M.K.S. & S.I. UNITS
R.AGOR
NAME:
VWIAL G. NARAYAN6\...N\..
BIRLNS
M.K.S. & S.I. UNITS
LE
By:
Prof. R. Agor
Also Available:
• Steam Tables
• Refrigerant and Psycbrometric
[I
Bi RLA PUBLICATIONS PVT. lTD.
1/9185, Street Na. 5. West Rahtas Nagar.
Shahdara. Delhi·ll0 032
Ph. : 22323254. 22323622 Fax: 22324544
E-mail: hirla_publications([.t?rediff.com
Published by :
Hi RIA ""PU=BL'""IC:":"Ar=IO=.""'Sp=v=r.=LT=o.
1/9185. Street No.5. West Rohtas Nagar.
Shahdara. Delhi-ltO 032
© With the Publishers
All Rights Reserved. No port and style ofthis boak be
reproduced or transmitted, in any form, ar by any
means - electranic, mechanical. photocopying,
recording or otherwise, without prior permission of
the publishers and author.
First Edition
Reprint Edition
Second Edition
Reprint Edition
Third Edition
Reprint Edition
Fonrth Edition
Fifth Edition
Sixth Edition
Seventh Edition
Eighth Edition
Ninth Edition
Tenth Edition
Eleventh Edition
1\velth Edition
Thirteen Edition
: 1994
: 1994
: 1995
: 1995
: 1995
: 1996
: 1997
: 1998
: 1999
: 2000
: 2001
: 2002
: 2003
: 2004
: 2005
: 2006
Price Rs. 50.00
ISBN: 81-256-0011-6
1Ypesetling at :
Anu Laser Printers
Delhi-l10032
Printed at:
NOVELTY PRINTERS
Delhi-l10053
)
Contents
.
Table No.
List of Tables
23.
Square Bats
73
24.
Mild Steel flats (weights)
74
25.
Mild Steel flats (cross sectional area)
76
26.
Moment of lnen;a of two flanges per centimetre width "bout X·X-axis
78
27.
Moment of lnmia of one web plate about its X·X-axis
80
28.
Reduction for area for rivet holes
81
29.
Strip
82
30.
Sheet
84
31.
Safe loads for single angle struts (single bolt)
32.
Safe load for single angIe struts (double bolt)
88
33.
Areas of round bats in slabs per meter width for different spacings
92
SYMBOLS
Letter symbols used in this handbook shall have the meaning assigned to them as indicated beiow :
a
Sectional area in sq em
fu u
Radius -of gyration about the U-U axis
b
Width of flange
Iw
Radius of gyration about the V-V axis
A
The longer leg of an unequal angle or
one- of the,legs in the case of an equal
angle
'xx
Radius of gyration about the X-X axis
R yy
Radius of gyration about the Y-Y
The shorter leg of an unequal angle or
one of the legs in the case of an equal
angle
S
Maximum allowable shear in the web
b
Cxx
Thickness of angles, plates, etc_
Mean thickness of compression flange
The lesser of the two extreme fibre
distances from the X-X axis
If
The lesser of the two extreme fibre
distances from the y.Y axis
Thickness of flange at the centre of the
outstand
It
Mean thickness of tension flange
D
Slope of flange
12
Thickness of web
D
The outstand of the bulb in the case of
buib angles
w
Calculated weight in kg per m ( = 0.785
a)
=
Distance of extreme fibre from the X"X
axis
Zc
=
Distance of extreme fibre from the Y-Y
Z1
8XZ
=
Rivet gauge distance in the flange
91
Rivet gauge distance in the web
h
Overall depth of section
I mm
Moment of Inertia about the U-U axis
Ivv
Moment of inertia about the V-V axis
I xx
Moment of inertia about the X-X axis
Ix
Product of inertia about the X-X and
Y-Yaxis
lyy
Moment of Inertia about the Y-Y axis
M
Maximum allowable moment
Modulus of section about the X-X axis
Modulus of section about the Y-Y axis
A line parallel to the axis of the web of
the section (in the case of berams,
channels and tee bars) or parallel to
the axis of the longer flange (in tho
case of unequal angles and bulb
angles) or enher flange (in the case of
equal angles) and passing through the
centre of gravity of the profile of the
section
A line passing through the centre of
gravny of the profile of the section, and
at right angles to the y.Y axis.
Radius at root of the flange
Radius at toe of the flange
Radius of bUlb corners in the case of
bulb angles
of the
Modulus of section based on the
distance of extreme fibre of the tension
flange
axis
9
ModUlus of extreme fibre
compression flange
=}
V-V and
V-V axis =
Unes passing through the centre of
gravity of the profile of the section,
representing the principal axis of the
section
(D
Sl'lltt.L TABLES
.<-_-----------:---~------,.~~"
...~._-
TABLE 1
ROLLED STEEL EQUAL ANGLES
DIMENSIONS AND PROPERTIES
Designation
& size
AxS
--"
Sectional
Area
t
a
Cente of Gravity
Weight per Metre
(w)
/'0-
Cxx"Cyy
em
0.59
0.63
Distance of
Extreme Fibre
exx=eyy
em
1.41
1.37
mm
3.0
4.0
em2
1.12
1.45
I Kg.
0.9
1.1
N
8.8
10.8
ISA 2525
3.0
4.0
5.0
1.41
1.84
2.25
1.1
1.4
1.8
10.8
13.7
17.7
0.71
0.75
0.79
1.79
1.75
1.71
ISA 3030
3.0
4.0
5.0
1.73
2.26
2.77
1.4
1.8
2.2
13.7
17.7
21.6
0.83
0.87
0.92
2.17
2.13
2.08
ISA 3535
3.0
4.0
5.0
6.0
2.03
2.66
3.27
3.86
1.6
2.1
2.6
3.0
15.7
20.6
25.5
29.4
0.95
1.00
1.04
1.08
2.55
2.50
2.46
2.42
ISA 4040·
3.0
4.0
5.0
6.0
2.34
3.07
3.18
4.47
1.8
2.4
3.0
3.5
17.7
23.5
29.4
34.3
1.08
1.12
1.16
1.20
2.92
2.88
2.84
2.80
ISA 4545
3.0
4.0
5.0
6.0
2.64
3.47
4.28
5.07
2.1
2.7
3.4
4.0
20.6
26.5
33.4
39.2
1.20
1.25
1.29
1.33
3.30
3.25
3.21
3.17
ISA 5050
3.0
4.0
5.0
6.0
2.95
3.88
4.79
5.68
2.3
3.0
3.8
4.6
22.6
29.4
37.3
44.1
1.32
1.37
, .41
1.45
3.68
3.63
3.59
3.55
ISA 5555
5.0
6.0
8.0
10.0
5.27
6.26
8.18
10.02
4.1
4.9
6.4
7.9
40.2
48.1
62.8
77.5
1.53
1.57
1.65
1.72
3.97
3.93
3.85
3.78
ISA 6060
5.0
6.0
8.0
10.0
5.75
6.84
8.96
11.00
4.5
5.4
7.0
8.6
44.1
53.0
68.7
84.4
1.65
1.69
1.77
1.85
4.35
4.31
4.23
4.15
ISA 6565
5.0
6.0
8.0
10.0
6.25
7.44
9.76
12.00
4.9
5.8
7.7
9.4
48.1
56.9
75.5
92.2
1.77
1.81
1.89
1.97
1.73
4.69
4.61
4.53
ISA 2020
-.,._ ..
Thlcknss
1
(Continued)
ROLLED STEEL EQUAL ANG::L::ES=-
.....:.3
y
-it:t
v
TABLE 1 (Contd.)
ROLLED STEEL EaUALANGLES
DIMENSIONS AND PROPERTIES
Modulus 01
section
Radii of Gyration
/\
11 = 1
I
A
'00
Radius at
Root
Radius at
Toe
Product of
Inertia
Designation
&
Size
' I
cm 4
em'
'xxem= 'w
em
"
em
0.4
(l.5
0.6
0.8
0.2
0.2
0.58
0.58
0.73
0.72
0.8
1.0
1.2
1.2
1.6
1.8
0.3
0.4
0.5
0.73
0.73
0.72
1.4
1.8
2.1
2.2
2.8
3.4
0.6
0.7
0.9
2.3
2.9
3.5
4.1
3.6
4.7
5.6
6.5
3.4
4.5
5.4 .
5.3
5.5
7.1
8.6
10.0
5.0
6.5
7.9
9.2
z.,=z."
I",
em'
mm
"
"
mm
0.37
0.37
0.3
0.4
4.0
2.5
0.2
0.3
0.93
0.91
0.91
0.47
0.47
0.47
0.4
0.6
0.7
4.5
3.0
0.4
0.6
0.7
ISA 2525
0.89
0.89
0.88
1.13
1.12
1.11
0.57
0.57
0.57
0.6
0.8
1.0
5.0
3.0
0.6
1.0
1.2
ISA 3030
0.9
1.2
1.5
1.7
1.05
1.05
1.04
1.03
1.33
1.32
1.31
1.29
0.67
0.67
0.67
0.67
0.9
1.2
5.0
3.0
1.3
1.7
2.1
2.4
ISA 3535
1.4
1.21
1.21
1.20
1.19
1.54
1.53
1.51
1.50
0.77
0.77
0.77
0.77
1.2
1.6
1.9
2.3
5.5
3.0
2.0
2.6
3.2
3.7
ISA 4040
1.8
2.2
2.6
8.0
10.4
12.6
14.6
2.0
2.6
3.2
3.8
1.38
1.37
1.36
1.35
1.74
1.73
1.72
1.70
0.87
0.87
0.87
0.87
1.5
2.0
2.5
2.9
5.5
3.0
2.9
3.8
4.6
5.4
ISA 4545
6.9
9.1
11.0
12.9
11.1 .
14.5
17.6
20.6
2.8
3.6
4.5
5.3
1.53
1.53
1.52
1.51
1.94
1.93
1.92
1.90
0.97
0.97
0.97
0.96
1.9
2.5
3.1
3.6
6.0
3.0
4.1
5.3
5.5
7.6
ISA 5050
14.7
17.3
22.0
26.3
23.5
27.5
34.9
41.5
5.9
7.0
9.1
11.2
1.67
1.66
1.64
1.62
2.11
2.10
2.07
2.03
1.06
1.06
1.06
1.06
3.7
4.4
5.7
7.0
6.5
4.0
8.6
10.1
12.8
15.1
ISA 5555
19.2
22.6
29.0
34.8
30.6
36.0
46.0
54.9
7.7
9.1
11.9
14.6
1.82
1.82
1.80
1.78
2.31
2.29
2.27
2.23
1.16
1.15
1.15
1.15
4.4
5.2
6.8
8.4
6.5
4.5
11.3
13.3
16.9
20.1
ISA 6060
24.7
29.1
37.4
45.0
39.4
46.5
59.5
71.3
9.9
11.7
15.3
18.8
1.99
1.98
1.96
1.94
2.51
2.50
2.47
2.44
1.26
1.26
1.25
1.25
5.2
6.2
8.1
9.9
6.5
4.5
14.5
17.2
22.0
26.2
ISA6565
"I
em'
"
1"
1"
1.4
1.7
em'
AxB
ISA 2020
(Continued}
STEEL TAIlU'S
TABLE 1 (Con/d.)
ROLLED. STEEL EQUAL ANGLES
DIMENSIONS AND PROPERTIES
Designation
Thickness
&
Size
Sectional
Weight per Metre
rN)
Area
" 2
cm
fMkg ...MM.. /'C-M··-·Nl
Centre of
Gravity
Cxx = Cyy
em
1.89 1.94
2.02
2.10
Distance of
Extreme Fibre
exx '" eyy
em
5.11
5.06
4.98
4.90
AxB
ISA 7070
mm
5.0
6.0
8.0
10.0
6.77
8.06
10.58
13.02
5.3
6.3
8.3
10.2
52.0
61.8
81.4
100.1
ISA 7575
5.0
6.0
8.0
10.0
7.27
.8.66
11.38
14.02
5.7
6.8
8.9
11.0
55.9
66.7
87.3
107.9
2.02
2.06
2.14
2.22
5.48
5.44.
5.36
5.28
ISA 8080
6.0
8.0
10.0
12.0
9.29
12.21
15.05
17.81
7.3
9.6
11.8
14.0
71.6
94.2
115.8
137.3
2.18
2.27
2.34
2.42
5.82
5.73
5.66
5.58
ISA 9090
6.0
8.0
10.0
12.0
10.47
13.79
17.03
20.19
8.2
10.8
13.4
15.8
80.4
105.9
131.5
155.0
2.42
2.51
2.59
2.66
6.58
6.49
6.41
6.34
ISA 100100
8.0
8.0
10.0
12.0
11.67
15.39
19.03
22.59
9.2
12.1
14.9
17.7
90.2
118.7
146.2
173.6
2.67
2.76
2.84
2.92
7.33
7.24
7.16
7.08
ISA 110110
8.0
10.0
12.0
15.0
17.02
21.06
25.02
30.81
13.4
16.5
19.6
24.2
131.5
161.9
192.3
237.4
3.00
3.08
3.16
3.27
8.00
7.92
7.84
7.73
ISA 130130
8.0
10.0
12.0
15.0
20.22
25.06
29.82
36.81
15.9
19.7
23.4
28.9
156.0
193.3
229.6
283.5
3.50
3.58
3.66
3.78
9.50
9.42
9.34
9.22
ISA 150150
10.0
12.0
15.0
18.0
29.03
34.59
42.78
50.79
22.8
27.2
33.6
39.9
223.7
266.8
329.6
391.4
4.06
4.14
4.26
4.38
10.94
10.86
10.74
10.62
ISA 200200
12.0
15.0
18.0
25.0
46.61
57.80
68.81
93.80
36.6
45.4
54.0
73.6
359.0
445.4
529.7
722.0
5.36
5,49
14.84
14.51
14.39
14.1;1
Ul
5.88
(Continuod)
RO~~ED
V
l;.,
A
STEEL UNEQUAl. ANGLrs
y
tl1--
TABLE Z (Contd.)
u
19o •
ROLLED STEEL UNEQUAL ANGLES
r2
e xx
DIMENSIONS AND PROPERTIES
u
8
V
y
Radii of Gyra'ioR
A
Moduli of Section
tan
a
Radius at
Radius at
Toe
Product of
Inertia
'"
'w
'w I ~I
Root
"
'.
I"
em
em
em
em
mm
mm
cm 4
0.92
0.92
, 0.81
0.04
0.04
0.03
0,89
0.98
0,97
OAl
OAl
3.0
OA
1.20
1.20
1.24
1.23
'0.68
0.68
0.67
0,66'
lA2
I,
~
Designation
& size
Ax8
em"
em'
OA
OA
OA3
OA2
.0Al
4.0
0,41
0.0
0.8
1.0 .
1.33
1.32
1.31
1.29
0,02
0.02
0.02
0.02
1.1
1,4
1,8
2,1
0.0
0.6
0.7
0,9
0.36
0.38
·0.37
0,37
0.0
1.02
1.01
1.00
1.49
0.63
0,63
0.83
0.63
1.4
. 1.8
2.3
2.7
0,7
0.9
1.1
1.3
0.44
0.43
0.43
0.42
0,0
1.39
0.84
0,84
0.83
0.82
1.09
1.08
1.07
1.06
0.82
0.82
0,81
0,80
1,67
1.66
1.60
1.64
0.60
0,83
0.63
0,63
1.7
2.3
2,8
3.4
0.7
0,9
1.1
1.3
0,36
0,36
0.30
0,30
0,0
3.0
1.7
2,3
2.7
3.1
ISA 0030
1,89
1.88
1.86
1.12
1.11
1.10
2,02
2.01
1.98
0.80
0.80
0,84
4,2
0,0
6.6,
2.0
2.3
3,0
0.44
0,43
0,42
6.0
4.0
0.8
6.8
8,0
ISA 6040
2.05
2.04
2.02
1,28
1,27
1.25
2.22
0.96
0.90
0,90
5,0
5.9
7.7
2,5
3,0
3.9
0.47
6,0
4,0
8.0
ISA 6045
2,21
2.18
OA7
OA6
2,22
2.21
2.19
2.16
1.26
1.25
1.24
1.22
2.36
2,35
2,32
2.29
0.96
0.98
0.90
0.90
5,7
6.8
8.9
10.9
2.0
3.0
3,9
4,8
2,38
2.37
2,35
2.33
1.42
1.41
1,40
1.38
2.56
2.50
2,02
2.49
1.07
1.07
1,06
1,06
6,7
8,0
3,2
3,8
4,9
6.0
OA2
2,00
2.04
2,02
1.40
1,39
1,37
1.36
2,70
2,69
2.66
2.63
1.07
1,07
3,2
3.8
4,9
6.0
0.39
0.39
0,38
0.38
1.41
lAO
2A9
lOA
12.7
1.00
7.0
9.0
11,7
1.06
14A
0.3
0.41
3.0
0.9
1.2
ISA 4020
lA
1.6
3,0
1,0
ISA 4030
1.9
2.3
2.7
. 9A
11,8
6,0
4.0
8.9
10.0
13.2
10,5
ISA 7045
6,5
4.0
11.8
13.9
17.7
,20.9
ISA 7000
7,0
4.0
12,9
10,2
19.3
22,9
ISA 80"0
OAl
OAO
0,39
0,44
0,44
0.43
ISA 3020
0,0
0,6
(Continued)
.STEEL TABLES
8
TABLE 2 (Contd)
ROLLED STEEL UNEQUAL ANGLES
f
CXX
2
DIMENSIONS AND PROPERTIES
u
8
V
y
Designation Thick- Sectional Weight per Metre
&
Size
ness
A.S
Area
(W)
B
r--A---,
Centre of
Gravity
~
Distance of
~
k9
6.8
8.9
11.0
13.0
66,7
87,3
107.9
127.5
em
2.87
2.96
3.04
3.12
em
1,39
1.48
1,55
1,63
em
6.13
6,04
5.96
5.88
ew
em
4.61
4.52
4.45
4,37
C~
C"
Moment oflnel1ia
Extreme Fibre
e~
/\
I I
~
'"
Iw
I.,
cm
4
lSA 10065
6,0
8,0
10,0
em'
8.65
11,37
14,01
16,57
e'9.55
12.57
15.51
7.5
9.9
12.2
73.6
97.1
119.7
3.19
3.28
3.37
1.47
1.55
1.63
6.81
8.72
6.63
5.03
4,93
4.87
96.7
125.9
153.2
.32.4
41.9
50.7
110.6
143.6
174.2
18.6
24.2
29.7
ISA 10075
6.0
8.0
10.0
12.0
10.14
8.0
13,36 10,5
16,50 13,0
19.56 ' 1504
78.5
103.0
131.4
151.1
3,01
.3,10
3,19
3,27
1,78
1.87
1.95
2.03
6,99
6,90
6,81
6.73
5.72
5.63
5.55
5,47
100.9
131.6
160.4
187.5
48.7
63.3
76,9
89,5
124.0
161.3
196.1
228.4
25.6
33.6
41.2
48.8
ISA 12575
6.0
8.0
10.0
11,66
15.38
19.02
9.2
12.1
14,9
90.3
118.7
148.2
4.05
4.15
4.24
1.59
1.68
1.76
8.45
8.35
8.26
5,91
5,82
5.74
187.8
245.5
300.3
51.6
67,2
81.8
208.9
272.8
332.9
30.5
40.0
ISA 12595
6.0
8,0
·10,0
12,0
12.86
16.98
21.02
24.98
10.1
13.3
16,5
19,6
99.1
130.5
161.9
192.3
3,70
3,80
3,88
3,96
2.22
2.31
2.39
2.47
8.80
8,70
8.62
8.54
7.28
7,19
7.11
7;03
203.2
266.0
325.8
382.6
102.1
133,3
162,7
190.4
252.3
329.7
402.9
472.0
52.9
69.6
85.6
101.0
ISA 15075
8,0
10.0
12,0
17.42
21,56
25,62
13.7
16.9
20.1
134.4
165.8
197.2
5.23
5.32
5.41
1,53
1,61
1,69
9.77
9.68
9.59
5.97
5.89
5,81
407.2
499.1
587,0
70,2
85.3
99.5
432,8
529.8
622.2
44.5
54.6
64.3
ISA 150115 8,0
10,0
12.0
15,0
20,58
25.52
30.38
37.52
16.2
20.0
23.8
29,5
158.9
196.2
233.5
289.4
4.46
4,55
4,64
4,76
2,73
2.82
2,90
3.02
10.54
10.45
10.36
10,24
8,77
8,68
8,60
8,48
465,7
573.3
676.5
823.5
238.9
293.4
345.3
418.6
581.2
714.3
841.4
1020.9
123.3
152.4
160.4
221.2
ISA 200100 10,0
12,0
"
15,0
29.03
34.59
42.78
22.8
27.2
33,6
223.7
266.8
329.6
6,96
7,05
7,18
2.01
2.10
2.22
13.04
12.95
12.82
7.99
7.90
7.78
1210.0
1431.7
1750.5
209.2
248.2
298,1
1286,7
1521,0
1856,7
. 132.5
158.8
191.9
ISA 200150 10,0
12,0
15.0
18,0
34.00
40.56
50.25
59,76
26.7
31,8
39.4
46,9
261.9
312.0
386.5
460.1
5,99
6,08
6,20
6,33
3,51
3.60
3.72
3.84
14.01
13.92
13.80
13.67
11.49
11.40
11.28
11,16
1377.9
1634.9
2005.6
2359.4
669.6
793,2
969.9
1138.9
1696,6
2010,8
2461.9
2889.5
350.8
417.2
513.6
606.9
mm
ISA 9060
6.d
8,0
10,0
12.0
~
N
em'
70.6
91.5
110.9
129,1
em'
25.2
32.4
39.1
45,2
em'
81.5
105.3
127.3
147.5
14.3
18.6
22.8
28.8
49:,
(Continued)
I
ROLLED STEEL UNEQUAL ANGLES
Y
V
t
9
TABLE 2 (Con/d)
u
ROLLED STEEL UNEQUAL ANGLES
r2
DIMENSIONS AND PROPERTIES
Cyy
V
y
Radii of Gyration
Ir
~
em
1
Moduli of section
A
'"
em
'w
em
'vv
I
em
tan a
~
em 3
em;)
Product of
Inertia
Root
Radius at
Toe
mm
"
mm
em'
Radius at
'2
I.,
Designation
& SiZe
AxB
2.86
2.84
2.81
2.79
1.71
1.69
1.67
1.65
3.07 "'1.28
3.04
1.28
3.01
1.27
1.27
2.98
11.5
15.1
18.6
22.0
5.5
7.2
8.8
10.3
0.44
0.44
0,43
0.42
7.5
5.0
24.5
31.5
37.8
43.3
ISA 9060
3.18
3.16
3.14
1.84
1.83
1.81
3.40
3.38
3.35
1.39
1.39
1.38
14.2
18.7
23.1
6.4
8.5
10.4
0.42
0.42
0.41
8.0
5.5
32.5
42.0
50.7
ISA 10065
3.15
3.14
3.12
3.10
2.19
2.18
2.16
2.14
3.50
3.48
3.45
3.42
1.59
1.59
1.58
1.58
14.4
19.1
23.6
27.9
8.5
11.2
13.8
16.3
0.55
0.55
0.55
0.54
8.5
6.0
41.0
53.4
64.7
74.9
ISA 10075
4.01
4.00
3.97
2.10
2.09
2.07
4.23
4.21
4.18
1.62
1.61
1.61
22.2
29.4
36.3
8.7
11.5
14.2
0.37
0.36
0.36
9.0
6.0
56.7
Z4.0
89.9
ISA 12575
3.97
3.96
3.94
3.91
2.82
2.80
2.78
2.76
4.43
4.41
4.38
4.35
2.03
2.02
2.02
2.01
23.1
30.6
37.8
44.8
14.0
18.5
22.9
27.1
0.57
..0.57
0.57
0.56
9.0
6.0
84.5
110.6
135.0
157.7
ISA 12595
4.83
4.81
4.79
2.01
1.99
1.97
4.98
4.96
4.93
1.66
1.59
1.58
41.7
51.6
61.2
11.8
14.5
17.1
0.27
0.26
0.26
10.0
6.0
95.5
116.2
135.2
ISA 15075
4.76
4.74
4.72
4.68
3.41
3.39
3.37
3.34
5.31
5.29
5.26
5.22
2.45
2.44
2.44
2.43
44.2
54.9
65.3
80.4
27.2
33.8
40.2
49.4
0.58
0.58
0.58
0.57
11.0
7.5
195.9
241.0
283.6
342.8
ISA 150115
6.46
6.43
6.40
2.68
2.67
2.64
6.66
6.63
6.59
2.14
2.13
2.12
92.8
110.6
136.5
26.2
31.1
38.3
0.27
0.26
0.26
12.0
8.0
284.8
335.3
405.4
ISA 200100
6.37
6.35
6.32
6.28
4.44
4.42
4.39
4.36
7.06
7.04
7.00
6.95
3.21
3.21
3.20
3.19
98.3
117.4
145.4
172.5
58.3
69.6
86.0
101.9
0.56
0.56
0.55
13.5
9.5'
564.1
669.1
818.5
958.1
ISA 200150
(Continued)
In I$NT sections, the taper of one degree is diVided equally between the' web and the flange.
ISNT sections, the taper of one degree is divided equally between the web and the flange.
STEEL TABLFS
12
Y
t,
TABLE 4
twT
ROLLED STEEL BEAMS
'.
DIMENSIONS AND PROPERTIES
y
Designation
Weight per Metre
I!f'I)
~
Sectional
Area
Depth
of
Section
a
h
em'
mm
Width Thickness Thickness Moments of Inertia
of
of
of
Flange Flange
Web
b
I,
I~
r"
I"
Radii of Gymtion
~~
,~
'"
mm
mm
em'
em'
50
50
60
80
4.6
4.8
5.0
5.0
3.0
3.2
3.4
3.7
322.1
479.3
780.7
1308.5
9.2
9.7
17.3
40.5
5.98
6.83
7.86
8.97
1.01
0.97
1.17
1.58
75
100
125
50
50
75
5.0
6.4
6.5
3.7
4.0
4.4
72.7
168.0
406.8
10.0
12.7
43.4
3.07
4.06
5.19
1.14
1.12
1.69
18.08
21.30
25.27
150
'175
200
80
90
100
6.8
6.9
7.3
4.8
5.1
5.4
6.88.2
1096.2
1696.6
55.2
79.6
115.4
6.17
7.17
8.19
1.75
1.93
2.13
230.5
273.7
323.7
29.92
35.53
42.02
225
250
275
100
125
140
8.6
8.2
8.8
5.8
6.1
8.4
2501.9
3717.8
5375.3
112.7
193.4
287.0
9.15
10.23
11.31
1.94
2.33
2.81
37.7
43.1
49.5
369.8
422.8
485.6
48.08
54.90
63.01
300
325
350
150
165
165
9.4
9.8
11.4
6.7 7332.9
7.0 9874.6
7.4 13158.3
376.2
510.8
631.9
12.35
13.41
14.45
2.'0
3.05
3.17
ISLB 400
ISLB 450
ISLB 500
56.9
65.3
75.0
558.2
640.6
735.8
72.43
83.14
95.50
400
450
500
165
170
180
12.5
13.4
14.1
8.0 19306.3
8.6 27536.1
9.2 38579.0
716.4
853.0
1053.9
16.33
18.20
20.10
3.15
3.20
3.34
ISLB 550
ISLB 600
86.3
99.5
846.6 109.97
976.1 126.69
550
600
190
210
15.0
15.5
9.9 53161.6
10.5 72867.6
1335.1
1821.9
21.99
23.98
3.48
3.79
ISMB 100
ISMB 1'25
ISMB 150
11.5
13.0
14.9
112.8 14.60
127.5 . 16.60
146.2 19.00
100
125
150
75
75
80
7.2
7.6
7.6
4.0
4.4
4.8
257.5
449.0
728.4
40.8
43.7
52.6
420
5.20
8.18
1.67
1.62
1.68
ISMB 175
ISMB 200
ISMB 225
19.3
189.3
25.4' 249.2
31.2
306.1
24.62
32.33
39.72
175
200
225
90
100
110
8.6
10.8
11.8
5.5
5.7
6.5
1272.0
2235.4
3441.8
85.0
150.0
218.3
7.19
8.32
9.31
1.86
2.15
2.34
ISMB 250
ISMB 300
ISMB 350
37.3/
44.2
52.4
365.9
433.6
514.0
47.55
56.26
66.71
250
300
350
125
140
140
12.5
12.4
14.2
8.9 5131.6
7.5 8603.6
8.1 13630.3
334.5
453.9
537.7
10.39
12.37
14.29
2.65
2.84
2.84
ISMB 400
ISMB 450
ISMB 500
61.6
72.4
86.9
604.3 78.46
710.2 92.27
852.5 110.74
400
450
500
140
150
180
16.0
17.4
17.2
8.9 20458.4
9.4 30390.8
10.2 45218.3
622.1
834.0
1369.8
16.15
18.15
20.21
2.82
3.01
3.52
N
150
175
200
225
k9
7.1
8.1
9.9
12.8
69.7
79.5
97.1
125.6
9.01
10.28
12.64
16.28
150
175
200
225
ISLB 75
ISLB 100
ISLB 125
6.1
8.0
11.9
59.8
78.5
116.7
7.71
10.21
15.12
ISLB 150
ISLB 175
ISLB 200
14.2
16.7
19.8
139.3
163.8
194.2
ISLB 225
ISLB 250
ISLB 275
23.5
27.9
33.0
ISLB 300
ISLB 325
ISLB 350
ISJB
ISJB
ISJB
ISJB
mm
em
em
lCimfinued)
<1
ROlLED STEEL BEAMS
13
,y
TABLE 4 (Con/d.)
"z
9,
ROLLED STEEL BEAMS
DIMENSIONS AND PROPERTIES
hZ
-lVL9 ,
MOduli ofSection Radius
at
~
Rool
Radius
Slope
at
of
Toe
Flange
h,
hz
b,
e
g'
mm
mm
mm
mm
mm
Connection 0etalJs
I\.
Maximum
size of
Flange
Alvet
,
Designation
Zu
Zyj
"
, T2 .
D
em'
cm.l
mm
mm
degrees
mm
mm
42,9
54.8
78,1
116.3
3,7
3,9
5,8
10.1
5.0
5.0
5,0
6,6
1.5
1.5
1.5
1,5
91.5
91.5
91.5
91.6
130,4
155,0
179,5
201.5
9,80
10,00
10,25
11.95
23,50
23,40
28.38
38,15
3,00
3,10
3,20
3.35
,30
30
30
40
45
45
45
45
6
6
6
12
ISJB
ISJB
ISJB
ISJB
19.4
33.6
65,1
4,0
5,1
11.6
6,5
7,0
8,0
2,0
3.0
3.0
91,5
91.5
91.5
51.7
73;0
95.4
11.85
13,50
14.80
23,15
23,00
35.30
3,35
3.50
3.70
30
30
35
50
50
6
6
12
ISlB 75
ISlB 100
ISlB 125
91.8
125.3
169.7
13.8
17.7
23.1
9,5
9.5
9.5
3.0
3.0
3.0
91.5
91.5
91.5
116.9
141.6
165.7
16.55
16.70
17.15
37.60
42.45
47,30
3.90
4.05
4.20
40
50
55
50
50
50
12
12
16
ISlB 150
ISlB 175
ISlB 200
222.4
297.4
392,4
22.5
30.9
41.0
12.0
13.0
14.0
6.0
6.5
7.0
98
98
98
180,3
202.6
223.7
22.35
23,70
25.65
47.18
59,45
66.80
4.45
4.55
4.70
55
65
80
55
60
60
16
22
22
ISlB 225
ISlB 250
ISlB 275
488.9
807.7
751.9
50.2
61.9
76.6
15.0
16.0
16.0
7.5
8.0
8.0
98
98
98
' 245.1
266.5
288.3
27,45
29.25
30.85
71.65
79.00
78.80
4.85
5.00
5.20
90
100
100
60
65
65
22
25
25
ISlB 300
ISlB 325
iSlB 350
985.3
1223.8
1543.2
86,8
100.4
118.2
16.0
16.0
17.0
8.0
8.0
8.5
98
98
98
336.2
384.0
430.2
31.90 78.50
33.00 .80.70
34.90 85,40
5.50
5.80
6.10
100
100
100
65
70
70
25
25
28
ISlB 400
ISlB 450
ISlB 500
.1933.2
2428.9
140.5
173,5
18.0
20.0
9,0
10.0
98
98
476.1
520,0
36.95
39.90
90.05
99.75
6.45
6.75
100
140.100
70
75
32
ISlB 550
25.32 ISlB 800
51.5
71.8
96.9
10.9
11.7
13.1
9.0
9.0
9.0
4.5
4.5
4.5
98
98
65.0
89.2
113.9
17.50
17.90
18,05
35.50
35.30
37.60
3.50
3.70
3.90
35
35
40
55
55
55
12
12
12
ISMB 100
ISMB 125
ISMB 150
145,4
223.5
305.9
18.9
30.0
39.7
10.0
11,0
12.0
5.0
5.5
8.0
98
98
98
134.5
152.7
173.3
20.25
23.65
25.85
42.25
47.15
51.75
4,25
4.35
4.75
50
55.
60
55
60
60
12
16
20
ISMB 175
ISMB 200
ISMB 225
410.5
573.6
178,9
53.5
64.8
76.8
13.0
14.0
14.0
6.5
7.0
7.0
98
98
98
194.1 27.95
241.5 29.25
288.0 "31.00
59,05
66.25
65.95
4.95
5,25
5.55
65
80
80
65
65
65
22
22
22
ISMB 250
ISMB 300
ISMB 350
88.9 ' 14.0
111.2 15.0
152.2 17,0
7.0
7.5
8.5
98
98
98
334,4
379.2
424,1
65.55
70,30
84.90
5.95
80
90
100
70
70
75
22
22
28
ISMB 400
15MB 450
ISMB 500
1022.9
1350.7
1808,7
98
32.80
35,40
37.95
g,
(Min)
6.20
6,80
I
150
175
200
225
(Continued)
"The value 01 'g' are meant for one row 01 rivets only.
