:]CJ
\
i~·
(;t< ESTNUT tlI L. L
STEEL
CONSTRUCTION
A Manual for Architects, Engineers and
Fabricators of Buildings and Other
Steel Structures
Fifth Edition
Twenty-t hird Printing
1958
COPYRIGHT 1947
American Institute of Steel Construction
New York. N. Y.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
NEW YORK, N. Y.
Printed in t he U nited States or America
4
FOREWORD
The American Institute of Steel Construction is a service organization operating without possibility of dividends or profit. It is
financed by assessments received from structural steel fabricators.
It is engaged in research and in the assembling and distribution of
data and information from which architects and engineers may prepare engineering plans conforming to the most advanced information
available to the technical professions, and in conformity with the
best industrial practices.
Executive and engineering offices are maintained in New York
City.
Recognizing the merits of personal contact in the clearer understanding of data, the Institute has established district offices in
various sections of the country. These offices are in charge of
engineers with a background of valuable experience, and their
services are available without cost to those interested or engaged in
the construction industries.
The Institute does not prepare engineering plans. While every
precaution has been taken so that all data and information are as
accurate as possible, and while our engineers endeavor to supplement these data by conference and advice, the Institute cannot
assume responsibility for errors or oversights in the use of such
information or in the preparation of engineering plans.
Where it has been possible to identify the authors of data that
are reproduced in full, in part, or in modified form in this book, such
data are used with the author's permission. Acknowledgment is
made to:
American Bridge Company
American Institute o f Bolt, Nut and Rivet Manufacturers
American Iron and Steel Institute
American Society for Testing Materials
American Standards Association
American Welding Society
Bethlehem Steel Company
Carnegie Illinois Steel Corporation
Inland Steel Company
Jones & Laughlin Steel Corporation
Lukens Steel Company
Mississippi Valley Structural Steel Company
National Lumber Manufacturers Association
National Tube Company
Phoenix Bridge Company
M
United States Department of Commerce, National Bureau of Standards
United States Steel Corporation
Weiskopf & Pickworth. Consulting Engineers, New York
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
5
PREFACE TO FIFTH EDITION
The unique position which this Manual holds in engineering
literature carries with it two obligations which are not always easily
reconciled. On the one hand is the necessity for keeping the contents
abreast of the latest technical developments and production practices. On the other hand, it is recognized that the user, through
frequent reference, forms an attachment to a particular edition of
the Manual and may naturally feel some annoyance when the copy
with which he is familiar is superseded. In deference to this latter
consideration, a new edition of the Manual is issued only wh~n
necessitated by major technical or commercial developments. This
Fifth Edition reflects such developments.
In Part IV. it will be noted that the Specification for the Design,
Fabrication and Erection of Structural Steel for Buildings (Riveted,
Bolted and Arc Welded Construction), and the Code of Standard
Practice for Steel Buildings and Bridges have both been substantially
revised (the Specification as of February, 1946 ; the Code as of
December, 1946) from the texts in former editions.
In Part 1. the tables of available rolled shapes have of necessity
been radically revised, to conform to the lists agreed upon by industry since the close of the war and contained in "Simplified Practice Recommendation R-216-46" of the United States Department
of Commerce, National Bureau of Standards, issued February, 1946.
These changes have carried with them the necessity for many
corrections, throughout most of the tables in the Manual, to ensure
conformity with the revised Specification and the revised lists of
shapes.
Preparation of the present Edition has been the work of a small
Committee on Manual. Commencing as soon as the release of the
Simplified Practice Recommendations and the revised Specification
would permit, this Committee has endeavored to publish the up-todate data as quickly as possible.
Since the Manual is widely used by designers and detailers of
fabricated steel, it is earnestly desired that it be, so far as possible,
perfected and rendered of the greatest convenience and serviceability.
All criticism and suggestions for its improvement, forwarded to the
Director of Engineering at Institute headquarters, will receive consideration in future revisions.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
6
LIST OF SYMBOLS
A
B
b
C
c
D
d
•
E
e
f
g
I
L
I
M
P
p
R
r
S
t
V
v
W
w
X
x
Y
y
Area
Bending factor (A/S)
Breadtb or width
Constant
Distance from neutral axis to extreme fiber
Diameter
Depth
Deflection of a point of a structure
Unit deformation or strain
Modulus of elasticity (fl .)
Eccentricity of application of load
Unit stress
Gage for riveting
Moment of inertia
Length in feet
Length in inches
Moment of force induding bending moment
Force or concentrated load
Pressure per unit of area
Reaction
Radius of gyration
Section modulus (lie)
Thickness. or temperature
Total shear
Unit shear
Totalload
Load per unit of length
Horizontal axis
Distance parallel to X axis
Vertical axis
Distance parallel to Y axis
Deviations from the above symbols are indicated at the places
of exception.
Unless otherwise indicated loads are expressed in KIPS. The term kip (abbreviation from kilo-pound) is extensively used in technical literature to designate one
thousand pounds and is here used as being terse and convenient.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
7
ARRANGEMENT OF CONTENTS
The matter contained in this Manual has been arranged to
provide maximum convenience for the estimator, the designer, and
the detailer, respectively, rather than to adhere to a strictly academic
classification. However, in order to avoid repetition, the arrangement of certain matter, such as the detailing dimensions of rolled
shapes, rolling mill practice as to tolerances and surface finish and
a few other topics, does not strictly comply with this rule. In such
cases suitable cross reference is made.
Furthermore, in order that the designer may concentrate advantageously on the application of design, matter that is to be found
in engineering text books, such as the definitions of terms, the derivation of formulas, and similar topics, has been excluded.
PART I contains . the data most frequently referred to by structural estimators and designers. In general this part includes products
that are usually figured individually, whereas the details of products
which it is the practice to estimate by percentage are given in
Part II.
PART II contains the data most frequently required in making
shop drawings not previously given in Part I.
PART III gives tables of allowable loads for stipulated conditions
based on the unit stresses permitted by the A. I. S. C. Specification.
PART IV assembles the standard specifications and codes most
commonly applicable to steel buildings.
