000.0
6
2
12
100
80
206.16
6
3
18
100
80
223.61
6
4
24
100
80
250.00
6
5
30
100
80
282.84
6
6
36
100
80
320.16
Er
Jul 01, 2013
EVERSENDAI ENGINEERING QATAR W.L.L SPLICE CONNECTION Connection Identification INPUT DATA: Supporting member (C9)
UC 203x203x52 206.2 mm D = B = t w = tf
Supported member (C9)
D' = n = A
=
r
=
tf
=
206.2 mm 204.3 mm 7.9 mm 12.5 mm
C
=
2360 KN
D =
10.2 mm 160.8 mm
=
204.3 mm 7.9 mm 12.5 mm
= UC 203x203x52
B = t w =
Member end actions Factored Forces
r
0.0 mm
I y rx
= =
2 66.3 cm
r y
=
10.2 mm 160.8 mm
D' = n =
4
cm
4
Z y = Sx =
cm
S y =
5259.0 cm4
Ix =
0.0 mm
= =
r y
=
4 1778.0 cm 8.9 cm 5.18 cm
Fy = Fz =
347 KN 0 KN
A
=
T
=
2360 KN
Flange
Grade of bolt ( F10T / HSFG / 8.8 ) Y f Yield strength of bolt Uf Ult. Tensile strength of bolt ps Shear strength of bolt pbb Bearing strength of bolt Tensile strength of bolt pt Strength of weld f w
= = = = = = =
Grade of material Ultimate strength Yield strength Bearing strength
Us py p bs
= = = =
db dbh nc nr p g2 g1 g3 e' e'' pt e'' pb e''' Sb t p tfrp Ns 2 r po Po K s m ei' ei'' tip
= = = = = = = = = = = = = = = = = = = = = = = =
-
Rolled Section Rolled Section Rolled Section Rolled Section
Diameter of bolt Diameter of bolt hole Nr of bolt columns Nr of bolt rows Spacing of bolt rows (pitch) Spacing of bolt columns (gauge) Spacing of bolt columns (gauge) Spacing of bolt columns (gauge) Edge distance End distance in plate at top End distance in plate at bottom End distance in member Set back Thickness of plate Thickness of reinforcement Nr of shear planes Sum of square of 'r' for the bolt group Minimum proof stress for HSFG bolts Minimum shank tension for HSFG bolts For clearance holes Slip factor for untreated surfaces Edge distance for inside plate Edge distance for inside plate Thickness of inside plate Width of plate Length of plate Thickness of plate (outside & inside)
b p = l p = t p =
HSFG
S
220 355 490 345 550
50 B M Pa M Pa M Pa
30 33 2 7 75 114.3 0 0 45 45 45 45 5 40 10 2 360725.715 776 363.67 1 0.5 45 45 40 204.3 545.0 40.0
Zx = Z y = Sx = S y =
My = Mz =
510.0 174.00 567.0 264.00
3
cm
3
cm cm
3
cm
510.0 cm3 3 174.00 cm 567.0 cm 264.00 cm3
0 KN.m 0 KN.m
Web Part - 2 Bolts M Pa M Pa M Pa M Pa M Pa M Pa
550 715 400 1300 700
Zx =
cm cm
I y rx
66.3 cm2
Connection
5259.0 1778.0 8.9 5.18
Ix =
mm mm
mm mm mm mm mm mm mm mm mm mm mm mm2 M Pa KN
Y f Uf ps pbb pt f w Plate Plate Plate Plate
HSFG
= Us = py = pbs =
S
220
Part - 2 Bolts M Pa M Pa M Pa M Pa M Pa M Pa
355 490 345 550
50 B M Pa M Pa M Pa
550 715 400 1300 700
db dbh nc nr p g
= = = = = =
24 26 3 2 60 60
mm mm
e'
= = = = = = = = = = = = =
50 50 50 73.1 5 20 8 2
mm mm mm mm mm mm mm
19800 776 233 1 0.5
mm2 M Pa KN
= = =
160.0 225.0 40.0
mm mm mm
e'' pt e'' pb e''' Sb t p t wrp Ns 2 r po Po m
mm mm mm mm mm mm
= = = = = = =
Depth of plate Length of plate Thickness of plate
mm mm
Jul 01, 2013
EVERSENDAI ENGINEERING QATAR W.L.L Connection Identification
FLANGE Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe
WEB Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe. Safe.