•
14
STEEL TABLES
Y
t,
TABLE 4 (Con/d)
T
x
'z
ROLLED STEEL BEAMS
h
'1
b-l
0
DIMENSIONS AND PROPERTIES
Y
Designation
Weight per Metre Sectional
. Area
(IN)
~.
•
Depth
of
Section
h
Width Thickness Thickness
of
Flange
~
lorn
of
Flange
I,
of
Web
t,.
em'
mm
1017.3 132.11
1202.7 156.21
550
600
.210
19.3
20.6
21.67
28.11
36.71
150
175
200
100
125
140
7.0
7.4
9.0
5.4
5.8
6.1
43.24
52.05
61.33
225
250
300
150
2DD
200
9.9
9.0
10.0
6.4
6.7
7.4
56.9
66.7
79.4
558.2 72.50
654.3 85.D1
778.9.101.15
350
400
450
200
200
200
ISWB 500
ISWB 550
ISWB 600
95.2
112.5
133.7
933.9 121·22
1103.6 143.34
1311.6 170.38
500
550
600
ISWB600
145.1
1423.4 184.86
ISHB 150
ISHB 150
ISHB 150
27.1
30.6
34.6
265.9
300.2
339.4
34.48
38.98
44.08
ISHB 200
ISHB 200
ISHB 225
37.3
40.0
43.1
365.9
392.4
422.8
ISHB 225
ISHB 250
ISHB 250
46.8
51.0
54.7
ISHB 300
ISHB 300
ISHB 350
em'
em'
em
em
1633.8
2851.0
22.16
24.24
3.73
4.12
839.1
1509.4
2824.5
94.8
189.6
326.6
6.22
7.33
8.46
2.09.
2.59
2.99
3920.5
5943.1
8921.6
448.6
857.5
990.1
9.52
10.69
12.89
3.22
4.08
4.02
11.4
13.0
15.4
8.0 15521.7
8.6 23428.7
9.2 35057.6
1175.9
1389.0
1706.7
14,63
16.60
18.63
4,03
4.04
4.11
250
250
250
14.7
17.6
21.3
9,9 52290.9
10.5 74906.1
11.2106198.5
2987.8
3740.6
4702.5
20.77
22.86
24.97
4,96
5.11
5.25
6DD
250
23.6
11.8115828.6
5298.3
25.01
5.35
150
150
150
150
150
150
9.0
9.0
9.0
5.4
8.4
11.8
1455.6
1540.0
1635.6
431.7
460.3
494.9
6.50
6.29
6.09
3.54
3.44
3.35
47.54
50.94
54.94
200
200
225
200
200
225
9.0
9.0
9.1
6.1
7.8
6.5
3608.4
3721.8
5279.5
967.1
994.6
1353.8
8.71
8.55
9.80
4.51
4.42
4.96
459.1
500.3
536.6
59.66
64.96
69.71
225
250
250
225
250
250
9.1
9.7
9.7
8.6
6.9
8.8
5478.8
7736.5
7963.9
1396.6
1951.3
2011.7
9.58
10.91
10.70
4.84
5.49
5.37
58.8
63.0
67.4
576.8
618.0
661.2
74.85
80.25
85.91
300
300
350
250
250
250
10.6
10.6
11.6
7.6 12545.2
9.4 12950.2
8.3 19159.7
2193.6
2248.7
2451.4
12.95
12.70
14.93
5.41
5.29
5,34
ISHB 350
ISHB 4QO
ISHB 400
72.4
77.4
82.2
710.2 92.21
759.3 98.66
806.4 104.66
350
400
400
250
250
250
11.8
12.7
12.7
10.1 19502.8
9.1 28083.5
10.8 28823.5
2510.5
2728.3
2783.0
14.65
16.87
16.61
5.22
5.26
5.16
ISHB 450
ISHB 450
87.2
92.5
855.4 111.14
907.4 117.89
450
450
250
250
13.7
13.7
9.8 39210.8
11.3 40349.9
2985.2
3045.0
18.78
18.50
5.18
5.08
N
103.7
122.6
ISWB 150
ISWB 175
ISWB200
17.0
22.1
28.8
166.8
216.8
282.5
ISWB 225
ISWB250
ISWB 300
33.9
40.9
48.1
332.6
401.2
471.9
ISWB 350
ISWB 400
ISWB 450
mm
~~
la
I"
'n
'"
11.2 64893.6
12.0 91813.0
kg
15MB 550
15MB 600
mm
Moment of Inertia. Radii of Gyration
(Continued)
ROllED STEEL BEAMS
15
Y
"2
TABLE 4 (Contd)
g,
ROLLED STEEL BEAMS
DIMENSIONS AND PRUPERTIES
h2
.J gly ,
Moduli of Section
~
Z~
Z'"
Radius
at
Root
Radius
at
Slope
of
Toe
Aange
"
"
0
em'
mm
mm
degrees
2359.8
3060.4
193.0
252.5
18.0
20.0
9.0
10.0
98
111.9
172,5
262.5
19.0
30.2
47.0
8.0
8.0
9.0
348.5
475.4
654.8
59.8
85.7
99.0
887.0
1171.3
1558.1
em,
Maximum
Size of
Connection Details
A
I
h,
b,
h,
I
e
g
g,
(Min)
mm
mm
Dasig·
nation
Flange
Rivet
mm
mm
mm
mm
mm
il8
467.5
509.7
41.25
45.15
89,40
99.00
100
7.10
7.50 140,100
75
80
32
25,32
4.0
4.0
4.5
96
96
96
116.6
139.5
158.8
17.75
20.60
1~70
47.30
59.60
66.95
4.20
4.40
4.55
55
55
55
16
22
22
ISWB 150
ISWB 175
ISWB 200
9.0
10.0
11.0
4.5
5.0
5.5
96
96
96
181.4
203.8
250.1
21.80
23.10
24.95
71.80
96.65
96.30
4.70
90
4.85 140,100
5.20 140,100
55
60
60
22
22,32
22,32
ISWB 225
ISWB250
ISWB 300
117.6
138.8
170.7
12.0
13.0
14.0
6:0
6.5
7.0
96
96
96
295.5
340.5
384.0
27.25
29.75
33.00
96.00
95.70
95.40
5.50 140,100
5.80 140,100
6;10 140,100
6{l
65
70
22,32
22,32
22,32
ISWB350
ISWB 400
ISWB 450
2091.6
2723.9
3540.0
239.0
299.2
376.2
15.0
16.0
17.0
7.5
8.0
8.5
96
96
96
431.0
473.4
514.2
34.50 120.05
38.30 119.75
42.90 119,40
6.45
6.75
7.10
70
75
80
32
32
32
ISWB 500
ISWB 550
ISWB 600
3654.2
423.9
18.0
9.0
96
507.9
46.05 119.10
7.40
80
32
ISWB 600
194.1
205.3
218.1
57.6
60.2
63.2
8.0
8.0
8.0
4.0
4.0
4.0
94
94
S4
112.0
112.0
112.0
19.0
19.0
19.0
72.30
70.80
69.10
55
55
55
22
22
22
ISHB 150
ISHB 150'
ISHB 150
360.8
372.2
469.3
96.7
98.6
120.3
9.0
9.0
10.0
4.5
4.5
5.0
94
94
94
158.4
158.4
180.5
20.8
20.8
22.2
96.95
96.10
109.25
4.55 140,100
5.40 140,100
4.75
140
55
55
55
22,32
22,32
28
ISHB 200
ISRB 200
ISHB 225
487.0
618.9
636.7
123:0
156.9
159.7
10.0
10.0
10.0
5.0
5.0
5.0
94
94
94
180.5
203.5
203.5
22.2
23.2
23.2
108.20
121.55
120.60
140
5.80
4.95.
140
5.90 . 140,
55
60
60
836.3
863.3
1094.8
175.5
178,4
196.1
11.0
11.0
12.0
5.5
5.5
6.0
94
94
94
249.8
249.8
296.0
25.1
25.1
27.0
121.20
120.30
120.85
5.30
6.20
5.65
140
140
140
60
60
60
1131.6
1404.2
1444.2
199.4
218.3
221.3
12.0
14.0
14.0
6.0
7.0
7.0
94
94
94
296.0
340.1
340.1
27.0
29.9
29.9
119.95
120,4S .
119.70
6.55
6.05
6.80
140
140
140
60
65
65
32
32
ISHB 350
ISHB 400
ISHB 400
1742.7
1793.3
238.8
242.1
15.0
15.0
7.5
7.5
94
94
386.2 31.9
386.2 ''31.9
120:10
119.35
6.40
7.15
140
140
65
65
32
32
ISHB 450
ISHB 450
The value of 'g' are meant for one row of rivels only.
4{(o
5.70
7.40
55
65
80
140
140
14~
140
90
90
90
28
32
32
32
32
32
32
ISMB 550
ISMB 600
ISHB 225
ISHB 250
ISHB 250
ISHB 300
ISHB 300
ISHB 350
STEEL TABLES
16
y
TABLE 5
ROLLED STEEL CHANNELS
DIMENSIONS AND PROPERTIES
Designation Weight-per
Metre
sectional Depth
Area
of
Section
f!/V)
~
kg
N
0
em" .
h
Thick- Thickness of nessaf
Flange Flange Web
Wi<jth
Centre
of
of
b
If
t.
Gravity
c"
Moments of Inertia
Ragtii of Gyration
~ ~
I"
I"
'",
'"
cm
em
em'
mm
mm
mm
mm
em
em'
4
5.8, 58.9
7.9 77.5
9.9 97.1
7.41
' 10.07
12.65
100
125
150
45
50
55
5.1
8.8
8.9
3.0
3.0
3.6
1.40
' 1.84
1.68
123.8
270.0
47L1
14.9
25.7
37.9
4.09
5.18
8.10
1,42
1.80
1.73
ISJC 175 11.2 109.9
ISJC 200 13.9 136.4
14.24
17.77
175
200
80
70
6.9
7.1
3.8
4.1
1.75
1.97
719.9
1161.2
50.5
84.2
7.11
8.08
1.88
2.18
ISLC 75
5.7 55.9
ISLC 100 7.9 77.5
ISLC 125 10.7 105.0
7.26
10.02
13.67
75
100
125
40
50
65
6.0
6A
6.6
3.7
4.0
4A
1.35
1.62
2.04
66.1
184.7
358.8
fl.5
24.8
57,2
3.02
4.08
5.11
1.26
1.57
2.05
ISLC 150 14.4 141.3
ISLC 175 17.6 172.7
ISLC 200 20.6 20'2:1
18.36
22.40
26.22
ISO
175
200
75
75
75
7.8
9.5
10.8
4.8
5.1
5.5
2.38
2.40
2.35
697.2
1148.4
1725,5
' 103.2
126.5
148.9
6.16
7.16
8.11
2.37
2,38
2.37
ISLC 225 24.0 235.4
ISLC 250 28.0 274.7
~ISLC 300 33.1 324.7
30.53
35.65
42.11
225
'2SO
300
90
100
100
10.2
10.7
11.8
5.8
6.1
6.7
2A6
2.70
2.55
2547.9
3687.9
8047.9
209.5
298.4
346.0
9.14
10.17
11.98
2.62
2.89
2.87
ISLC 350 38,8 380.6
ISLC 400 45.7 448.3
49A7
58,25
350
400
100
100
12.5
14.0
7.4
8.0
9312.6
2.41
2,38 13989,5
. 394.6
480,4
13.72
15.SO
2.82
2.81
ISMC 75
6.8 66.7
ISMC 100 9.2 90.3
ISMC 125 12.7 124.6
8.87
11.70 16.19
75
40
1~
125
65
7.3
7.5
8.1
4A
4.7
5.0
1.31
1.53
1.94
76.0
166.7
416A
12.8
25.9
59.9
2.96
4.00
5.07
1.21
1.49
1.92
ISMC I SO 16.4 180.9
ISMC 175 19.I 187A
ISMC 200 22. I 216.8
20.88
24.38
28.21
150
175
200
75
7Ji
75-',
9.0
10.2
11,4
5.4
5.7
6.1
2.22
2.20
2.17
779A
1223.3
181.U
102.3
121.0
140A
6.11
7.08
8.03
2.21
2.23
2.23
ISMC 225 25.9 254.1
ISMC 2SO 30.4 298.2
ISMC 300 35.8 351.2
33.01
38.67
45.64
225
350
300
80
80
90
12.4
14.1
13.6
8A
7.1
7.6
2.30
2.30
2.36
2694.6
3816.8
6362.6
187.2
219.1
310.8
9.03
9.94
I I .81
2.38
2.38
2.61
ISMC 350 42. I 413.0
ISMC 400 49.4 484.6
53.68
62.93
350
400
100
100
13.5
15.3
8.1
8.6
2.44 10008.0
2.42 15082.8
430.6
504.6
13.66
15.48
2.83
2.83
ISJC 100
ISJC 125
ISJC 150
(Continued)
ROLLED STEEL CHANNELS
17
TABLE 5 (Contd)
ROLLED STEEL CHANNELS
DIMENSIONS AND PROPERTIES
Moduli of Section
Radius
~
at
Zn
Root
Radius
at
Toe
Slope
,of
Flange
Z"
r,
r,
D
Connection' Details
Maximum
Desig-
A
Size of
Range
nalio.
I
h,
h,
b,l2
C
g'
I
g,
Rivet
(Min)
em'
em'
mm
mm
degrees
24.8
43.2
82.8
4.8
7.6
9.9
6.0
6.0
7.0
2.0
2.5
3.0
91.5
91.5
91.5
82.3
116.1
11.9
16;7
7.0
8.0
3.0
3.5
17.6
32.9
57.1
4.3
7.3
12.8
6.0
6.0
7.0
93.0
131.3
172.6
20.2
24.8
28.5
226.5
295.0
403.2
mm
mm
mm
mm
mm
mm
96.9
121.2
11.5 . 21.0
13.1
23.5
14.4
25.7
4.5
4.5
5.1
25
28
30
50
50
50
12
18
20
ISJC100
ISJC 125
ISJC 150
91.5
91.5
146.1
166.5
14.5
15.8
28.2
33.0
5.1
5.6
35
40
50
50
20
22
ISJC 175
ISJC 200
2.0
2.0
2.5
91.5
91.5
91.5
50.4
74.3
96.6
12.3
12.8
14.2
1.8.2
23.0
30.3
5.2
5.5
5.9
21
28
35
50
50
12
18
22
ISLC 75
ISLC 100 ;
ISLC 125'
8.0
8.0
8.5
3.5
4.0
4,5
91.5
91.5
91.5
117.0
138.6
150.0
16.5
18.2
20.0
35.1
35.0
34.8
6.3
6.6
7..0
40
40
40
50
55
55
25
25
25
ISLC 150
ISLC 157
iSLC 200
32.0
40.9
46.4
11.0
11.0
12·0
5.5
5.5
6.0
96
96
96
175.9
198.9
245.4
24.5
25.5
27.3
42.1
47.0
46.7
7.3
7.8
8.2
'50
60
60
60
60
28
28
28
ISLC 225
ISLC 250
ISLC 300
532.1
899.5
52.0
60.2
13.0
14.0
6.0
7.0
96
96
291.9
337.1
29.1
31.4
46.3
48.0
8.9
9.5
60
60
65
65
28
28
ISLC 350
iSLC 400
20.3
37.3
66.6
4.7
7.5
13.1
8.5
9.0
9.5
4.5
4.5
5.0
96
96
96
41.4
64.0
65.4
16.8
18.0
19;8
17.8
22.7
30.0
5.9
6,2
6.5
21
28
35
50
55
12
16
22
ISMC 75
ISMC 100
ISMC 125
103:9
139.8
'8t.9
19.4
22.8
26.3
10.0
10.5
11.0
5.0
5.5
5.5
96
96
96
106.7
128,4
150.2
21.7
23.3
24.9
34.8
34.7
34.5
8.9
7.2
7.6
40
40
40
55
55
60
25
25
25
ISMC 150
ISMC 175
ISMC 200
239.5
305.3
424.2
32.8
38.4
46.8
12.0
12.0
13.0
6.0
6.0
6.5
96
96
96
170,9
192.5
240.7
27.1
28.7
29.6
36.8
36.5
41.2
7.9
8.6
9.1
45
45
50
50
65
65
25
25
28
ISMC 225
ISMC 250
ISMC 300
571.9
754.1
57.0
66.6
14.0
15.0
7.0
7.5
96
96
288.1
332.8
30.9
33.6
46.0
45.7
9.6
10.1
60
60
65.
70
28
28
iSMC 350
ISMC 400
no'
mm
"The Values of 'g' are meant for one rem of rivets only.
60
18
STEEL TABLES
TABLE 6
y
E;,
x
PROPERTIES OF TWO EQUAL
ANGLES BACK TO BACK
x
y
Designation
Size of
Thickness
Each Angle
Weight per
Metre
mmmm
mm
ISA 8050
50 x 50
ISA 5555
ISA 6060
ISA 6565
Moment
Modulus
Radius
Aree
of
Inertia
of
Section
of
Gyration
I~
z,.
em'
em'
em'
em
•
l:N)
A.8
Sectional
~'-I
r~
kg
N
3.0
4.0
5.0
6.0
4.6
6.0
7.6
9.0
45.1
58.9
74.6
88.3
5.90
7.76
9.58
11.36
13.6
16.2
22.0
25.8
·3.6
5.0
6.2
7.2
1.53
1.53
1.52
1.51
55 x 55
5.0
6.0
8.0
10.0
8.2
9.8
12.8
15.8
80.4
96.1
125.6
155.0
10.54
12.52
16.36
20.04
29.4
34.6
44.0
52.6
7.4
8.8
11.4
14.0
1.67
1.66
1.64
1.62
60 x 60
5.0
6.0
8.0
10.0
9.0
14.0
17.2
68.3
105.9
137.3
168.7
11.50
13.68
17.92
22.00
38.4
45.2
58.0
69·6
8.8
10.4
13.6
16.8
1.82
1.62
1.80
1.78
5.0
6.0
8.0
10.0
9.8
11.6-15.4 '
18.8
96.1
113.8
151.1
184.4
12.50
14.88
19.52
24.00
49.4
58.2
74.8
90.0
10.4
12.4
16.2
19.8
1.99
1.98
'(96
65 x 65
10.8/"
1.94
ISA 7070
70 x 70
5.0
6.0
8.0
10.0
10.6
12.6
16.6
20.4
104.0
123.6
162.8
200.1
13.54
16.12
21.16
26,04
62.2
73.6
94.8
114.4
12.2
14.6
19.0
23.4
2.15
2.14
2.12
2.10
ISA 7575
75 x 75
5.0
6.0
8,0
10.0
11.4
13.6
17.8
22.0
111.8
133.4
174.6
215.8
14.54
17.32
22.76
28.04
77.4
91.4
118.0
142.8
14.2
16.8
22.0
27.0
2.31
2.30
2.28
2.26
ISA 8080
80 x 80
6.0
8.0
10.0
12.0
14.6
19.2
23.6
28.0
143.2
188.4
231.5
274.7
18.58
24.42
30.10
35.62
112.0
145.0
175.4
203.8
19.2
25.2
3ui
36.6
2.46
2.44
2.41
2.39
\
(Continued)
PROPERTIES OF TWO EQUAL ANGLES BACK TO BACK
Y
TABLE 6
__
x
~x
x
19
(conuL)
PROPERTIES OF TWO EQUAL
ANGLES BACK TO BACK
y
Distance of
Centre of
Designation
Radii of Gyration About Y-Y Axis. In em
1\
Gravity
Distance, Back to Back of Angles, in
I
CtT'
,
0.0
0,6
1.0
1,4
1.8
2.2
1.32
1.37
1.41
1.45
2,02
2,06
2.07
2,09
2.22
2.26
2.28
2.31
2.38
2.42
2.44
2.46
2.53
2.57
2.60
2,63
2,89
2,74
2.76
2,79
2.86
2.91
2.93
2.96
ISA 5050
1.53
1.57
1,65
1.72
2.26
2,28
2,33
2.36
2.48
2.50
2.55
2.59
2.63
2.65
2.70
2.75
2.79
2,81'
2,87
2.91
2,95
2.98
3.03
3.08
3.12
3.14
3.20
3.30
ISA 5555
1.65
1.69
1.77
1.65
2.46
2.48
2.52
2.57
2,67
2.70
2,74
2,79
2.82
2.85
2.89
2.95
2.98
3.00
3.06
3,11
3.14
3.16
3.22
3.28
3.30
3.33
3,39
3.44
ISA6060
1.77
1.81
1.89
1.97
2.66
2.68
2.72
2.76
2.87
2,89
2,94
2,98
3.02
3.04
'3.09
3,14
3.17
3.20
3.25
3.30
3.33
3.35
3.41
3,46
3.49
3.52
3.57
3,63
ISA6565
1.89
1.94
2.02
2.10
2.86
2,88
2,93
2.97
3.06
3.10
3.14
3.19
3.21
3.24
3.29
3.34
3,38
3,40
3,45
3,50
3,52
3.55
3.81
3.88
3.68
3.72
3.77
3.82
ISA 7070
2.02
2.06
2.14
2.22
3.Q7
3,08
3.12
3.17
3.27
3.29
3.34
3.38
3.42
3.44
3:49
3.54
3.57
3.59
3.84
3.69
3.72
3.75
3.80
3.85
3.88
3,91
3,96
4,01
ISA 757"
2.18
2,27
2.34
2.42
3,28
3,33
3.36
3.40
3.49
3.54
3,58
3,82
3.63
3.89
3.73
3.77
3.79
3,84
3.88
3.93
3.94
4.00
4.04
4.09
4,10
4.18
4.20
4.26
ISA8080
Cxx
em
(Continued)
STEEL TAIlLI'S .
4:1.:
V
TABLE 6 (Con/d)
-
x
~x
PROPERTIES OF TWO EQUAL
ANGLES BACK TO BACK
x
V
Designation
Size of
Each Angles
Weighl per
'llelre
Thickness
fiN)
AxB
ISA 9090
ISA 100100
ISA 110110
ISA 130130
mmmm
mm
90 x 90
6,.0
100 x 100
110 x 110
130 x 130
~
kg
N
Sectional
Moment
'IIodulus
Radius
Area
of
of
Sectlon
"Gyration
•
Inertia
I..
of
~
r..
em
em'
em'
em3
8.0
10.0
12.0
16.4"
21.6
26.8
31.6
160,9
211.9
262.9
310.0
20.94
27.58
34.06
40.38
160.2
208.4
253.4
295.8
24.4
32.0
39.6
46.6
3.Ji)
6.0
8.0
10.0
12.0
18.4
24.2
29.8.
35.4
180.5
237.4
292.3
347.3
23.34
30.78
3.11.0 6
45.18
222.8
290.2
354.0
414.0
30.4
40.0
49.4
58.4
3.09
3.07
3.05
8.0
10.0
12 .0
1'.0
26.8
38.0
39.2
48.4
262.9
372.8
384.6
474 .8
34.04
42.12
50.04
61.62
390.0
476.8
559.2
674.8
48.8
71.4
87.4
3.38
3.38
3.34
3.31
31,~
39:4
46.8
57.8
312.0
386.5
459.1
567.0
40.44
50.12
59.64
73.62
658.6
805.4
847.6
1149.2
89.0
85.4
101.4
124.6
4.03
4.01
3.99
3.95
447.3
533.7.659.2
762.8
58.06
69.18
85.56
101.58
1244.8
1470.6
1793.6
2097.8
113.8
135.4
167.0
197.4
4.83
4.61
4.58
.4.54
93.22
115.60
137.62
187.60
3577.8
4385.4
5177.4
6872.8
244.4
302.8
359.8
486.8
8.20
6.17
8.13
8.05
8.0
10.0
12,0
15.0
.
ISA 150150
150 )( 150
10.0
12.0
15.0
18.0
45.6
54.4
67,2
79.8
ISA 200200
200 x 200
12.0
15.0
·18.0
25.0
73.2
90.8
106.0
147.2
718.1
880.7
1059.5
1444.0
«);2-
2.76
2,73
2.71
:f03
(Continued)
r-PROPERTIFS OF TWO EQUAL ANGLES BACK TO BACK
y
21
TABLE 6 (Con/d)
_~x
PROPERTIES OF TWO EQUAL
ANGLES BACK TO BACK
X
X
y
Distance of
Radii of Gyration About Y-Y Axis, In em
Centre of
1\
Gravity
Distance. Back to Back of Angles, in em
eX)(
Designation
I
0.0
0.6
1.0
1.4
1.8
2.2
2.42
. 2.51
2.59
2.66
3.68
3.72
3.76
3.79
3.88.
3.93
3.97
4.01
'4.02
4.08
4.12
4.16
A.17
4.23
4.27
4.31
4.32
4.38
4.43
4.47
4.48
4.54
4.59
4.63
ISA9090
2.67
2.76
2.84
2.92
4.08
4.13
4.17
4.20
4.28
4.33
4.38
4.41
4.43
4.48
4.52
4.56
4.57
4.63
4.67
4.71
4.72
4.78
4.83
4.87
4.87
4.93
4.98
5.02
ISA 100100
3.00
3.08
3.16
3.27
4.52
4.56
4.60
4.65
4.73
4.77
4.81
4.87
4:87
4.91
4.96
5.02
5.01
5.08
5.11
5.17
5.16
5.21
5.26
5.32
5.32
5.37
5.41
5.48
ISA 110110
3.50
3.56
3.66
3.78
5.34
5.37
5.41
5.48
5.54
5.56
5.62
5.67
5.68
5.72
5.76
5.82
5.82
5.86
5.91
5.97
5.97
6,01
6.06
6.12
6.12
6.16
6.21
6.27
ISA 130130
4.06
4.14
4.26
4.38
6.15
6.20
6.25
6.31 .
6.36
6.40
6.46
6.52
6.50
6.54
6.60
6.67
6.64
6.68
6.75
6.82
6.78
6.83
8.90
6.97
6.93
6.98
7.05
7.12
ISA 150150
6.38
5.49
5.61
5.88
8.19
8.26
8.31
8.44
9.39
8.46
8.52
8.65
8.63
8.60
8.66
8.79
8.67
8.74
8.80
8.94
8.31
8.88
8.84
9.09
8.96
9.02
9.09
9.24
ISA200200
em
22
STEEL TABLES,
y
TABLE 7
PROPERTIES OF TWO UNEQUAL
ANGLES BACK TO BACK
x
y
Designation
(LONGER LEGS BACK TO BAcK)
Size of -
Weight per
Metre
('N)
Thickness
each Angles
AxB
A
RadiUS
inertia
Modulus
of
Section
a
I~
Z~
em'
cm~
em'
em
Secllonal
Moment
Area
of
of
Gyration
r~
mmmm
mm
kg
ISA 6545
65 x 45
5.0
6.0
8.0
B.2
9:6
12.8
BO.4
98.1
125.6
10.52
12.50
16.34
44.2
52.0
66.4
1'0.0
11.6
15.4
2.05
2.04
2:02
ISA 7045
70 x 45
5.0
6.0
8.0
10.0
8.6
10.4
13.4
16.6
84.4
102.0
131.5
162.8
11:04
13.1,2
17.16
21.04
54.4
64.0
62.0
98.6
11.4
13.6
17.8
21.8
2.22
2,21
2,19
2.16
ISA 7550
75 x 50
5.0
6.0
8.0
10.0
9.4
11.2
14.8
18.0
92.2
109.9
145.2
176,6
12.04
14.32
18.76
23.04
66.2
BO.6
103.6
124.6
13.4
16.0
20.8
25.4
2.38
2.37
2.35
2.33
ISAB050
80 x 50
5.0
6.0
8.0
10.0
9.8
11.8
15.4
18.8
98.1
115.8
151.1
184.4
12.54
14.92
19.56
24:04
81.2
98.0
123.8
149.4
15.0
18.0
23.4
28.8
2.55
2.54
2.52
2.49
ISA 9060
90 x BO
6.0
8.0
10.0
12.0
13.6
17.8
22.0
26.0
133.4
174.6
215.8
255.1
17.30
22.74
28.02
33.14
141.2
183.0
221.8
258.2
23.0
30,2
37.2
44.0
2.86
2.84
2.81
2:79
ISA 10065
100 x 65
6.0
8.0
10.0
15.0
19.8
24.4
147.2
192.2
239.4
19.10
25.14
31.02
193.4
251.8
306.4
28.4
37.4
46.2
3.18
3.16
3.14
ISA 10075
100 x 75
6.0
8.0
10.0
12.0
16.0
21.0
26.0
30.8
157.0
206.0
255.1
302.2
20.28
26.72
33.00
39:12
201.8
263.2
320.8
375.0
26.8
38.2
47.2
55.8
3.15
3.14
3.12
3.10
N
{ConUnued}
24
STEEL TABLES
Y
x
TABLE 7 (Contd.)
=.f:x
,
PROPERTIES OF TWO UNEQUAL
ANGLES BACK TOBACK
x
I
y
DesIgnation
(LONGER LEGS BACK TO BACK)
Size 'of
Each Angle
Thickness
Weight per
Metre
Sectional
Moment
Modulus
Area
01
01
Inertia'
Section
rNl
AxS
A
mmmm
mm
kg
ISA 12575
125 x 75
6.0
8.0
10.0
16,4.
24.2
29.8
ISA 12595
125 x 95
6.0
8.0
10.0
12.0
ISA 15075
150 x 75
ISA 150115
ISA 200100
ISA 200,150
0
I
I~
Radius
01
Gyration
z~
'",
3
em
em'
em'
160.5
237.4
292.3
23.32
39·76
38.04
375.6
491.0
600.6
44.4
59.8
72.6
4.01
4.00
3.97
20.2
26.6
33.0
39.2
198.2
260.9
323.7
384.8
25.72
33.98
42.04
49.96
406.4
532.0
651.6
765.2
46.2
61.2
75.6 .
89.6
3.97
3.96
3.94
3.91
8.0
10.0
12.0
27.4
33.8
40.2
268.8
331.6
394.4
34.84
43.12
51.24
814.4
998.2
1174.0
83.4
103.2
122.4
4.83
4.81
4.79
150 x 115
8.0
10.0
12.0
15.0
32.4
40.0
47.6
59.0
317.8
392.4
467.0
578.8
41.16
51.04
60.76
76.04
.931.4
1146.6
1353.0
1647.0
88.4
109.8
130.6
160.8
4.76
4.74
4.72
4.69
200 x 100
10.0
12.0
15.0
45.6
54.4
67.2
447.3
533.7
659.2
58.06
69.18
85.59
2420.0
2863.4
3501.\)
185.6
221.2
273.0
6.46
6.43
10.0
12.0
15.0
18.0
53.4
63.6
78.8
93.8
523.9
623.9
773.0
920.2
68.00
81.12
100.50
119:52
2755.8
3289.8
4011.2
4718.8
196.6
234.8
290.8
345.0
6.37
6.35
6.32
6.29
200 x 150
N
,cm
MO'
(Continued)
PROPERTIES OF TWO UNEQUAL ANGLES BACK TO BACK
Y
25
TABJ.,E 7 (Contd.)
9FE-
PROPERTIES OF TWO UNEQUAL
ANGLES BACK TO BACK
y
(LONGER LEGS BACK TO BACK)
Radii of ,Gyration About y.y Axis, In em
Distance of
Design-'
A
Centre of
I
Distance, Back to Back of Angles, in em
Gravity.
0.0
0.6
1.0
4.05
4.15
4.24
2.64
2.68
2.72
2.83
2.88
2.92
2.97
3.02
3.07
3.11
3.17
3.22
3.26
J.32
3.37
3.41
3.48
3.53
ISA 12575
3.70
3.80
3.88
3.96
3.59
3.63
3.67
3.70
3.78
3,83
3.87
3.91
3.92
3.97
4.01
4;05
4.08
4.11
4.16
4.20
4.20
4.26
4.31
4.36
4.35
4.41
4.46
4.51
ISA 12595
5.23
5.32
5.41
2.52
2.56
2.60
2.72
2.76
2.80
2.86
2.90
2.95
3.00
3.05
3.10
3,15
3.20
3.25
3.31
3.36
3.42
ISA 15075
4.46
J4.55
4.84
4.76
4.37
4.41
4.45
4.50
4.58
4.61
4.65
4,71
4.69
4.75
4.79
4.85
4.83
4.89
4.93
5.00
4.96
5.03
5.08
5:15
5.14
5.18
5.23
5.30
ISA 150115
1\:96
7.05
7.81
3.35
3.40
3.45
3.54·
3..59
3.65
3.68
3.73
3.79
3.81
3.87
3.94
3.96
4.01
4.09
4.11
4.17
4.24
ISA200100
5.99
6.08
6.20
6.33
5,66
5.70
5.76
5.81
5.85
5,90
5.96
6.01
5.98
6.03
'6.09
6.15
6.12
6.17
6.23
6.30
6.28
6.31
6.38
6.44
6.40
6.45
6.52
6.59
ISA200150
Cxx
1.4
1.8
2.2
...
em
;
(ConUnued)
(Continued)
\
27
PROPERTIES OF TWO UNEQUAL ANGLES BACK TO BACK
y
,
-=t-
x
.
I
.
TABLE 8 (Collld.)