PART V contains in tabulated form various data that may be
needed for occasional reference.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
B
PART I
Part I contains the data most frequently referred to by structural estimators and by structural designers engaged in proportioning
steel members after ascertainment of the forces to be resisted. It is
grouped in three portions, as follows:
ROLLED STEEL STRUCTURAL SHAPES
DIMENSIONS, WEIGHTS AND PROPERTIES OF REGULAR
AND SPECIAL SERIES SHAPES
GENERAL INFORMATION ON BARS AND PLATES
ROLLING
MILL PRACTICE
PERMISSIBLE TOLERANCES AND VARIATIONS FOR ROLLED
STEEL STRUCTURAL SHAPES AND PLATES
MISCELLANEOUS DATA FOR DESIGNING
AND
ESTIMATING
WEIGHT AND AREA OF BARS AND PLATES
ECONOMY TABLES FOR SHAPES USED AS BEAMS
TABLES FOR DESIGN OF PLATE GIRDERS
DIMENSIONS, WEIGHTS AND PROPERTIES OF PLATE AND
ANGLE GIRDER SECTIONS
WEIGHTS AND PROPERTIES OF COMPOUND BEAM SECTIONS
NET SECTION OF RIVETED TENSION MEMBERS
DIMENSIONS, WEIGHTS AND PROPERTIES OF COMPOUND
COLUMN SECTIONS
WEIGHTS AND PROPERTIES OF TWO ANGLES
BEARING PLATE AND BASE PLATE DESIGN
CRANE RAILS AND FASTENINGS
EYE BARS AND STRUCTURAL ACCESSORIES
AMERICAN
INSTITUTE O F
STEEL CONSTRUCTION
9
i
DIMENSIONS,
WEIGHTS
AND
PROPERTIES
OF
ROLLED STEEL STRUCTURAL SHAPES
Structural Shapes are presented in Part I in two groupings,
namely "Regular" and "Special." Under the grouping "Regular"
Shapes are shown the popular sizes for which there is a constant
demand, and such sizes are readily procurable in any size lots.
Under the grouping "Special" Shapes are shown sizes and
sections for which there is a fluctuating demand and, therefore, are
rolled at irregular intervals, and then only by special arrangement.
Consequently the use of "Special" Shapes should generally be
avoided, unless the quantity of anyone size is sufficient to warrant
a rolling.
"Regular" W (Wide Flange) Shapes can be furnished from
Bethlehem Steel Company or United States Steel Corporation Mills.
Certain "Regular" W Shapes can also be furnished by Inland Steel
Company. "Regular" American Standard Beams, Channels and
Angles are readily procurable from all mills rolling these products.
The same is true of the Miscellaneous "Regular" Shapes rolled by
the various mills.
All W Shapes produced by United States Steel Corporation
and Inland Steel Company have parallel face flanges. W Shapes
produced by Bethlehem Steel Company have parallel face flanges
with the following exceptions: All sizes with nominal depths from
36 to 16 inches, inclusive; 14 W 38 to 30; 12 W 36 to 27; 10 W 29
to 21 ; 8 W 20 and 17. These shapes have a 5 per cent slope on the
inside face of flange.
Due to this difference in rolling practice the properties of
certain W Shapes produced by the different mills are not precisely
identical, but the difference is so small as to be practically negligible.
In the interest of standardization the tables of properties show only
the lesser values and are thus a trifle on the side of safety.
When W Shapes are availahle either with sloping flanges or
parallel flanges, the dimensions such as T, k, and g, (see page 15),
are given for the sloping flange shapes and therefore may be used
for all shapes. Where thickness of flange is given in the tables, it is,
in the case of shapes with sloping flanges, the mean thickness. If
necessary, additional dimensions may be obtained from mill catalogs.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
'(
- 10
All American Standard Beam and Channel Shapes have a slope
on the inside face of flange of 16-2/ 3 per cent. The Miscellaneous
Column and Beam Shapes in the Regular Series, as well as the Channels and the Tees in the Special Series, have various flange slopes
whose amounts may be ascertained from the respective mill catalogs.
It is the practice of the rolling mills to use the terms" Sections"
or "Shapes" when referring to their finished flanged product. The
term" Shapes" is used throughout this Manual as being the standard
practice of the Fabricating Industry.
When designating rolled steel shapes on drawings it is desirable
that a standard method of abbreviating be followed that will identify
the group without reference to the manufacturer, and without the
use of inch and pound marks. To this end it is recommended that
the nominal depth of shape, its group symbol, and its weight in
pounds per linear foot, be abbreviated in the manner exemplified
below. For completeness a convenient method of abbreviating the
sizes of plates and bars is included.
Pages
of Part I
of Manual
Group
Wide Flange Shapes
Miscellaneous Light Beams
Miscellaneous Light Columns
Miscellaneous Light Beams
Junior Beams
Junior Channels
American Standard Beams
American Standard Channels
Equal Leg Angles
Unequal Leg Angles
Structural Tees
"
"
Bearing Piles
Car and Ship Channels
Tees (Flange by Stem)
Zees
Bulb Angles
Plates
Square Bars
Round Bars
Flat Bars
12-25
24-25
26-27
26-27
26-27
26-27
28-29
30-31
32-33
34-37
38-43
44-45
46
48-51
52
53
54-55
59-60
72-73
72-73
74
Example
24 W' 76
6 B 12
8 x 8 M 34.3
8 M 17
7 Jr. 5.5
10 Jr. U 8.4
15 I 42.9
9 U 13.4
L3x3xji
L7x4xY2
ST 5 W' 10.5
ST 6 I 20.4
ST 6 B 9.5
ST 6 Jr. 5.90
14 BP 73
12x4U44.5
T 3 x 3 x 6.7
Z 6 x 3Yz x 15.7
Bulb L 6 x 3Yz x 17.4
PI. 18 x Yz
Bar 1 !\l
Bar lji <l>
Bar 2% x ~
The abbreviations exemplified above are intended only for use
on design drawings. When lists of material are being prepared for
ordering from the mills, the requirements of the respective mills from
which the material in question is to be ordered should be observed.
Space does not permit of the inclusion in this Manual of data
on every rolled steel product occasionally useful in building construction. For products herein omitted, reference should be made
to the various mill catalog£.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
II
REGULAR SERIES SHAPES
PAGES 12-46
The designation "Regular Series" is applied in this Manual
to those Shapes for which a steady demand has led to ready
availability; the use of "Regular Shapes" alone in design is
therefore advisable.
Not all .. Regular Series" Shapes are produced by all manufacturers; this holds particularly for the lighter shapes used
largely in floors and for housing.
.. Regular" Wi' (Wide Flange) Shapes can be furnished
from Bethlehem Steel Company or United States Steel Corporation mills. "Regular" 24 x 9,21 x 8}, 18 x 7!, 16 x 7, 14 x 6i.
12 x 6!, 10 x 51, and 8 x 51 W Shapes can also be furnished
by Inland Steel Co .
.. Regular" American Standard Beams, Channels and Angles
are readily procurable from most structural mills.
"'Regular" Structural Tees are as readily procurable as the
beams from which they are split.
The" Regular" Shapes listed on pages 24 and 26 are readily
available, but only from certain mills as listed at the foot of the
respective pages.