0
0.77
0.05
Capacity of one bolt Pb Compression capacity of the plate Tensile capacity of the plate Compression capacity of the flange Tensile capacity of the flange Bearing capacity of the plate per bolt Bearing capacity of the flange per bolt Bearing capacity of the flange over bolt group Block shear capacity of the beam flange Block shear capacity of the flange plate
0.24
Interaction Check for Flange Plate
0.20 0.17 0.24 0.57 0.77 0.07 0.23 0.23 0.19
327.3 = 5303.34 = = 3829.914 = 1585.8788 = = = = = =
1180.9091 990.00 278.44 3898.125 4902.9503 17432.712
KN KN KN KN KN KN KN KN KN KN
> Fb. > Cf,max. > Tf,max. > Cf,max. > Tf,max. > Fb. > Fb. > Ff,max. > Ff,max. > Ff,max.
( ( ( ( ( ( ( ( ( (
64.9 909.027 909.027 909.027 909.027 64.9 64.9 909.027 909.027 909.027
) ) ) ) ) ) ) ) ) )
191.5 50.0 50.0 50.0 50.0 191.5 191.5 347.0 347.0 347.0 347.0 39.9
) ) ) ) ) ) ) ) ) ) ) )
0.91
0.91 0.02 0.03 0.04 0.05 0.35 0.88
Capacity of one bolt Compression capacity of the plate Tensile capacity of the plate Compression capacity of the web Tensile capacity of the web
Bearing capacity of the plate per bolt Bearing capacity of the web per bolt
0.79
Bearing capacity of the bolt group Shear capacity of the plate Shear capacity of the web Block shear capacity of plate/beam web Flexural capacity of the fin plate
0.82
Interaction Check for Fin Plate
0.26 0.35 0.62 0.58
Pb
V p V w
= 209.5 KN = 2208 KN = 1639.44 KN = 1131.11 KN = 930.4505 KN = 550 KN = 218.625 KN 1311.75 KN = = 983.664 KN = 558.2703 KN = 600.99 KN = 50.807 KN.m
> Fb. > Cw. > Tw. > Cw. > Tw. > Fb. > Fb. > V. > V. > V. > V. > Mf.
( ( ( ( ( ( ( ( ( ( ( (
EVERSENDAI ENGINEERING QATAR W.L.L
Sheet
PROJECT
Job No
of 8
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS
SPLICE CONNECTION 0
Connection identification Supporting member UC 203x203x52 (C9) Supported member UC 203x203x52 (C9)
D1
=
206.2 mm
t w1
=
7.9 mm
B1
=
204.3 mm
tf1
=
12.5 mm
A 1
=
66.3 cm2
n
=
0.0 mm
D2
=
206.2 mm
t w2
=
7.9 mm
B2
=
204.3 mm
tf2
=
12.5 mm
A 2
=
66.3 cm2
n
=
0.0 mm
C T F Y M y FZ Mz
= =
Factored 2360 2360 347.0 0.0 0.0 0.0
=
HSFG
=
S 355
r1
=
10.2 mm
D'1
=
160.8 mm
r2
=
10.2 mm
D'2 =
160.8 mm
Member End Actions Compressive force Tensile force Shear force Bending moment Lateral Shear force Bending moment
= = = =
Factored 2360 2360 347.0 0.0 0.0 0.0
KN KN KN KN.m KN KN.m
KN KN KN KN.m KN KN.m
Web connection Connection details Grade of bolt Grade of material
Rolled sections
Diameter of bolt Diameter of bolt hole Gross area of one bolt Effective area of one bolt Nr of bolt column Nr of bolt rows Nr of bolts Spacing of bolt rows (pitch) Spacing of bolt Columns (gauge) Edge distance End distance in plate at top End distance in plate at bottom End distance in member Set back Depth of plate Length of plate Thickness of plate Thickness of reinforcement Total thickness of web Least thickness of connected parts Nr of shear planes Sum of square of 'r' for the bolt group
db dbh A bg A bn nc nr
= = =
n p g
=
e' e'' pt e'' pb e'''m Sb d p l p t p t wrp t w
= = = = = =
t Ns 2 Er
= =
= = = = =
= = = =
=
Plates
-
S 355
24.0 mm 26.0 mm 2 452.4 mm 2 352.9 mm 3 2 6 60.0 mm 60.0 mm 50.0 mm 50.0 mm 50.0 mm 73.1 mm 5.0 mm 160.0 mm 225.0 mm 40.0 mm 8.0 mm 15.9 mm 15.9 mm 2 2 19800.0 mm
(
2 - 20 mm plates )
EVERSENDAI ENGINEERING QATAR W.L.L PROJECT
Sheet Job No
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS
Force in web C w
=
C
T w
= =
T
F w,max
= =
V F v
= =
e
= =
Me
= =
r
= =
Due to compressive force C Due to tensile force T Maximum axial force in web Vertical shear force Shear in bolt due to V Eccentricity of V about c.g. of bolt group Moment due to eccentricity Distance of outermost bolt from cg of b. group