) Ic;,
x
PROPERTIES OF TWO UNEQUAL
ANGLES BACK TO BACK
I
y
(SHORTER LEGS BACK TO BACK)
Radii of ~yration About y.y Axis, in em
. Distance of
Centre of
Distance, Back ,to
Gravity
Cxx
Designation
/\
~ck
I
of Angles. in em
0.0
0.6
1.e
1.4
1.8
2.2
1.06
1.12
1.20
2.91
2.93
2.98
3.13
3.16
3.20
3.29
3.31
3.36
3.45
3.47
3.52
3.61
3.64
3.69
3.78
3.90
3.86
ISA6545
1.04
1.09
1.16
1.24
3.17
3.20
3.25
3.29
3.40
3.43
3.47
3.52
3.55
3.58
3.63
3.68
3.71
3.74
3.79
3.85
3.87
3.90
3.96
4.01
4.04
4.07
4.13
4.18
ISA 7045
1.16
1.20
1.28
1.36
3.37
3.40
3.45
3.49
3.59
3.62
3.67
3.72
3.74
3.78
3.83
3.88
3.90
3.94
3.99
4.04
4.06
4.10
4.15
4.20
4.22
4.26
4.32
4.37
ISA 7550
1.12
1.16
1.24
1.32
3.64
3.66
3.71
3.76
3.86
3.88
3.94
3.99
4.01
4.04
4.09
4.14
4.17
4.19
4.25
4.31
4.33
4.36
4.42
4.47
H9
462
4'8
4.64
ISA8050
1.39
1.46
1.55
1.63
4.0q
4.10
4.14
4.19
4.27
4.32
4.37
4.41
4.42
4.47
4.52
4.57
4.52
4.63
4.68
4.73
4.73
4.79
4.84
4.89
4.89
4.95
5.01
5.06
ISA9060
1.47
1.55
1.63
4.51
4.56
4.61
4.72
4.78
4.83
4.87
4.93
4.99
5.03
5.08
5.14
5.18
5.24
5.30
5.34
5.40
5.46
ISA 10065
1.78
1.87
1.95
2.03
4.36
4.41
4.44
4.50
4.57
4.63
4.68
4.73
4.72
4.78
4.83
4.88
4.87
4.93
4.99
5.03
5.02
5.08
5.14
5.19
5.18
5.24
5.29
5.36
ISA 10075
em
.
(ContinUBdI
.
28
STEEL TABLES
y
TABLE 8 (Contd.)
P1lFI§,
1..
PROPERTIES OF TWO UNEQUAL
ANGLES BACK TO BACK
. .
y
(SHORTER LEGS BACK TO BACK)
Designation
Size of
Thickness
Weight per Metre
Each Angle
AxS
Moment
of
Inertia
Modulus
of
Radius
Section
Gyration
a
I~
~~
y~
cm'
em'
em'
em
Sectional
Area
(W)
.~
of
mmmm
mm
lSA 12575
125 x 75
6.0
8.0
10.0
18.4
24.2
29.8
180.5
237.4
292.3
23,32
30.78
38.04
103.2
134.4
163.2
17.4
23.0
28.4
2.10
2.09
2.07
ISA 12595
125 x 95
6.0
8.0
10.0
12.0
20.2
26.6
33.0
39.2
198.2
260.9
323.7
384.6
25.72
33.96
42.04
49.96
204.2
266.6
325.4
380.8
28.0
37.0
45.6
54.2
2.82
2.80
2.78
2.76
ISA 15075
150 x 75
8.0
10.0
12.0
27.4
40.2
268.8
331.6
394.4
34.84
43.12
51.24
140.4
170.6
199.0
23.8
29.0
34.2
2.01
1.99.
1.97
kg
~.8
N
ISA 150115
150 x 115
8.0
10.0
12.0
15.0
32.4
40.0
47.8
59.0
317.8
392.4
467.0
578.8
41.18
51.04
60.76
75.04
477.8
586.8
690.6
837.2
54.4
67.6
80.4
98.8
3.41
3.39
3.37
3.34
ISA 200100
200 x 100
10.0
12.0
15.0
45.6
54.4
67.2
447.3
533.7
659.2
58.06
69.18
85.56
418.4
492.4
596.2
52.4
62.2
76.6
2.68
2.67
2.64
ISA 200150
200 )( 150
10.0
12.0
15.0
18.0
53.4
63.6
78.8
93.8
523.9
623.9
773.0
920.2
68.00
81.12
100.50
119.52
1339·2
1586.4
1939.8
2273.8
116.6
139.2
172.0
203.8
4.44
4.42
4.39
4.36
(Continued)
29
. PROPERTIES OF TWO UNEQUAL ANGLES BAcK TO BACK
TABLE 8 (Contil.)
PROPERTIES OF TWO UNEQUAL
ANGLES BACK TO BACK
(SHORTER LEGS BACK TO BACK)
Oistance of:,
Radii of Gyration About Y-Y,
Iri em
Designation
A...--
Centre of
Gravity .
Distance, Back
to ,Back of AngieR,
in em
0.0
0.6
1.0
1.4
1.8
2.2
1.59
1.66
1.76
5.71
5.76
5.81.
5.92
5.98
6.03
6.07
6.13
6.18
6.22
6.28
6.34
6.37
6.44
6.50
6.53
6.60
6.66
ISA 12575
2.22
2.31
2.39
2.47
5.43
5.49
5.53
5.57
5.64
5.70
5.74
5.78
5.78
5.84
5.89
5.93
5.93
5.99
6.04
6.09
6.08
6.14
6.19
6.24
6.23
6.30
6.35
6.40
ISA 12595
1.53
1.61
1.69
7.12
7.17
7.22
7.35
7.40
7.45
7.50
7.55
7.61
7.65
7.71
7.76
7.81
7.86
7.92
7.96
8.02
8.08
lSA 15075
2.73
2.82
2.90
3.02
6.52
6.57
6.62
6.68
6.73
6.78
6.83
6.90
6.87
6.93
6.98
7.04
7.02
7.07
7.13
7.19
7.17
7.22
7.28
7.35
7;32
7.37
7.43
7.50
ISA 150115
2.01
2.10
2.22
9.49
9.54
9.82
9.72
9.77
9.84
9.87
9.92
9.99
1'0.02
10.07
10.15
10.17
10.23
10.3'
10.33
ISA2001CO
3.51
3.60
3.72
3.84
8.74
8.79
8.85
8.92
8.95
9.00
9.06
9.13
9.09
9.14
9.21
9.28
9.23
9,29
9.36
9.43
9.38
9.44
9.50
9.58
9.53
9,58
' 9.6:
. Cxx
em
10.se
10;4.0
9.7:)
ISA200150
STEEL TABLES
30
V
"'" .....
Ie..
\
TABLE 9
;lCm
PROPERTIES OF STARRED ANGLES
fl
I
"-
\
1WO EQUAL ANGLES STARRED
Space between Parallel Faces = 1 cm
v
y
Total
Size
Area
Least
Radius of
Size
Gyration
A x
B
x t
,----"---,
mm mm mm
50 x 50 x 3.0
4.0
5.0
6.0
55 x 55 x 5.0
6.0
8.0
10.0
60 x 60 x 5.0
6.0
8.0
10.0
65 x 65 x 5.0
6.0
8.0
10.0
•
em2
5.90
7.76
9.58
11.36
10.54
12.52
16.36
20.04
11.50
13.68
17.92
22.00
12.50
14.88
19.52
24.00
em
1.94
1.93'
1.92
1.90
2.11
2.10
2.07
2.03
2.31
2.29
2.27
2.23
2.51
2.50
2.47
2.44
70 x 70 x 5.0
6.0
8.0
10.0
13.54
16.12
21.16
26.04
2.71
2.70
2.67
2.64
75 x 75 x 5.0
6.0
8.0
10.0
14.54
17.32
22.76
28.04
2.92
2.91
2.88
2.84
80 x 80 x 6.0
8.0
18.58
24.42
Ax Bxt
'vv
3.11
3.08
mm~mm·l
I
Total
Least
Area
Radius of
Gyration
•
em 2
'vv
30.10
35.62
em
3.04
3.01
'8.0
20.94
27.58
3.50
3.47
10.0
12.0
34.06
40.38
3.44
3.41
100 x 100 x 6.0
8.0
23.34
30.78
3.91
3.88
10.0
12.0
38.06
45. t8
3.85
3.82
110 x 110 x 8.0
10.0
34.04
42.12
4.28
4.25
12.0
15.0
50.04
61.62
4.22
4.17
130 x 130 x 8,0
10.0
40.44
50.12
5.10
5.07
12.0
15.0
59.64
73.62
5.03
4.98
150 x 10.0
12.0
58.06
69.18
5.86
5.83
15.0
18.0
85.56
101.58
5.78
5.73
200 x 200 x 12.0
15.0
93.22
115.60
7.84
7.79
18.0
20.0
137.62
187.60
7.75
7.63
80 x 80 x 10.0
12.0
90 x 90 x 6.0
150
~
(Continued)
+,.:.
?
Y
&
,
STARRED ANGLES
31
..
i
TABLE 10
PROPERTIES OF STARRED ANGLES
l(
TWO UNEQUAL ANGLES STARRED
Space Belween Parailel Faces = 1 em
v
'f
Size
Total
Area
a
AxBxt
.------"--1
mmmmmm
em2
65 x 45x 5.0
6.0
8.0
10.52
12.50
16.34
Least
Rediua of
Gyration
Size
'w
Ax Bxt
em
1~1
1.81
1.80
70 x 45 x 5.0
8.0
8.0
10.0
11.04
13.12
17.16
21.04
1.79
1.80
1.79
1.79
75x50x5.0
8.0
8.0
10.0
12.04
14.32
18.78
23.04
2.00
2.00
1.99'
1.99
80 x 50 x 5.0
6.0
8.0
10.0
12.54
14.92
19.56
24.04
1.97
1.97
1.97
1.97
90 x 60 x 6.0
8.0
10.0
12.0
17.30
22.74
28.02
33.14
2.36
2.37
2.37
2.36
100 x65 x 6,0
8.0
10.0
19.10
25.14
31.02
2.53
2.54
2.54
100x75x8.0
8,0
20,28
26.72
2.97
2.98
Totaal
Area
Radius of
a
Gyration
Least
'w
r.f\-mrnmmmm t
em 2
100 x 75 x 10.0
12.0
33.00
39.12
2.98
2.97
125 x 75 x 6.0
8.0
23.32
30.78
2.84
2.88
10.0
38.04
2.88
125 x 95 x 6.0
8.0
25.72
33.98
3.78
3.77
10.0
12.0
42.04
49.88
3.77
3.78
150x75x8.0
10.0
34.84
43.12
2.72
273
12.0
51.24
2.74
150 x 115 x 8.0
10.0
41.16
51.04
4.52
4.53
12.0
15.0
80.76
75.04
4.54
4.53
200 x 100 x 10.0
12.0
58..06
69.18
3.55
3.57
15.0
85,56
3.59
200 x 150 x 10.0
12.0
68.00
81.12
5.83
5.84
15.0
18.fr
100.50
119.52
5.85
5.86
em
32
STEEL TABLES
Y
r
TABLE 11
xt-<..
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (GIRDERS)
_·-It
<..
L
y
Composed of
/'-
Joist
Cover
Plates
,
Weight
sec~
Mean
par
tionel
Thick-
Ala. 'ness of
Flangas
Meter
(!N)
Extreme Gross Moments
Fibre
of
Distance
Inertia
Gyration
r--"'----,~
Designation' -Width Thickness
mm
mm
e",
0
kg
N
42.1
47.2
57.2
67.3
79.8
413.0
463.0
561.1
660.2
em'
......
~
Least Modulus
Radius
of
mum
section Allow·
Of
~
em'
abla
Moment
M
ZItK
Maxi'
mum
allow·
able
Shear
S
'" II
.cm 3 kg.m
H;3kg )( 103,'
em'
em
777.5.
914.0
1187.1
1460.1
1801.5
3.81
3.90
4.04
4.13
4.21
340.0
386.8
491.0
577.3
700.6
5.4
6.1
7.6
9.1
11.0
7.7
9.75 4935.2 1521.9
9.95 5711.3 1786.6
10.35 7360.0 . 2321'9
10.75 9141.1
2855.3
11.25 11561.5 3521.9
4.73
4.85
5.02
5.14
5.24
506.2
574.0
711.1
850.3
1027.7
8.0
9.0
11'2
13.4
16.2
9.6
3.60
3.70
3.86
1515,3 3.97
1856.7 4.07
524.2
585.2
708.5
833.4
992.2
8.3
9.2
11.2
13.1
10.8
mm
em
53.67 14.4
60.07 16.4
72.87 20.4
85.67 24.4
101.67 29.4
8.50
8.70
9.10
9.50
10.00
I(
ISWB 150
160.0 10.0
12.0
16.0
20.0
25.0
ISWB 175
200.0 10.0 53.5
12,0 59.7
16.0 72.3
20.0 84.9.
25.0 100.8
.524.8
585.7
709.3
832.9
986.9
68.11
76.11
92.11
108.11
128.11
ISMB 200
160.0 10.0
12.0
16.0
20.0
25.0
495.4
.544.5
643.5
741.6
865.2
64.33 16.8
70.73 18.8
83.53 22.8
96.33 26.8
112.33 31.8
11.00 5786.1
11.20 6554.6
11.60 8218.3
12.00 10000.7
12.50 12402.1
832.7
969.2
1242.3
ISWB200
200.0 10.0 60.2 590.6
12.0 86.5 652.4
16.0 79.1 776.0
20.0 91.6 898.6
25.0 107.3 1052.6
76.71 16.3
84.71 18.3
100.71 22.3
116.71 "26.3
136.71 31.3
11.00 7037.8
11.20 9023.5
11.60 10103.1
12.00 12331.2
12.50 15332.8
1882.1
1928.8
2482.1
2995.5
366?1
4.86
4.77
4.94
5.07
5.18
839.8 10.1
718.4 11.3
871.0 13.7.
1027.6 16.2
1226.6 19.3
11'5
ISMB 225
160.0 10.0
12.0
16.0
20.0
25.0
56.3 552.3
61.3 601.4
71.4 .700.4
81.4 798.5
94.0 922.1
18.1
20.1
90.92 24.1
103.72 28.1
119.72 33.1
12.25 7862.4
12.45 8638.5
12.85 10887.0
13.25 13067.0
13.75 15983.5
901.0
1037.5
1310.6
1583.6
1925.0
a54
3.64
3.80
3.91
4.01
641.8
709.9
847.2
986.2
1162.4
10.1
11.2
13.3
15.5
18.3
13.8
.
,.
50.5
55.5
65.6
75.6
88.2
782~8
14.6
16:6
20.6
24.6
29.6
71.72
78,12
2889.8
3383.1
4377.2
5484.4
7005.8
15,6
ISWB225
83.24 17.4
200.0 10.0 65.3 640.6
12.0 71.6 702.4
91'24 19.4
16.0 84.2 826.0 107.24 23.4
20.0 96.7 948.6 . 123.24 27.4
25.0 112.4 1102.6 143.24 32.4
12.25
12.45
12.85
13.25
13.75
9446.2
10666.4
13227.0
15952.0
19597.6
1781.9 4.63
2049.8 4.74
2581'9 4.91
3115.3 5.03
3781.9 5.14
771'1
856.7
1029.3
1203.9
1428.3
12.1
13.5
16.2
19.0
22.4
13.6
ISMB 250
200.0 10.0 56.7 673.9
12.0 75.0 735.8
16.0 87.6 859·4
20.0 100.1 982.0
25.0 115.8 1136.0
13.50
13.70
14.10
14.50
15.00
11894.9
13374.6
16466.2
19738.3
24089.9
1667.8 4.36
1934.5 4.50
2467.8 4.70
3001.2 4.85
3667.8 4.99
881.1
976.3
1167.8
13613
1606.0
13.9
15.4
18.4
21.4
25.3
16.3
87.55
95.55
111.55
127.55
147.55
17.8
19.8
23.8
27.8
32.8
(Con~nued)
SINGLE JOIST WIlli ADDITIONAL PLATES ON BOlli FLANGES
TABLE 11
33
(Contd.)
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (GIRDERS)
v
w,,;ght
Composed of
_ _~ A
Joist
per
Cover Plates f
Metre(W)
De.;gnation~Wodth '::.ickn"'! ~
mm
mm
320,0 10,0
12,0
18,0
20.0
25.0
Ikg
.N
I
SecMean
tional Thick.
Area ness of
Flanges
•
em'
Extreme Gross Moments
Fibre
of Inertia
Distance
Least Modulus MaxiRadius
of
mum
of
section A1lowabl8
--""'-"L!Gyration
.~
mm
em
I/I(K
cm 4
'.w.4
cm
'w
enl'
Maximum
Allow-
Moment
Zxx
Shear
M
S
3
kg.m )( 103 kgx_10
91.1 893,7
10", 991,6
121.2 1189,0
141.3 1386,2
188.5 1633.4
116,05
128,85
154,45
180.05
212.05
15,6
17,8
21.6
25.6
30,6
13,50
13,70
14,10
H.50
15,00
16764,4 6318,8
191·32,0 741",.
24078,5 9595,6
2931M 11780,2
36276,0 14510,8
7,38
7,58
7,88
8,09
8.27
19,6
22,0
26,9
31,8
38.1
15,8
1396,5
1707,7
2021,6
2418,4
ISMB 300
200.0 10.0 75.6 741.6
12,0 81,8 802.5
16.0 94,4 926.1
20,0 107.0 1049.1
25.0 122.7 1203.7
32.0 144,6 1418,5
96.26
104.26
120,26
136.26
156.26
185.26
18.7
20.7
24.7
28.7
33,7
40,7
16.00
16.20
16.60
17,00
17,50
la.20
16216.9 1787,2 4.31
20290.6 2053.9 4.44
24594.2 ' 2587.2 4.64
29110.3 3120,6 4.79
35061.9 3787,2 4,92
43984.5 4720,6 5.06
1138.6
1252.5
1481.6
1712.4
2003.5
2416.7
17.9
19.7
23.3
27,0
31.6
38.1
21.3
ISWB 300
320,0 10.0
·12.0
16,0
20,0
25.0
32.0
98.4
108.4
128,5
148.6
173.7
208.9
965.3
1063,4
1260.6
1457,8
1704.0
2049.3
125.33
138.13
163.73
189.33
221.33
266.13
16,2
18,2
22.2
26,2
31.2
38,2
16,00
16,20
16,60
17.00
17.50
18,20
25202,9 6451,4 7.17
28520,9 7543,7 7,39
35406.6 9728,2 7.71
42632,3 11912.8 7,93
52154.5 14643.4 8,13
66431,1 18466.4 8,33
1575,2
1760,5
2132:9
2507.8
2980.3
3650.1
24,8
27,7
33.6
39.5
46.9
57,5
21.0
ISWB 350
200.0 10,0
12.0
16,0
20.0
25.0
32.0
83,8
90.0
102.6
115.2
130.9
152.8
822,1
862,9
1006.5
1130.1
1284.1
1499.0
106,71
114,71
130.71
146,71
166.71
194.71
19,9
21.9
25,9
29.9
34.9
41.9
18.50
18.70
19.10
19.50
20.00
20,70
26593.6
29361.3
35076.9
41037,0
48838,6
60435,2
'437 •5 22.6
1570.1 24.7
1836.5 28,9
2104.5 33.1
2441.9 38.5
2919,6 46.0
26,8
ISWS 350
320.0 10,0
12,0
16,0
20.0
25.0
32.0
107.2
117.2
137.3
157.4
162.5
217.7
1051.6
1149.7
1346,9
1544,1
1790.3
2135,6
136.50
149.30
174.90
200.50
232,50
277.30
17.1
19.1
23.1
27,1
32.1
39.1
18,50
18,70
19,10
19.50
20.00
20.70
36263,0 6637,2 6,97
40691.4 7729,5 7.20
49836.3 9914.0 7.53
59372.4 12098,6 7,77
71855.0 14829,2 7.99
90409.6 18652,2 8,20
1960,2
2176,0
2609,2
3044.7
3592,8
4367.6
30,9
34,3
41.1
48,0
56.6
68,8
26.5
200.0 10.0
laO
16,0
20.0
25.0
32,0
93.0
99,3
111.3
124.4
140.1
162,1
912.3
974,1
1091.9
1220.4
1374.4
1590.2
118.46
126,46
142.46
158,46
178.46
206.46
21.2
23,2
27.2
31.2
36.2
43,2
21.00
21,20
21,60
22.00
22.50
23,20
37271.7
40833.4
48161.0
55765.1
65666,7
80287.3
4,06
4,19
4.40
4,56
4,71
4.87
1774,8
1926,1
2229.7
2534.8
2918,5
3460,7
28.0
30,3
35,1
39.9
46,0
54,5
ISWB 250
ISMS 400
1871.0
2137,7
2671.0
3204,4
3871.0
4804.4
1955.4
2222,1
2755,4
3288.8
3955.4
4868,8
4,19
4.32
4.52
4.67
4.82
4.97
1241.8
'.
33.6
(Continued)
..:;:-C;;C",,:.:::;c
34
STEEL TABLES
V
I
[
i
~t--
TABLE 11
(Conld.)
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (GIRDERS)
--x
c..
L
V
ComPQsed of
I Joist
Deslgnation
Weight
A
Sec· Mean
tional Thickness
Area
of
Flange
po<
Cover Plates
I Width / , Thick I
ness
mm
mm
Metre
(N)
I"'----l
kg
N
Extreme
Fibre
Distance
en
0
em'
mm
em
Least Modulus Maxi- Maximum
Radius
of
mum
Allow·
of
Section AlloWable
able
moment
shear
~ Gyration
S
M
Zn
''leX
Iyy
'yy
Gross Moment
01 Inertia
em'
ISWB400
320.0 10.0
12.0
16.0
20.0
25.0
32.0
40.0
117.0
127.0
147.1
167.2
192.3
227.5
267.7
1147.8
1245.9
1443.0
1640.2
1886.5
2231.8
2626.1
149.01
161.81
187.41
213.01
345.01
289,01
341.01
18.1
20.1
24.1
28.1
33.1
40.1
48.1
21.00 50328.0
21.20 56026.8
21.60 67750.9
22.00 79917.4
22.50 95760.0
23.20 I I 91 53.0
24.00147672.0
ISMB 450
200.0 10.0
12.0
16.0
20.0
25.0
32.0
40.0
103.8
110.1
122.7
135.2
150.9
172.9
198.0
1018.3
1080.1
1203.7
1326.3
1480.3
1696.1
1942.4
132.27 23.0
140.27 25.0
156.27 29.0
172.27 33.0
192.27 36.0
220.27 45.0
252.27 53.0
23.50 51554.1
23.70 56009.8
24.10 65149.4
24.50 74597.5
25.00 86849.1
25.70104543.7
26,50128644.1
ISWB450
320.0 10.0
12.0
16.0
20.0
25.0
32.0
40.0
129.6
139.7
159.8
179.9
205.0
240.2
280.4
1271.4
1370.5
1567.6
1764.8
2011.0
2356.4
2750.7
165.15
177.95
203.55
229.15
261.15
305.95
357.15
19.6
21.6
25.6
29.6
34.6
41.6
49.6
23.50 68918.9
23.70 76048.1
24.10 90671.4
24.50 105788.3
25.00 125390.9
25.70154182.3
26.50 189062.9
ISMB 500
250.0 10.0
12.0
16.0
20.0
25.0
32.0
40.0
126.2
134.0
149.7
165.4
185.1
212.5
243.9
1238.0
1314.5
1468.6
1622.6
1815.8
2084.6
2392.7
160.74
170.74
190.74
210.74
235.74
270.74
310.74
22.4
24.4
28.4
32.4
37.4
44.4
52.4
ISWB500
400.0 10.0
12.0
16.0
20.0
25.0
32.0
40.0
158.0
170.5
195.6
220.8
252.2
296.1
346.4
1550.0
1672.6
1918.8
2166.0
2414.1
2904.7
3398.2
201.22
217.22
249.22
261.22
321.22
377.22
441.22
19.2
21.2
25.2
29.2
34.2
41.2
49.2
em'
6849.3
7941.6
10126.1
12310.7
15041.3
18864:3
23233.3
em
cm\g.m )( 103 kg )( 10 3
6.78
7.01
7.35
7.60
7.84
8.07
8.25
2396.6
2642.8
3136.6
3632.6
4256.0
5135.9
6153.0
37.7
41.6
49.4
57.2
67.0
80.9
96.9
32.5
2167.3 4.05
2434.0 4.17
2967.3 4.36
3500.7 4.51
4187.3 4.66
5100.7 4.81
6167.3 4.94
2193.8
2363.3
2703.3
3044.8
3474.0
4079.5
4779.0
34.6
37.2
42.6
48.0
54.7
64.3
75.3
40.0
2932.7
3208.8
3762.3
4317.9
5015.6
5999.3
7134.5
46.2
50.5
59.3
68.0
79.0
94.5
I I 2.4
39.1
26.00 77735.0 3914.0 4.97
26.20 84547.1
4494.8 5.13
26.60 98486.6 5536.5 5.39
27.00112851.6 6578.1 5.59
27.50131416.2 7880.2 5.78
28.20 158564.4 9703.1 5.99
29.00 191285.0 11786.5 6.16
2989.8 47.1
3227.0 50.8
3702.5 58.3
4179.7 55.8
4778.8 75.3
5622.9 88.6
6596.0 103.9
48.2
26.00104317.6
26.20 115217.0
26.60 137520.1
27.00 160504.2
27.50 190207.6
28.20233644.7
29.00 285997.6
4012.2 47.4
4397.6 50.4
5169.9 56.2
5944.6 62.1
8916.6 69.5
8285.3 79.9
9862.0 92.0
46.8
7168.0
8260.3
10444.8
12629.4
15360.0
19183.0
23552.0
13654.5
15787.8
20054.5
24321.1
29654.5
37121.1
45654.5
6.59
6.81
7..16
7.42
7.67
7.92
8.12
8.24
8.53
8.97
9.30
9.61
9.82
10.17
(ConYnuedj
SINGLE JOIST WITH ADDITIONAL PLATFS ON BOl if FLANGES
35
Y
I
[
xt--
TABLE 11 (Contd.)
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (GIRDERS)
- -It
'..
L
y
Composed of
Weight
per
Cover Plates 1 MetrefNj
/'.
I Joist
Designslion
I Width / , Thick. I,--A----, _
Sec·
Mean
Extreme
tional
Area
Thick·
Fibre
ness of
Flanges
Distance
0
mm
mm
kg
N
least Modulus
of
Radius
Section
of
I~Gyration
e"
ness
Gross Moment
of Inertia
em2
mm
em
Iyy
I"
em'
em'
f yy
Z""
em
",,3
Maxi-
mum
mum
Allow·
able
A1lowable
Moment - Shear
S
M
kg.m
3852.8
3912.1
4432.4
4954.3
5609.3
6531.6
7594.0
3
K
10
kg
57.5
61.6
69.6
78.0
88.3
102.9
119.6
It
10
3
ISMB 550 250.0
10.0
12.0
18.0
20.0
25.0
32.0
40.0
143.0
150.8
186.5
162.2
201.8
229.3
260.7
1402.8
1479.3
1633.4
)787.4
1979.7
2249.4
2557.5
82.11
192.11
212.11
232.11
257.11
292.11
332.11
24.7
28.7
30.7
34.7
39.7
46.7
54.7
28.50
28.70
29.10
29.50
30.00
30.70
31.50
104097.8 4438.0
112277.4 4958.8
128981.9 6000.5
146151.9 7042.1
168279.0 8344.2
200519.7 10167.1
239210.3 12250.5
ISWB 550 400.0
10.0
12.0
16.0
20.0
25.0
32.0
40.0
175.3
187.9
213.0
238.1
269.5
313.5
363.7
1719.7
1843.3
2089.5
2335.8
2643.8
3075.4
3567.9
223.34
239.34
271.34
303.34
343.34
399.34,
463.34
21.0
23.0
27.0
31.0
36.0
43.0
51.0
28.50
28.70
29.10
29.50
30.00
30.70
31.50
137632.8
150720.2
177447.3
204919.4
240322.3
291907.9
353812.8
14407.3 8.03 4829.2
5251.6
16540.6 8.31
20807.3 8.76 6097.8
25073.9 9.09 6946.4
30407_3.__ ~.41
8010.8
37873.9 9.74 9508.4
46407.3 10.06 11232.2
ISMB 800 320.0
10.0
12.0
16.0
20.0
25.0
32.0
40.0
172.9
182.9
203.0
223.1
248.2
283.4
323.6
1696.1
1794.2
1991.4
2188.6
2434.6
2780.2
3174.5
220.21
233.Q1
258.61
284.21
316.21
361.01
412.21
23.6
25.8
29.6
33.6
38.6
45.6
53.6
31.00
31.20
'31.60
32.00
32.50
33.20
34.00
151354.3
163734.7
188975.8
214883.7
248146.3
296492.9
354298.3
8112.3
9204.6
11369.1
13573.7
16304.3
20127.3
24496.3
6.07 4882.4 76.9 68.0
6.29 5247.9 82.7
6.64 5980.2 94.2
6.91
6714.5 105.8
7.18 7635.3 120.3
7.47 8930.5 140.7
7.71 10420.5164.1
ISWB 600 400.0
10.0
12.0
16.0
20.0
25.0
32.0
40.0
196.5
209.1
234.2
259.3
290.7
334.7
384.9
1927.7
2051.3
2297.5
2543.7
2851.8
3283.4
3775.9
250.38
286.38
298.38
330.38
370.38
426.38
490.38
23.3
25.3
29.3
33.3
38.3
45.3
53.3
31.00
31.20
31.60
32.00
32.50
33.20
34.00
180625.2
196100.6
227651.7
280011.8
301615.2
362048.3
434305.2
15369.2
17502.5
21769.2
26035.8
31369.2
38835.0
47369.2
7.83 5826.6 91.8
6285.3 99.0
8.11
8.54 7204.2 113.5
8.88 8125.4 128.0
9.20 9280.5 146.2
9.54 10905.1 171.8
9.83 12773.7 201.2
ISWB 800 400.0
10.0
12.0
18.0
20.0
25.0
32.0
40.0
207.9
220.5
245.6
270.7
302.1
346.1
396.3
2039.5
2163.1
2409.3
2655.6
2963.6
3395.2
3887.7
264.86
280.86
312.86
344.86
384.86
440.86
504.86
24.8
26.8
30.8
34.8
39.8
46.8
54.8
31.00
31.20
41.60
32.00
32.50
33.20
34.00
190053.3
205528.7
237079.8
269439.9
311043.3
371476.4
443733.3
15965.0
18098.3
22365.0
26631.6
31965.0
39431.6
47965.0
7.76 6130.8 96.6 66.9
8.03 6587.5 103.8
8.45 7502..5 118.2
8.79 8420.0 132.6
9570.6 150.7
9.11
9,46 111'89.0 176.2
9.75 13051..0 205.6
"'
4.94
5.08
5.32
5.51
5.70
5.90
6.07
Maxi-
58.2
76.1 54.6
82.7
96.0
109.4
126.2
149.8
178.9
63.5
Note (1) The properties given in this Tabie are based on the gross area of the section.
(2)
(3)
(4)
The mean thickness of flange is computed according to Note 2 in Table II of IS : 800-1956.
The maximum allowable moment is comuted on the basis of the allowable stress specijied
in 9.2.1. Clf IS : 800-1956 and the gross modulus of section (Z""", given in this Table.
The maximum allowable shear Is computed on the basis of the allowable shear stress
specmed in 9.3.2. and the eflectlve sectional area defined in 20.6.2.2. of IS: 800-1956.
,
s1'EEL TABLFs
36
TABLE 12
_.,--
11--
SINGLE JOIST WITH CHANNEL AND
PLATES ON BOTH FLANGES (GIRDERS)
t ••
.J
y
Com~oI
~IIChannel
lion
ISMB 600
Botlom Flange I
Top Range
Joi&t
~
'1ll4.ll
4~.1
~50
413.0
kg
~65.0
~:O
~.6
~70.4
37~.74
40.0
322:7
3165.7
411.14
~34.6
~.1.4
~8.87
3O.6~
40.0
2463.3
V13.4
2987.1
319.87
352.27
387.87
32.00
33.53
35.1.7
x 10.0
12.0
16:0
20.0
1Ii7.1
202.2
212.2
222.3
1933.6
1983.6
2081.7
2180.8
251.14
257.54
270.34
27.62
28.47
30.07
31.55
189.9
194.9
1562.9
241.87
248.27
2010.1
215.0
ISMC 300 35,8
351.2
250 x 10.0
12.0
16.0
20,0
ISMC 400 49.4 320 x 10.0
12.0
494.6
16.0
20.0
~O
x 20.0
ISMC 400 49.4
484.6
ISMC 350 42.1
413.0
x 10.0
12.0
16.0
20.0
30.46
31.84
33.34
251.1
276.6
304.5
~04.9
~O
em
~9.18
.~.O
~.O
~O
~O
e", Top
x 20.0
x 10.0
12.0
16.0
20.0
ISMC 350 42.1
413.0
em"
315.14
337.54
~.O
~O
~47.4.
N
1~.0
ISMC 350 42.1
413.0
oIFIlInges
Bootom
ness
18.0
20.0
ISMC 400 49.4
484.6
133.7
1311:6
~rNl
~4V.0
~:7
x 10.0
12.0
16.0
20.0
_Th_
.Jiidtil x'Thick.' r-"'---,
ness
k9
mm mm mm mm
122.6· ISMC 400 49.4 320 x 10.0 320 x 20.0
ISMC 350
SWE\600
Plate
N
1~.7
•
per
Plaia
Centre
01
. Gravity ....----"-----
Weight
1\
~,~
.
na·
w Wldth)(
.
lion
Sectional
Area
~3.14
~8.55
mm
27.5
~.1
~.3
35.5
mm
33.6
38.6
45.6
53.6 .