For notes regarding "Special Series" Shapes see page 47.
AMERICAN
INSTITUTE OF STEEL CONSTRUCT teN
12
ROLLED STEEL SHAPES
W
I
SHAPES
x-·
PROPERTIES FOR DESIGNING
·-x
,
.Y
Flange
Nominal
Size
poe
Area
Depth
Width
Foot
AXIS V-V
AXIS X-X
Weight
Thick-
ness
Wob
Thickness
I
S
r
I
S
r
'".
Lb.
- --- - - - - - - - - - - - - - - - - - -In.4
I n,3
In. 3
In.4
In, J
-- - - --- -- -- --- ---- -- ----
36x16Y2
300
280
260
245
230
36 x 12
- -
'".
'".
20290.2 1105.1 15.17 1225.2 147.1
18819.3 1031.2 15.12 1127.5 135.9
17233.8 951.1 15.00 1020.6 123.3
16092.2 892.5 14.95 944.7 114.4
14988.4 835.5 14.88 870.9 105.7
3.73
3.70
3.65
3.62
3.59
'". '".
'".
'".
88.17
82.32
76.56
72.03
67.73
36.72
36.50
36.24
36.06
35.88
16.655
16.595
16.555
16.512
16.475
1.680
1.570
1.440
1.350
1.260
.945
.885
.845
.802
.765
194
182
170
160
150
57.11
53.54
49.98
47.09
44.16
36.48
36.32
36.16
36.00
35.84
12.117
12.072
12.027
12.000
11.972
1.260
1.180
1.100
1.020
.940
.770 12103.4
.725 11281.5
.680 10470.0
.653 9738.8
.625 9012.1
663.6 14.56
621.2 14.52
579.1 14.47
541.0 14.38
502.9 14.29
355.4
327.7
300.6
275.4
250.4
58.7
54.3
50.0
45.9
41.8
2.49
2.47
2.45
2.42
2.38
33x15%"
240
220
200
70.52 33.50 15.865 1.400
64.73 33.25 15.810 1.275
58.79 33.00 15.750 1.150
.830 13585.1
.775 12312.1
.715 11048.2
811.1 13.88
740.6 13.79
669.6 13.71
874.3 110.2
782.4 99.0
691.7 87.8
3.52
3.48
3.43
33x11)--2
152
141
130
44.71 33.50 11.565 1.055
41.51 33.31 11.535 .960
38.26 33.10 11.510 .855
.635
.605
.580
8147.6
7442.2
6699.0
486.4 13.50
446.8 13.39
404.8 13.23
256.1
229.7
201.4
44.3
39.8
35.0
2.39
2.35
2.29
30 x 15
210
190
172
61.78 30.38
55.90 30.12
50.65 29.88
15.105 1.315
15.040 1.185
14.985 1.065
.775
.710
.655
9872.4
8825.9
7891.5
649.9 12.64
586.1 12.57
528.2 12.48
707.9
624.6
550.1
93.7
83.1
73.4
3.38
3.34
3.30
30xl0)--2
132
124
116
108
38.83
36.45
34.13
31.77
30.30
30.16
30.00
29.82
10.551 1.000
.930
10.521
10.500 .850
10.484 .760
.615
.585
.564
.548
5753.1
5347.1
4919.1
4461.0
379.7 12.17
354.6 12.11
327.9 12.00
299.2 11.85
185.0
169.7
153.2
135.1
35.1
32.3
29.2
25.8
2.18
2.16
2.12
2.06
See page 10 for method of designation.
AMERICAN
INSTITUTE ,OF STEEL CONSTRUCTION
13
REGULAR SERI ES
if·"·)"'"
10.
\!oF SHAPES
I
DIMENSIONS FOR DETA I LING
~-'f
1S -.:.
W,b
Flange
Nominal
Size
'".
36 x 16)1
36 X 12
33x lS;(
33x l 1 )1
30 X 15
30 X 10)1
Distance
W eight
~:~t
Depth
Width
Th ick-
ness
-Lb.- - - - - - -
- '".-
T hickness
---
'". '".
'".
11!1G
1}{6
1%;
Y,
Y,
300
280
260
245
230
36U
36 )1
36 Y.(
36
35Y,
16%
16%
16)1
16)1
16)1
194
182
170
160
150
36)1
36%
36Ys
36
35Y,
240
220
200
33 )1
33Y.(
33
152
141
130
33 )1
33Y.(
33Ys
210
190
172
30 %
30Ys
29Yo
15Ys
15
15
1%;
1l{,
132
124
11 6
loa
30 Y.(
30Ys
30
29Y,
10 )1
10)1
10)1
10)1
I
11{,
1%
I~
l Y.(
U
12Ys
12Ys
12
12
12
l Y.(
I l{o
l Ys
I
I%;
I%;
15Y,
15U
l Ys
Y,
Hi
1~6
15%
l Ys
U
11 %
1!{s
11 )1
11 )1
1 ~6
%
%
lii
Y,
1!16
I U6
Yo
U
U
l!.{s
1!{6
%
I%;
U
l!{,
%
%
lii
lii
Gage gl is based on k + 1 ~ " . to nearest~"
A M ER I CA N
ness
-- - -
'".
- -- -
Usual
Gage
H alf
Thick-
)1
l{,
'"
%
%
%
%
%
l{,
''U6"
a
T
k
m
lii
5)1
3~
21 %; 40 %
31 Ys
7% 31 Ys
7 Y, 31 Ys
7 Y, 31 Ys
21 !.16
2\{,
2'U6
2%
40Ys
39Y,
39U
39)1
33(
3)1
)1
l{,
l{,
32Ys
2Ys
38 )1
3Y.(
l{,
5% 32Ys 2", 38 % 3Y.(
5% 32Y.( 11 ~6 38Ys 3Y.(
''""
%
%
531
5%
5%
32Y.(
32Y.(
l Y, 38
1 JUG 37Ys
7 )1
28 %
2l{,
5%
3%
5Yz
571
5)1
572
5)1
5)1
5)1
5)1
Ys
5)1
l{,
l{,
5)1
3
3
3
%
%
%
5)1
34
33U
33)1
3 )1
3 )1
3Ys
l{,
5)1
'"
%
5)1
32Ys
31 Yo
3
3
%
%
%
%
5)1
5)1
5)1
5)1
2'<,
%;
5 )1
'"
5Yz
5 )1
29U
29U
29U
l Ys 35 )1
l U 35!-i
11!.16 35Ys
7 Ys
7 Ys
7 Ys
25U
25U
25U
2U6
2l{o
2'<,
5
5
5
5
26Yo
26Yo
26Yo
26Yo
1 1~
1%
l lii
1)1
INSTI T UTE OF S T EEL
3
3
Ys
3Yz
3Yz
37Ys
36Y,
36%
28%
'"
4
4
7Ya 31 Ys
7)1
~
9
7 Y,
7Yz 28% 2%;
%
%
c
- - - - - - - ,".- - ,".- - - - . - '".- - - - - - '".- - '".-'".- -'"-
%
%
'"
'"
''""
g.