= 2
Vertical shear per bolt due to V
Er F Vl
= =
Horizontal shear per bolt due to F v,max
FHl
= =
Maximum shear in bolt due to M e
Fm
= =
Vertical shear due to F m
F Vm
= =
Horizontal shear due to F m
FHm
= =
Sum of square of 'r' for all bolts
= =
50.0 KN 50.0 KN 50.0 KN 347.0 KN V/n 57.8 KN Sb+e'+0.5*(nc-1)*g 115.0 mm V*e 39.91 KN.m 2 2 Sqrt(((nc-1)*g/2) +((nr-1)*p/2) ) 67.1 mm 2 19800.0 mm V/n 57.83 KN F w,max/n 8.33 KN 2 Me*r/Er 135.20 KN Fm * cos 120.92 KN Fm * sin 60.46 KN 178.76 KN 68.80 KN
Total vertical shear Total horizontal shear
F V FH
Resultant shear in bolt
Fb
=
ps pbb pt
= = =
400.0 M Pa 1300.0 M Pa 700.0 M Pa
Minimum proof stress of bolt
po
=
776.0 M Pa
Minimum shank tension in HSFG bolts
P0
=
233 KN
Shear capacity of one bolt
Ps
=
Bearing capacity of one bolt
Pbb
= =
Slip resistance of one bolt
PSL K s
=
Ns*ps*A b 282.3 KN db*t*pbb 496.1 KN Ns*0.9*Ks*m*Po 1.0 KN 0.50 KN 233 KN 209.5 KN
=
209.5 KN
=
191.539 KN
Check for bolts Shear strength of bolt Bearing strength of bolt Tensile strength of bolt
Slip factor Minimum shank tension Slip resistance of one bolt Capacity of one bolt
of 8
P0 PSL Pb
= = = = =
> Fb. Safe. ( 191.5 )
EVERSENDAI ENGINEERING QATAR W.L.L
Sheet
PROJECT
Job No
of 8
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS Check for connected plies Rolled sections Grade of material Ultimate strength Yield strength Bearing strength
=
S 355
=
490.0 M Pa
Us
=
490.0 M Pa
p y
=
345.0 M Pa
p y
=
345.0 M Pa
pbs
=
550.0 M Pa
pbs
=
550.0 M Pa
=
p y*A g d p*t p 6400 mm2 2208 KN
A g
= =
Compression capacity of the plate
=
Tensile capacity of the plate
=
A eff A n K e A eff
= = = = =
Tensile capacity of the plate
=
Compression capacity of the web
=
A g
= = =
Compression capacity of the web
=
Tensile capacity of the web
A eff A n K e A eff
= = = = =
Tensile capacity of the web
=
Bearing capacity of the plate per bolt
= =
= =
Bearing capacity of the bolt group
=
Us
Compression capacity of the plate
Bearing capacity of the web per bolt
Plates
S 355
= =
> Cw. Safe. ( 50.0 )
p y*A eff < A g K e*A n (d p-nr*dbh)*t p 2 4320 mm 1.1 2 4752 mm 1639.44 KN
p y*A g D2*t w 2 3278.58 mm 1131.11 KN
> Tw. Safe. ( 50.0 )
> Cw. Safe. ( 50.0 )
p y*A eff < A g K e*A n (D2-nr*dbh)*t w 2 2451.78 mm 1.1 2 2696.958 mm 930.4505 KN
> Tw. Safe. ( 50.0 )
db*tp*1.5*pbs 550.00 KN
< e'*tp*pbs/2
db*tw*1.5*pbs 218.63 KN
< e'*tw*pbs/2
> Fb. Safe. ( 191.5 )
> Fb. Safe. ( 191.5 )
n*Least bearing capacity 1311.75 KN > V. Safe. ( 347.0 )
EVERSENDAI ENGINEERING QATAR W.L.L PROJECT
Sheet Job No
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS
Shear capacity of the plate
V p A v
= =
Shear capacity of the plate
V p
= =
Shear capacity of the web
V w A v
Shear capacity of the web
of 8
V w
Block shear capacity
0.6*p y*A v < A g K e*A n 2 4752 mm 983.66 KN
> V. Safe. 347.0 ( )
= =
0.6*p y*A v < A g K e*A n 2 2696.958 mm 558.27 KN
=
0.6*py*t(Lv+Ke(Lt - kdbh))
(nr-1)*p+e" pt 110 mm (nc-1)*g+e' 170 mm 2.5 1,867.14 KN
= =
> V. Safe. ( 347.0 )
Block shear capacity of plate Length of shear face
L v
=
Length of tension face
Lt
= =
k
= =
Block shear capacity of plate
> V. Safe. ( 347.0 )
Block shear capacity of beam web Length of shear face
L v
=
Length of tension face
Lt
= =
k
= =
Block shear capacity of beam web
(nr-1)*p+e"' 133.1 mm (nc-1)*g+e' 170 mm 2.5 600.99 KN
> V. Safe. ( 347.0 )
Flexural capacity of the web plate
Moment in fin plate Net section modulus of the fin plate Flexural capacity of the web plate