33.6
38.6
45.6
~.O
34.9
53.6
19.5 ·23.6
27.7
~.2
~.6
~.6
33.6
20.6
~3.6
2109.~
~1.07
~73.87
29.41
31.02
32.50
178.1
182.0
189.9
197.7
1747.2
1765.4
1562.9
1939.4
226.85
231.85
241.85
251.85
28.41
29.13
30.49
31.77
22.2
27.5
29.5
33.5
.37.5
2535.9
V08.5
~9.31
~75.6
351.71
386.91
425.31
29.30
3Q.52
31.88
33.32
~.9
40.0
258.5
276.1
303.7
333.9
31.5
34.7
37.9
·36.6
41.6
48.6
58.6
~O
x 20.0
25.0
32.0
40.0
245.7
282.2
287.7
315.6
2410.3
2572.2
2822.3
3098.0
313.04
334.04
366.44
402.04
30.88
32.00
33.49
35.09
30.5
31.9
34.7
37.6
36.6
41.6
48.6
58.6
~O
x 10.0
12.0
16.0
208.3
213.3
223.3
2043.4
2082.5
2190.6
265.31
Vl.71
284.51
27.79
28.60
30.11
21.9
26.6
28.6
201.0
206.0
216.1
1971.8
2020.9
2119.9
256.04
262.44
V5.24
28.68
29.49
31.01
23.3
26.6
28.6
32.6
~.O
~.O
320 x 10.0
12.0
16.0
191~.0
~79.3
~5.6
29.6
33.6
~.6
SINGLE JOIST WITII CHANNEL AND PlATFS ON TIlE FlANGES
37
y
··'.rj
TABLE
-f
12(Contd.)
c••
~---
-t~1
SINGLE JOIST WITH CHANNEL AND
PLATES ON BOTH FLANGES (GIRDERS)
-..
J
Extreme Fibre Y
DisIances
~
O~
Ow
em
GroSs Moment
of Inertia
A
Iyy
1/l{K
I
WhOle
Top Range
Section
Only
em'
em'
Radius 01
Moduli of
Gyration
Section
'w
Z~
Maximum
Nlowable
Moment
AJlowable
She",
A
Zc
1,
M
em
em'
em'
kg.m x 103
em
em'
34,68
34,10
33,82
33,52
20.00
235892,2
260868,4
299883,3
343302,5
25925,8
27837,3
30841,0
34177.8
19138,6
19684,9
20777.3
21869,7
9,07
9,08
9,10
9,11
8084,1
8564,4
9418,8
10297,7
6801,9
7649,9
8866,7
10241,0
107,1
120,5
139,7
161.3
33,19
32,51
32,08
31,64
17,50
222893,7
245424,1
280290,7
318880,7
19422,4
21048,2
23480,5
26185,8
12835,4
12896,0
13417,0
13938,0
8,06
8,11
8,16
8,22
7278,4
7670,7
8358,8
9068,2
6716,5
7548,1
8738,1
10079,2
105,8
118,9
137,8
158,7
34,24
33,59
32,39
31,31
20,00
170351,8
177711,4
191631,5
204809,7
20464,5
21010,6
22102,9
23185,1
16407,8
16408,0
16408,2
16408.4
9,03
9,03
9,04
9,05
6167,7
6241.4
8372,2
6488,1
4975,2
5291,1
5816,9
6534,2
78,4
83,3
93,2
102,9
33,28
32,80
17,50
163988,8
170907,2
15389,7
15935,8
11333,2
11333,3
7,98
8,01
5743,0
5811,0
4930,1
5242,7
77.6
82,8
184002,1
196179,3
17028,1
18120,3
11333,5
11333,7
8,08
8,13
5931,9
6037,1
5881,7
6471,5
92,3
101,9
31,39
30,31
Maximum
,33,35
32,83
31,87
30,99
15,00
150938,0
156412,7
166872,3
176748,1
10315,7
10578,1
11096,9
11617,8
7687,8
7687,9
7668,1
7688,2
6,74
6,75
6,77
8,79
5313,3
5369,7
5472,2
5563,7
4525,5
4764,2
5238,8
5702,9
71.3
75,0
82,5
89,8
34,58
34,04
33,80
33,54
20,00
250375,1
275280,7
314274,1
357691,1
27977,3
29888,8
30892,5
36169,5
20184,4
20710,7
21803,0
22895.4
9,22
9,22
9,22
9,22
7546,7
9018,8
9863,7
10734,4
7243,6
8088,1
9298,5
10665,2
114,1
127,4
146,5
168,0
33,13
32,51
32,12
31,72
17,50
237298,3
259809,6
294693,4
333342,5
21473,9
23099,7
25532,0
28237,3
13661.2
13921.7
14442,7
14963,7
8,28
8,32
6,35
8,38
7735,2
8120,1
8799,5
9499,9
7162,1
7990,7
9174,7
10508,6
112,8
125,9
144,5
165,5
34,07
33.46
32,35
20,00
184878,1
192173,4
206025.4
22516,0
23062,1
24154,4
17433,7
17433,8
17434,0
9,21
9,21
9,21
6652,0
6719,9
6641.9
5428,9
5743,0
6369,1
85,5
90,5
100,3
33,13
32,52
31.40
17,50
178422,6
185319,0
198388,2
17441.2
17987,3
19079,6
12359,0
12359,1
12359,3
8,25
8,28
8,33
6222,0
6284,8
8397,9
5384,9
5898,0
6317,8
84,8
89,7
99,5
S
kg )( 103
68,0
63,5
(Continued)
STEEL TABUS
TABLE 12 (conI.)
-t-·
<..
1\--
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
e ..
-.J
•
I
Composed of
na·
~
Channel
W
lion
i
Oesign~ 'Width XThick- I
I<g
Kg
--.,.
rr
Weight Per
Matra
Pfeta
don
145.1
1423.4
Bottom Rang91
Top Aange
/\
Joist
'ISWB600
sectional
Ale.
/'-..
.....
Pfeta
l!Nl
i Width '::'ThiCk.\
,.-/\---,
•
centre
of
Gravity
C""
Mean Thickness
of Flanges
r~
Top Bottom
l
ness
mm
mm
Kg
em.
N
mm
mm
ISMC 400 49.4 320 x 10.0 320 x 20.0
484.6
12.0
26.0
16.0
32.0
. 40,0
20.0
269.9
287.5
315.1
345.2
2647.7
2820.4
3091.1
3386.4
343.79
386.19
401.39
439.79
29.40
30,58
31.88
33.31
31.4
33,0
38.2
39.4
38.4
43.4
50.4
58.4
ISMC 350 42.1 260 x 10,0 320 x 20.0
12.0
413.0
26.0
16.0
32.0
20.0
40.0
257.1
273.6
299.0
327.0
2522.2
2684.0
2933.2
3207.9
327.52
348.52
380.92
416.52
30.73
32.00
33.45
35.01
32.1
33.5
36.4
39.2
38.4
43.4
50.4
58.4
320 x 10.0
12.0
16.0
219.6
224.7
234.7
2154.3
2204.3
2302.4
279.79
288.19
298.99
27.95
28.71
20.15
23.4
28.4
30.4
34.4
320 x 10.0
12.0
16.0
212.4
217.4
227.4
2063.6
2132.7
2230.8
270.52
278.92
289.72
28.79
29.58
31.00
25.0
26.4
30.4
34.4
ISMC 550' 103.7 ISMC 350 42.1 250 x 10,0 320 x 20.0
1017,3
413.0
12.0
25.0
16.0
32.0
20.0
40.0
215.7
232.2
257.6
285.6
2116.0
2277.9
2527.1
2601,7
274.77
295,77
328.17
383.77
28.15
29.52
31.05
32.86
25.7
27.1
30.0
32.9
31.5
38.5
43.5
51.5
ISMC 350 42.1
413.0
320 x 10.0
12,0
16.0
170.9
176.0
186.0
1878.5
1726.6
1824.7
217.77
224.17
236.97
26.05
26.93
28.57
18.6
21,5
23.5
27,5
ISMC 300 35.8
351.2
250 x 10.0
12.0
16.0
159.2
163.1
170.9
1581.8
1600.0
1676.5
202.75
207.75
217,75
25.88
26.63
26.03
19.8
24.7
26.7
30.7
ISMC 250 30.4
298.2
250 x 10.0
12.0
16.0
153.7
157.6
165.5
1507.8
1548.1
1623.6
195.78
200.78
210.78
26.67
27.42
28.83
21.8
24,7
26.7
30.7
ISMC 400
49.4
484.6
ISMC 350 42.1 .
413.0
I'
Ii,
SINGLE JOIST WIlli CHAN!'ffiL AND PlATEs ON mE FlANGES
39
TABLE 12 (Con/d.)
-f-'
e..
l<--
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
'..
Extreme Fibre
Distances
•
~
f
l'.
em
=-.1
Gross Moments of Inertia
Radius of
Moduli of
Section
Gyration
I 1)0(
A
'Wi\01e
1\ I"
:rop F1ang~
section
only
em'
em'
Maximum
Allowable
Moment
Z
'"
~
em
em3
em 3
M
kg.m x 103
em
em'
34.46
33.98
33.78
33.55
20.00
259894.4
284747.6
323707.2
367122.2
28573.1
30484.6
33488.3
36766.1
20462.3
21008.5
22100.9
23193.3
9.12
9.12
9.13
9.14
8839,0
9310.2
10162.9
11022.6
7542,6
8381.0
9683.7
10941.4
118,8
132.0
160.9
172.3
33.08
32.51
32.18
31.80
17,60
246744.1
269237.7
304137.8
342843.2
22069.7
23695.6
26127.8
28833.1
13959.1
14219.8
14740.6
16261.8
8.21
8.25
8.28
8,32
8030.0
8414.6
9092.7
9792.7
7468,6
8280,8
9468.6
10781.2
117,6
130,4
148.9
169.8
33.91
33.35
32.31
20.00
194435.4
201671.9
215461.2
23111.8
23657.9
24750.2
17731.6
17731.7
17731,9
9.09
9.09
9.10
6968,1
7023.9
7146.7
5734.1
6047,5
6688,2
90.3
95.2
105,0
33.02
32.45
31.41
17.60
187913.1
194771.1
207816.8
18037.0
18583.1
19675.4
12668.9
12667.0
12667.2
8.17
8.19
8.24
6626.9
8599.9
6704.1
5691.0
6001.4
6615.9
89.6
94,9
104.2
30.66
29.98
29.56
29.15
17.50
175306.3
194503.9
224235.2
257183.8
16605.2
20231.0
22663,3
25388.6
12226.8
12487.4
13008.4
13529.3
8.23
8,27
8.31
8.35
6226,9
8587.8
7222.0
7874.2
5718.3
6486.7
7585.5
8823,3
90.1
102.2
119.5
139.0
30.76
30.08
28.84
17.50
126214.8
131135.8
142237.4
14572.5
15118.6
16210.9
10924.6
10924.7
10924.9
8.18
8.21
8.27
4806.7
4869.3
4979,2
4070.7
4359.7
4931.4
64.1
88.7
77.7
30.88
30.33
29.33
16,00
114276.0
118968.7
127862.8
9498.5
9768.7
10279.7
7279,2
7279.3
7279.6
6.84
6.85
6,87
4415,2
4467.4
4661.3
3700.9
3921.9
4359.1
68,3
~1 ,8
68.7
30.04
29.49
28.48
12.50
110209.4
114839.0
123036.8
6962.7
17213.1
7733.9
4733.5
4733.6
4733.8
5.96
5.99
6.06
4132.7
4181.1
4288.1
3668.5
3087,2
4319.7
57,8
61,2
68.0
~"1
Maximum
Allowable
Shear
kg x 104
66.9
68.2
40
STEEL TABElS
TABLE 12 (cont.)
-t-c..
"'--
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
'..
=.J
y
I
Com~of
Joist
IOeaign•• A
per
Top Range
A
w I
Channel
PI"", I
Designs-Width )( Thickn...
lion
ISMC 500
,
centre
of
Gnwky
Mean Thickness
of Flanges
~
Top Bottom
Plale
\Vodth ~ Th~~' ~
n...
kg
N
em2
em
mm
mm
ISMC 400 49.4 320 )( 10.0 320.20.0
484.6
25.0
12.0
16.0
32.0
40.0
20.0
237.3
254.9
282.5
312.6
2327.9
2500.6
2771.3
3086.6
302.27
324.67
359.87
398.27
26.82
28.06
29.40
30.85
27.6
29.2
32.4
35.6
33.8
38.8
45.8
53.8
ISMC 350 42.1 250 • 10.0 320.20.0
413.0
12.0
25.0
16.0
32.0
40.0
20.0
224.5
241.0
266.4
294.4
2202.3
2364.2
2613.4
2888.1
286.00
307.00
339.40
375.00
2820
29.52
31.01
32.59
27.8
29.2
32.1
35.0
33.8
38.8
45.8
53.8
ISMC400
187.0
192.1
202.1
1834.5
1884.5
1982.6
238.27
244.67
257.47
25.27
28.10
27.65
19.6
23.8
25.8
29.8
179.8
184.8
194.8
1763.8
1812.9
1911.0
229.00
235.40
248.20
26.16
27.00
28.55
20.7
12.0
16.0
23.8
25.8
29.8
86.9 ISMC 350 42.1 250 • 10.0 320.20.0
852.5
413.0
12.0
25.0
16.0
32.0
40.0
20.0
198.9
21.5.4
240.8
268.8
1951.2
2113.1
2362.2
2636.9
253.40
274.40
306.80
342.40
25.70
27.06
28.56
30.13
24.1
25.5
28.4
31.2
29.7
34.7
41.7
49.7
kg
ISWB 550
•
M_
~r-"--,
lion
.....
Sectional
Weight
/\
112.5
1103.6
kg
mm
mm
mm
mm
"W"
49.4
484.6
320 x 10.0
ISMC 350 42.1
413.0
320 )( 10,0
12.0
16.0
ISMC 350 42.1
413.0
320 • 10.0
12,0
16.0
154.2
159.2
189.2
1512.7
1561.8
1859.9
198.40
202.80
215.60
23.58
24.47
26.12
17.0
19.7
21.7
25.7
ISMC 300
-~50.
10.0
12.0
16.0
142.4
146.3
154.2
1396.9
1435.2
1512.7
181.38
186.38
196.38
23.39
24.15
25.58
17.9
23.4
24.4
28.4
250 .• 10.0
12.0
16.0
136.9
140.8
148.7
1343.0
1381.2
1458.7
174.41
179.41
189.41
24.17
24.94
26.38
19.5
22.4
24.4
28.4
35.8
381.2
ISMC 250 30.4
298.2
(Continued)
41
SINGLE JOIST CHANNEL AND PlATES ON TIlE FIANGFS
TABLE 12
-/-.
x~
(ConuL)
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
<..
Extreme Fibre
Oislances
•
.~
SXI(·
eW
=.J
Gross Mo~ents of Inertia
I
1\
Moduli of Section
f yy
Secllon
Only
em'
em'
Z"
~
'Whole 1\ Top A8hge
S
M
kg.m,x
103
em
em'
em'
19683,5
20229,8
21322,1
22414;5
9.45
9.44
9,42
9,40
7316,2
7752,1
9532,7
9336,9
6124,8
8905,6
8023,9
9286,6
98,5
108,8
126,4
146,3
20512,0
22137,8
24570,1
27275.4
13180,3
13440,8
13961.7
14482.7
8,47
8.49
8,51
8,53
6572,4
6927,0
7554,1
8200,2
6054,4
6820,5
7914,6
9146,8
95.4
107,4
124,7
144,1
140570,2
146829,6
168641.3
21554,1
22100,2
23192,5
16952,8
16952,9
16953,0
9,51
9,50
9.49
5562,9
5626,0
5738,0
4449,7
4742,3
5321,3
70,1
74:7
83,8
17,50
135281.9
141168,7
152250,6
18479,3
17025,4
18117,7
11878,1
11878,2
11878,3
8.48
8,50
8,54
5171.2
5229,1
5331.9
4413,9
4703,5
5278.4
69,5
74,1
83,1
28,11
27,45
27,05
26,68
17,50
138749,0
152873,0
177877,9
205641.8
18141.2
19767,0
22199,3
24904,6
11994,9
12255,4
12776,3
13297,3
8.48
8.49
8,51
8,53
5320,9
5649,5
6228,8
6825,0
4884,8
5569,0
6575,2
7707,9
76,6
87,7
103,6
121,4
28,23
27,54
26,29
17,50
94789,4
99784,0
109026,6
14108,5
14654,6
15746,9
10892,7
10892,8
10692,9
8.48
8,50
8,55
4020,0
4076.4
4174,0
3357.7
3623.0
4147,1
52,9
57,1
65,3
28,37
27,81
26,78
15,00
85758,4
89701.3
97147,3
9034,5
9294,9
9815,7
7047,3
7047,4
7047,5
7,08
7,06
7,07
3668,9
3714,3
3798,3
3022,4
3225,6
3627,2
47,6
50,8
57,1
27,54
26.97
25,93
12,50
82476,9
86189,0
93179,0
8488,7
6749,1
7269,9
4501.6
4501.6
4501.8
6,10
6,13
6,20
3411.7
3455,2
3532,3
2995,3
3196,3
3593.4
47,2
50,3
56,6
em
em
em'
32,04
31.50
31,26
31.01
20,00
196231,3
217525,8
250843,9
288010,6
27015,4
28926,9
31930,6
35207,4
30,61
29,99
29,60
29,22
17,50
185333,2
204516.4
234261.8
267256.6
31,59
30,96
29,81
20,00
. 30,65
30,01
28,88
Maximum
Allowable
She",
Maximum
AllOwable
Moment
'w
I""
Radius of
Gyration
kg ,
10"
54,6
48,2
(Continued)
42
STEEL TABELS
,...
y
-~.'"''
TABLE 12
~t-·
l!.-
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
.•..
-.J
y
Joist
/Designa~
CO~Of
Bottom Flilnge
Top Flange
J
ti<>n
Channel
Plate
Kg
72.4
710.2
i Width
ness
~T~ick.i
ness
Kg
rr
ISMB 450
~ional
Metre
""'a
a
I
rNl
rr
mm
Centre
of
Gravity
Mean Thickness
01 Flanges
r---l'---,
Cxx
Top
Bottom
em'
em
mm
mm
Plate
~ 'Width: ThjJ.
95.2
933.9
weight per
t\
tion
ISWB 500
(Contd.)
mm
mm
mm
~
N
kg
ISMC 400
49.4 320 x 10.0
484.6
12.0
16.0
20.0
320 x 20.0
25.0
32.0
40.0
219.9
237.5
265.1
295.3
2157.2
2329.9
2800.6
2896.9
280.15
202.55
337.75
376.15
24.40
25.63
26.95
28.37
25.8
27.4
30.6
33.8
31.5
36.5
43.5
51.5
ISMC 350
42.1 250 x 10.0 320 x 20.0
413.0
12.0
25.0
16.0
32.0
20.0
40.0
207.1
223.6
249.1
217.0
2031.7
2193.5
2443.7
2717.4
263.88
284.88
317.28
352.88
25.74
27.06
28.52
30.06
25.7
27.2
30.0
32.9
31.5
36.5
43.5
51.5
ISMC 400
49.4
484.6
320 x 10.0
169.7
174.7
184.7
1664.8
1713.8
1811.9
216.15
222.55
235.35
22.81
23.65
25.21
17.8
12.0
16.0
21.5
23.5
27.5
ISMC 350
42.1
413.0
320< 10.0
12.0
16.0
162.4
167.4
177.5
1593.1
1842.2
1741.3
206.88
213.28
226.08
23.69
24.54
26.11
21.5
18.6
27.5
21.5
23.5
27.5
ISMC 300
35.8
351.2
250 < 10.0
12.0
16.0
127.9
131.8
139.7
1254.7
1293.0
1370.5
162.91
167.91
117.91
20.93
21.71
23.14
16.3
20.4
22.4
28.4
ISMC 250
30.4
296.2
250 x 10.0
12.0
16.0
122.4
128.3
134.2
1200.7
1239.0
1316.5
155.94
180.94
170.94
21.71
22.49
23.93
17.5
20.4
22.4
26.•
ISMC 225
25.9
254.1
200 x 10,0
114.0
117.2
123.5
1118.3
1149.7
1211.5
145.28
149.28
157.28
21.57
22.25
23.51
18.0
23.0
25.0
28.0
12.0
16.0
(Continued)
SINGLE JOIST CHANNEL AND PLATES ON TIlE FLANGES
y
..... .,
43
TABLE 12
-f
-t-·
(Conld)
c..
It---
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
cO.
=.J
Extreme Fibre
y
Gross Moments of
In~rtia
Radius of
Distance
Moduli of section
Gyration
~
I
~,
1\
I"
j Whole
"Top Range
Section
Only
em'
f"
z.o.
~
Maximum
Allowable
Moment
M
em
em3
em3
kg.m x 103
19307.2
19853.4
20945.7
22038.1
9.68
9.65
9.61
9.57
8282.3
6661.7
73n.l
8114.6
5185.5
5900.4
6923.9
8079.2
81.7
92.9
109.1
127.2
19759.2
21385.0
23817.3
26522.6
12803.9
13064.4
13585.3
14106.2
8.65
8.66
8.66
8.67
5587.0
5911.3
6485.6
7077.7
5124.9
5826.3
6827.6
7954.5
80.7
91.8
107.5
125.3
106172.6
111454.1
121382.3
20801.3
21347.4
22439.7
16576.5
16576.5
16576.6
9.81
9.79
9.76
4654.5
4712.8
4815.0
3654.9
3922.9
4452.9
57.6
61.8
70.1
17.50
101911.5
106854.4
116100.2
15726.5
18272.6
17364.9
11501.7
11501.8
11501.9
8.72
8.73
8.76
4301.4
4354.4
4447.3
3624.5
3889.8
4413.8
57.1
61.3
69.5
25.83
25.25
24.22
15.00
62983.5
88244.2
72359.1
8498.7
8759.1
9279.9
8779.4
6779.5
6779.6
7.22
7.22
7.22
3008.6
3051.8
3127.4
2438.8
2623.1
2987.2
38.4
41.3
47.0
25.00
24.42
23.38
12.50
60394.7
63446.4
69152.5
5952.9
8213.3
6734.1
4233.7
4233.8
4233.8
6.18
6.21
8.28
2781.6
2820.9
2889.5
2416.0
2598.3
2958.0
38.1
40.9
46.6
25.07
24.59
23.73
11.25
55138.5
57604.5
62272.6
4195.3'
4328.6
4595.3
3111.5
3111.5
3111.6
5.37
5.38
5.41
2556.1
2589.5
2649.1
2199.5
2342.2
2623.8
34.6
36.9
41.3
em
em'
em'
29.46
28.93
28.71
28.49
20.00
152781.2
170717.9
198797.6
230194.5
28282.6
28174.1
31177.8
34454.6
28.07
27.45
27.09
26.75
17.50
143834.0
159945.7
184963.8
212768.9
29.05
28.41
27.25
20.00
28.12
27.47
26.30
em
Maximum
Allowable
Shear
S
kg x 10"
46.8
40.0
(Continued)
44
STEEL TABELS
TABLE 12
.
'-I-'
1\---
(Contd.)
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
•••
y
=J
Composed of
.10..
Top Flange
~
lion
W
kg
ISWB 450
ISMC 400
ISWB400
Weight per
Metr.
A
Bottom Flange: I
CNl
A
I
Channel
I
Desig~_
....
Plate
I
PIete
-.
Sectional
cenm.
of
Gravity
CXIl.
a
Mean Thickness
of Aa!lges
'TOP'Bo-'
~ Thick. l ,---A--,
·w'Width :Thick. . 11 Width
ness
kg
mm
mm
ness
mm
mm
1b:4 ISMC 350 42,1 250 x 10,0 320 x 20,0
12,0
776.9
413.0
25.0
16.0
.32.0
20.0
40.0
kg
N
...
mm
mm
191.4
207.9
233.3
261.3
1877,6
2039.5
2286,7
2563.4
243,81
264.81
297.21
332:81
23.31
24.60
26.02
27.51
24.0
25.5
28.3
31.2
29.6
34.6
41.6
49.6
...2
ISMC 350 42.1
413.0
320 x 10.0
12.0
18.0
146.8
151.7
161.7
1438.1
1486;2
1586.3
186.61
193.21
206.Q1
21.26
22.10
23.66
16.9
19.6
21.6
25.6
ISMC 3QO. 35.8
351.2
250 x 10,0
12.0
16.0
134.9
138.6
146.6
1323.4
1361.6
1438,1
171.79
176.79
166.79
21.05
21.76
23.14
17.9
22.3
24.3
28.3
61.6 ISMC 3QO 35.8
604.3
351.2
250 x 10,0
12.0
18.0
117.0
121.0
128.8
1447.8
1187.0
1263.5
149.10
154.10
164.10
18.56
19.32
20.71
15.1
19.0
21.0
25.0
ISMC 250 30.4
298.2
250 x 10.0
12.0
16.0
111.6
115.5
123.3
1094.8
1133.1
1209.6
142.13
147.13
157.13
19.31
20.07
21.47
16.1
19.0
21.0
25.0
ISMC 225 25.9
254,1
200 x 10,0
12.0
16.0
103.2
106.3
112.6
1012.4
1042.8
1104,6
131.47
135.47
143.47
19.15
19.82
21.06
16.4
21.2
23.2
27.2
ISMC 200 22.1
216.8
200 x 10.0
12.0'
16.0
99.4
102.6
108.9
975.1
1006.5
1068.3
126.67
130.67
138.67
19.74
20.41
21.66
17.3
21.2
23.2
27.2
ISMC 350 42.1 250 x 10.0 320 x 20.0
12.0
25.0
413.0
18.0
32.0
40.0
20.0
178.7
195.2
220.6
248.6
1753.0
1914.9
2164.1
2438.8
227.67
248.87
281.07
318.67
20.90
22.14
23.51
24.94
22.7
24.1
27.0
29.8
28.1
33.1
40.1
48.1
ISMC350 42.1
413.0
320 x 10.0
12.0
18.0
134.0
139.0
149.0
1314.5
1363.8
1481.7
170.67
177.07
189.87
18.88
19.71
21.23
15.5
18.1
20.1
24.1
ISMC 300 35.8
351.2
250 x 10.0
12.0
16.0
122.2
128.1
134.0
1198.8
1237.0
1314.5
155.65
180.85
170.65
18.98
19.38
20.71
16.3
20.4
22.4
28.4
66.7
654.3
{ConUnuedj
•
.45
SINGLE. JOIST CHANNEL AND PLATFS ON TIlE FLANGES
y
~····i
-.
TABLE 12
(eonld.)
<••
~l-a
11-
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
cO,
l,
I
=.J
Extreme Fibre
y
Gross Moments of Inertia
~
Ix.
1\
em
I
Moduli of Section
Maximum
Allowable
~ent
~
I
Sedio.
Top Flonge
Only
em'
Whole
\
Radiu&oI
Gyration
Diotanc:es
em
em'
em'
25.50
24.91
24.59
24.30
17.50
109500.7
122801.8
143501.0
168588.3
18478.1
20103.9
22536.2
25241.5
25.55
24.91
23.75
17.50
75002.0
79074.8
85841.2
25.71
25.18
24.22
15.00
23.20
'22.64
21.65
Shea<
Z""
'yy
rz:--"-:t,
I
Maximum
Allowable
S
M
101
om
em'
em'
12163.4
12423.9
12944.8
13485.7
8.71
8.71
8.71
8.71
4888.2
4992.8
5514.9
8053.8
4293.8
4829.0
5835.9
8858.0
87.8
77.6
91.9
108.0
14445.4
14991.5
18063.8
10861.2
10861.3
10581.4
8.79
8.81
8.84
3529.7
3577.3
3681.2
2934.9
3175.0
3648.8
48.2
50.0
57.5
67695.9
70931.4
77025.0
9371.4
9631.8
10152.6
7215.8
7215.9
7215.9
7.39
7.38
7.37
3215.3
3258.1
3328.3
2933.5
2917.5
3180.8
41.5
44.4
50.1
15.00
48011.0
48836,3,
53534.8
8058;8
6347.2
8888.0
6573.5
6573.6
6573.6
7.36
7.36
7.35
2478.4
2517.3
2584,7
1983.7
2148.3
2473,0
31.2
33.8
39.0
22.40
21.84
20,84'
12.50
44012.4
46458.3
51008.2
5541.0
5801.4
6322.2
4027,8
4027.8 '
4027.9
6.24
6.28
6.34
2279.8
2314.8
2375,2
1984.6
2127.4
2448.0
30.9
33.5
38.6
22.49
22,02
21,18
11.25
39964.9
41845;3
25574,7
3793.4
3918.7
4183.4
2905.6
2905.8
2905.7
5,36
5.38
5.40
2081.3
2111.2
2164,1
1772,9
1900.4
2151.7
27.9
29.9
33.9
21.87
21.40
20.55
10.00
38502.0
40373.6
43690,0
2908.1
3041.4
3308.1
2030.3
2030.3
2030.4
4.79
4.82
4.99
1950.4
1977.9
2029.4
176o.s
1886.8
2135.6
27.7
29.7
33.6
22.91
22.37
22.10
21.87
17.50
82554.2
93305.3
110096.2
128992.1
18158.4
19785.2
22217,5
24922.8
12004.0
12294,5
12785.4
13308.3
8.93
8.92
8.89
8.87
3950.5
4214.7
4883.8
5188.7
3802,9
4170.7
4981.0
5891.8
56.7
85.7
78,5
92.8
22.93
22.30
21.18
17.50
54778.9
58051,2
84094.3
14125.7
14872.8
15785.1
10701.9
10701.9
10702.0
9.10
9.10
9.11
2901.7
2945.2
3019.4
2388,8
2903.3
3025.8
37.6
41.0
47.7
23.10
22.58
21.65
15.00
49009.6
51617,6
58503.2
9052.7
9313.1
9933.9
7056,5
7056.5
7056,6
7.63
7.61
7,59
2629.8
2683.5
2727.7
2121.4
2285.9
261Q.4
33.4
36.0
41.1
Icg.m
Il
kg,
,0"
39.1
33.6
32.5
(Continued)
46
STEEL TABELS
TABLE 12
-I--
(Con/d.)
e..
11--
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
t ••
=.-1
y
Composed
A
J_
"
Designs·
or
Top Flange
w
I I
Channel
"
Bottom Flange
ISWB350
56.9
558.2
ness
ness
Gravity
a
r-A..--,
C'"
j Top
~nom
kg
N
em"
mm
mm
1057.5
1095.8
1173.3
137.35
142.35
152.35
18.25
16.98
18.30
14.2
18.0
20.0
24.0
ISMC 250 30.4
298.2
250 x 10.0
12.0
16.0
102.3
106.3
114.1
1003.6
1042.8
1119.3
130.38
135.38
145.38
16.94
17.68
19.01
15.0
18.0
20.0
24.0
ISMC 225 25.9
254.1
200 x 10.0
94.0
97.1
103.4
922.1
952.6
1014.4
119.72
123.72
131.72
16.78
17.42
18.62
15.2
12.0
16.0
.19.9
21.9
25.9
ISMC 200 22.1
216.8
200 x 10.0
12.0
16.0
90.2
93.4
99.6
884.9
916.3
17.33
17.98
19.18
16.0
9n.l
114.92
118.92
126.92
19.9
21.9
25.9
250 10.0 320 x 20.0
12.0
25.0
16.0
32.0
20.0
40.0
168.9
185.4
210.8
238.8
1656.9
1818.8
2087.9
2342.8
215.16
236.18
268.56
304.16
18.51
19.68
20.98
22.32
21.8
23.2
26.0
28.9
27.1
32.1
39.1
47.1
ISMC 350 42.1
413.0
mm
Mean Thickness
of Ftanges
107.8
111.7
119.6
ISMC 300
mm mm
or
250 x 10.0
12.0
16.0
kgIN
mm
I
Centre
35.8
351.2
kgIN
52.4
514.0
Metre
Plate
PIala
lion
ISMB 350
I
sectional
AIea
CNJ
'DesIgn;'· wl~ Width x~icI<
lion
Weight
per
em
ISMC 350
42.1
413.0
320 x 10.0
12.0
16.0
124.2
129.2
139.2
1218.4
1267.4
1365.6
158.16
164.56
177.36
16.57
17.36
18.79
14.8
17.1
19.1
23.1
ISMC 300
35.8
351.2
250 x 10.0
12.0
16.0
112.4
116.3
124.1
1102.6
1140.9
1217.4
143.14
148.14
158.14
16.33
17.07
18.30
15.2
19.1
21.1
25.1
I
--
_._ .....
_~-.~'
...
_~,~".
SINGLE JOIST CHANNEL AND PLATES ON THE !,LANGI'S
y
ht" ..,
-.
47
TABLE 12
-I--
(Contd.)
c••
11--
SINGLE JOIST WITH CHANNEL AND
PLATES ON THE FLANGES (GIRDERS)
<••
_,J
Extreme Fibre Y
Distance
~
em
em
Gross Moments of Inertia
Radius 01
Gyration
Moduli 01 Section
'"
Z"
1\
I"
em'
f\
'"
Whole
section
Top Flange
Only
em'
em'
I
Maximum
Allowable
Moment
Maximum
Allowable
M
S
~
em
em'
em'
kg-m
II
103
20.51
19.96
19.06
15.00
33028.1
35076.8
36683.2
8202.4
8462.8
8983.6
6831.4
6631.4
6631.5
7.73
7.71
7.68
2032.1
2066.2
2124.6
1610.6
1755.3
2040.2
25.4
27.6
32.1
19.77
19.23
18.30
12.50
31530.5
33431.2
36948.2
555M
5917.0
6437.8
4085.6
4065.6
4085.7
6.59
6.61
6.65
1861.0
1891.3
1943.3
1585.5
1738.2
2019.4
25.1
27.4
31.8
19.88
19.42
18.62
11.25
28380.0
29902.1
32793.3
3899.0
4032.3
4299.0
2983.4
2983.4
2983.5
5.71
5.71
5.71
1690.2
1716.1
1761.5
1428.0
1540.1
1780.8
22.5
24.3
27.7
19.28
18.83
18.03
10.00
27350.1
28802.0
31518.1
3023.7
3157.0
3423.7
2088.1
2088.1
2088.2
5.13
5.15
5.19
1578.2
1601.7
1843.1
1418.6
1529.7
1748.1
22.3
24.1
27.5
20.30
19.83
19.63
19.49
17.50
81114.9
69579.5
82872.0
97828.0
17947.3
19573.1
22005.4
24710.7
11898.0
12158.5
12879.3
13200.2
9.13
9.10
9.05
9,01
3301.0
8534.9
3950.7
4382.5
3011.2
3509.5
4220.9
5020.0
47.4
55.3
66.5
79.1
20.24
19.65
18.62
17.50
39357.4
41902.9
48583.1
13914.6
14480.7
15553.0
10595.9
10595.9
10596.0
9.38
9.37
9.36
2375.6
2413.9
2479.0
1944.3
2132.3
2502.0
30.6
33.6
39.4
2043
19.93
19.06
15.00
34941.9
3a.Qn.4
40774.6
8840.6
9101.0
9621.8
6950.5
6950.5
8950.6
7.86
7.84
7.80
2139.2
2171.7
2228.1
1710.7
1855.1
2139.3
28.9
29.2
33.7
She",
kg x 103
26.8
25.5
NOTE: (1) The properties given in this Table are based on the gross area of the section.