31 %" 2%
31 % 1 2U
CON STRUCTI ON
5Yz
571
5Yz
5Yz
14
ROLLED STEEL SHAPES
'(
SHAPES
W
I
PROPERTIES FOR DESIGNING
'I
Y
Flange
Nominal
Size
Area
P"
Foot
-
Depth
Thick-
'".
'".
Lb.
27 X 14
177
160
145
52.1 0 27.31 14.090 1.190
47.04 27.08 14.023 1.075
42.68 26.88 13.965 .975
27 X 10
114
102
94
33.53 27.28 10.070
30.01 27.07 10.018
9.990
27.65 26.91
24 X 14
I n.'
Thick-
ness
r
I
S
r
I
S
ness
- - - - - - - - - - - - - -3 - - -In.4- - In.l - - In.4
In.
".
,".
-- - -- --- --- -- -- --- -Width
'"-
- -
AXIS V - V
AXIS X-X
W,b
Weight
,
'".
'".
.725
.658
.600
6728.6 492.8 11.36 518.9
6018.6 444.5 11.31 458.0
5414.3 402.9 11.26 406.9
73.7
65.3
58.3
3.16
3.12 ·
3.09
.827
.747
.570
.518
.490
4080.5 299.2 11.03 149.6
3604.1 266.3 10.96 129.5
3266.7 . 242.8 10.87 115.1
29.7
25.9
23.0
2.11
2.08
2.04
160
145
130
47.04 24.72 14.091 1.135
42.62 24.49 14.043 1.020
38.21 24.25 14.000 .900
.656
.608
.565
5110.3 413.5 10.42 492.6
4561.0 372.5 10.34 434.3
4009.5 330.7 10.24 375.2
69.9
61.8
53.6
3.23
3.19
3.13 :
24 X 12
120
110
100
35.29 24.31 12.088
32.36 24.16 12.042
29.43 24.00 12.000
.930
.855
.775
.556
.510
.468
3635.3 299.1 10.15 254.0
3315.0 274.4 10.12 229.1
2987.3 248.9 10.08 203.5
42.0
38.0
33.9
2.68
2.66
2.63
24 X 9
94
84
76
27.63 24.29
24.71 24.09
22.37 23.91
9.061
9.015
8.985
.872
.772
.682
.516
.470
.440
2683.0 220.9
2364.3 196.3
2096.4 175.4
9.85 102.2
9.78 88.3
9.68 76.5
22.6
19.6
17.0
1.92
1.89
1.85
21 X 13
142
127
112
41.76 21.46 13.132 1.095
.985
37.34 21.24 13.061
32.93 21.00 13.000 .865
.659
.588
.527
3403.1 317.2
3017.2 284.1
2620.6 249.6
9.03 385.9 -58.8
8.99 338.6 51.8
8.92 289.7 44.6
3.04
3.01
2.96
21 X 9
96
82
28.21 21.14
24.10 20.86
9.038
8.962
.935
.795
.575
.499
2088.9 197.6
1752.4 168.0
8.60 109.3
8.53 89.6
1.97
1.93
21 X 874"
73
68
62
21.46 21.24
20.02 21.13
18.23 20.99
8.295
8.270
8.240
.740
.685
.615
.455
.430
.400
1600.3 150.7
1478.3 139.9
1326.8 126.4
8.64
8.59
8.53
.*
See page 10 Cor melliexl. of designation.
:
,
I
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
66.2
24.2
20.0
16.0
14.6
60.4 1
53.1 12.9
1.76
1.74 1
1.71
15
REGU L AR SERIES
IfF SHAPES
I
DIMENSIONS FOR DETAILING
Flange
Nominal
Size
Weight
per
Foot
Depth
Distance
Web
I--T--I---,--,::-:-,-I----;--,-----,------,------,---I Usual
Width
Thick-
ness
Thick-
ness
Half
Thick-
ness
a
T
k
m
01
c
Gage
9
--:--1--,-,---- In. - In.
In.
lb.
In.
In.
In.
In.
In.
In.
In.
In.
In.
In.
r-.
11-- - -1- - - 'Zl X 14
'Zlx l0
24 X 14
24 X 12
24 X 9
21 X 13
21 X 9
21 X 8)4
- - --- ----- - - - - - - - - - - - - - -
177
160
145
27)4
27Ys
26%
14Ys
1%
)4
%
14
1116
1116
>1'.
14
1
%
%
114
102
94
27)4
27Ys
26%
10Ys
10
10
160
145
130
24)4
24 %
24)4
14Ys
14
14
120
110
100
24 )4
24Ys
24
12Ys
12
12
1 ~6
94
64
76
24)4
24Ys
23Ys
9
9
9
142
127
112
21 %
21)4
21
13Ys
13
13
96
62
21Ys
20 %
9
9
73
66
62
21)4
21 Ys
21
6)4
6)4
8)4
l }{S
%
1 ~6
72
~
Y2
lYs
1
Ys
:Va
'Us
Y2
i)i
%
Va
%
Y2
1~
l Ys
1
Ys
>1'.
)4
)4
6)4
6 i)i
6)4
23
23
23
2Ys
2!{.
30)4
30Y,
1';{. 30%
3)4
3)4
3)4
Uo
4 i)i
4)4
4 i)i
24
24
24
1%
1%
1'Us
29Ys
28Ys
28%
2)4
2 i)i
2%
%
;{.
6%
6%
20%
20%
2
1 VB
6~
20% 1%
28Y,
28)4
28
3)4
3)4
3
5 i)i
5 i)i
5 i)i
20Ys 1'l16 27Ys
20 % 1 % 27
20Ys 1 ~. 26Ys
3
2i)i
2)4
%
5%
5%
5%
5%
~6
%
>1'.
)4
4 )4
21 %
Hi'.
25Ys
2)4
;{.
47i
21 %
1%
25%
2%
~6
5%
)4
4 )4
21 %
1)4 · 25 %
2%
;{.
5%
Il{.
%
>1'.
6)4
6)4
6)4
17)4 1 Ys
17)4 1)4
17)4 1 %
25)4
25
24)4
3
3
3
116
%
%
>1'.
5%
5%
5Y,
~
U6
-)4
%
47,i
18
)4
4)4
16
1%
1!{6
23
22%
2)4
2%
18% l U6
18% 17,(
18% l j{.