Mf Zf
= = = = =
Interaction check for Axial & Bending of Plate
=
39.91 KN.m 2 2 2 t p*(d p -p *nr*(nr -1)*dbh/d p)/6 3 147266.7 mm p y*Zf 50.81 KN.m > Mf. Safe. ( 39.91 ) 0.82 Safe.
EVERSENDAI ENGINEERING QATAR W.L.L
Sheet
PROJECT
Job No
of 8
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS Flange connection Connection details Grade of bolt Grade of material
Rolled sections
Diameter of bolt
=
HSFG
=
S 355
Plates
-
S 355
db
=
Diameter of bolt hole
dbh
=
33.0 mm
Gross area of one bolt
Abg
=
706.9 mm
Effective area of one bolt
Abn
=
551.3 mm
Nr of bolt column
nc
=
Nr of bolt rows
nr
=
7
Nr of bolts
n
=
14
Spacing of bolt rows (pitch) Spacing of bolt coumns (gauge)
p g2
= =
75.0 mm 114.3 mm
Spacing of bolt coumns (gauge)
g1
=
0.0 mm
Edge distance
e'
=
45.0 mm
End distance in plate
e''
=
45.0 mm
End distance in member Set back
e''' Sb
= =
45.0 mm 5.0 mm
Width of plate
b p
=
204.3 mm
Width of plate inside bip = 180 mm
Length of plate
l p
=
545.0 mm
Thk. of inside plate
Thickness of plate Thickness of reinforcement Gross thickness of flange
30.0 mm 2 2
2
t p
=
40.0 mm
tfrp
=
10.0 mm
tf
=
22.5 mm
Least thickness of connected parts Nr of shear planes
t Ns
= =
22.5 mm 2
Sum of square of 'r' for the bolt group
Er
2
=
360725.7 mm
Force in flanges Due to compressive force C Due to moment Mz
C*A f2/A 2
=
909.0 KN Mz/ (D2-tf )
=
0.0 KN T*A f2/A 2
=
909.0 KN
=
Due to tensile force T
2
= =
Force in compression flange
Cf,max
=
909.0 KN
Force in tension flange
Tf,max
=
909.0 KN
Maximum axial force in flanges
Ff,max
=
FHf
=
Horizontal Shear in each bolt
g3
909.0 KN Ff,max/n
=
64.9 KN
e
=
Moment in each flange due to M y
Mf
= =
Moment due to lateral shear
Me
= =
Total moment
Mf
= =
Sb+e''+0.5*(nr-1)*p 275.0 mm My*0.5 0.00 KN.m Fz*e*0.5 0.00 KN.m 0.00 KN.m
Eccentricity of Fz about c.g. of bolt group
(
0.0 mm
=
2 -
tip = 40.0 mm
40 mm plates )
EVERSENDAI ENGINEERING QATAR W.L.L
Sheet
PROJECT
Job No
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Distance of outermost bolt from cg of b. group
r
= =
2
Er
2
=
Lateral shear per bolt due to Fz
F Vl
=
Horizontal shear per bolt due to F v,max
FHl
= =
Fm
= =
FHm
= =
FLm
= =
Total horizontal shear Total lateral shear
FH FL
= = =
Fz/(2*n) 0.00 KN Ff /n 64.93 KN 2 Me*r/Er 0.00 KN Fm * sin 0.00 KN Fm * cos 0.00 KN 64.93 KN 0.00 KN
Resultant shear in bolt
Fb
=
64.931 KN
ps
=
400.0 M Pa
Bearing strength of bolt
pbb
=
1300.0 M Pa
Tensile strength of bolt
pt
=
700.0 M Pa
Minimum shank tension in HSFG bolts
P0
=
364 KN
Shear capacity of one bolt
Ps
=
Lateral shear due to Fm
Check for bolts Shear strength of bolt
=
Bearing capacity of one bolt
P bb
Slip resistance of one bolt
P SL
=
K s
=
Slip factor Minimum shank tension Capacity of one bolt
2
Sqrt((g1+g2/2) +((nr-1)*p/2) ) 232.1 mm 2 360725.7 mm
Sum of square of 'r' for all bolts
Horizontal shear due to Fm