(2) The mean thickness of flanges Is computed according to Note 2 in Table Ii of IS : 800-1956.
(3) The maximum allowable moment is computed on the basis of allowable stress specified in
9.2.1. of IS 800-1956 and gross modulus of section (Ztl given In this Table.
(4) The maximum allowable shear Is computed on the basis of the ellowable shear stress
specnled in 9.3.2 and the effective sectional area deffned In 20.6.2.2. of IS : 800-1956.
48
SlEEL TABLES
v
x--
TABLE 13
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (COLUMNS)
----l(
y
Ccmpsed 0/
A
One Steel Joist
A
I
Each Flange to Form
A
IWidth
r--/I
.kg
ISHB 150
27.1
Weight
per
Metre
Sectional
Area
fN)
a
Thick.""
wi
IDeSlgnation
PIaIes
N
265.8
mm
mm
250
12.0
16.0
20.0
25.0
a2.0
40.0
~
74.2
727.8
Moduli of Sectiog
A
Zxx.
Radii qf OVration
2w l lrXx~"'wl
em2
em 3
cm 3'
em
em
89,8
105.6
125.2
152.7
164.1
881.8
1=.9
1228.2
1496.0
1806.0
84.48
114.48
la4.48
158.48
194.48
2a4.48
620.6
767.5
817.a
1109.1
la87.1
1719.a
264.5
a67.9
451.2
555.4
701.2
867.8
7.56
7.81
8.05
8.a4
8.74
9.18
.6,14
6.a4
6.48
6.60
6.71
6,80
ISHBI50
an.6
anO.2
250
12.0
16.0
20.0
25.0
a2.0
40.0
77.7
8M
109.1
128.7
156.2
187.8
762.2
88.88
816.a 118.88
1070.3 laM8
1262.5 16a.88
15a2.a ' 198.88
1840.4 12a8.98
6an.a
776,7
826.1
1117.5
la96.0
1726.7
296.8
a70.2
45a.5
557.7
7oa.5
870.2
7.44
7,71
7.86,
8.26
8:66
8,12
6.02
6.24
6.a8
6.52.
6.65
6.75
ISHB 150
a4.6
aa8.4
250
12.0
16.0
20.0
25.0
a2.0
40.0
81.7
87.4
l1a.l
la2.7
160.2
191.6
801.5
955.5
11'09.5
laOl.8
1571.6
1879.6
104.08
124.08
144.08
169.08
204.08
240.08
641.a
787.2
8as.2
1127.1
140a.8
17aG,O
289..6
a72.9
456.a
560.4
706.a
872.9
7.a2
7.60
7.86
8.16
8.58
9.04
5.90
6;la
8.29
6.44
6.58
8.69
ISHB 200
a7.a
as5.9
250
12.0
16.0
20.0
25.0
a2.0
40.0
64'.4
100.1
115.8
laG.4
162.9
184.a
828.0
862.0
11as,O
la26,a
1596.0
1806.1
107.54
127.54
147.54
172.54
207.54
247,54
924.8
1117.0
lal'.8
1559.5
1914.7
2aaa.8
a27.4
410.7
484,0
596.2
744.0
810.7
9.81
10.08
10.aa
10.6a
11.04
11.48
t
ISHB 200
40.0
aB2.4
250
1'2.0
16.0
20,0
25.0
a2.0
40.0
67.1
102.6
118.5
laB. 1
165.6
187.0
654.4
1006.5
1162.5
la54.8
1624.5
18a2.6
110.94
laO.94
150.94
175.94
210,94
250,84
004.8
1126.7
la21.a
1566.6
182a.a
2a42.0
a28.6
412.8
496.2
600.4
746.2
812.8
8.72
8.88
10.25
10.56
10.87
1'.4a
6,09
6,26
6,41
6,5a
6,65
6,74
17
a4
6.47
6.58
6.68
6.78
{Continuad)
NOTE : Properties given in this Table are based on the groSs area of the section.
49
SINGLE JOIST WITH AVnITlONAL PLATES ON BOTH FLANGES
TABLE 13
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (COLUMNS)
---It
lC---
Colnposed 01
y
/\
One Steel Joist
Plates
Each Flange to Form
A
A
lWidth
Thicl<nessl
r-"'----J
kg
N
mm
mm
ISHB 225
431.1
422.8
320
ISHB 225
43.1
422.8
320
ISHB 225
46,8
459.1
ISHB 250
51.0
ISHB 250
ISHB 250
I Designation
w
(eonld)
Weight
Sectional
Modun of section
per
Metre
AI..
A
f!N)
•
I Z»tX
~
Zw
kg
N
em'
em'
em 3
12.0
18.0
20.0
25.0
32.0
40.0
103,4
123.5
143.6
168.1
203.9
244.1
1014.'
1211.5
1406,7
1649.1
2000.3
2394.6
131.74
157.34
162.94
214.94
259.74
310,94
1291.0
1589.7
1651.3
2206.2
2717.7
3315.7
320
12.0
16.0
20.0
25.0
32.0
40.0
107.1
127.2
147.3
172.4
207.6
247.8
1050.7
1247.8
1445.0
1691.2
2036.6
2430.9
136.46
162.06
187,66
219.66
264,46
315.66
500.3
320
12.0
16.0
20.0
25.0
32.0
40.0
111.3
131.4
151.5
176.6
211.8
252.8
54.7
536.6
320
12,0
- 16.0
20.0
25.0
32.0
40,0
51.0
500.3
400
12.0
16.0
20.0
25.0
-32.0
40.0
Radti 01 Gyration
I
r;;-'"'~
em
em
494.2
' 630.7
767.3
937.9
1178.9
1449.9
11.05
11.32
11.56
11.69
12,30
12.75
7.75
8.01
6.14
8.36
8.51
8.64
1307,0
1585.2
1868.4
2222.7
2731.5
3326.8
496.9
633.4
770.0
940.6
1179.6
1452.6
10.92
11,21
11.48
11.80
12.22
12.68
7.63
7.91
8.10
8.28
8.45
8.58
1091.9
1269.0
1486.2
1732.4
2077.8
2480.0
141.76 1527.4
167.36 1834.9
192,96 2145.3
224.96 2539.0
269.76 - 3097.3
320,96 3751.6
_532.2
668,7
806.2
975.9
1214.8
1487.9
12.15
12.43
12.70
13.01
13.43
13.89
7.75
8.00
8.17
8.39
8.49
8.61
115.0
135.1
155.2
180.3
215,5
255.7
1128.2
1325.3
1522.5
1768.7
211 •.1
2506.4
146.51
172.11
197.71
229.71
274.51
325.71
1545.5
1852.4
2162.4
2554.5
3113.1
3768.6
535.3
671,9
806.4
979.1
1218.0
1491.1
12.02
12.32
12.59
12.92
13.34
13.81
7.85
7.90
8.09
8.26
8.43
8.56
126.4
151.5
176.6
206.0
252.0
302.2
1240.0
1486.2
1732.4
2040,5
2472.1
2964·6
160.96
192.96
224.96
264.96
320.96
364.96
738.1
1768.1
2156.4
951.4
2548.3 1164.4
3043.5 1431;4
3746.4 ' 1804.7
4572.3 2231.0
-12.27
12.55
12.82
13.13
13.54
14.00
9.63
9.93
10.18
10.39
10.60
10.77
lCoIt,tinued)
NOTE : Properties given in this Table are based on the gross area althe section.
50
STEEL TABLES
v
x--
TABLE 13
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (COLUMNS)
--It
y
(Contd.)
Composed of
A
Plates
Steel Joist
Weight
per
Metre
Sectional
(N)
a
Moduli of Sectional R&dU of Gyration
AJea
I~
1\
Z""
Zyy
'iot
fry
em
em
1\
1\
I Designation
w
~
kg
N
JWidth
Thickness I
mm
mm
~
em 2
em 3
cm 3
ISHB 250
54.7
536.6
400
12.0
16.0
20.0
25.0
32.0
40.0
130.1
155.2
160.3
211.7
255.7
305.9
1276.3
1522.5
1766.7
2076.8
2508.4
3000.9
165.71
1766.1
197.71 2174.0
229;71 , 2565.3
269.71 3060.0
325.71 3764.2
389.71 "4567.3
740.6' 12.15
953.9 12.45
1167.3 12.73
1433.9 13.05
1807.3 13.47
2233.9 13.94
9.45
9.62
10.08
10.31
10.53
10.71
ISHB 300
56.8
576.8
320
12.0
16.0
20.0
25.0
32.0
40.0
119.0
139.1
159.2
164.4
219.5
259.7
1167.4
1364.6
1561.8
1809.0
2153.3
2547.7
151.65
177.25
202.65
234.85
279.65
330.85
1928.7
2297.0
2666.0
3135.9
3799.7
4572.1
546.7
683.2
819.8
990.4
1229.4
1302.4
14.35
14.87
14.95
15.29
15.73
16.20
7.59
7.85
8.21
8.39
8.52
8.04
ISHB 300
63.0
618.0
320
12.0
16.0
20.0
25.0
32.0
40.0
123.3
143.4
163.5
166.6
223.8
264.0
1209.6
1406.8
1603.9
1850.2
2195.5
2589.8
157.05
182.65
208.25
240.25
285.05
336.25
1953.7
2321.4
2691.8
3159.0
3822.0
4593.4
550·0
866.6
823.1
993.8
1232.7
1505.8
14.20
14.53
14.82
15.17
15.62
16.11
7.49
7.76
7.95
8.14
8.32
8.46
ISHB 300
58.8
576.8
400
12.0
18.0
20.0
25.0
32.0
40.0
134.1
159.2
164.4
215.8
259.7
310.0
1315.5
1561.8
1809.0
2117.0
2547.7
3041.1
170.8
202.85
234.85
274.85
330.85
394.85
2217.2
2662.3
3150.5
3740.7
4577.3
5550.1
749.7
963.0
1176.3
1443.0
1816.3
2243.0
14.50
14.82
15.10
15.43
15.87
16.34
9.37
9.74
10.01
10.25
10.48
10.66
ISHB 300
63.0
618.0
400
12.0
16.0
20.0
25.0
32.0
40.0
138.4
163.5
166.6
220.0
264.0
314.2
1357.7
1603.9
1850.2
2158.2
2589.8
3062.3
176.25
208.25
240.25
260.25
336.25
400.25
2242.2
2706.7
3174.3
3763.8
4599.6
5571.4
752.3
965.7
1179.0
1445.7
1819.0
2245.7
14.36
14.69
14.99
15.33
15.78
16.26
9.24
9.63
9.91
10.16
10.40
10.59
(ConUnued)
NOTE : Properties given in this Table are based on the gross area of the section.
SINGLE JOIST WITH ADDITIONAL PLATES ON B.OTH FLANGES
y
TABLE 13
51
(Con/d.)
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (COLUMNS)
x---
.,
Composed of
Weight
"'"
per
One Steel Joist
I
I'1a1es
Sectional
Ivea
Mstm
Wodttl
wi
100000nation
,--A---,
A
Z""
Each Flange to Form
A
Moduli of Section RadU of Gyratkm
Thickness'
t:Nl
s
~7
em'
em'
em'
mm
mm
ISHB 350
67.4
661.2
320
12.0
16.0
20.0
25.0
32.0
49·0
127.7
147.8
167.9
193.0
228.2
268.4
1252.7
1449.9
1847.1
1893.3
2238.6
2633.0
162.71
188.31
213.91
245.91
290.71
341.91
2370.6
2799.7
3231.3
3774.7
4543.4
5434.7
ISHB 350
72.4
710.2
320
12.0
16.0
20.0
132.7
152.8
172.9
1301.8
1499.0
1696.1
169.Q1
194.61
220.21
ISHB 350
72.4
710.2
320
25.0
32.0
40.0
199.0
233.2
273.3
1942.4
2287.7
2661.1
ISHB 350
67.4
661.2
400
12.0
16.0
20.0
25.0
32.0
40.0
142.8
167.9
193.0
224.4
268.4
318.6
ISHB 350
72.4
710.2
400
12.0
16.0
20.0
25.0
32.0
40.0
ISHB 400
77.4
759.3
320
12.0
kg
N
Zw
I~
A
ls.o
20.0
25.0
32.0
40.0
em
em
562.8
699.3
835.9
1008.5
1245.5
1518.5
16.51
16.85
17.16
17.52
17.99
18.49
7.44
7.71
7.91
8.09
8.28
8.43
2404.9
2833.4
3264.3
566.5
703.0
839.6
16.31
16.68
17.00
7.32
7.60
7.81
252.21
297.01
348.21
3906.8
4574.4
5464.6
1010.2
1249.2
1522.2
17.37
8.01
17.86 . 8.20
18.37
8.36
1400.9
1647.1
1893.3
2201.4
2633.0
3125.5
181.91
213.91
245.91
265.91
341.91
405.91
2707.0
3248.8
3793.5
4478.8
5447.8
8570.5
762.6
975.9
1189.2
1455.9
1829.2
2255.9
16.68
17.03
17.34
17.70
18.16
18.66
9.16
9.55
9.63
10.09
10.34
10.54
147.7
172.9
198.0
229.4
273.3
323.8
1448.9
1696.1
1942.4
2250.4
2661.1
3174.5
188.21
220.21
252.21
292.21
348.21
412.21
2741.4
3282.5
3826.5
4511.0
5478.9
6600.4
765.5
978.9
1192.2
1458.9
1832.2
2258.9
16.50
16.87
17.20
17.57
28.05
18.55
9.02
9.43
9.72
9.99
10.26
10.47
137.7
157.8
177.9
203.0
238.2
278.4
1350.8
1548.0
1745.2
1991.4
2338.7
2731.1
175.46
201.06
226.66
258.66
303.46
354.66
2862.4
3352.2
3844.3
4463.0
5838.6
6347.0
590.1
716.7
853.2
1023.9
1262.8
1535.9
18.80
18.98
19.32
19.70
20.20
20.72
7.27
7.55
7.76
7.96
8.16
8.32
(Continued)
NOTE : Properties given in this Table are based on the gross BreB of the section.
52
STEEL TABLES
TABLE 13
....
c
SINGLE ~OIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (COLUMNS)
x---
y
Composed of
A
One Steel JOist
A
I
DesignatIOn
(Conld.)
W
Plates
Each flange to FOrm
A
I
I Width
Thick·
Weight per
SectIonal
Metre
Aree
I
Moduli of section Aadiiof Gyration
~~
C!NI
e
~
em'
em'
em'
I
ne..
,.-~
mm
mm
806.4
320
12.0
16.0
20.0
25.0
32.0
40.0
142.4
182.5
182.6
207.8
242.9
293.1
1396.9
1594.1
1791.3
2038.5
2382.8
2777.2
181.46
207.06
232.66
264.66
309.46
380.66
2697.3
3366.5
3877.9
4486.9
5388.5
9377.9
77.4
759.3
400
12.0
16.0
20.0
25.0
32.0
40.0
152.8
177.9
203.0
234.4
278.4
326.6
1499.0
1746.2
1991.4
2299.5
2731.1
3223.6
194.66
226.66
258.66
298.66
354.66
418.66
82.2
806.4
400
12.0
18.0
20.0
25.0
32.0
40.0
.)157.5
'82.6
207.8
239.2
263.1
333.4
1545.1
1791.3
2038.5
2348.8
2777.2
3270.7
kg
ISHB 400
82.2
~OO
ISHB 400
ISHB
N
0
em
em
583.5
720.1
858.8
1027.3
1266.2
1539.3
18.40
18.80
19.15
19.55
20.06
20.80
7.17
7.46
7.68
7.88
8.09
8.26
3246.9
3865.2
4486.2
5286.7
6388.2
7641.3
776.4
999.7
1203.1
1489.7
1843.1
2289.7
18.80
19.19
19.53
19.92
20.41
20.93
8.93
9.35
9.64
9.92
10.19
10.41
200.66
232.66
264.66
304.86
360.66
424.66
3281.8
3899.5
4519.9
5299.6
6400.1
7672.1
779.2
992.5
1205.8
1472.5
1845.8
2272.5
18.62
19.03
19.38
19.78
20.29
20.82
8.81
9.24
9.55
9.83
10.12
10.35
ISHB 450
87.2
855.4
320
12.0
16.0
20.0
25.0
32.0
40.0
147.5
187.6
187.7
212.8
248.0
286.2
1447.0
1644.2
1841.3
2087.6
2432.9
2827.2
187.94
213.54
239.14
271.14
315.94
367.14
3384.0
3934.6
4487.4
5181.8
6160.9
7291.2
596.2
732.7
889.2
1039.9
1278.8
1551.9
20.66
21.07
21.44
21.86
22.39
22.94
7.12
7.41
7.63
7.83
8.05
8.22
ISHB 450
92.5
907.4
320
12.0
16.0
20.0
25.0
32.0 .
40..0
152.8
172.9
193.0
218.1
253.3
293,5
1499.0
1696.1
1893.3
2139.8
2484.9
2679.2
194;69
220.29
245.89
277.89
322.89
373.89
3432.1
3981.9
4533.9
6227.3
8205.2
7334.2
599.9
736.4
873.0
1043.6
1282.6
1585.6
20.44
20.87
21.25
21.69
22,23
22.80
7.02
7.31
7.54
7.75
7.97
8.16
(ConUnued)
NOTE : Properties given in this Thble life baSed on the gross area of l/;1e section.
SINGLE JOIST WITH ADDITIONAL PLATES ON BOTH FLANGES
v
TABLE 13
V
(Contd.)
SINGLE JOIST WITH ADDITIONAL
PLATES ON BOTH FLANGES (COLUMNS)
--~
11__-""
53
Compo.ed of
Weight per
Sectional
Nea
Thickness l
CNl
e
mm·
mm
~
em'
em'
em'
one Steel JQist
Plates
Each FlarIge to Form
1\
r
Designation-
iWidth
W
r-"'''---,
kg
N
Moduli of SectIon Radii of Gyration
Me'"
--1\
1\
~ ~
em
em
(SHB 450
87.2 .
855.4
400
12.0
16.0
20.0
25.0
32.0
40.0
162.6
187.7
212.8
244.2
288.2
338.4
1595.1
1841.3
2087.6
2395.6
2827.2
3319.7
207.14
239.14
271.14
311.14
387.14
431.14
3816.4
4511.5
6209.1
6085.1
7319.7
8744.1
789.3 .
1002.&
1215.9
1482.6
1855.9
2282.6
20.90
21.32
21.70
22.11
22.64
23.18
8.73
9.16
9.47
9.76
10.05
10.29
ISHB 450
92.5
t:fC7,4
400
12.0
16.0
20.0
25.0
32.0
40.0
187.9
193.0
218.1
249.5
293.5
343.7
1647.1
1893.3
2139.6
2447.6
2879.2
3371.7
21389
245.89
277.89
317.89
373.89,
437.89
3864.5
4558.8
6255.6
6130.7
7364.0
8787.0
792.2
1005.6
1218.9
1485.6
1858.9
2285.6
20.69
21.14
21.53
21.96
22.50
23.96
. 8.61
9.04
9,37
9.67
9.97
10.22
NOTE : Properties given in this Table are based on the gross area of the section.
54
STEEL TABLES
l--: b
f xt
Y
II-~
TABLE 14
-,
-
TWO JOISTS OF SAME SIZE WITH
FLANGES BUITING AND
WELDED (COLUMNS)
~x
y
Composed 'of Two
Joists Each of the
Same Size
Nominal
Size
bb
We;ghl per
M_
~
lion
W
mm
Aroa
Moments of
Inertia
•
~
Modu6 of
Radii of
Gyration
Section
w
,--A----,
,----A---,
mm
Sectional
kg
N
~ ~
kg
N
em 2
em'
em'
em3
em3
em
em
150 x 300
ISHB 150
27.9 265.8
54.2
531.7
68.96
2911.2
4742.4
388.2
316.2 6.50
8.29
150 x 300
ISHB 150
30.6 300.2
61.2
600.4
77.96
3080.0
5483.0
410.6
358.4
6.29
8.39
,150 x 300
ISHB 150
34.6 339.4
69.2
678.8
88.16
3271.2
6381.0
436.2
408.0
6.09
8.51
200 x 400
JSHB 200
37.3 365.9
74.6
731.8
95.08
7216.8 11442.2
721.6
572.1
8.71
10.97
200 x 400
ISHB 200
40.0 392.4
80.0
784.8 101.88
7443.6 12351.1
744.4
612.4
8.55
11.01
225 x 450
ISHB 225
43.1 422.8
86.2
845.6 109.88 10559.0 16614.3
938.6
738.4
9.80
12.30
225 x 450
ISHB 225
46.8 459.1
93.6
918.2 119.32 10957.6 18177.8
974.0
800.4
9.58
12.34
250 x 500
ISHB 250
51.0 500.3 102.0
1000.6 129.92 15473.0 24222.6
1237.8
968.7 10.91
13.65
250 x 500
ISHB 250
54.7 536.6 109.4
1073.2 139.42 15967.8 26104.2
1277.4
1037.7 10.70
13.69
300 x 500
ISHB 300
58.8 576.8 117.6
1153.6 149.70 25090.4 27777.8
1672.6
1111.1 12.95
13.62
300 x 500
ISHB 300
83.0 618.1
126.0
1236.1 160.50 25900.4 29934.0
1726.6
1188.8 12.70' 13.66
350 x SOO
ISHB 350
67.4 661.2 134.8
1322.4 171.82 38319.4 31749.7
2189.7
1270.0 14.93
13.59
350 x 500
ISHB 350
72.4 710.3 144.8
1420.5 184.42 39605.6 34253.1
2283.2
1360.3 14.65
13.63
sao
ISHB 400
77.4 759.3 154.8
1518.8 197.32 56167.0 36287.8
2808.4
1451.5 16.87
13.56
400 x SOO
ISHB 400
82.2 806.4 164.4
1612.8 209.32 57647.0 38665.9
2888.4
1537.4 16.61
13.59
450 x 500
ISHB 450
87.2 855.4 174.4
1710.9 222.28 78421.6 40701.6
3485.4
1628.1 18.78
13.53
450 x SOO
ISHB 450
92.5 907.4 185.0
1814.8 235.78 80699.8 43374.0
3586.6
1724.6 18.50
13.56
400 x
TWO JOISTS OF SAME SIZE LACED OR BATfENED
V
s
x
.::
TABLE 15
--
---
.-
TWO JOISTS OF SAME SIZE LACED
OR BATIENED (COLUMNS)
x
---~
55
--
V
Designation
ISHB 150
ISHB 150
15HB 150
W,Kg
27.1
265.8
30.6
300.2
34.6
339.4
N
54.2
531.7
61.2
600.4
69.2
678.8
Sectional Area, cm2
68.95
77.96
88.16
Moment of Inena, 'xit' cm
4
2911.2
3080.0
3271.2
Modulus of section, Z)(1(l cm
3
388.2
410.6
436.2
Radius of Gyration, '>(Xl em
6.50
6.29
6.09
N
Weight per Metre, kg
Spacing
Moment
Radius
of
Gyratit;>n
Radius
of
Gyration
Modulus
of
Inertia
Modulus
of
Section
Moment
of
Inertia
Modulus
of
Section
Moment
Between
of
of
Section
Iyy
Zyy
'yy
Iyy
Zyy
'yy
Iyy
Zyy
'yy
em'
em'
em
em'
em'
em
em'
em'
em
15.0
4742.3
316.2
8.29
17.5
6143.1
378.0
9.44
6889.4
420.1
9.40
7739.5
467.1
9.37
20.0
7759.3
443.4
10.61
8716.6
493.9
10.57
9805.8
550.3
10.55
22.5
9591.1
511.5
11.79
10787.4
570.8
11.76
12147.5
637.0
11.74
25.0
11638.3
581.9
12.99
13101.8
650.2
12.96
14764.8
726.6
12.94
27.5
13901.1
654.2
14.20
15659.9
731.8
14.17
17657.5
818.6
14.15
30.0
16379.3
728.0
15.41
18461.6
815.1
15.39
20825.8
912.6
15.37
35.0
21982.3
879.3
17.85
24795.8
985.9
17.83
27988.8
1105.4
17.82
40.0
28447.3
1034.4
20~1
32104.6
1161.1
20.29
36253.8
1303.2
20.28
CIoC
of Beams
S
em
Inertia
Radius
of
Gyration
(Continued)
56
SmELTABLES
y
TABLE 15
(Contd.)
TWO JOISTS OF SAME SIZE LACED
OR BATTENED (COLUMNS)
s+--l
x-llj--'- ... --hl--X
~---~~---~
y
Deolgnotlon
ISHB 200
ISHB 200
ISHB 225
W kg
N
37.3
365.9
40.0
392.4
43,1
422.8
Weight per Metre, 1<g
·N
74.6,
731.6
80.0
784.8
sectional" Area, cm 2
9s.o6
.
101.88
88.2
845.6.
109.88
Moment of Inertia, l~cm4
7216.8
7443.6 '
ModiJlus of Section ZKJ(I cm 3 .
721.6
744.4
938.6
Radius of Gyration"'m em
8.71
8.55
9.80
Moment
01
Modultis
Inertia
section
Radius
01
Gyration
S
'w
Zw
em
em'
em3
20.0
11442.3
572.1
10.97
22.5
13967.8
657.3
25.0
16790.5
27.5
Spacing
Between
of
Moment . Modulus
01
01
10559.0
Radluo
Moment
of
Modulus
Of
Radjus
01
Inertia
Section
Gy"roIion ,
In_
SocIIon
of
Gyrotion
'w
Iw
Zw
'w
J,y
Zw
'w
em
em'
em3
em
em'
em
em
12.12
14883.3
697.6
t2.09
18814.4
738.4
12.30
746,2
13.29
17907.9
792.9
13.26
18876.4
836.9
13.45
19910.3
836.3
,14.47
21250.6
891.6
14.44
23481,.9
939.3
14.62
30.0
23327:3
933.1
15.88
24912.1
993.1
15.64
27430,7
,104s.o
15.60
35.0
31052,5
1129.2
18,07
, 33189.9
1203.2
16.05
36388.4
1264.6
18.19
40.0
39988,3
1332.2
20.50
42741.1
1420.7
20.46
46659.7
1493.1
20.61
45.0
50088.5
1540.6
22.95
S388S.9
1643.9
22.93
88334.4
1726.4
23.04
50.0
61359.3
1753.1
25.40
68884.1
1871.6
25.39
71362.7
1969.2
25.49
C1o.O
01 Beam
3
55.0
60.0
(Continued)
TWO JOISTS
OF SAME SIZE LACED OR BATIENED
57
y
TABLE 15
5
X
...
(Contd.)
TWO JOISTS OF SAME SIZE LACED
OR BATTENED (COLUMNS)
X
---~--y
ISHB 225
l'iHB 250
ISHB 250
ISHB 300.
46.8
. 459.1
51.0
500.3
54.7
536.6
58.8
576.8
93.8
918.2
102.0
l00o.s
109.4
1073.2
117.6
1153.8
119.32 .
129.92
139.42
.149.70
10957.8
15473.0
15967.8
25090.4
974.0
1237.8
1277.4
1672.6
9.58
10.91
10.70
12.95
Moment
'Inertia
"
Modulus
of
Section
RadiuS'
'"
Moment
01
Modulus
Radius
'"
Gyration
'"
Momen.
01
Inertia
ModulUS
Radius
01
Gyration
Moment
of
Inertia
Z"
'"
em"
em
'"
section
Gyration
Inertia
SectIOn
\.r
z",
'"
I"
z",
'"
I"
em'
em"
em
em'
em"
em
em'
21436.9
898.6
13.40
24222.5'
968.9
13.65
25352.1
1009.8
14.58
28485.5
1085.2
14.61
303Il2.'
1153.3
29840.1
1124.6
15.76
33154,5
1205.6
15;97
35392,9
39334.9
1393.2
16.16
43710.5
.1457.0
18.~4
50521.1
1811.3
20.58
55890.5
1719. 7
83198.9
1888.6
23.01
69694.5
n368.1
2126.1
25.46
65122.5
Modulus Radius
of
section Gyration
'"
'"
Z"
'"
em'
em"
em
27771.8
1111.1
13.62
14.76
32689.8
1245.3
14.78
1282.8
15.93
38069.6
1384.4
15.95
46720.7
1552.4
18.31
50232.8
1674.4
18.32
20.7'
59791.'
1834.4
20,71
64267.1
1977.5
20.72
1991.3
23.18
74604.7
2125.6
23.13
80172.8
2290.7
23.14
2269.9
25.60
91160.9
2424.8
25.57
97949.6
2812.0
25.58
117597.6
2939.9
26.03
139117.1
3273.3
30.48
(Continued)
58
STEEL TABLFS
TABLE 15
y
(Conld.)
TWO JOISTS OF SAME SIZE LACED
OR SATTENED (COLUMNS)
y
Deslgnstlon
ISHB 300
ISHB 350
ISHB 350
63.0
618.0,
67.4
661.2
72.4
710.2
N
126.0
1236.1
134.8
1322.4
144.8
1420.5
Sectional Area, cm 2
160.50
171.82
184.42
39605.6
W,
k9
N
Weight per Metre, kg
4
25900.4
36319,4
Modulus of Section, Z'JQlIcm 3
1726.6
2189.6
2263.2
Radius of Gyration, r)(XI em
12,70
14,93
14.65
Moment of Inertia, I"X' em
..$pacing
Moment
Modulus
Radius_,
Moment
Modulus
Radius
Moement
Modulus
Between
C to C
01
01
01
01
01
01
01
Inertia
Section
Gyration
Inertia
01
Section
Gyration
lnerlla
Section
of Beams
S
Iyy
Zyy
'yy
Iyy
Zyy
'yy
Iyy
'yy
em'
em'
em
em'
em'
em
...'
Zyy
em'
em
em
25.0
31749,7
1270,0
13.59
Radius
of
Gyration
27.5
34837.9
1322.6
14,77
37387.5
1424.3
14.75
39887.9
1514.3
14.71
30.0
40605.8
1471.8
15.91
43562.3
1584.1
15.92
46515.5
1686.0
15.88
35.0
53646.5
1782.9
18.28
57522.7
1917.4
18.30
61499.7
2043.9
18.26
40.0
686if·3
2107.8
20.69
73630.8
2265,6
20.70
78789,0
2417.6
20.67
45.0
85746.5
2443.6
23.11'
91886,7
2625.3
23.13
98383.7
2803,8
23.10
50.0
104805.8
2788.1
25.55
112290.3
2994.4
25.56
120283.5
3199.9
25.54
55.a·
125871.5
3139.7
28.00
134841.7
3371,0
28.01
144488.7
3604.1
27.99
60.0
148943.3
3497.1
30,46
159540.8
3753.9
30.47
17a999.0
4015,0
30.45
65.0
70.0
(ConUnued)
TWO JOISTS OF SAME SIZE LACED OR BATTENED
y
5
x
59
TABLE 15
TWO JOISTS OF SAME SIZE LACED
OR SATIENED (COLUMNS)
x
....
(Contd.)
--l-y
ISHB 400
ISHB 400
ISHB 450
ISHB 450
77.4
759.3
82.2
906.4
87.2
855.4
92.5
907.4
154.8
1518.6
164.4
1612.8
174.4
1710.9
185.0
1814.8
197.32
209.32
222.28
235.78
56167.0
57647.0
78421.8
80699.8
2808.4
2888.4
3485.4
3588.6
16.87
16.61
18.78
18.50
Modulus
of
Section
Zyy
Radius
Moment
Modulus
Radius
of
Gymlion
of
of
of
Inertia
'yy
Moment
of
Inertia
Iyy
'yy
Iyy
Zyy
'yy
em
em'
em 3
em
em'
em3
em
40701.7
1628.1
13.53
14.69
47995.3
1828.4
'4.69
50667.2
1924.7
14.66
1909.8
15.86
55963.5
2035.6
15.87
59140.5
2144.7
15.84
69610.2
2316.5
16.24
74043.7
2468.1
18.25
78297.6
2603.4
18.22
20.68
89293.9
2741.2
20.65
948625
2919.5
20.68
100402.0
3082.2
20.64
3010.0
2~Ul
111534.2
3179.9
23.08
118499.7
3365.7
23.09
125453.6
3576.7
23.07
128781.6
3434.2
25.!l1i
136390.9
3629.8
25.53
144895.5
3883.9
25.53
153452.5
4083.9
25.51
154679.9
3867.0
26.00
163864.2
4088.9
27.98
174069.7
4351.7
27.99
184398.6
4601.3
27.97
lB3044.6
4306.9
30.46
193953.9
4555.6
30.44
206022.5
4847.6
30.44
218292.0
5127.2
30.47
213875.9
4752.6
32,02
226600.2
5028.5
32.91
240753.7
5350.1
32.91
2551326
5660.2
32.89
247173.6
5203.7
35.39
251982.9
5506.7
35.38
278263.5
5858.2
35.38
294920.5
6199.1
35.37
Modulus
Radius
01
of
Moment
of
Modulus
of
Radius
of
Inertia
_n
Zyy
Gyration
Inertia
Gyration
'yy
Iyy
Section
Zyy
em 3
em
em'
em3
36267.9
1451.5
13.56
42762.4
1629.0
14.72
45140.5
171.7
49853.6
1812.9
15.89
52662.9
65885.9
2196,2
18,27
84384.6
2596.5
105349.9
Moment
Iyy
i
cm 4 ,
01
Section Gyration
Note : The properties given in this Table are based on the gross area of the section.