22 }1
22%
22%
2%
2 31
2%
%
!{6
)4
)4
4
Ys
%
;{,
4
4
Gage gl is based on k + 1~ " . to nearest }l".
AMERI CAN
5Y,
SY,
5Y,
74
Yz
1 ~6
i)i
%
%
INSTITUTE OF STEEL CONSTRUCTION
%
%
%
}f6
)4
5%
572
571
5%
5%
16
ROLLED STEEL SHAPES
I
W
I
SHAPES
"f
PROPERTIES FOR DESIGNING
y
Flange
Nominal
Size
".
P"
Foot
Lb.
lax11%, 114
105
96
18 X
8%"
AXIS X -X
Wei ght
Area
Width
Thickness
Thick-
ness
I
S
r
--- -- -- - - - -- - \n.4
In.'
-- --- -".- - -- - - - -
- In.'
--
AXIS V-V
Wo'
Depth
".
".
".
33.51 18.48 11.833
30.86 18.32 11.792
28.22 18.16 11.750
.991
.911
.831
.595
.554
.512
24.97
22.63
20.56
18.80
I
S
r
".
----- In.4
In.'
- -- - ---
2033.8 220.1
1852.5 202.2
1674.7 184.4
7.79
7.75
7.70
255.6
231.0
206 .8
43.2
39.2
35.2
2.76
2.73
2.71
".
18.32
18.16
18.00
17.87
8.838
8.787
8.750
8.715
.911
.831
.751
.686
.526
.475
.438
.403
1429.9
1286.8
1153.9
1045.8
156.1
141.7
128.2
117.0
7.57
7.54
7.49
7.46
99.4
88.6
78.5
70.3
22.5
20.2
17.9
16.1
2.00
1.98
1.95
1.93
50
17.64 18.25
16.19 18.12
14.71 18.00
7.558
7. 532
7.500
.695
.630
.570
.416
.390
.358
984.0 107.8
889.9 98.2
800.6 89.0
7.47
7.41
7.38
47.1
42.0
37.2
12.5
11.1
9.9
1.63
1.61
1.59
16xll )1
96
88
28.22 16.32 11.533
25.87 16.16 11.502
.875
.795
.535
.504
1355.1 166.1
1=.6 151.3
6.93
6.87
207.2
185.2
35.9
32.2
2.71
2.67
16 X 8 )1
78
71
64
58
22.92
20.86
18.80
17.04
16.32
16.16
16.00
15.86
8.586
8.543
8.500
8.464
.875
.795
.715
.645
.529
.486
.443
.407
1042.6 127.8
936.9 115.9
833.8 104.2
746.4 94.1
6.74
6.70
6.66
6.62
87.5
77.9
68.4
60.5
20.4
18.2
16.1
14.3
1.95
1.93
1.91
1.88
16 X 7
50
45
40
36
14.70
13.24
11.77
10.59
16.25
16.12
16.00
15.85
7.073
7.039
7.000
6.992
.628
.563
.503
.428
.380
.346
.307
.299
655.4
583.3
515.5
446.3
6.68
6.64
6.62
6.49
34.8
30.5
26.5
22.1
9.8
8.7
7.6
6.3
1.54
1.52
1.50
1.45
85
77
70
64
18 x 7)1
60
55
80.7
72.4
64.4
56.3
See page 10 for method of designation.
,
AMERICAN
INSTITUTE OF STEEL CONSTnUCTI O I'I.I
17
REGULAR SERIES
->! j-.-e .. twel) +,\-"
10.
j-
T
.,-of
W
SHAPES
I
DIMENSIONS FOR DETAILING
(.-.
We b
Flange
Nomi nal
Size
'0.
18x1 1%"
18 x B%"
18 x 7}2
16 X 8Y,
16 X 7
Depth
~e,
L h.
-
-
'0.
Thi ck-
T hick-
Usual
Half
Gago
k
g,
m
a
T
c
9
ness
noss
ness
- -- ------- - -- '0. '0.
. - '0.- -'0. -'0.- - '0.- -'0. I- '0.
- - '0-. -'0- - - --'0Width
001
Thick-
--
~-
114
lOS
96
18Y,
11 VB
18 Ys
11 ~
'%
18Ys
11 %
1 ~6
Y,
8S
77
70
64
18 %
18Ys
lq
17%
8%
1 ~6
!10
8~
8~
l UG
8%
'l{,
60
18U
7Yz
1!16
SO
l BYs
18
7Y,
7Y,
96
88
16%
16 )1
n y,
n y,
l UG
Y,
78
71
64
S8
16%
16>1;
16
1SYs
8%
Ys
!10
l;{a
SO
4S
40
36
16U
16Ys
16
1SYs
7 Ys
7
7
7
ss
16xl1 Yz
Distance
W eight
1
%
%
!10
Y,
l{,
l{,
j{,
;{,
U
3
5% 1SYs 11!.16 22
5% 1SYs 1% 21 % 2~
S% 1SYs l Y, 21 ~ 2%
U
U
U
4Ys
4Ys
4Ys
4>1;
%
2Y,
U
U
U
331
372
3Y,
2%
%
SY,
2~
%
57':3
18Y, 2%
18U 2%
;{,
S)1
%
57'1
18Ys
18
2 )1
2)1
;(,
17%
17%
17 )4
17%
2Y,
2%
U
U
)1
U
20
20
5Yz
SY,
13Ys
13Ys
20
19%
4
4
4
4
13 %
13 %
13%
13%
!10
871
8Y,
1!16
)1
l{,
BYz
%
Yl6
U
U
U
U
%
%
%
l{,
l{,
~6
;{,
%
Y,
;{,
U
SY,
SY,
SY,
SY,
U
%
%
;{,
l{,
3% 14
1%
172
l Y,
1%
1%
174
14
l Ys
1;(,;
1
3% 14
l ?1G
3%
3%
14
1972
Gage gl is based on k + Hi" , to nearest ~" .
AMERICAN
5}-4
5Yz
;{,
%
l{,
l{,
1~
H4
5%
2%
2%
2%
2Y,
19%
19%
U,
!10
l Y, 20 %
1% 20 Ys
3% 1S% 1 ~
3% 1S% 1>1;
3 % 1S% His
l{,
%
%
%
1S%
1S%
1S %
1S%
%
%
;{,
I NSTITUTE OF STEEL C O NS T RUCTION
2}4
2U
2).>
2)1
%
%
571
572
3Y,
3Y,
3 )4
3Y,
r
18
RO LLE D
STEEL SHAPES
T
\!oF
I
P ROPERTIES FOR DESIGNING
.
Flange
Nominal
Size
'0.