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS
Maximum shear in bolt due to Me
of 8
Ns*ps*A b 441.1 KN
=
db*t*pbb
=
877.5 KN Ns*0.9*Ks*m*Po 1 .0 KN
=
0.50 KN
P0
=
363.7 KN
PSL
=
327.3 KN
Pb
=
327.3 KN
> Fb. (
Safe. 64.9
)
Check for connected plies Rolled sections Grade of material
=
Plates
S 355
=
S 355
Ultimate strength
Us
=
490.0 M Pa
Us
=
490.0 M Pa
Yield strength
p y
=
345.0 M Pa
p y
=
345.0 M Pa
pbs
=
550.0 M Pa
pbs
=
550.0 M Pa
Bearing strength Compression capacity of the plate
A g Compression capacity of the plate
=
p y*A g
=
b p*t p + bip*tip 2
=
15372 mm
=
5,303.34 KN
> Cf,max. (
Tensile capacity of the plate A eff A n
909.03 )
=
p y*A eff
=
< A g K e*A n (b p-nc*dbh)*t p + (bip-nc*dbh)*tip
=
Safe.
EVERSENDAI ENGINEERING QATAR W.L.L
Sheet
PROJECT
Job No
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS 2
10092 mm
=
K e
=
1.1
A eff
=
11101.2 mm
=
3829.914 KN
Tensile capacity of the plate
2
> Tf,max. (
Compression capacity of the flange A g Compression capacity of the flange
=
p y*A g
=
B2*tf
Tensile capacity of the flange
4596.75 mm
=
1,585.88 KN
=
p y*A eff
A eff
=
K e*A n
A n
=
(B2-nc*dbh)*tf2
> Cf,max.
K e
=
1.1
A eff
=
3422.925 mm
=
1,180.91 KN
2
> Tf,max. (
=
db*tp*1.5*pbs
db*tf*1.5*pbs
= =
= K e
=
L v
=
3898.125 KN
Lt
=
k
> Ff,max.
495 mm 45 mm 0.5
=
4,902.95 KN
K e
=
Length of shear face
L v
=
Length of tension face
Lt
> Ff,max.
Block shear capacity of the flange plate
Safe.
909.03 )
{0.6*py*t(Lv+Ke(Lt - kdbh))}*2 1.1 (nr-1)*p+e"' 495 mm
= =
909.03 )
e'''
=
=
Safe.
(nr-1)*p+e"'
( Block shear capacity of the flange plate
)
1.1
=
Block shear capacity of the beam flange
Safe. 64.9
{0.6*py*t(Lv+Ke(Lt - kdbh))}*2
=
Length of tension face
)
n*Least bearing capacity (
Block shear capacity of the beam flange
64.9
> Fb. (
Bearing capacity over bolt group
Safe.
< e'*tf*pbs/2
278.44 KN
=
909.03 )
> Fb. (
=
Safe.
< e'*tp*pbs/2
990.00 KN
=
Bearing capacity of the flange per bolt
909.03 )
2
3111.75 mm
Bearing capacity of the plate per bolt
Safe.
< A g
=
Tensile capacity of the flange
Safe.
909.03 )
2
=
(
Length of shear face
of 8
e'
=
45 mm
=
17432.712 KN
> Ff,max. Safe. ( 909.0 )
EVERSENDAI ENGINEERING QATAR W.L.L
Sheet
PROJECT
Job No
of 8
Designed by KER
QATAR FOUNDATION HEADQUARTERS Date
Checked by
SPU Jul 01, 2013 Reference BS: 5950: Part 1:2000
SUBJECT DESIGN OF BOLTED SPLICE CONNECTIONS Moment capacity of the flange plate Moment capacity of the flange plate
Mcx
=
Net section modulus of the flange plateZnet =
p y* Znet
y
I yy-p / xmax
Net moment of inertia of the flange plt.I yy-p =
39075707 mm4
Net section modulus of the flange plateZnet =
3
382532.62 mm
Moment capacity of the flange plate
131.97375 KN-m
Mcx
=
28.5
0
81
28.5
0
29
=
Ff,max p y* A e
=
0.237
+
28.5
0
28.5
tip 24
29
y > Mf (
Interaction check for Axial & Bending of Plate
0
tp
Safe. 0.00
Mf Mcx < 1.0, Safe
)