60
STEEL TABLES
y
TABLE 16
TWO CHANNELS OF SAME SIZE
LACED OR BATTENED (COLUMNS)
s
• -tt--
-)(
y.
oe8111""tlon
ISJC 100
ISJC 125
ISJC 150
Weight, kg
N
It.6
113.8
15.8
155.0.
19.8
194.2
Ate.. em'
Moment of-Inertia 'lOP
Modulus of 8ec;:tion ~J(>
14.82
20.14
25.30
4
247.6
540.0
942.2·
cm 3
49.6
86.4
125.8
cm
Radius of Gyration 'lOC> em
4.09
Spacing
Moment
Modulus
. Radius
Between'
of
of
Seotlon
Inema
Radius
Moment
ModUlUs
Radius
of
of
of
of
of
Inertia
.Gyration
Inertia
Gyration'
Iyy
SectiOn
Zyy
of
Sectkm
'yy
I"
Zyy
'yy
em'
em'
em
em'
em'
em
.105.6
21.1
23.5
2.29
2,47
2.67
2.87
145.5
.168.1
193.8
222.7
265
123.3
143.6
2.40
2.58
3.09
254.6
290.0
328.4
370.0
Iyy
Zyy
cm 4 .
em'
em
0.0
58.8
5.0
70.1
10.0
83.3
963
13.1
14.8
16.7
18.7
1.99
2.16
2.37
2.58
2.79
3.01 .
S
mm
15~O
20.0
25.0
30.0
35.0
40.0
45.0
50.0
60.0
70.0
80.0
90.0
2O.9
23.3
25.7
166.4
26.1
28.9
32.0
2M
3.45
191.8
219.6
250.0
282.9
3.88
318.2
3.0:2
356.2
255.2
30.9
33.7
36.5
4.~5
396.5
38.5
41.9
45.5
49.1
52.9
316.7
42.2
385.6
462.11
482
485.0
583.5
60.6
68.6
54.3
545.7
606
4.62
5.10
5.58
8.07
6.56
692.0
810.7
939.4
115.2
133.9
154.4
176.9
201.1
221.2
3.23
100~O
638.6
67.0
120.0
140.0
841.3
1075.5
80.1
160.0
180.0
200.0
1339.3
107.1
120.9
134.9
9.51
10.50
11.49
148.9
163.1
12.48
13.47
14.47
15.47
16.46
1632.1
1955.8
220.0
240.0
260.0
280.0
300.0
2308.5
320.0
340.0
4516.7
5047.3
360.0
5607.5
380.0
6197.3
400.0
6816.8
2690.9
3102.9
3544.5
4015.8
93.5
In.3
191.6
205.9
220.3
234.8
249.2
263.7
278.2
6.10
MOdulus
Gyration
'yy
Webs
5.18
Moment
7.53
6.52
17.46
18.46
19.45
20.45
"21.45
35.1
3.30
3.52
3.75
3.98
4.21
323
35.6
39.6
43.0
2.77
2.91
3.17
3.39
46.9
3.60
51.0
3.82
414.7
55.3
462.6
59.7
64.2
4.05
4.38
4.44
513.6
4.91
625.2
749.4
886.3
65.3
5.38
5.88
6.34
7-6.9
29.2
of
73,6
83:3
93.3
4.51
4.97
5.44
5.92
6.40
93.9
6.83
11-98.0
103,6
114.1
111,5
7.81
15603
1357
7.85
8.79
157.9
180.5
6.83
9.77
1973.2
2436.7
2331,4
129.6
147.9
166.5
10.76
2950.6
203.5
2780.2
165.3
11.75
351~
2286
204.3
223.4
242.7
1aU
4130.8
13.73
14.73
4796,7
5513.2
250.3
274.1
262.0
15.72
8280.3
281.4
18.72
7098.0
300.9
320.4
340.0
17.71
18.71
19.70
7966.3
8885.'1
9654.6
370.5
394.9
359.6
379.3
20.70
10874.7
11945.4
44:'\.9
468.4.
1227.0
1554.6
1923.0
3269·2
3798.4
4388.0
4977.8
5628.0
6318.4
7049.0
7620.0
8631.2
9482.6
21.70
1035.6
298.0
322.1
346.2
419.3
8.68
9.81
10.80
11.79
12.78
13.77
14.76
15.76
16.75
17.74
18.74
19.74
20.73
21.73
IConMued)
TWO CHANNELS OF SAME LACED OR BAITBNBD (COLUMNS)
y
•.. -_ ... __ ..
-.~_.-
s
TABLE 16 (Contd)
..
TWO CHANNELS OF SAME SIZE
LACED OR BATTENED (COLUMNS)
-x
x-*-
61
y
Designation
ISJC( 175
Weight, kg
22.4
219.7
N
ISJC 200
ISJC 75
11.. 4
111 ;8
27.8
272.7
35.54
Moment of Inertia
1439.8
2322.4
132.2
3
164.6
232.2
35.2
Modulus of section Zxx> cm
Radius of Gyration
14.52
/)(> em4
'xx>
em
8.08
7.11
3.02
Spacing
Moment
Modulus
Between
01
Inertia
Iyy
01
Section
Zyy
Tyy
'K)'
Zyy
fry
Iyy
Zyy
Tyy
an'
an 3
em
an'
an 3
em
an'
an 3
an
43.8
2.94
47.4
3.11
49.5
80.2
51.0
55.7
85.1
3.29
3.46
3.88
3.89
12.4
14.2
18.2
70.2
4.10
87.0
103.2
121.2
140.9
162.5-
{85
2.04
2.24
2.45
2.67
2.89
3.12
3.35
3.58
Webs
S
mm
0.0
5.0
10.0
25.0
188.2
214.9
245.2
279.0
316.4
357.3
30.0
401.8
15.0
20.0
35.0
449._
40.0
45.0
50.0
501.5
556.7
615.4
60.0
70.0
60.0
743.6
886.0
1042.6
90.0
1213.5
10();O
1398.8
120.0
1811.6
2281.5
26Oll'
140.0
160.0
1-80.0
200.0
3392.2
220.0
4730.8
240.0
260.0
260.0
300.0
5495.5
8297.2
7165.8
8091.4
320.0
340.0
360.0
300.0
400.0
9074.0
4033.0
Radius
of
Gyration
Modulus
Radius
Moment
Modulus
Radius
01
Inertia
01
01
01
Section
Gyration
of
Inertia
01
Gyration
.'
31.4
2.57
34.4
37.7
2.75
2.93
308.3
343.6
385.2
41.3
3.13
431.3
45.2
49.3
3.33
481._
538.9
598.3
660.2
60.2
75.5
4.31
728.5
80.9
88.6
92.5
4.53
104.6
117.3
130.5
67.5
72.4
3.54
3.76
3.97
4.20
4.42
4.85
82.8
5.11
1046.3
93.3
104.3
115.6
127.1
5.58
6.05
853
1231.8
1435,1
1656.1
7.01
1895.0
157.9
161.0
i98
186.6
175.5
200.6
226.1
252.1
8.95
2425.9
3028.0
9.93
'-0.91
4445.3:
246.7
277,8
11.90
5260.8
12.89
13.88
14.87
15.86
16.86
6147.0
7104.4
10403.2
17.85
11645.0
18.84
12957.9
14341.8
506.3
539.9
573.7
15796.8
607.6
17322.9
641.6
53.6
58.0
62.7
278.3
304.8
331.4
358.3
385.3
11210.0
12363.4
412.5
439.7
467.1
494.5
19.84
20.94
13573.8
522.1
21.83
10113.5
Moment
801.3
878.5
3701.1
8132.9
9232.6
144.0
72.7
Section
18.3
20.8
23.1
25.8
28.3
4,75
186.0
211.2
4.97
238.2
5.43
297.8
364.5
438.8
519.9
608,5
67.6
807.4
60.7
94.1
5.89
8.35
883
7.30
31.0
33.8
38.8
3.81
42.5
4.53
48.8
54.8
5,01
61.2
8.26
_.23
1035.4
309.4
10.20
11.18
12.17'
1292.4
1578.4
1893.5
341.5
13.15
14.14
2237.6
2610.8
3013.0
149.2
373.9
406.8
439.6
472.9
3444.2
3904.5
191.3
205.5
4393.8
4912.2
,5459.6
6038.1
219.7
218.3
15,13
16,12
17.11
18.10
10.09
20.09
21.08
22.08
6641.5
107.7
121.4
135.3
163.2
177.2
233._
248.2
262.4
276.7
4.05
5.50
5.98
6.47
7.46
8.44
9.43
10.43
11.42
12.41
13.41
14.41
15.40
16.40
17.40
18.39
19.39
20.39
21.39
(Crmrinued)
f
62
STEEL TAB.LES
,.
TABLE 16 (Con/d)
Y
--.r---------
--
s-
•
0: :
~
TWO CHANNELS OF SAME SIZE
LACED OR BATIENED (COLUMNS)
.
-.-x·
: - ':
t:-- ---_
y
Deslg"ation
Weight,Kg
N
Area,cm 2
i'i,
Moment Of, tnertia
Mod.ulus of Section
'u' cm
ISLC100
ISLC 125
15.8
155.0
ISLC150
21.4
209.9
20.04
28.8
282.5
27.34
38.72
4
329.4
713.6
1394.4
ZAA cm 3
65.9
114.2
186.0
Radius of Gyration 'JI1' em
4.08
5.11
6.16
Spacing
Between
Moment
Modulus
Radius
of
ot
Radius
of
Moment
of
Moment
ot
Mo<!ulus
of
Webs
Inertia
Section
Gymtion
Inertia
Section
Gyration
Inertia
S
mm
em'
'"
em'
'"
em'
I"
~
em
'"
0.0
5.0
10.0
102.2
119.7
139.7
22.8
15,0
.162.2
20.0
25.0
30.0
35.0
40.0
45.0
50.0
60.0
70.0
80.0
90.0
100.0
120.0
140.0
187.2
214.7
244.7
277.2
312.2
349.7
389.8
477.3
574.9
682.6
800.2
927.8
1213.2
153R7
1904.2
2309.8
2755.5
3241.3
3767.1
4333.0
4939.0
5585.1
6271.3
6997.6
7763.9
8570.3
9416.8
35.1
38.2
41.5
45.1
49.0
52.9
57.1
61.5
66.0
70.6
75.3
85.2
95.4
105.9
116.7
127.8
150.5
174.0
198.0
222.4
247.1
'272.2
297.5 .
323.0
348.7
374.6
400.5
426.6
452.8
479.'1
505.5
2.89
3.07
3.30
3.46
3.66
3.87
4.09
4.31
4.53
4.75
4.98
5.44
5.91
6..38
6.85
7.33
8.30
9.27
10.25
12.28
12.21
13.20
14.19
15.18
16.17
17,16
18.16
19.15 20.14
21.14
22.13
160.~
180.0
200.0
220.0
240.0
260.0
280.0
300.0
320.0
340.0
360.0380.0
400.0
Z"
20.4
25.4
28.2
31.2
34.4
37.6
41.1
44.6
48.2
52.0
59.7
67.6
75.8
84.2
92.8
110.3
128.2
1A6.5
165.0
183.7
202.6
221.6
240.7
259.9
279.3
298.6
. 318.1
337.6
357.1
376.7
em
2.26
2.44
2.54
2.84
3.08
3.27
3.49
. 3.72
3.95
4.18
4.41
4.88
5.36
5.84
6.32
6.80
7.78
8.76
9.75
10.74
11.73
12.72
1:171
14.70
15.70
16.69
17.69
18.69
19.68
20.68
21.68
228.2
.257.8
290.8
327.2
367.,1
410.3
457.0
507.1
560.6
617.6
677.9
808.9
953.5
1111.8
1253.8
1469.4
1881.7
2348.7
2870.3
3448.6
4077.7
4763.3
550:17
6298.8
7148.5
8052.9
9012.0
10025.7
11094.2
12217.3
13395.1
Modulus
of
Radius
Section
Zn
,::'Ylalion
em'
cril'
em
414,4
55.3
5904
63.9
68.6
73.6
78.9
3.36
3.54
3.73
3.93
4.13
84.4
4.55
4.76
4.98
5.20
5.43
5.88
6.34
6.81 '
7.28
7.75
8.71
9.68
10.65
11.62
12.61
13.59
14.57
15.56
16.55
17.54
18.38
19.52
20.52
21.51
22.51
of
'"
460.4
511.0
566.1
625.9
690.3
759.2
'832.7
910.9
993.6
1080.9
1269.2
1476.0
1701.1
1944.5
2206.3
2785.0
3437.2
4162.8
4961.8
5834.3
6780.2
n99.5
8892.3
10058.5
11298.2
12404.9
13997.9
15457.8
1699.1.3
18508.1
90.0
95.9
101.9
108.1
120.9
140.6
147.9
162.0
176.5
206.3
237,0
268.6
300.7
333.4
366.5
400.0
433.8
467.8
502.1
527.9
571,3
606.2
541.2
676.3
01
i~.y
4,:14
(Continued)
63
TWO CHANNELS OF SAME LACED OR BATIENBD (COLUMNS)
.
--.--
't
~ ·"-··~t:
•
-' . . .-J. -..
..
(Con/d.)
TWO CHANNELS OF SAME SIZE
LACED OR BATIENED(COLUMNS)
-x
•
-~--_
TABLE 16
-_.-
y
De.lgnatlon '
Weigh~
ISLC 175
ISLC 200
'ISLC 225
35.2
345.3
41.2
404.2
48.0
470.9
kg
N
Area,cm 2
44.80
52.44
61.06
Moment of Ine~a lXJ(fcm 4
2296.8
3451.0
5095.8
Modulus of Section ZJO(J cm 3
262.6
345.2
453.0
Radius 01 Gyration '.ncm
7.16
8.11
9.14
Moment
Modulus
of
Radius
of
Moment
of
Modulus
of
Radius
of
SedlO\'
Gyration
f yy
In_
Section
Iyy
Zyy
Gyration
f yy
Spacing
Between
Webs
S
mm
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
60.0
70P
80.0
90.0
100.0
120.0
140.0
160.0
160.0
200.0
220.0
240.0
260.0
280.0
300.0 .
i 320.0
'. 340.0
360.0
380.0
400.0
450.0
500.0
of
Inertia
Iyy
em'
511.0
567.6
829.1
697.5
770.9
849.8
934.4
1024.6
1120.3
1221.7
1328.6
1559.4
1812.5
llQ8a.o
2385.9
2108.2
3414.1
4211.5
1lO911.8
!107M
7141.4
8297.3
lI$42.7
10877.8
12302.4
13816.1
18420.5
17113.9
18897.0
20759.6
22731.8
Zyy
em'
68.1
73.2
78.7
84.5
90.7
97.1
103.8
110.8
117.9
125.3
132.9
148.5
164.8
181.6
198.8
216.5
252.9
290.5
328.9
368.3
408.1
448.5
489.4.
530.6
572.9
614.1
656.2
698.5
741.1
783.8
826.5
em
3.38
3.56
3.75
3.95
4.15
4.36
4.57
4.78
5.00
5.22
5.45
5.90
6.36
6.83
7.30
7.77
8.73
9.70
10.67
11.64
12.83
13.61
14.59
15.58
16.57
17.56
18.55
19.54
20.54
21.53
22.53
em'
583.4
648.3
719.7
797.7
882.3
973.4
1071.1
1175.3
1286.1
1403.4
1527.3
1794.8
2088.4
2408.3
2754.4
3126.7
3950.0
4878.2
5911.3
7049.3
8292.1
9639.8
11092.4
12649.8
14312.2
16079.4
17951.5
19928.5
22.10.4
24197.1
26488.8
em'
em
77.8
83.6
90.0
96.7
103.8
111.2
119.0
127.1
135.4
143.9
152.7
170.9
188.9
209.4
228.5
250.1
292.6
336.4
381.4
427.2
473.8
521.1
568.8
617.1
665.7
714.6
763.9
813.4
863.2
913.1
963.2
3.34
3.52
3.70
3.90
4.10
4.31
4.52
4.73
3.95
5.17
5.40
5.85
6.31
6.78
7.25
7.72
8.68
9.64
10.62
11.69
12.57
13.56
14.54
15.53
16.52
17.51
18.50
19.49
20.49
21.48
22.48
Moment
of
Inertia
Iyy
em'
788.5
867.4
954.0
1048.2
1150.0
1259.4
1376.5
1501.2
1633.6
1773.6
1921.2
2239.3
2587.9
2867.1
3376.8
3817.1
4788.2
5883.4
7099.7
8438.1
9898.7
11481.3
13186.1
15013.0
16962.1
19033.2
21226.5
23541.9
25979.4
28539.1
31220.8
38459.5
46481.4
Modulus'
of
Section
Zyy
em'
87.6
83.C
100.4
107.5
115.0
122.9
131.1
139.6
148.5
157.6
167.1
186.6
207.0
228.2
250.1
272.6
319.7
367.7
417.6
468.8
521.0
574.1
827.9
682.4
737.5
793.1
849.1
905.5
962.2
1019.3
1076.5
1220,9
1366.5
Radius
of
Gyrallon
f yy
em
3.59
3.77
3.95
4.14
4.34
4.54
4.75
4.96
5.17
5.39
5.61
6.06
6.51
6.97
7.44
7.91
8.86
9.82
10.78
11.76
12.73
13.71
14.70
15.68
16.87
17.66
18.64
19.64
20.62
21.62
22.61
25.10
27.58
(Continued)
64
STEEL TABLES
....-.·t·.--Y
.
--
S
•
TABLE 16 (Contd)
-~.
TWO CHANNELS OF SAME SIZE
LACED OR BATTENED (COLUMNS)
.
---x
.- .. --. .... J..-- ... --.
y
Designation
ISLC 250
ISLC 300
ISLe: 350
Wei9 ht k9
N
56.0
549.4
66.2
649.4
77.6
761.3
Area, cm 2
71.30
84.22
96.94
Moment of Inertia IJOP cm 4
7375.0
12095.8
18625.2
Modulus of Section Zxxocm2
590.0
808.4
1084.2
Radius of Gyration r10<' em
10.17
Spacing -
Between
Webs
S
mm
0_0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
60.0
70.0
80.0
90.0
100.0
12q.O
140.0
160.0
180.0
200.0
220.0
240.0
260.0
280,0
300.0
320.0
340.0
360.0
380.0
400.0
450.0
500.0
550.0
600.0
/
Moment
Modulus
R&dius
of
Inortia
of
section
of
Gyration
Iyy
z",
em4
1116.6
1217.3
1326.9
1445.4
1572.9
1709.3
1854.5
2006.7
2171.8
2343.8
2524.8
2913.3
3337.6
3797.5
4293.0
4824.2
5993.5
7308.4
8759.9
10357.1
12096.8
13979.1
16004.0
18171.5
20481.7
22934.4
25529.7
28267.6
31148.1
34171.3
37337.0
.45875.2
55304.6
em 3
111.7
118.8
126.4
134.5
143.0
151.9
161.3
171.0
181.0
191.3
202.0
224.1
247.2
271.2
298.1
321.6
314.6
429.7
486.7
545.1
604.8
665.7
727.5
790.1
853.4
917.4
961.9
1046.9
1112.4
1178.3
1244.6
1411.5
1580.1
'yy
em
3.96
4.13·
4.31
4.50
4.70
4.90
5.10
5.31
5.52
5.73
5.95
6.39
8.84
7.30
7.76
8.23
9.17
10.12
11.08
12.05
13.03
14.00
14.98
15.96
16.95
17.93
18.92
19.91
20.90
21.89
22.68
25.37
27.85
11.98
Moment
of
Inertia
Modulus
Iyy
em4
z",
1239.8
1:)52.3
1475,5
1609.2
1753.4
1908.1
2073.4
2249.2
2435.6
2632.4
2839.8
3286.2
3774.7
4305.2
4877.9
5~.8
Q648.7
8373.1
10085.9
11927.2
13956.9
16155.0
18521.6
21056.6
23760.1
28632.0
29672.3
32681.1
3625a3
39804.0
43518.1
53540.3
64615.2
76742.9
89923.3
of
SeclIon
em3
124.0
131.9
140.5
149.7
159.4
159.6
180.3
191.4
203.0
214.9
227.2
252.8
279.8
307.5
336.4
366.2
428.0
492.5
559.2
627.7
697.8
789.3
841.9
915.5
990.0
1065.3
1141.2
1217.8
1294.9
1372.6
1450.6
1647.4
1846.1
2046.5
2248.1
13.72
Rad'"
01
Gyndion
'yy
em
3.84
4.01
4.19
4.37
4.58
4.78
4.98
5.17
5.38
5.59
5.81
6.25
6.69
7.15
7.61
8.08
9.02
9.97
9.93
11.90
12.87
13.85
14.83
15.81
18.60
17.78
18.77
19.76
20.75
21.74
22.73
25.21
27.70
30.19
32.68
Moment
ModulUS
Radius
of
Inertia
01
Section
01
Gyndion
Zyy
em3
136.4
145.3
155.0
165.3
176.3
188.0
200.2
212.9
226.1
239.8
254.0
263.5
314.4
345.7
380.2
414.8
488.7
561.8
. 639.5
719.5
801.3
684.8
959.7
1055.8
1143.0
1231.1
1320.1
1409.8
1500.2
1591.1
1682.6
1913.3
2146.4
2381.4
2617.9
em
3.71
3.88
4.06
4,24
4.43
4.62
4.82
5.03
5.24
5.45
5.66
6.10
6.55
7.00
7.46
7.93
8.87
9.62
10.79
11.75
12.73
13.70
14.86
15.87
18.65
16.84
18.63
19.61
20.60
21.60
22.59
25.07
27.56
30.04
32.53
Iyy
em4
1363.9
1459.3
1627.0
1777.2
1939.7
2114.6
2301.8
2501.4
2713.4
2937.7
3174.5
3685.0
4245.0
4854.5
5513.4
6221.8
1187.0
9550.1
11511.1
13670.0
16026.8
1.5561.4
21333.9
24284.3
27432.6
30778.7
34322.7
33064.7
42004.4
46142.1
50477.7
62182.3
75123.6
89301.7
104716.6
'yy
(Continued)
-------~----,_
... ,'
65
TWO CHANNElS OF SAME LACED OR BATTENED (COLUMNS)
.-----t·.. .
Y
TABLE 16 (Con/d)
- - - -_.
s
•
-~
.
TWO CHANNELS OF SAME SIZE
LACED OR BATIENED (COLUMNS)
--x
. .. J. -
......
-
... --.- ..
y
Designation
ISLC 400
ISMC 75
ISMC 100
Weight, k~
91.4
696.6.
13.6
133.4
16.4
180.5
Area. cm 2
116.50
17.34
23.40
4
27979.0
152.0
373.4
Modulus of section Z)(J(I em3
1399.0
40.6
74.6
15.50
2.96
4.00
Moment of Inertia t/tl(l cm
Radius of Gyration
Spacing
Between
Webs
S
mm
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
80.0
70.0
80.0
90.0
100.0
120.0
140.0
160.0
180.0
200.0
220.0
240.0
260.0
260.0
300.0
320.0
340.0
360.0
360.0
400.0
450.0
500.0
550.0
600.0
Moment
of
Inertia
Iyy
em'
1569.7
1714.4
1673.7
2047.6
2236.0
2439.0
2656.6
2888.7
3135.4
3396.7
3672.5
4267.6
4921.4
5633.2
6403.2
7231.6
9062.9
11H!7.3
13424.7
1tl!l86.1
111718.5
21714.6
24!l44.2
21Wl8.8
32joM
31103Q.4
40191.7
44tl!l6.1
49213.5
84073.9
tl!l187.3
72920.1
86129.2
104794.5
122916.1
f)(XI
em
-
Modulus
Radius
of
of
Z"
em'
1~7.0
H17.3
176.4
190.5
203.3
216.6
231.0
245.6
261.3
277.3
293.8
328.3
384.5
402.4
441.6
482.1
588.4
654.5
745.6
639.7
935.9
1034.0
1133.6
1235.1
1337.6
1441.2
1545.8
1851.3
1757.6
1684.6
1972.2
2243.7
2516.0
2794.5
3072.9
GytllIion
'yy
em
3.67
3.64
4.0.1
4.19
4.36
4.56
4.76
4.96
5.19
5.40
5.61
6.05
6.50
6.95
7.41
7.66
6.62
9.77'
10.74
11.70
12.66
13.65
14.63
15.82
16.60
17.59
16.57
19.56
20.55
21.54
22.54
25.02
27.50
29.99
32.48
Moment
of
Inertia
'w.
em
55.0
67.4
82.0
98.6
117.7
136.6
182.1
187.6
215.2
245.0
276.9
347.3
426.4
514.1
610.5
715.6
951.6
1222,6
1528.2
1688.4
2243.3
2652.6
3097.1
3578.0
5089.8
4637.9
4220.9
5638.5
6490.9
7177.9
7689.6
"C_
Modulus
of
Radius
Moment
Modu~
01
of
of
Radius
01
Section
OV-
Inertia
Section
OV_n
Zyy
'yy
'w..
~
em'
13.7
15.9
16.2
20.6
23.5
26.4
29.5
32.6
35.9
39.2
42.6
49.6
56.9
84.3
71.6
79.5
95.2
111.1
127.3
143.7
160.2
176.9
193.6
210.4
227.2
244.1
281.0
276.0
295.0
312.1
329.1
em
1.76
1.97
2.17
2.39
2.61
2.63
3.06
3.29
3.52
3.76
4.00
4.46
4.98
5.45
5.93
6.42
7.41
6.40
9.39
10.36
11.37
12.37
13.36
14.36
15.36
16.35
17.35
16.35
19.35
20.35
21.34
em
106.6
125.9
148.2
173.4
201.6
232.6
266.6
303.5
343.4
388.1
431.6
532.0
643.6
787.4
902.6
1049.6
1376.6
1754.4
2177.0
2646.4
3182.6
3725.6
4335.4
4982.0
5695.4
8445,6
7242.6
6068.4
6977.0
9914.5
10896.7
21.3
24.0
27.0
30.2
33.6
37.2
41.0
45.0
49.1
53.3
57.6
88.5
75.7
85.3
95.0
105.0
125.3
145.2
187.5
169.0
210.6
232.9
255.0
277.3
289.6
322.3
344.9
387.6
390.3
413.1
435.9
'yy
em
2.13
2.32
2.52
2.72
2.94
3.15
3.36
3.60
3.63
4.06
4.30
4.77
525
5.73
6.21
6.70
7.66
6.86
9.65
10.63
11083
12.82
13.61
14.61
15.60
16.60
17.59
16.59
19.59
20.56
21.!l8I
- (Conffnued)
STEEL TAIlLFS
66
.....---t··_..
Y
TABLE 16 (Contd)
. - - -_.
.
s
•
. ... J----.. _--
TWO CHANNELS OF SAME SIZE
LACED OR BAlTENED (COLUMNS)
-x
...-. __ ..
~
y
o.algna80n . ISMC 125
Waight, kg
25.4
249,2
32.8
321.8
38.2
374.7
Area, cm 2
32.38
41.78
48.78
4
832.8
1558.8
2448.8
z,., em'
133.2
207.8
279.8
Modulus 01 Section
Radius of Gyration fa. em
Spacing
ModulUs
Radius
of
Section
of
Inertia
Section
of
Gyndion
Zyy
f yy
Iyy
Zyy
f yy
Webs
of
Inertia
S
Iyy
em'
241.7.
275.1
312.6
354.1
399.7
449.3
503,0
580.7
622.5
668.3
758.1
910,0
1078.0
1262.3
1462.7
1679,3
2181.2
2707.7
3319.1
3995.2
4738.0
5541.6
6412,0
7374.1
8347,0
9411.7
10541.1
11735.3
12994.2
14317.9
15706.4
7.08
8.11
Moment
of
Modulus
0.0
5.0
10.,0
15.0
20,0
25.0
30.0
35,0
40.0
45.0
50.0
60.0
70.0
80.0
90,0
100.0
120.0
140.0
160,0
180.0
200.0
220,0
240.0
260.0
280.0
300.0
320:0
340.0
360,0
380.0
400.0
5.07
Rod...
of
Gyration
Moment
mm
ISMC 175
N
Moment of Inertia Ixx • cm
_en
ISMC 150
em'
em
37.2
40.8
44.7
48.8
53.3
58,0
62,9
68.0
73.2
78,7
84.2
95.8
107.8
120,2
133,0
148.0
172.9
200.6
228.9
257.8
287.0
318.7
348.6
378.2
407.2
437.8
486.5
499,4
530,4
561.5
592.7
2.73
2.91
~11
3,31
3.51
3.72
3,94
4.16
4.38
4,61
4.84
5.30
5.77
6.24
6.72
7.20
8.17
9.14
10.12
11.11
12.09
13.08
14.07
15.09
16.06
17.05
18,04
19.04
20,03
21.03
22.02
em'
410.4
459.4
513.6
57:3.0
637.6
707.4
782.5
862,8
948,3
1039,0
1134,8
1342,5
1570.9
1820.2
2090.4
2381,5
3028.3
3754.8
4568.4
5481.7
8440.8
7502.9
8648.8
9878,2
11191,2
12587.6
14067.6
15631.1
17278,1
19008.6
20822,7
em'
54.7
59.3
64,2
69.4
75.0
80.8
86.9
93.3
99.8
106.6
113.5
127.9
142.8
158.3
174.2
190.5
224.2
258.9
294.8
331.0
388.0
405.8
443.5
481.9
520.5
559.4
598..6
638.0
677.6
717.3
757.2
em
3.13
3.32
3,51
3.70
3.91
4,12
4.33
4,55
4.77
4.99
5.21
5.67
8.13
6.60
7.08
7.55
8.51
9.48
10.46
11.44
12.42
13.40
14.39
15.38
16,37
17.36
18.35
19,35
20,34
21.34
22.33
Moment
of.
Modulus
of
Inertia
_n
Iyy
~
em'
478.0
534.7
597.5
666.3
741.3
822.4
909.5
1002.8
1102.1
1207.6
1319.1
1560.5
1828.2
2116.3
2430.8
2769.7
3520.8
4369.0
5315,0
6358.5
7499.4
8737,9
10074,0
11507.5
13038.6
14867.2
16393,3
18218.9
20138.0
22156.7
24272.9
cm
Radius
of
Gyration
f yy
3
63.7
69,0
74,780.8
87.2
94,0
101.1
108,4
116.0
123.9
131.9
148.6
166.0
184.0
202.6
221,6
260,8
301.3
342.9
385.4
428.5
472,8
516.6
561.3
606.9
651.9
697.6
743.5
789,7
838.1
822.7
em
l13
3,31 .
3.50
3.70
3.90
4,11
4.32
4.53
4.75
4.98
5:20
5,86
6.12
6.59
7.06
7,54
8.50
9.47
10.44
11.42
12.40
13.39
14,37
15.36
16.35
17.34
18,34
19.33
20,32
21.32
22.31
(Continued)
61
TWO CHANNELS OF SAME LACED OR BATTENEl) (COl,\JMNS)
't
..... ' . ..~ : .... ,
TABLE 16 (CO/ltd.)
'
5
TWO CHANNELS OF SAME SIZE
LACED OR BATIENED (COLUMNS)
_11
11
_.;.. ·:l::......
y
Deelgnetlon
ISlIC 200
ISMC 226
LSMC 250
Weight, kg
N
44.2
433.6
51.6
506.1
60.6
596.4
Area, cm2
56.42
88.02
77.34
Moment of Inertia /10<' em"
3638.6
5369.2
7633.6
Modulus of Section Zxx, cm 3
363.6
479.0
610.6
Radius of Gyration rIOC' em
6.03
9.03
9.94
Moment
of
Inertia
Modulus
of
Radius
of
Moment
of
Modulus
of
_n
Gyration
Iyy
Inertia
Ivy
Spacing
Between
Webs
S
mm
0.0
5.0
10.0
15.0
2\).0
25.0
30·0
35.0
40:0
45.0
50.0
80.0
70.0
80.0
90.0
100.0
120.0
140.0
160.0
180.0
200.0
220.0
240.0
260.0
260.0
300.0
320.0
340.0
360:0
360.0
400.0
450.0
sao.O
I yy .
cm
4
546.5
611.2
683.0
761.9
847.8
940.7
1040.7
1147.8
1261.9
1383.0
1511.3
1788.8
2094.6
2428.6
2790.9
3181.3
4046.8
5025.1
6116.3
7320.3
8637,1
10066.8
11609.3
13264.7
15032.9
16913,9
16907.6
21014.5
23234:1
25586.5
28011.7
Zyy
cm3
72.9
78.9
85.4
92.3
99.7 .