'1
SHAPES
Weight
po<
Foot
Area
Depth
Width
Thickness
W,b
Thickness
AX I S V-y
AX I S X - X
I
S
,
y
r
I
S
r
---- -- ---- - - --- --Lb.
I n. 2
'0. '0. '0. '0. In.· -In.3- '0. In.· In.l '0.
-- ------- ------ - ---------
14 X 16
426
398
370
342
314
287
264
246
237
228
219
211
202
193
184
176
167
158
150
142
· 320
125.25 18.69
116.98 18.31
108.78 17.94
100.59 17.56
92.30 17.19
84.37 16.81
77.63 16.50
72.33 16.25
69.69 16.1 2
67 .06 16.00
64.36 15.87
62.07 15.75
59.39 15.63
56.73 15.50
54.07 15.38
51.73 15.25
49.09 15.12
46 .47 15.00
44.08 14.88
41 .85 14.75
94.12 16.81
16.695
16.590
16.475
16.365
16.235
16.130
16.025
15.945
15.910
15.865
15.825
15.800
15.750
15.710
15.660
15.640
15.600
15.550
15.515
15.500
16.710
3.033
2.843
2.658
2.468
2.283
2.093
1.938
1.813
1.748
1.688
1.623
1.563
1.503
1.438
1.378
1.313
1.248
1.188
1.128
1.063
2.093
1.875
1.770
1.655
1.545
1.415
1.310
1.205
1.125
1.090
1.045
1.005
.980
.930
.890
.840
.820
.780
.730
.695
.680
1.890
6610.3
6013.7
5454.2
4911 .5
4399.4
3912.1
3526.0
3228.9
3080.9
2942.4
2798.2
2671.4
2538.8
2402.4
2274.8
2149.6
2020.8
1900.6
1786.9
1672.2
4141.7
707.4
656.9
608.1
559.4
511.9
465.5
427.4
397.4
382.2
367.8
352.6
339.2
324.9
310.0
295.8
281.9
267.3
253.4
240.2
226.7
492.8
7.26
7.17
7.08
6.99
6.90
6.81
6.74
6.68
6.65
6.62
6.59
6.56
6.54
6.51
6.49
6.45
6.42
6.40
6.37
6.32
6.63
2359.5 282.7
2169.7 261.6
1986.0 241.1
1806.9 220.8
1631.4 201.0
1466.5 181.8
1331.2 166.1
1226.6 153.9
1174.8 147.7
i124.8 141.8
1073.2 135.6
1028.6 130.2
979.7 124.4
930.1 118.4
882.7 112.7
837.9 107.1
790.2 101.3
745.0 95.8
702.5 90.6
660.1 85.2
1635.1 195.7
4.34
4.31
4.27
4.24
4.20
4.17
4 .14
4.12
4.11
4.10
4.08
4.07
4.06
4.05
4.04
4.02
4.01
4.00
3.99
3.97
4.17
14x14,!.1
136
127
119
111
103
95
87
39.98 14.75
37.33 14.62
34.99 14.50
32.65 14.37
30.26 14.25
27.94 14.12
25.56 14.00
14.740 1.063
14.690 .998
14.650 .938
14.620 .873
14.575 .813
14.545 .748
14.500 .688
.660
.610
.570
.540
.495
.465
.420
1593.0
1476.7
1373.1
1266.5
1165.8
1063.5
966.9
216.0
202.0
189.4
176.3
163.6
150.6
138.1
6.31
6.29
6.26
6.23
6.21
6.17
6.15
567.7
527.6
491.8
454.9
419.7
383.7
349.7
77.0
71.8
67.1
62.2
57.6
52.8
48.2
3.77
3.76
3.75
3.73
3.72
3.71
3.70
14 X 12
84
78
24.71 14.18 12.023
22.94 14.06 12.000
.778
.718
.451
.428
928.4 130.9
851.2 121.1
6.13
6.09
225.5
206.9
37.5
34.5
3 .02
3.00
14 X 10
74
68
61
21.76 14.19 10.072
20.00 14.06 10.040
17.94 13.91 10.000
.783
.718
.643
.450
.418
.378
796.8 112.3
724.1 103.0
641.5 92.2
6.05
6.02
5.98
133.5
121.2
107.3
26.5
24 .1
21.5
2.48
2.46
2.45
*Column core section.
See page 10 for method of design<ltion.
AMERICAN
INSTITUTE OF STEEL CONSTRUCT I ON
19
REGULAR SERIES
->! f"-e",t web
T
TV~
+*"
D-
•
W
W, b
,,.
D istance
Wei ght
~:~t
I
DIMENSIONS FOR DETAILING
Flange
Nominal
Si%e
SHAPES
Depth
W idth
Thickne88
Half
ThickneS8
Thickness
a
T
k
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
7%
11 %
3%
3%
m
c
g.
Usual
Gage
9
- - - - -,,.- - - - - - - - - - - - -- - - - - Lb.
- ".
- -".
- - - - ". - ".- -".- -".- - ".- - '0.- -".- - '0.- - "..
14 X 16
426
398
342
314
287
264
246
237
228
219
211
202
193
184
176
167
158
150
142
18 Ji
18U
18
17)1
17U
16')i
16)1
167,(
16 78
16
15Ys
15%
15%
15)1
15 %
157,(
15 78
15
14Ys
14')i
· 320
16%
14x 14)1 136
127
119
111
103
95
87
14')i
14%
14Yz
14%
14,.
14 78
14
84
78
74
68
61
2/0
:
114 X 12
14 X 10
16')i
16%
16)1
16%
16,.
16 78
16
16
15Ys
15Ys
15Ys
15')i
15%:
15')i
15%
15%
15%
15)1
15 )1
15)1
16')i
3!10
l Ys
1%
21 ;U
21!.16
11;W
11!{G
2U,
1~
Ys
IUs
IUS
')i
IJ,{,
%
%
%
%
)1
)1
)1
}fo
2~
l UG
2 J,{,
1;{,
11 ~
1~
11 ~
178
178
l !1o
1
1
1~
1 1~
1%
1'U6
1)1
1'!{G
I ~S
Ys
Ys
l;U
U,
1%
1;{,
1,.
1%
1 78
1 J,{,
2J,{,
l !.{S
}fo
%
%
%
%
l Ys
l ;{S
14')i
1 !.{s
1!{6
14%;
1
%
%
%
)1
)1
!{6
%
;{,
;{,
;{,
7,(
1~6
')i
l~
14%
I%;
14%
Ys
14%
14)1
14)1
1%
l Y.6
14 78
14
12
12
')i
~{6
I H'G
U,
14,.
14
13Ys
10 78
10
10
I%;
}fo
1!1o
%
I%
')i
,.
7,(
U
7,(
,.
~6
I
7,(
%;
11 Ys
11 %
11 %
11 %
11 %
11 %
11 %
11 %
11 %
11 Ys
11 %
11 %
11 %
11%
11 %
7%
11 %
7%
7%
7%
7%
11 %
7
7
7
7
7
7
7
11 Ys
11 %
11 Ys
1"%
11 %
11 %
11 %
11 %
11 %
11 %
25Ys
5
24 %;
4%
I ~S
24 %
24
2 Ys 23')i
21!{e 23 %
2% 23
2'!{s 22Ys
2 % 22 ')i
2§16 22%
2 ,. 22)1
2%; 22 %
2 % 227,(
2!10 22 %
2
22
11%; 21 Ys
lYs 21 ')i
11%; 21 %
1% 21 )1
11 ~ 21)1
2 1~ 23')i
4)1
4U
4 7,(
4
3 ')i
3 ')i
3 ')i
3 )1
3)1
3)1
3)1
37,(
3 7,(
3,.
37,(
3
3
3
4
Ys
Ys
11!{S 20Ys
3
3
2 ')i
2')i
2 ')i
3U
3U,
1%
1%
171
l}fo
1%
1%;
5')i
11 %
1%
5~
11 %
l ;{o
4 ')i
4 ')i
11%
11%
11 %
1%
lU
4%
1%
20')i
20%
20)1
20)1
207,(
1~
')i
Ih'6
%
%
%
%
%
%
)1
)1
)1
}fo
}fo
}fo
}fo
1
U,
'"I
~
on
I
'"
5 )1
5)1
5)1
5)1
20,. 2)1
%
%
%
;{o
;{,
;{,
18%
18)1
2')i
2)1
;{,
%
17)1
17,.
17 78
2 ')i
2)1
2)1
%
5Yz
;{,
5)1
U
571
*Column Core Section.
GaRe IZI IS based on k + 13(", to nearest U" .
AM ERICAN
1
INSTITUTE OF STE EL CONSTRUCTION
2%
571
5)1
5 )1
5 )1
571
20
ROLLED STEEL SHAPES
Y
I
"I'
SHAPES
W
PROPERTIES FOR DESIGNING
Y
Flange
Nominal
Size
Weight
':~t
Area
A X I S X-X
A X IS V-V
W.b
Depth
W idth
T hick_
ness
T hick-
ness
I
S
r
I
S
r
-In.~- -'0.- - - - - - -'0.- -I -- I n.-3 - - - I n.·- -In.l- -'0.n.·
- -- - - - - - - - - - -- --
'0.
'".
43
15.59 13.94
14.11 13.81
12.65 13.68
8.062
8.031
8.000
.658
.593
.528
.370
.339
.308
542.1
484.9
429.0
77.8
70.2
82.7
5.88
5.82
57.5
51.3
45.1
14.3
12.8
11.3
1.92
1.91
1.89
14 X 6%
38
34
30
11.17 14.12
10.00 14.00
8.81 13.86
6.776
6.750
6.733
.513
.453
.383
.313
.287
.270
385.3
339.2
289.6
54.6
48.5
41.8
5.87
5.83
5.73
24.6
21.3
17.5
7.3
6 .3
5.2
1.49
1.46
1.41
12 X 12
190
161
133
120
106
99
92
85
79
72
65
55.86
47.38
39.11
35.31
31 .19
29.09
27.06
24.98
23.22
21.16
19.11
12.670
12.515
12.365
12.320
12.230
12.190
12.1 55
12.105
12.080
12.040
12.000
1.736 1.060
.905
1.236 .755
1.106 .710
.986 .620
.921
.580
.856 .545
.796 .495
.736 .470
.671
.430
.606 .390
1892.5
1541.8
1221.2
1071.7
930.7
858.5
788.9
723.3
663.0
597.4
533.4
263.2
144.5
134.7
125.0
115.7
107.1
97. 5
88.0
5.82
5.70
5.59
5.51
5.46
5.43
589.7
486.2
389.9
345.1
300.9
278.2
256.4
235 .5
93.1
77.7
63.1
56.0
49.2
45.7
42.2
38.9
35.8
32.4
29.1
3.25
3.20
3.16
3.13
3.11
3.09
3.08
3.07
3.05
3.04
3.02
58
53
17.06 12.19 10.014
15.59 12.06 10.000
.641
.576
.359
.345
476.1
426.2
78.1
70.7
5.28
5.23
10704
21.4
19.2
2.51
2.48
50
45
8.077
8.042
8.000
.641
.576
.516
.371
.336
.294
394.5
350.8
64.7
58.2
51.9
5.18
5.15
5.13
5604
40
14.71 12.1 9
13.24 12.06
11.77 11.94
50.0
44.1
14.0
12.4
11.0
1.96
1.94
1.94
36
31
27
10.59 12.24
9.12 12.09
7.97 11.95
6.565
6.525
6.500
.540
.305
.265
.240
280.8
238.4
204.1
45.9
39.4
34.1
5.15
23.7
19.8
16.6
7.2
6.1
5.1
1047
'0.
14 X 8
Lb.
53
48
12 X 10
12 X 8
12 X 6V2
14.38
13.88
13.38
13.12
12.88
12.75
12.62
12.50
12.38
12.25
12.12
'".
10486
0465
0400
3 10.1
222.2
182.5
16304
I
5.90
5040
5.38
5.34
5.31
5.28
5.11
5.06
21 604
195.3
174.6
96.1
I
1.50
1.44
See page 10 for melhod of designation.
,
AMERICAN
..
INSTITUTE OF STEEL CONSTRUCTION
I
21
REGULAR SERIES
->! t+-c .. !well+-k"
"
T
b :;<
)-
\IF SHAPES
W,b
Flange
Nominal
Size
Weight
po.
I
DIMENSIONS FOR DETAILING
Depth
Thick~
Thick-
Distance
Half
g,
Usual
Gage
Foot
Width
I,.
Lb.
I,.
-I ,.- - I,.- - - - - - - - - - I,.
I,.
I,.
I,.
- - - - - - - - - - - - -I,.- -I,.- -I,.- -I,.- -I,.-
14 X 8
53
48
43
14
38
34
30
14J1j
14
13 %
6%
6%
190
161
133
120
106
99
92
85
79
14%
13%
13%
13J1j
12%
12%
12)1
12%
12%
72
14 x 6%
12 X 12
12 x 8
12 x 6)1
ness
k
m
l{,
;(.
;(.