107.5
115.6
124.1
132.8
141.9
151.1
170.4
190.4
211.2
232.6
254.5
299.8
346.6
394.6
443.7
493.5
544.2
595.3
847.1
699.2
751.7
604.6
857,7
911.1
964.8
1018,6
em
3.11
3.29
3.48
3.67
3.88
4.08
4.29
4.51
4.73
4.95
5.18
5.63
6,09
8.58
7.03
7.51
8.47
9.44
10.41
11.39
12.37
13.36
14.34
15.33
16.32
17.31
18.31
19.30
20.29
21.29
22.28
em'
723.6
803.7
892.0
988.6
1093.4
1206.4
1327.7
1457.3
1595,1
1741.2
1895.5
2228.9
2595.3
2994.7
3427.2
3892.8
4922.5
6064.5
7378.5
8804.5
10362.6
12052.7
13874.8
15829.0
17915.3
20133.5
22483.8
24988,2
27560.6
30327.0
33205.5
40979.3
49578.4
of
Radius
of
Section
Gyration
Zw
f.yy
Moment
of
Inertia
Modulus
Section
Radius
of
Gvrlrtion
Zyy
'yy
'w
em'
em"
'em
847.3
941.1
1044.5
1157.7
'1280.4
1412.9
1555.0
1706.8
1888.2
2039.3
2220.1
2810.7
3039.9
3507.8
4014.4
4559.8
5788.2
7127.3
6643.2
10313.7
12139.0
14118:9
16253.5
18542.7
20986.7
23585,3
26338,8
29246.6
32309.2
35528.6
38898.8
48005.4
58078.9
105.9
114.1
122.9
132.3
142.3
152.7
163.7
175.1
186.8
199.0
211.4
237.3
264.3
292.3
321.2
350.7
411.9
475.2
540.2
606.7
674.4
743.1
812.7
883.0
958.9
1025.4
1097.4
1169.9
1242.7
1315.8
1369.2
1573.9
1760.0
3.31
3.49
3.68
3.87
4.07
4.27
4.48
4.70
4.91
5.14
5.36
5.81
6.27
6.73
7.20
7.68
6.63
9,60
10.57
11.55
12.53
13.51
14.50
15,48
1.6.47
17.46
18.45
19.45
20.44
21.43
2243
24.91
27.40
em"
90.5
97.4
104.9
113.0
121.5
130.4
139.8
149.5
159.5
169.9
180.5
202.8
225.7
249.6
274.2
299.4
351.6
405.6
461.2
517.9
575.7
634.4
693.7
753.8
814.3
876.4
836.8
998.8
1060.6
112.3.2
1185.9
1343.8
1502.4
em
3.31
3.49
3.68
3.87
4.07
4.27
4.48
4.70
4.92
5,14
5,38
5.81
6.27
6.74
7.20
7,68
8.63
9.60
10.57
11.55
12.53
13.51
14.50
15,48
16.47
17,46
18.45
19.45
20.44
21.43
22.43
24.91
27.40
(Cont/nued)
STEEL TABLES
68
Y
.
- ... - - - -_ . . . .
s
•
--
TABLE 16 (Contd)
TWO CHANNELS OF SAME SIZE
LACED OR BATTENED (COLUMNS)
-x
~:.: ..': 1:: ......
y
Deal"natlon
ISMC 300
Weigh~. k~
Area, cm 2
4
Moment of lnertialxx' cm
em3
Modulu. of 5ectlon
z..x,
Radius of Gyration rxx • em
71.6
702.4
91.28
107.32
125.86
30165.8
1143.8
1508.2
11.81
15.48
13.68 .
Modulus
Radius
Moment
01
Moment
01
01
01
01
section
Gyration
Inertia
Section
Gyration
Inertia
Zyy,
em 3
125.6
134.4
144.0
154.3
165.2
178.7
188.7
201.3
214.3
227.7
241.?
270.3
300.5
331.8
364.2
397.6
466.7
538.7
612.9
689.0
788.7
845.7
925.9
1007.1
1089.2
1172.1
1255.6
1339.8
1424.4
1509.6
1895.1
1810.6
2028.0
2246.6
2468.9
r"
em
3.52
3.69
3.87
4.06
4.25
4.45
4.66
4.87
5.08
5.30
5.52
5.96
6.41
6.87
7.34
7.81
8.76
9.72
10.66
11.66
12.63
13.61
14.60
15.58
16.57
17.56
18.54
19.54
20.53
2J.52
22.51
25.00
27.48
29.97
32.47
I"4
Z"3
Radius
Between
01
Inertia
01
em
1130.0
1243.4
1388.2
1504.5
1852.1
1811.2
1991.6
2163.5
2356.8
2561.5
2777.6
3244.0
3756.1
4313.8
4917.2
5566.2
7001.1
8818.6
10416.6
12401.2
14566.4
16914.1
19444.4
22157.3
25052.7
28130.6
31391.1
34634.2
38459.9
42288.1
46256.8
57034.4
68951.0
82006.6
96207.2
98.8
969.2
20016.0
tJlodulus
mm
0.0
5.0
10.0
15.0
20.0
25.0
30.0
35.0
40.0
45.0
50.0
60.0
70.0
80.0
90.0
100.0
120.0
140.0
160.0
180;0
200.0
220.0
240.0
260.0
280.0
300.0
320.0
340.0
360.0
380.0
400.0
450.0
500.0
550.0
800.0
84.2
826.0
848.4
Moment
I"4
ISMC 400
12725.2
Spacing
Webs
S
ISMC 350
cm
1500.1
1637.8
1788.8
1953.3
2131.2
2322.5
2527.2
2745.3
2976.9
3221.8
3480.2
4037.2
4647,8
5312.1
6030.1
8801.7
6506.0
10424.9·
12558.4
14906.6
17469.4
20246.6
23238.9
26445.6
29667.0
33503.0
37353.6
41418.9
45898.8
50193.4
64902.6
67614.6
81888.2
97063.2
113799.8
cm
150.0
159.8
170.4
181.7
193.7
206.4
219.8
233.8
248.1
263·0
278.4
310.8
344.3
379.4
415.9
453.4
531.6
813.2
697.7
784.6
873.5
964.1
1068.3
1149.8
1244.5
1340.1
1436.7
1534.0
1632.1
1730.8
1630:1
2060.4
2333.4
2588.4
2845.0
r".
em
3.74
3.91
4.06
4.27
4.46
4.65
4.85
5.06
5.27
5.48
5.89
6.13
5.66
7.04
7.50
7.98
8.90
9.86
10.62
11.79
12.76
13.74
14.72
15.70
16.68
17.67
18.68
19.65
20.84
21.63
22.82
25.10
27.58
30.07
32.56
W.
em
1748.7
1906.8
2062.7
2274.4
2481.7
2704.8
2943.8
3198.2
3468.5
3754.5
4056.2
4706.9
5420.5
6197.1
7036.6
7939.0
9932.8
12178.0
14675.0
17423.8
20424.3
23676.5
27180.5
30936.1
34943.5
.39202.6
43713.4
47476.5
53490.2
58756.2
84273.9
79169.5
95836.2
113680.3
133295.5
Modulus
01
Section
z~
em
174.7
188.0
198.4
211.8
225.6
240.4
256.0
272.2
289.0
306.5
324.5
362.1
401.5
442.6
465.3
529.3
820.8
716.4
815.3
917.0·
1021.2
1127.5
1235.5
1345.0
1458.0
1568.1
1681.3
1795.4
1910.4
2026.1
2142.5
2436.0
2732.5
3031.5
3332.4
Radlus
01
GvI8ljon
r"
em
3.73
3.89
4.07
4.25
4.44
4.84
4.84
5.04
5.25
5.46
5.68
6.12
8.56
7.02
7.48
7.94
8.88
9.84
10.60
11.77
12.74
13.72
14.70
15.66
16.66
17.65
18.64
19.63
20.62
21.61
22.60
25.08
27.57
30.05
32.54
OOUllUl CHANNELS WfI1I FlANGES SUITING ANIl WtUDtil) TOB TO roE (COUlMNS)
t-b-+j
x
+
69
TABLEt7
DOUBLE CHANNELS WITH FLANGES
BUTTING AND WELDED
TOE TO TOE (COLUMNS)
h x
1
y
Nominal
SI..
Compooed
Weight per M_ _,
01 Two
channel.. E8dl 01
Some size
h.b
r;;;'mm I
100.90
,
"
lleeignaJlon
ISJC 100
w
NJm
kg
5.8
58.9
11.8
125 • 100
ISJC 125
7.9
150. 110
ISJC 150
9.9
175 x 120
ISJC 175
200 • 140
ISJC200
75. 80
ISLC 75
100 x 100
ISLC 100
125 x 130
ISLC 125
InoI1la
r,--"-;--,
,-"--,
kgIm
Mom.mol
Iv..
rNl
-
Modu" 01
~
11(1(
'w
"",'
"",'
N
em'
em 4
113.8
14.82
"",.
RadHoI
Gyration
~
'xx
J yy
'''
em
247.6
172.2
' 49.8
38.3 4.09
17.5' 15.8
97.1 19.8
155.0 ' 20.14
640.0
278.8
86.4
194.2
25.30
942.2
448.9
125.6
55.8, 5.18
81.6 ,6.10
22.4
219.7
26.48
1439.8
615.4
102.6 ' 7.11
4.65
152.5 8.06
5.48
31.2 3.02
2.93
27.8
272.7
35.54
2322.4
1067.6
164.6
232.2,
5.7
55.9
11.4
11,1.8
14.52
132.2
125.0
35.2
7.9
11.2 109.9
13.9 136.4
3.41
3,72
4.21
77:5
15.6
158.0
20.04
329.4
278.5
65.8
55.7 4.06
3.73
10.7 105.0
21.4
209.9
27.34
713.6
658.2
114.2
101.3 5.11
4.91
'150 .150
ISLC 150
14.4 141.3
2$.8 . 282.5
38.72
1394.4
1169.0
186.0
155.9 6.16
5.64
175. 150
ISLC 175
17.8 172.7
35.2
345.3
44.80
2298.8
1418.3
262.6
169.1
7.16
5.63
200 x 150
ISLC 200
20.6 202.1
41.2
404.2
52.44
3451.0
1664.8
245.2
224.6 8.11
5.67
225 • 150
ISLC 225
24.0 235.4.
48.0
'470.9
61.06
5095.8
3030.6
453.0
338.7 9.14
7.05
250 • 200
ISLC 250
28.0 274.9
56.0
549.8' 71.30
7375.0
4398.4
590.0
439.6 10.17
7.85
300 x 200
ISLC 300
33.1 324.7
86.2
648.4
64.22 12095.8
5366.4
806.4
538.6 11.98
7.98
350.200
ISLC 350
38.8 350.6
17.6
761.3
98.94 18625.2
6469.0
1064.2
648.9 13.72
8.10
400 x 200
ISLC 400
45.7 448.3
91.4
898.6 116.50 27979.0
1720.9
1399.0
772.1 15.50
8.14
75 x 80
ISMC 75
100 x 100
ISMC 100
6.6
58.7
13.6
133.4
17.34
152.0
150.7
40.6
37.7 2.98
2.95
18.4
180.5
23.40
373.4
333.6
74.8
M.7 4.00
3.78
125 x 130
ISMC 125
9.2 90.3
12.7 124.6
25.4
249.2
32.38
838.8
793.1
133.2
122.0 5.07
4.95
150 x 150
ISMC 150
16.4 180.9
32.8
321.8
41.76
1558.8
1368.8
207.8
182.5 6.11
5.73
175 x 150
ISMC 175
19.1 187.4
38.2
374.7
48.76
2446.6
1611.7
279.8
214.9 7.06
5.75
200 x 150
ISMC 200
22.1 216.8
44.2
433.6
56.42
3638.6
1863.6
363.8
251.2 8.03
5.78
225 x 150
ISMC225
25.9 254.1
51.8
508.2
86.02
5389.2
2519.4
479.0
314.9 9.03
8.18
250 x 150
ISMC250
30.4 298.2
80.8
596.4
77.34
7633.6
388.9 9.94 , 8.18
ISMC 300
35.8 361.2
71.6
702.4
91.28 12725.2
2951.0
4646,1
810.8
380 x 180
848,4
516.2 '11.81
7.13
825.0 107.32 20018.0
_.2 125.86 30165.8
6994.9
1143.8
899.5 13.68
8.07
8241.1
1606.2
824.1 15.48
8.09
350 x 200
ISMC350
42.1 413.0
64.2
400 x 200
ISMC400
49.4 464.8
98.8.
70
STEEL TABLES
TABLElS
EDGE DISTANCE OF HOLES
Diameter of Hole
Distance to Sheared or
Hand Flame Cut Edge
Distance to Rolled,
Machine Rame Cut,
Sawn or Planed Edge
mm
mm
mm
13.5 and below
15.5 '
17.5
19.5
21.5
23.5
25.5
29.0
32.0
35.0
19
25
29
32
32
38
44
51
57
57
17
22
25
29
29
32
38
44
51
51
TABLEl9
PERMISSIBLE STRESSoac (N/mm2) IN AXIAL COMPRESSION FOR
STEELS WITH VARIOUS YIELD STRESS
fy-
).1
10
20
30
40
50
80
70
80
,90
100
110
120
130
140
150
160
170
180
190
200
210
220
230
240
250
220
230
240
132
131
128
124
118
111
102
93
85
78
'68
61
55
49
44
40
36
33
30
27
25
23
21
20
18
138
137
134
129
123
115
108
96
87
78
69
82
55
144
142
140
134
127
118
109
98
88
79
71
33
63
58
50
45
41
37
33
30
27
25
23
21
20
18
28
25
23
21
20
18
50
45
40
36
~O
280
280
300
158
154
151
145
136
128
115
103
92
82
73
64
57
57
51
51
45
46
41
41
37
36
33
33
30
30
28
28
25
25
23
23
21
21
20
20
18
18
188
166
162
154
145
133
120
107
95
84
74
180
177
172
184
153
139
125
111
250
66
58
52
46
42
37
34
30
28
25
23
21
20
18
320
340
380
380
192 204 215 227
189 201 212 224
183 194 204 '215
174 183 192 201
161 168 178 183
146 152 158 163
130 135 139 142
115 118 121 124
98 101 103 105 108
86
88
90
93
92
79
81
78
77
80
69
71
67
67
70
81
61
62
59
60
53
54
53
54
54
48
47
47
48
48
43
42
42
43
43
39
38
38
38
38
35
34
34
34
35
31
31
31
31
31
28
28
28
28
28
26
26
26
26
28
24
24
24
24
23
22
22
21
22
22
20
20
20
20
20
18
18
19
18
19
400
420
450
480
239 251 289 287
235 246 263 260
225 236 251 266
210 218 231 243
190 197 207 218
188 173 180 187
147 150 155 180
127 129 133 138
109 111 114 116
94
97
98
99
82
83
84
85
71
73
72
73
82
83
63
64
56
55
55
56
49
49
49
49
43
43
44
44
39
39
39
39
35
35
35
35
31
32
32
32
28
28
28
28
26
26
26
26
24
24
24
24
22
22
22
22
20
20
20
20
19
19
19
19
510 540
305
297
280
255
225
193
184
139
118
100
88
74
84
56
50
44
39
35
32
28
28
24
22
20
19
323
314
295
267
233
199
168
141
119
101
87
75
65
57
50
44
39
35
32
28
26
24
22
20
19
.
~
Oil!, of b...
(111m)
1.57
1.89
2:20
2.51
5
5
1
8
10
12
14
16
18
20
22
Perimeter
In ems
~.14
.
3.77
4.40
5.03
5.65
6.28
6.91
Cia. of blrs
(mm)
24
26
28
30
32
34
36
38
40
45
50
Perimeter
incms
7.54
8.17
8.80
9.42
10.05
10.68
11.31
11.94
12.57
14.14
15.71
72
ROUND BARS
TABLE 22
ROUND BARS
Deslgnation
Diameter
mm
Crooa~oI
"Weight per
Alee
Mefrlj
kg
ISAO
ISAO
ISAO
ISAO
5
6
8
10
5.0
6.0
8.0
10.0
em
0.20
0.28
0:50
0.79
0.2
0.2
0.4
0.6
ISAO
ISRO
ISRO
ISRO
12
18
20
25
12
16
20
25
1.13
2.01
3.14
4.91
28
28
32
36'
40
ISAO
ISAO
ISAO
ISRO
32
36
40
45
Perimeter
~
2.0
2.0
3.9
5.9
em
1.6
1.9
2.5
3.1
0.9
'1.6
2.5
3.8
8.8
15;7
24.5
37.3
3.8
5.0
6.3
7.8
8.18
8.04
10.18
12.57
4.8
6;3
8.0
. 9.9
47.1
81.8
78.5 .
97.1
8.8
10.1
11.3
12.6
15.90
19.$4
24.63
31.17
12.5
15.4
19.3
24.5
122.8
151.1
189.3
240.3
14.1
15.7
17.6
19.6
ISAO
ISAO
ISAO
ISAO
58
63
45
50
58
63
ISAO
\SAO
ISAO
!SRO
71
80
90
100
71
80
90
100
39.59
50.26
63.26
76.54
31.1
39.5
49.9
61.7
305.1
367.5
489.5
805.3
22.3
25.1
28.3
31.4
ISAO
ISAO
ISAO
ISAO
110
125
140
160
110
125
140
180
95.03
122.72
153.94
201.06
74.6
96.3
120.8
157.8
731.8
944.7
1185.0
1548.0
34.6
39.3
44.0
50.3
ISAO
ISRO
180
200
180
200
254.47
314.16
189.8
246.6
1960.0
2419.2
56.6
62.8
SO
STEEL TABLES
TABLE 23
SQUARE BARS
Deslgnallon
Side
Width
mm
"Weight, per
MeIr$
Cross-sectional
Area
em
kg
.J\
Perimeter
, ISSC
ISSQ
ISSQ
ISSQ
5.0
6.0
6.0
10.0
0.25
0.36
0:64
1.00
0.2
0.3
0,5
0.8
N
2.0
2.9
4.9
7.6
em
5
6
8
10
'ISsa
ISsa
ISSQ
ISSQ
12
16
20
25
12
16
20
25
1.44
2.56
4.00
8.25
1.1
2.0
3.1
4.9
10.6
19.6
30.4
48;1
4.6
6.4
8.0
10.0
Isse
Isse
ISSQ
Isse
32
40
50
83
32
40
50
63
10.24
18.00
25.00
39.89
8.0
12.8
19.6
31.2
' 78.5
123.6
192.3
308.1
12.8
18.0
200
25.2
Isse
Isse
80
100
80
100
64.00
100.00
50.2
78.5
492.5
770.1
32·0
2.0
2.4
3.2
4.0
40.0
"The welgl1le per metre of bars given in the teble are celculated on the basis the! see! wights 7.85
g em a 0.077 nl9111 end are rounded off to one dlelmai piece in kg.
14
STEEL TABI,.I'S .
TABLE 24
MILD STEEL FLATS
Thick~eSS
I
3.0
4.0
5.0
6.0
8.0
10.0
12
mm
Widlh
b
mm
Wei9ht por motro length (W)
,............,
0.3
0.5
2.9
4.9
n
0.5
0.6
4.9
5.9
0.6
0.8
5.9
7.8
0.8
1.0
7.8
9.8
6.9
0.9 8.8
1.2 11.8
0.9
4.9
5.9
1.3 12.8
t.6 15.7
1.6 15.7
2.0 19.6
2.4
23.5
6.9
0.9
8.8
1.2 11.8
1.4 13.7
1.9 18.6
1.1 10.8
1.3 12.8
1.4 13.7
1.6 15.7
1.6 15.7
1.9 18.6
2.2 21.8
2.5 24.5
2.8
3.3
27.5
7.8
8.8
2.4 23.5
2.8 27.5
1.4 13.7
1.8 15.7
1.7 16.7
1.8 17.7
,2.0 19.6
2.1 20.6
M 23.5
2.6 25.5
2.8 27.5
3.130.4
3.4 33.4
3.1 30.4
3.5 34.3
3.9 38.3
4.3 42.2
3.8
4.2
32.4
37.3
41.2
4.7
5.2
46.1
51.0
1.9 18.6
2.4 23.5
2.8 27.5
3,1 30.4
3.8 37.3
4.1 40.2
4.4 43.2
4.7 46.1
5.6
6.1
59.8
15
2.0
3.9
20
25
0.5.
0.6
30
35 •
0.7
0.8
40
45
0.9
10
50
55
1.3
10.8
11.8
12.8
60
1.4
13.7
65
70
75
80
90'
1.1
1.2
,............,
~
N
k9
0.2
0.4
2.2 21.6
~ ~
0.7
3.3 32.4
3.5 34.3
3.8 37.3
4.2 41.2
'100
110
4.7 46.1
·5.2 51.0
120
130
5.6 54.9
kg
N
~
kg
N
8.8
5.0 <Ill.l
5.654.9
6.3 61.8
8.9 67.7
7.5 73.6
8.2 80.4
8.8 86.3
4.7
46.1
5.1 50.0
5.5 54.0
5.9 57.9
8.3 81.8
7.1 59.7
7.8 76.5
8.8 84.4
9.4 92.2
10.2 100.1
54.9
6.6
7.1
7.5
84.7
89.7
8.5
83.4
73.8
9.4
92.2
102.0
10.4
11.3 110.9
11.010'7.9
11.8115.8
12.2 119.7
13.2 129.5
14.1 138.3
200
15.7 154.0
18.8 184.4
.250
19.8192.3
140
150
300
400
9.4 92.2
23.8 231.5
28.3 277.8
(ContInw4
Note. The weight per metlll values alll calculated on the basis that steel weighs 7.85 glom2 and are
rounded off to one decimal place in kg.
MilD STEEL PLATS
75
TABLE 24 (Contd.)
MILD STEEL FLATS
18
16
20
25
32
Thickness
40
t
Weight per metre lenglh
r-"-1
kg
N
r-"-1
kg
N
r-"-1N
kg
mm
Width
b
mm
CNJ
I;~
n
r-"-1
kg
N
10
15
20
25
3.8
37.3
4.4
43.2
5.0
49.1
5.5
5.0
49.1
5.6
54.9
6.3
61.8
30
35
40
5.6
54.9
6.4
62.8
7.1
69.7
8.3
61.8
7.1
69.7
7.8
76.5
6.9
87.7
7.8
76.5
8.6
84.4
96.1
10.8 105.9
7.5
73.6
8.5
83.4
9.4
92.2
11.8115.8
15.1
148.1
8.2
80.4
9.2
90.3
10.2
100.1
12.8 125.6
16.3
159.9
20.4
200.1
65
8.8
86.3
9.9
97.1
11.0
107.9
13.7 134.4
17.6
172.7
22.2
215.8
70
9.4
92.2
10.6
104.0
11.8
115.8
14.7 144.2
18.8
184.4
23.6
231.5
75
10.0
98.1
11.3
110.9
12.6
123.6
15.7 154.0
20.1
197.2
25.1
246.2
80
11.3
110.9
12.7
124.6
14.1
17.7 173.6
22.6
221.7
28.3
277.6
90
12.6
123.8
14.1
138.3
15.7
138.3
'154.0
19.6 192.3
25.1
246.2
31.4
308.0
100
13.6
135.4
15.5
152.0
17.3
169.7
21.6 211.9
27.6
270.8
34.5
338.4
110
15.4
148.1
17,9
166.8
18.8
184.4
23.6 231.5
30.1
295.3
37.7
369.8
120
130
45
9.8
50
55
60
16.3
159.9
18,4
180.5
20.4
200,1
25.5 250.2
32.7
320.8
40,8
400.2
17.6
172.7
19.8
194,2
22.0
215.8
27.5 269.8
35.2
345.3
44.0
431.6
140
18.8
184.4
21.2
208.0
23.6
231.5
29.4 288.4
37.7
369.8
47.1
462.1
150
25.1
246.2
28,3
277.6
31.4
308.0
39.2384.6
50.2
492.5
62.8
618.1
200
78.5
770.1
94.2
924.1
250
300·
31.4
308.0
35.3
346.3
39.2
384.6
62.8
37.7
369,8
42.4
415.9
47.1
462.1
49.1 481.7
58.9 577.8
616.1
75.4
50.2
492.5
56.5
554.3
62.8
616.1
78.5 970.1
100.5
739.7
985.9
125.6 1232.1
400
2
Note. The weight per metre values are calculated on the basis that steel weighs 7.B5 g/cm and are
rounded off to one decimal place in kg.
76
STEJ;it TABLES-
TABLE 25
MILD STEEL FLATS
Thlckn... ·
3.0
4.0
5.0
6.0
8.0
10.0
12
t
mm
CroP-Sectional' Area in cm 2
Width
b
mm
10
0.30
0.40
0.50
0.60
-
15
20
0.45
0.60
0.90
0.60
1.20
1.60
25
30
0.75
0.90
0.80
1.00
0.75
1:00
35
1.05
40
45
1.20
1.20
1.40
1.25
1.50
1.20
1.50
1.80
1.75
2.10
1.60
1.80
2.00
2.25
2.40
2.70
2.50
3.00
3.30
3.60
50
1.35
1.50
2.00
55
60
1.65
2.20
2.75
1.80
2.40
3.00
2.00
2.40
2.80
3.20
2.00
2.50
3.00
3.00
3.60
3.50
4.00
4.20
4.80
3.60
4.00
4.40
4.50
5.40
5.00
5.50
6.00
6.60·
7.80
7.20
65
3.90
4.80
5.20
6.0.0
6.50
70
75
4.20
4.50
5.60
6.00
7.00
7.50
80
4.80
5.40
6.40
7.20
8.00
9.00
9.00
6.00
8.00
8.80
10.00
11.00
10.80
12.00
9.60
10.40
11.20
12.00
13.00
14.00
12.00
15.00
20.00
25.00
90
100
110
120
130
140
150
200
.250
300
400
8.40
~.OO
13.20
14.40
15.60
16.80
18.00
24.00
30.00
36.00
(Contmue4
77
MILD STEEL FLATS
TABLE 25 (Contd.)
MILD STEEL FLATS
16
18
20
25
32
40
Thickness
t
mm
Cross-Sectional Area in an2
Wld1h
b
mm
10
15
20
25
4.80
5.60
6.40
7.20
6.00
8.80
30
6.30
7.20
8.10
7.00
8.00
35
40
9.00
45
10.00
12.50
13.75
15.00
19.20
16.25
17.50
20.80
22.40
16.75
24.00
25.80
9.6~
9.00
9.90
10.80
10.40
11.70
11.00
12.00
13.00
11.20
12.00
12,60
12.60
13,50
14.00
15.00
14.40
14.40
1~.2O
16.00
16.00
20.00
22,50
16.00
17.60
19.20
16.00
20.00
19060
20.80
22,40
g~.40
22.00
24.00
26.00
25.00
27,50
30.00 .
24.00
32.00
40.00
46.00
64.00
~.~
28.00
30.00
40,00
64,00
50.00
60.00
60.00
WIO
2~,~
:11I.00
4lI,00
72.00
32.50
35.00
37.50
50.00
62.50
75.00
100.00
28.80
32.00
35.20
38.40
50
55
60
26.00
26.00
30.00
65
70
75
32.00
36.00
80
90
40.00
100
110
44.00
48.00
41.80
44.80
.52.00
56.00
48.00
60.00
80.00
64.00
80.00
98.00
128.00
100.00
120.00
160.00
120
130
140
150
200
250
300
400
/--
78
STEEL TABLES
TABLE 26
MOMENT OF INERTIA OF TWO FLANGES
PER CENTIMETRE WIDTH ABOUT
THEX·XAXIS
x
x
h
c===L
Thickness
9.0
10.0
11
12
14
16
18
20
22
2S
127.6
oiEach
Rang•.
mm
Moment of Inertia in 0114
Depth
h
em
7.5
31.9
36.3
40.9
45.7
55.9
66.9
78.8
91.6
105.3
8.0
35.8
40.6
45.8
51.1
62.3
74.4
87.4
101.3
116.2
140.4
10.0
53.6
60.7
68.0
75.6
91.4
108.3
126.3
145.3
165.5
197.9
12.5
80.9
113.9
91.3
101.9
112.9
135.7
.159.7
185.0
211.6
239.5
15.0
128.2
142.8
157.8
188.7
221.1
255.0
290.3
327.2
283.9
385.4
16.0
128.6
144.7
161.0
177.8
212.4
286.1
325.3
366.1
430.4
17.5
152.5
171.3
190.5
210.1
250.5
24$.5
293.2
336.2
381.6
428.7
502.6
20.0
196.7
220.7
245.1
270.0
321.0
373.9
428.7
485.3
543.9
635.4
22.5
246.5
276.3
306.5
337.3
400.3
465.3
532.4
601.6
672.9
783.9
25.0
302.0
338.2
347.9
412.2
488.3
566.7
647.4
730.3
815.6
947.9
27.5
363.1
406.3
450.1
494.4
585.1
678.1
773.5
871.6
972.1
1127.6
30.0
429.8
480.7
532.2
584.4
690.6
799.5
911.1
1025.3
1142.3
1322.9
32.0
487.2
544.7
602.8
661.6
781.3
903.9
1029.2
1157.3
1283.4
1490.4
32.5
502.1
561.3
621.1
681.7
804.9
930.9
1059.8
1191.6
1326:3
1533.9
35.0
580.1
646.2
717.0
786.6
927.9
1072.3
1219.8
1370.3
1524.0
1780.4
40.0
752.9
840.7
929.3
1018.8
1200.2
1385.1
1573.5
1765.3
1980.7
2260.4
45.0
948.2
1058.2
1169.1
1281.0
1507.5
1737.9
1972.2
2210.3
2452.4
50.0
1166.0
1300.7
1436.4
1573.2
1849.8
2130.7
2415.9
2705.3
2999.1
2822.9
"3447.9
55.0
1406.3
1568.2
1731.2
1895.4
2227.1
2563.5
2904.6
3250.3
3600.8
4135.4
60.0
1669.1
1860.7
2053.5
2247.6
2639.4
3036.3
3438.3
3845.3
4257.5
4885.4
63.0
1837.6
2048.2
2260.1
2473.3
2903.6
3339.2
3760.1
4226.3
4677.9
5365.4
83.0
2945.3
3280.7
3617.7
3956.4
4638.6.
5327.5
8032.1
6725.3
7434.3
100.0
4581.5
5100.7
5621.9
6145.2
7197.8
8258.7
9327.9 10405.3
11491.1
8510.4
13135.4
125.0
7133.0
7938.2
8745.9
9556.2
11184.3
12822.7 14471.7 16130.3
17799.6
20322.9
160.0
11650.1
12980.7
14274.5
15591.6
18235.4
20892.3 23562.3 28246.3
28941.5
33010.4
200.0
18162.5
20200.7
22242.9
24269.2
28393.8
32514.7 36651.9 40805.3
44975.1
51260.4
250.0
28328.0
31500.7
34878.4
37861.2
44241.8
50642.7 57083.9 83505.3
69967.1
79897.9
Not•. To obtain the Moment of Inertia of two Flanges of a particular Width, miJltiply the value obtained
from the Table by that width.
MOMENT OF INERTIA OF 1WO FLANGES. PER CENTIMETRE
79,
TABLE 26 (Contd.)
MOMENT OF INERTIA OF TWO FLANGES
PER CENTIMETRE WIDTH ABOUT
THEX·XAXIS
x
x
h
c===:L
28
32
36
40
45
50
56
63
71
80
Thickness
of each
Range
. mm
Momen~ of Inertia in cm
4
Depth
h
em
152.2
188.6
,167,0
206,2
233,0
284.2
331.4
399.8
447.2
535.4
229.6
275.2
339.2
250,0
298.7
340.7
402.7
474.4
555.2
665.4
630.5
870.8
641,6
816.4
1046:3
7.5
685,8
866.6
1109,3
878.6
1097.7
1381,3
8.0
10,0
411.3
509.8
366.8
443,3
547.2
488.2
583.3
710.7
766.5
946.6
1155.0
1423.4
1766.3
12.5
1020.8
1217.5
1793.5
2201.3
15.0
498.5
595.3
699.3
732.7
810,7
960.8
1123.3
1335.6
1470.8
1808.1
1951,5
2389.3
580.6
691,0
809.2
935.2
1104.2
1286.5
1523.4
1826.0
2208.0
2686.3
16.0
17,5
731.4
866.6
1010.3
1162.7
1365.8
1583.3
1864.3
2220.5
2666.8
3221.3
20.0'
1911.5
2240.2
2654.4
3170.0
22.5
899.8
1062.2
1234.0
1415.2
1595,2
1085.6
1480.1
1748,8
1692.7
1973.2
2270.8
2651.1
3127,7
3717.6
1289.0
1211.8
1513,4
3808.3
4441.3 .
1995.2
2319.2
2661.5
3097.0
3640.4
4309.6
5126,3
27.5
1509,8
1769.a
2039.9
2322.7
2693.2
3083.3
35n,9
4192.4
4945.9
5061.3
30.0
1699.1
1967.9
2269.0
2602.7
3012,8
3443,3
3987,8
4662.4
5484.4
6485.3
32.5
1748,2
2044,6
2353.6
2675.2
3095,4
3536.5
4093,8
4783,8
6526,6
6846.3
35,0
2004.0
2568.2,
2340,2
2689,7
3052.7
3525.8
4020.8
4644.7
5414.6
31,5
3428,5
3882.7
4470,8
5083.3
5851,5
6794.3
8351.7
7935,0
7481.3
2991,4
9301.3
40,0
3202,4
37220$
4259,3
4812,7
5528,2
6270,8
7198,3
8331.5
9695.8
11321.3
45.0
4SIl!l.8
e179,1
5842.7
6698.2
7583.3
8685,1
10026,2 11634,1
13541,3
50,0
4680.8
5425.0
6186.9
6972.7
7980.8
9020,8
639U
7285.7
8202.7,
9375.8
10583/3
12078.7 13688.1
15961.3
16043.2 ,18581,3
55,0
5525.0
6065.2
7017.4
7991.6
8988.7
10266.8
11580.8
13206.0 15169.5 17504.4
20249,3
63.0
9601.8
121lll7.9
14122.7
'16080.8
18083.3
20545.9 23501.9 26991.4
31061.3
80,0
14798.6
110al,0
17045,6
21642.7
24585.8
27583.3
31253.1 35635.7 40779.6
46741.3
100,0
22869,6
26301,a
19327.1
29776.1
37109.0
42620,2
57582.6
66089.6
102661.3
3906,6
89474.6
46164.7
74692,1
116771.1
10311,9 11878.4 13749.9
25.0
60.0
33292,7
37748.2
42270.8
47787.1
70841,3
125,0
53802.7
60900.8
68083.3
76814.7 87157.1 99184.2 112981.3
160.0
83242.7
94110.8 105083.3 118389.1 134104.7 152320.6 173141.3
200.0
129042.7 145748.2 162583.3 182957.1206964,2234716.1 266341.3
250.0
54346.7 62006.1
Note. To obtain the Moment of Inertia of two Flanges ofa particular width, multiply the value obtained
from the Tabla by that width.
STEFL TABLFS
80
x
TABLE 27
~o-t-t+-~ J
MOMENT OF INERTIA OF ONE
WEB PLATE ABOUT ITS X-X AXIS
h
~
Thickness
I
8.0
8.0
7.0
_m_Im_~~~~
----:-:
25.6
50.0
97.7
204.8
400.0
781.2
1638.4
3200.0
6250.0
12502.4
, . 25600.0
50000.0
97666.2
204800.0
40000000
781250.0
ThiCkness
1
mm
Depth
h
em
8.0
10.0
12.5
16.0
20.0
25.0
32.0
40.0
50.0
63.0
80.0
100.0
125.0
160.0
200.0
250.0
II
10.0
-.--
12
-,--_
Moment of Inertial In an'
Depth
h
em
8.0
10.0
12.5
18.0
20.0
25.0
32.0
40.0
50.0
83.0
80.0
100.0
125:0
180.0
200.0
250.0
9.0
29.9
58.3
113.9
238.9
466.7
911.5
'911.5
3733.3
7291.7
14586.1
29866.7
58333.3
113932.3
238933.3
466666.7
911458.3
14
34.1
66.7
130.2
273.1
533.3
1041.7
. 2184.5
4266.7
8333.3
16669.8
34133.3
66666.7
130208.3
273066.7
533333.3
1041666.7
16
38.4
75.0
146.5
307.2
600.0
1171.9
2457.6
4800.0
9375.0
18753.5
38400.0
75000.0
146464.4
307200.0
600000.0
1171875.0
42.7
83.3
162.8
341.3
666.7
1302.1
2730.7
5333.3
10416.7
20837.2
42666.7
83333.3
162760.4
341333.3
686666.7
1302083.3
46.9
91.7
179.0
375.5
733.3
1432.3
3003.7
5866.7
11458.3
22921.1
46933.3
91866.7
179036.5
375466.7
733333.3
1432291.7
51.2
100.0
195.3
409.6
800.0
1562.5
3276.8
6400.0
12500.0
25004.7
51200.0
100000.0
195312.5
409600.0
800000.0
1562500.0
20
22
25
85.3
166.7
325.5
682.7
1333.3
2604.2
5461.3
10666.7
20833.3
41674.5
85333.3
166666.7
325520.8
682666.7
1333333.3
2604166.7
93.9
183.3
358.1
750.9
1466.7
2864.6
6007.5
11733.3
22918.7
45842.0
93866.7
183333.3
358072.9
750933.3
1466666.7
2864583.3
106.7
208.3
406.9
853.3
1666.7
3255.2
6826.7
13333.3
26041.7
52093.1
106666.7
208333.3
406901.0
853333.3
1666666.7
3255208.3
18
Moment of Inertia in cm 4
I
59.7
116.7
227.9
477.9
933.3
1822.9
3822.9
7466.7
14583.3
29172.2
59733.3
116666.7
227864.4
477866.7
933333.3
1822916.7
68.3
133.3
260.4
546.1
1066.7
2083.3
4389.1
8533.3
16666.7
33339.6
68266.7
133333.3
260416.7
546133.3
1086666.7
2083333.3
76.8
150.0
294.6
614.4
1200.0
2343.8
4915.2
9600.0
18750.0
37507.0
76800.0
150000.0
292968.8
614400.0
1200000.0
2234375.0
.
REDUCTION FOR AREA FOR RIVET HOLES
81
TABLE 28
REDUCTION FOR AREA FOR RIVET HOLES
Diameter of
Rivet
12
14
16
18
20
22
24
13.5
15.5
17.5
19.5
21.5
23.5
25.5
mm
Rivet Hole
Diameter
mm
Areaaf Rivet Holes in cm 2
Thickness of
Metal
mm
5.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
22.0
25.0
28.0
32.0
36.0
40.0
45.0
50.0
56.0
63.0
Diameter of
0.88
1.05
1.40
1.75
2.10
2.45
2.80
3.15
3.50
3.85
4.38
4.90
5.60
6.30
7.00
7.88
8.75
9.80
11.02
0.98
1.17
1.56
1.95
2.34
2.73
3.12
3.51
3.90
4.29
4.88
5.46
6.24
7.02
7.80
8.78
9.75
10.92
12.28
1.08
1.29
1.72
2.15
2.58
3.01
3.44
3.87
4.30
4.73
5.38
6.02
6.89
7.74
8.60
9.68
10.75
12.04
13.54
1.18
1'.41
1.88
2.35
2.82
3.29
3.76
4.23
4.70
5.17
5.88
6.58
7.52
8.46
9.40
10.58
11.75
13.16
14.80
1.28
1.53
2.04
2.58
3.06
3.57
4.08
4.59
5.10
5.61
6.38
7.14
8.16
9.18
10.20
11.48
12.75
14.28
16.06
30
33
36
39
42
48
32.0
35.0
38.0
41.0
44.0
50.0
2.05
2.46
3.28
4.10
4.92
5.74
6.56
7.38
8.20
9.02
10.25
11.48
13.12
14.76
16.40
18.45
20.50
22.96
25.83
2.20
2.64
3.52
4.40
5.28
6.16
7.04
7.92
8.80
9.68
11.00
12.32
14.08
15.84
17.60
19.80
22.00
24.64
27.72
2.50
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.50
14.00
16.00
18.00
20.00
22.50
25.00
28.00
31.50
0.68
0.81
1.08
1.35
1.62
1.89
2.16
2.43
2.70
2.97
3.38
3.78
4.32
4.86
6.40
6.08
6.75
7.56
8.50
0.78
0.93
1.24
1.55
1.86
2.17
2.48
2.79
3.10
3.41
3.88
4.34
4.96
5.58
6.20
6.98
7.75
8.68
9.76
27
29.0
Rivet
mm
Rivet Hole
Diameter
mm
Area of Rivet Holes in cm 2
Thickness of
Metal
mm
5.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
22.0
25.0
28.0
32.0
36.0
40.0
45.0
50.0
56.0
63.0
1.45
1.76
2.32
2.90
3.48
4.06
4.64
5.22
5.80
6.38
7.25
8.12
9.28
10.44
11.60
13.05
14.50
16.24
18.27
1.60
1.92
2.56
3.20
3.84
4.48
5.12
5.76
6.40
7.04
8.00
8.96
10.24
11.52
12.80
14.40
16.00
17.92
20.16
1.75
2.10
2.30
3.50
4.20
4.90
5.60
6.30
7.00
7.70
8.75
9.80
11.20
12.60
14.00
15.75
17.50
19.60
22.05
1.90
2.28
3.04
3.80
4.56
5.32
6.08
6.84
7.60
8.36
9.50
10.64
12.16
13.68
15.20
17.10
19.00
21.28
23.94
82
STEEL TAllLES
TABLE 29
STRIp·
1.60
Thickness
1.80
2.00
2.24
2.50
2.80
3.15
t
mm
Wid1h
Weight per metre (VV)
b
mm
r-""'-l
r-""'-l
r-""'-l
r-""'-l
r-""'-l
r-""'-l
kg.
N
kg
N
kg
N
kg
N
kg
N
kg
.. N
kg
N
100
1.3
12.8
1.4
13.7
1.6
15.7
1..8
17.7
2.0
19.6
2.2
21.6
2.5
24.5
125
1.6
'15.7·
1.8
17.7
2.0 .19.6
2.2
21.6
2.4
23.5
2.7
26.5
3.1
30.4
160
2.0
19.6
2.3
22.6
2.5
24.5
2.8
27.5
3.1
30.4
3.5
34.3
4.0
39.2
200
2.5
24.5
2.8
27.5
3.1
30.4
3.5 34.3
3.9 38.3·
4.4
43.2
4.9
48.1
250
3.1
30.4
3.5
34.3
3.9 38.3
4.4 43.2
4.9 48.1
5.5
54.0
6.2
60.8
320
4.0
39.2
4.5
44.1
5.0
5.6
6.3 61.8
7.0
88.7
7.0
77.5
400
5.0
49.0
5.6
54.9
6.3 61.8
7..0 68.7
7.8
8.8
86.3
9.9
97.1
500
6.3
61.8
7.1
69.7
7.8
76.5
8.8· 86.3
9.8 96.1
11 ..0 107.9
12.4 121.6
650
8.2
80.4
9.2
90.3
10.2100.1
11.4 111.8
12.8 125.6
14.3140.3
16.3 157.9
800
10,0
98.1
11.3110.9
12.6 123.8
14.1 138.3 '15.7 154.0
17.6 172.7
19.3 194.2
13.4 131.5
14.9 146.2
16.7 183.8
18.6 182.5
20.9205.0
23.5 230.5
16.5 161.9
18.5 181.5
20.6 202.1
23.1 226.8
26.0 255.1
20.2 198.2
22.6 221.7
25.3 248.2
28.4 278.6
24.5 240.3
27.5 289.8
30.9 303.1
28.8 280.6
32.1
950
1050
1150
1250
.
49.0
54.9
76.5
1300
314.9
35.8 351.2
1450
1550
r-""'-l
-
38.3 375.7
(COl1~nuedj
Note. Combinations denoted by dashes are not manufactured.
83 .
STRIP
TABLE 29 (Contd.)
STRIP
4.00 .
3.55
4.50
5,0
6.0
8.0
10.0
Thickness
t
mm
Weight per metre (W)
Width
b
~
kg
N
mm
I"'''--''''''~''--l
f-"~
~
~
~
k.g
N
kg
N
.kg
N
kg
kg
N
r--"--,
kg
N
2.8
27.5
3.1
30.4
3.5
34.3
3.9 38.3 .. 4.7
46.1
6.3 61.8
7.8
76.5
100
3.5
34,3
3.9 38.3
4.4
43.2
4.9 48.1
5.9
57.9
7.8
76.5
9.8
96.1
125
4.5
44.1
8.0 49.1
5.6 .54.9
6.3 61.8
7.5
73.6
10.0 98.1
12.6
123.6
160
5.6
54.Q
U
61.8
7.1
69.7
7.6 76.6
9.4
92.2
12.6 123.6
15.7
154:0
200
7.0
68.1
7.8 7M
6.6
86.3
9.8 96.1
11.8115.8
15.7154.0
19.6
192.3
250
6.9
87.$
10;0 88,1
11.3110.9
12.6123.6
15.1 148.1
20.1 197.2
25.1
246.2'
320
11.1 lOU
leU
123.6
14.1 136.3
15.7154.0
18.8 164.4
25.1 246.2
31.4
306.0
400
13.9 136.4
1U 184.0
17.7 173.6
19.6192.3
23.6 231.5 31.4 308.0
39.2
384.6
500
18.1 111.6
200,1
23.0225.6
25.5260.2
30.6300.2 40.8400.2
51.0
500.3
650
22.3 218,8
24M
28.3277.6
31.4308.0
37.7389.8 50.2492.5
62.8
616.1
800
26.5 280.JI
2fiHt3
33.6329.6
37.3365.9
44.7438.5
59.7 586.7
74.6
731.8
960
29.328M
37.1 364.0
41.2404.2
49.5485.6 65.9646.5
82.4
808.3
1050
32.031U
40.6398.3
45.1442.4
54.2531.7
72.2708.3
90.3
885.8
1150
34.8
Mf,4
44.2 433.6
49.1481.7
58.9 577.8
78.5 770.1
98.1
962.4
1260
36.2
366,'1
45.9450.3
51.0500.3 . 61.2 800.4
81.6 800,5
102,0 1000.6
1300
N
40.4
51.2 502.3 . 56.9558.2
68.3670.0
91.1 893.7
113.8 1116.4
1450
43.2
54.7 536.6
73.0 716.1
97.3954.5
121.7 1193.9
1550
60.8596.4
STEEL TABLES
TABLE SO
SHEET
0.40
Standard
/
0.50
0.63
0/80
0.90
1.00
1.12
1.25
14.8
18.5
22.2
24.6
27.1
29.5
30.8
34.5
36.9
16.9
21.1
25.3
28.1
30.9
33.8
35.2
39.4
42.2
19.0
23.7
28.5
31.7
34.8
38.0
39.6
44.3
47.5
21.1
26.4
31.7
35.2
38.7
42.2
44.0
49.2
52.8
16.5
18.5
20.6
23.1
24.7
27.7
27.5
30.8
30.2
33.8
33.0
36.9
38.5
34.3
38.5
43.1
41.2
46.2
18.8
21.1
26.4
23.6
31.7
28.3
31.4
35.2
34.5
38.7
37.7
42.2
39.2
44.0
44.0
49.2
47.1
52.8
21.2
23.7
26.5
29.7
31.8
35.6
35.3
39.6
38.9
43.5
47.5
42.4
44.2
49.5
49.5
55.4
53.0
59.3
23.6
26.4
29.4
33.0
35.3
39.6
39.2
44.0
43.2
48.4
47.1
52.8
49.1
55.0
55.0
61.5
58.9
65.9
(Continued)
1.40
Nominal
Thickness
(mm)
Size
mmxmm
Standard
Nominal
Surface
Weight in kg
Area
in m2
2800 x 600
750
900
1000
1100
1200
1250
1400
1500
3200 x 600
750
900
1000
1100
1200
1250
1400
1500
3600 x 600
750
.900
1000
1100
1200
1250
1400
1500
4000 x 600
750
900
1000
1100
1200
1250
1400
1500
5.3
6.6
7.9
8.8
9.7
10.6
11.0
12.9
13.2
6.0
7.5
9.0
10.0
11.1
12.1
12.6
. 14.1
15.1
6.8
8.5
10.2
11.3
12.4
13.6
14.1
15.8
17.0
7.5
9.4
11.3
12.6
13.8
15.1
15.7
17.6
18.8
1.68
2.10
2.52
2.80
3.08
3.36
3.50
3.92
4.20
1.92
2.40
2.88
3.20
3.52
3.48
4.00
4.84
4.80
2.16
2.70
3.24
3.60
3.96
4.32
4.50
5.04
5.40
2.40
3.00
3.60
4.00
4.40
4.80
5.00
5.60
6.00
I
.
6.6
8.2
9.9
11.0
12.1
13.2
13.7
15.4
16.5
7.5
9.4
11.3
12.6
13.8
15.1
15.7
17.6
18.8
8.5
10.6
12.7
14.1
15.5
17.0
17.7
19.8
21.2
9.4
11.8
14.1
15.7
17.3
18.8
19.5
22.0
23.6
8.3
10.4
12.5
13.8
15.2
16.6
17.3
19.4
20.8
9.5
11.9
14.2
15:8
17.4
19.0
19.8
22.2
23.7
10.7
13..4
16.0
17.8
19.6
21.4
22.3
24.9
26.7
11.9
14.8
17.8
19.8
21.8
23.7
24.7
27.7
29.7
10.6
13.2
15.8
17.6
19.3
21.1
22.0
24.6
26.4
12.1
15.1
18.1
20.1
22.1
24.1
25.1
28.1
30.1
13.6
17.0
20.3
22.6
24.9
27.1
28.3
31.7
33.9
, 5.1
18.8
22.6
25.1
27.6
30.1
31.4
35.2
37.7
11.9
14.8
17.8
19.8
21.8
23.7
24.727.7
29.7
13.6
17.0
20.3
22.6
24.9
27.1
28.3
31.7
33.9
15.3
19.1
22.9
25.4
28.0
30..5
31.8
35.6
38.2
17.0
21.2
25.4
28.3
31.1
33.9
35.3
39.6
42.4
13.2
16.5
19.8
22.0
24.2
26.4
27.5
30.8
33.0
15.1
18.8
22.6
25.1
27.6
30.1
31.4
35.2
37.7
17.0
21.2
25.4
28.3
31.1
33.9
35.3
39.6
42.4
18.8
23.6
28.3
31.4
34.5
37.7
39.2
44.0
47.1
85
SHEET
TABLE
SHEET
1.60
1.80
2.00
2.24
2.50
2.80
4.00
Standard
Nominal
Thickness
(mm)
Standard
Size
Nominal
mmxmm
Surface
Weighl in kg
Area
21.1
26.4
31.7
35.2
38.7
42.2
44.0
49.2
52.8
24.1
30.1
36.2
40.2
44.2
48.2
50.2
56.3
60.3
27.1
33,9
40.7
45.2
49.7
54.3
56.5
63.3
67.6
30.1
37.7
45,2
50.2
55.3
60.3
62.3
70.3
75.4
23.7
29.7
35.6
39.6
43.5
47.5
49.5
55.4
59.3
27.1
33.9
40.7
45.2
26,4
33.0
39.6
44.0
46,4
5U
55.0
oU
5U
:30,1
'$T,1
45,l!
60,2
49:1
5M
54.3
56.5
63.3
67.8
30.5
36,2
45,6
50.9
56.0
61.0
63.6
71.2
76.3
33.9
42.4
50.9
56.5
62.2
67.6
70.6
79.1
64.8
00,3
02,6
29.5
36.9
44.3
49.2
54.2
59.1
61.5
68.9
73.9
33,8
42.2
50.6
56.3
51.9
67,5
76.3
76.8
33.0
41.2
49.5
55.0
60.4
65.9
68.7
76.9
82.4
37.7
47.1
56.5
62.6
69.1
75.4
76.5
87.9
94.2
42.4
59.0
63.6
70.6
n.7
64.8
86.3
96.9
106,0
47,1
66.9
70,6
76.5
86.4
94,2
109,1
36.9
46.2
55.4
61.5
67.7
73.9
76.9
86.2
92.3
42.2
52.8
63.3
70.3
77.4
84.4
87.9
98.5
105.5
47.5
59.3
71.2
79.1
67.0
95.0
96.9
110.6
118.7
52.6
65.9
79.1
67.9
96.7
105.5
109.9
123.1
131.9
41.5
51.9
62.3
69.2
76.2
63.1
86.5
96.9
103.8
47.5
59.3
71.2
79.1
87.0
95.0
96.9
110,8
116.7
53.4
66.6
60.1
89.0
97.9
106.6
111.3
124.6
133.5
59.3
742
89.0
89.0
106.8
116.7
123.8
136.5
146.4
7',1l
1l8,8
52.8
6$.9
70.1
87.9
011.11
0],$
lQl1.2
117,0
53,5
6M
80,3
69,2
96,1
110,7
111.5
124,8
133,8
60,2
75.2
90.3
100.3
110.4
120.4
125.4
140,5
150.5
58.9
63.6
100.3
11.5
122.6
133.8
139.3
156.1
167.2
146,7
160.7
67,8
84,6
101.7
113.0
124.3
135.6
141.3
158,3
169.6
75.4
94.2
113,0
125.6
138.2
150.7
157,0
175.8
166.4
inm2
1.68
2.10
2.52
2.80
3.08
3.36
3.50
3.92
4.20
1.92
2.40
2,88
3.20
3.52
3.64
4.00
4.48
4.80
2.16
2.70
3.24
3.60
3.96
4.32
4.50
4.04
5.40
2.40
3.00
3.60
4.00
4.40
4.80
5.00
5.40
6.00
2800 x 600
750
900
1000
1100
1200
1250
1400
1500
3200 x 600
750
900
1000
1100
1200
1250
1400
1500
3600 x 600
750
900
1000
1100
1200
1250
1400
1500
4000 x 600
750
900
1000
1100
1200
1250
1400
1500
(ef"'@
STEEL TAllLI'S
TABLES1
SAFE LOADS FOR SINGLE ANGLE STRUTS
SINGLE BOLTED OR SINGLE RIVETED END CONNECTIONS
Effective Lengths
in Metres
0.50
1.00
1.50
2.00
2.50
3.00
3.50
Size
Safe Loads in kg
Ax Bxt
~
r
50 x 50 x 4.0
3637.1
2657.8
1462.0
792.3
5.0
4490.1
3281.2
1804.9
978.1
6.0
5315.3
3847.6
2094.8
1130.3
55 x 55 x 5,0
4989.6
3923.0
2315.3
1305.4
798.9
6,0
59?7.0
4659.9
2753.8
1550.6
949.0
8.0
7744.8
6089.2
3598.4
2026.2
1240.1
10.0
9486.9
7458.9
4407.8
2482.0
1519.0
60 x60x 5,0
5453.8
4573,6
2922.7
1729.6
1060.9
6.0
6519.2
5410.4
3430.3
2018.5
1238.0
<J)
8.0
8539.8
7087,4
4493.4
2644.1
1621.8
-'
('J
10.0
10484.1
8701.1
5516.5
3246.1
1991.0
«
-'
«
::J
65 x 65 x-5.0
5218.0
3585.0
2226.9
1383.8
925.0
6.0
6212.4
4267.6
2650,9
1659.1
1101.1
1415.2
w
z
0
w
1
I
I
l
8.0
8120.3
5533.9
3416.0
2137.4
10.0
9984.0
4804.0
4200,0
2428.0
1740.0
70 x 70 x 5.0
5838.4
4292,2
2801.4
1789.9
1195.4
6.0
8950.9
5110.0
3335.2
2106.1
1411.3
8.0
9097.7
6647.4
4324.0
2724.4
1827.2
10,0
11195.9
6180.5
5321.3
3352.6
2248.6
75 x 75 x 6.0
7655.4
5953.8
4020.0
2643.9
1782.2
1259,2
8.0
10041.7
7766.8
5221.1
3423.1
2303.3
1629.6
10.0
12371.2
9568.6
6432.4
4217.2
2837.6
2007.7
(ConUn~
l
SAFE LOADS FOR SINGLE ANGLE SlRUlS
87
TABLE 31 (Contd.)
SAFE LOADS FOR SINGLE ANGLE STRUTS
SINGLE BOLTED OR SINGLE RIVETED END CONNECTIONS
Effective Lengths
in Metre,
1.00
1.50
2.~
2.50
3.00
3.50
~"
Siz.
Ax a)(t
Safe Loodsln kg
~~-;;,~
80)( 8O)l 6.0
6347.1
6804.0
4787.1
3242.2
2212.9
1574.7
8.0
10953.6
8892.5
6228.3
4210.0
2870.6
2042.7
10,0
13501.4
10960.9
7877.0
5169.2
3538.3
2517.9
12,0
15952.4
12896.2
89110,5
ilO$6,1
4131.9
2940.4
",,,'cq:
60.411. 5.0
2776.0
1358.5
725,9
6.0
3295.1
1612.5
861.$
1f.6
4227.4
2044.4
101lO.S
3563.1
1939.9
1046.7
4185.0
2253.1
121206
<J)
5470.6
2945.3
1585,Q
-'
3739.2
20:35.8
1098.6
:i-'
4443.7
2419.3
130M
!)
5745.2
3093.1
16114.5
7044.2
3792.5
2040.9
5371.4
3194.1
1808.6
1110.2
6982.5
4126.3
232:!.4
1422.0
8575.5
5067.6
286306
1746.4
5596.5
3327.9
18114.4
1157,8
2422,5
1482.6
2877,4
1022,9
65'~45
w
l!l
«
aw
7280.2
4302.2
8947.7
5287.6
9559.9
6667.4
11739.0
8125.8
13884.0
9610.6
2623.1
1751.0
5069.0
3178.9
2115.5
5000.3
3759.7
2502.1
8 0iven in 1his Table are 1abulated lor IlIlIo 01 slenderness up to but not exceeding 250.
ill'\l!l8 rloht side of 1he zig-zag dotted lin••flI for ratio of slenderness exceeding 180.
.....l'14•• ·¥""I" 19 hll99d
on the requirements spec~ied In 'le.9, 1.1
of IS : B00-1956.
88
STEEL TABUS
TABLE 32
SAFE LOADS FOR SINGLE ANGLE STRUTS
DOUBLE BOLTED OR DOUBLE RIVETED OR WELDED END CONNECTIONS
Effective Lengths
1.0
1.5
2.0
2.5
3.0
3.5
in Metres
Size
Safe loads In kg
AxBxC
r-"'-l
mm mm mm
l:l
....
"«....z
«
::>
0
w
50 x 50 4.0
3323.2
1826.3
991.0
-
5.0
4102.8
2254.7
1223.4
-
6.0
4810.4
2617.9
1414.3
55x 55)( 5.0
4906.4.
2898.0
1836.3
995.5
6.0
8.0
5828.1
7615.8
3442.4
4498.2
1943.7
2539.9
1182.5
1545.2
1892.8
10.0
9328.6
5510.0
3111.2
60 x 60 x5.0
5717.2
3653.6
2160.3
1327.1
6.0
6764.1
4288.0
2521.2
1547.9
8.0
8860.5
5617.0
3302.7
2027.6
10.0
10877.9
8895.9
4054.6
2489.3
65)(65 x 5.0
6516.9
4482.5
2785.6
1744.4
1153.8
6.0
n57.7
5336.0
3316.0
2076.5
1373.4
8.0
10140.6
6919.8
4274.9
2674.2
1786.6
10.0
12468.0
8508.0
5256.0
3288.0
2172.0
7292.6
5365.2
3497.4
2213.8
1481.3
70x70x5.0
6.0
8682.2
6387.6
4163.8
2635.6
1763.5
8.0
11362.9
8309.5
5398.9
3411.0
2281.0
10.0
13983.5
10225.9
6641.5
4197.6
2807.1
75x75x6.0
9563.2
7444.1
5026.3
3301.2
2230.8
1571.8
2034.7
8.0
12.544.2
9710.6
6528.7
4275.5
2882.6
10.0
15454.2
11983.3
8043.3
5267.3
3551.3
2506.8
80)(80)(6.0
10430.8
8508.7
5984.8
4056.9
2774.0
1983.0
8.0
13687.4
11120.9
7785.1
5267.4
3597.1
2544.6
10.0
16871.0
13707.5
9595.9
6492.6
4433.7
3136.4
12.0
19934.7
16128.7
11238.1
7588.8
5175.6
3660.0
(ConlinuecO
·89
SAFE LOADS FOR SINGLE ANGLE STRUTS
TABLE 32 (Contd.)
SAFE LOADS FOR SINGLE ANGLE STRUTS
DOUBLE BOLTED OR DOUBLE RIVETED OR WELDED END CONNECTIONS
Effectlvo Longth.
In Metros
1.5
2.0
2.5
Sile
AxO)(C
3.0
fil
I
2798.0
3409.4
4042.0
5269.5
3054.9
3735.6
4434.4
1~,0
10454.2
12815.1
15193.0
7472.8
9143.4
10840.0
5244.3
6398.2
7596.4
100. 100.0,0
10,0
12,0
16270.3
20072.8
23027.9
13253.9
16299.2
19348.3
9914.2
12160.2
14435.0
7317.9
8g57.4
10633.1
64~.6
7849.0
3979.9
4860.3
5789.6
110.110. Q,O
186n.7
23111.2
27409.4
33752.4
15969.9
19760.6
23386.2
28798.1
12531.8
15506.5
18304.6
22540.8
9496.5
1174g.4
13968.6
17085.7
7148.7
6843.1
10408.3
12817.0
5386.8
6665.5
7843.8
9658.9
4141.0
5123.9
6029.8
7425.2
-
26222.8
31203.6
38451.7
22481.3
26751.5
32900.8
18176.0
21628.4
26547.4
14402.0
17137.8
21011.1
11382.2
13520.4
19649.8
8853.7
10535.4
12863.5
38232.3
47242.0
56038.6
34814.2
42720.1
50807.2
29840.8
38773.7
43501.6
24886.9
30382.4
35898.4
20190.2
24829.5
29310.9
16502.9
20273.4
23906.9
6n35.8
80604.0
109783.5
64938.3
n259.9
105187.3
61169.7
72745.9
98940.2
66084.9
66883.1
90546.1
49910.9
59269.2
80339.7
43419.4
51518.0
69949.7
j(
8,0
10.0
....
:§
3778.5
4608.3
5463.4
4.5
13761.0
16932.9
20074.9
90:K 90
z0(
4.0
Sale Load. In kg
rh;-;;~"'~;~hl
fa
....
Cl
3.5
10,0
1M
111,0
.....
1.5
2.0
2.5
3.0
3.5
STEEL TABU",
90
TABLE 32 (Contd.)
SAFE LOADS FOR SINGLE ANGLE STRUTS
DOUBLE BOLTED OR DOUBLE RIVETED OR WELDED END CONNECTIONS
..
EfteclIve Lenglh.
1.0
1.5
2.0
2.5
3.0
3.5
in Me1res
Size
AxBxe
Safe Load. I" kg
~
rom mm mm
~
(ll
~
!
z
:>
6Ox4Ox5.0
3471.0
1697.4
903.9
6.0
4120.0
2014.8
1072.9
8.0
5285.8
2555.2
1360.5
65x48 x 5.0
4454.7
2424.3
1309.7
8.0
5232.5
2817.5
1516.9
8.0
8839.9
3683.0
1982.9
70x48x5.0
4674.9
1374.5
6.0
5555.7
2544.2
3023.5
8.0
7183.2
3867.9
2082.4
10.0
8807.3
4742.4
2553.2
75x50x6.0
6718.2
3994.6
2266.1
1382.6
8.0
8732.8
5158.1
2912.5
1771.9
10.0
10725.1
6334.8
3577.0
2176.1
8Ox50x6.0
6999.7
4161.9
2361.1
1440.5
1633.4
8.0
9105.2
5378.0
3036.7
1847.4
10.0
11190.6
6609.8
3732.2
2270.6
90x 60 x 8.0
11939.6
8336.5
5240.4
3285.9
10.0
10161.5
6352.1
3960.2
2636.7
12.0
14660.1
17338.8
12018.2
7512.8
4707.5
3118.5
100 x65 x 8.0
13657.3
10227.0
6733.7
4282.6
2891.1
10.0
16605.1
8211.0
5212.9
3509.9
2179.6
loox75x8.0
15067.4
12510.4
12438.2
8861.7
6077.5
4148.3
2935.2
10.0
18582.3
15279.0
10840.5
7405.2
5055.6
3580.5
12.0
22028.5
18112.6
12850.9
8778.5
5993.2
4244.5
(Contit1uB4
SAFE LOADS FOR SINGLE ANGLE STRUTS
TABLE lJll'tJ"l>etJ,
SAFE LOADIFtlti.INGLE ANGLE STRUTS
DOUBLE BOLTED OR DOUElLlll'lfVllillO OR WELDED END CONNECTIONS
Effective Len9ths
in Metres
1,0
1,5
Size
Sale Load. in kg
AxBxC
~
mm mm mm
125 x 75 x 10,0
(J)
w
..J
(!l
z«
;;!
:J
zlil
:J
21513.5
125x 95 x 10.0
12,0
150x75x12.0
28853.2
15ox115x12.0
15.0
200 x 100 x 15.0
17892.1
121149.11.
1li!7U
I.~ 6057.9
22552.4
26746.1
la7~4.Q
14~71U
10676.1
221114.7
11\l!4l!,6
12577.4
9182.6
23724.1
16a32.3
11'!!1U
7a50.0
5559.5
34444.8
42498.9
31133.4
;;t~llmUi
20831.6
35360.4
3982a.2
16353.6
20065.7
31l1llU
23~24.7
17625.4
6lff1l7.~
47029.0
56780.0
40230.2
4765a.6
6.0
7.0
46779.9
200 x 150 x 15.0
56757.4
67451.1
18.0
Effective Lengths
4.0
4.5
2~~77.4
62611U
5.0
4304.2
7811,0
in Metres
Size
Safe Load. In kg
AxBxC
~
mm mm mm
125 x 75 x 10.0
125x95xl0.0
31a5.a
5a91,9
4508.8
G
12.0
150 x 75 x 12.0
6924.5
5300.8
i
150x115x12,0
(J)
w
~,
:l
15.0
200 x 100 x 15.0
200 x 150 x 15.0
18.0
9a73.5
12096.4
10207.3
27898.a
33023.4
3552.4
4171,7
7a74.5
9631.4
aOal,1
23160.2
27364.1
.....",
'635U
~213.2
7777.9
6374.6
-~~:~:'l
15003.6
1120M
1867~.0
13230.9
Note 1-The safe loads give in 1his Table are tabulated for ratio of slmdemeu up to but nol exceeding 250.
2-The values on 1he righl side ol1he zig-zag dotted lines are for mIlo of siR""'''''" exceeding 180.
3-This Table is based on the requirements specffied in 18.9.1.1 of IS: 800·1956.
STEEL TABLES
92
TABLE 33
AREAS OF ROUND BARS IN SLABS PER METRE
WIDTH FOR DIFFERENT SPACINGS
Dia.of
bars (mm)
Spacln9 of bars (em)
6
8
10
12
14
16
18
20
22
24
26
28
30
'5
3.27
2.45
1.96
1.64
;'40
1.23
1.09
0.98
0.89
0.82
0.75
0.70
0.65
6
4.71
3.53
2.83
2.63
2.02
1.76
1.57
1.41
1.28
1.18
1.09
1.01
0.94
7
6.41
4.81
3.85
3.20
2.75
2.40
2.17
1.92
1.75
1.60
1.48
1.37
1.28
8
8.37
6.28
5.02
4.19
3.59
3.14
2.79
2.51
2.28
2.09
1.93
1.79
1.67
10
13.09
9.82
7.85
6.54
5.61
4.91
4.38
3.93
3.57
. 3.27
3.02
2.80
2,62
11
15.84
11.88
9.50
7.92
6.79
6.94
5.28
4.75
4.32
3.98
3.85
3.39
3.17
12
18.85 . 14.14
11.31
9.42
8.08
7.07
6.28
5.65
5.14
4.71
4.35
4.04
3.77
14
26.65
15.39 12.83 11.00
9.62
8.55
7.70
7.00
6.41
5.92
5.50
5.13
7.18
7.70
9.08
8.48
16
33.54
19.24
25.13
20.10 16.76 14.36
12.56 11.18 10.05
9.14
8.38
7.73
15.90 14.14 12.75 11.56
10.60
9.78
18
42.41
31.80
25.44 21.20 18.17
20
52.36
39.27
31.41
26.18 22.44
19.84 17.45 15.71 14,29
13.09 12.08
11.22 10.47
22
47.51
38.01
31.67 27.15
23.75 21.12 19.00 17.28
15.84 14.62
13.57 13.67
25
61.36
49.08 40.90 35.06
30.68 27.27 24.54 22.31
20.45 18.88
17.53 16.36