3% 11 %
3% 11 %
3% 11%
1 Y4 16J1j
1\{, 16
lJ1j 15%
2~
1
l{,
%
%
8
~
%;
~
li',
li',
li',
;(.
l{,
3Y.(
3Y.(
12J1j
15%
2~
li6
%
12Ys
1;(6
15%
J1j
3~
12J1j
%
15V2
2~
2~
1%
l>i6
l{,
5%
9% 2%; 19~ 3%
9% 2li6 18% 3)1
9% 11hS 18~ 3~
1}16
6~
12~
12M
12 ~
1~6
%
%
%
%
12%
12)1
%
12U
12Ys
12J1j
12J1j
12J1j
12
12
53
12%
12
10
10
50
45
40
12 ~
12
12
8J1j
8
8
12U
12Ys
6%
6)1.
12
6~
36
31
27
T
8
8
l Y.(
l Ys
1
58
a
--
I §{S
12%
Thicknoss
- -
1Yz
65
12 X 10
13%
13%
ness
",
5%
li',
li',
li',
%
%
5%
1;{6
l{,
Y,
~
5%
5%
5%
5%
5%
%
)1
",
7i
5%
%
~
;(.
%
%
;(.
l{,
%
%
;(.
l{,
l{,
3%
3%
)1
l{,
li',
3Yo
l{,
l{,
~
;(.
3J1j
3J1j
3J1j
I}{S
%
%
l{,
%
",
%
~
J1j
J1j
2~
9%"
11~
9%
9%,
9%
1% 17% 3
18
1)1 17%
3
9
%
%
%
5~
5~
~
~
;(.
%
)1
li6
li6
%
%
%
9%
Hi
17Y,
1%;
17%
5%
9%
9%
1~
17~
5U
9%
1% 17 J1j
2%
2%
2%
2%
2)1
2)1
4%
9%
4Yo
9%
1~ 15%
1;(. 15%
2Y,
2Y,
~
~
9%
9%
9%
1~
1;(. 14)1
lJ1j 14%
2)1
2)1
~
~
~
1~5
17 ~
14%
14
10%
IU6
10%
Yo 13%
10%
' l{,
13%
Gage g. is based on k + l~ " . to nearest 7(".
AMERICAN
2~
c
INSTITUTE OF STEEL CONSTRUCTION
2Y,
2~
2~
2~
5~
3~
3)1
371
5~
5)1
5)1
5)1
5~
5~
5)1
57'2
li',
li',
5)1
l{,
~
5)1
5Y,
~
571
5)1
5)1
5%
5Y,
;(.
3)1
3)1
;(.
3~
22
RO LLED STEEL SHAPES
,
IJIF
I
SHAPES
·-x
x-·
PROPERTIES FOR DESIGNING
,
{-
Flange
Nominal
Size
'0.
Weight
po<
Foot
Lb.
Area
Depth
W,b
Thick-
AXIS X-X
AXIS V-V
Thick-
ness
I
S
r
I
ness
---------------[n,4
In.2
[n. 3
In.4
. - - ----- - - - - - - - -- -'0Width
'0.
'0.
'0.
'0.
-
-
- - - '0-.
10.415 1.248
10.345 1.11 8
10.275 .998
10.1 95 .868
10.170 .808
10.117 .748
10.075 .683
10.028 .618
10.000 .558
.755
.685
.615
.535
.510
.457
.415
.368
.340
718.7
625.0
542.4
457.2
420.7
382.5
343.7
305.7
272.9
126.3
112.4
99.7
86.1
80.1
73.7
67.1
60.4
54.6
4.67 235.4
4.61 206.6
4.55 180.6
4.49 153.4
4.46 141.8
4.44 129.2
4.41 116.5
4.39 103.9
4.35
93.0
45.2
39.9
35.2
30.1
27.9
25.5
23.1
20.7
18.6
2.67
2.65
2.63
2.60
2.59
2.58
2.57
2.56
2.54
8.022
7.990
7.964
.618
.528
.433
.350
.318
.292
248.6
209.7
170.9
49.1
42.2
35.0
4.33
4.27
4.20
53.2
44.9
36.5
13.3
11.2
9.2
2.00
1.98
1.94
8.53 10.22
7.35 10.08
6.19 9.90
5.799
5.762
5.750
.500
.430
.340
.289
.252
.240
157.3
133.2
106.3
30.8
26.4
21.5
4.29
4.26
4.14
15.2
12.7
9.7
5.2
4.4
3.4
1.34
1.31
1.25
67
58
48
40
35
31
19.70
17.06
14.11
11.76
10.30
9.12
9.00
8.75
8.50
8.25
8.12
8.00
8.287
8.222
8.117
8.077
8.027
8.000
.933
.808
.683
.558
.493
.433
.575
.510
.405
.365
.315
.288
271.8
227.3
183.7
146.3
126.5
109.7
60.4
52.0
43.2
35.5
31.1
27.4
3.71
3.65
3.61
3.53
3.50
3.47
88.6
74.9
60.9
49.0
42.5
37.0
21.4
18.2
15.0
12.1
10.6
9.2
2.12
2.10
2.08
2.04
2.03
2.01
8 X 672"
28
24
8.23
7.06
8.06
7.93
6.540
6.500
.463
.398
.285
.245
97.8
82.5
24.3
20.8
3.45
3.42
21.6
18.2
6.6
5.6
1.62
1.61
8 X 534
20
17
5.88
5.00
8.14
8.00
5.268
5.250
.378
.308
.248
.230
69.2
56.4
17.0
14.1
3.43
3.36
8.5
6.7
3.2
2.6
1.20
1.16
11 .38
11 .1 2
10.88
10.62
10.50
10.38
10.25
10.12
10.00
10 X 10
112
100
89
77
72
66
60
54
49
32.92
29.43
26.19
22.67
21.18
19.41
17.66
15.88
14.40
10 X 8
45
39
33
13.24 10.12
11.48 9.94
9.71 9.75
10x 5%
29
25
21
8x8
I
See page 10 for me thod of designation.
AMERICAN
h
r
S
- In,3
-
INSTI TUTE OF STEEL CONSTRUCT I ON
23
RE:GULAR SERIES
->! ~e .. tweb+iT"
"
w: SHAPES
Jl~->f
T
-r1t!<
W,b
Flange
Nom inal
Size
".
10 X10
10 x 8
lOx53(
8x8
'"
Depth
Width
Foo'
Thick-
ness
- -
11 2
100
89
11 % 10%
11 Ys 10%
lYs
77
10% 10%
72
66
60
Ys
10>4
10%
54
10Ys
49
10
45
39
33
10
9%
8
8
8
29
lO X(
10Ys
9Ys
5%
25
21
67
9
8%
28
24
20
17
Half
Thickness
Thick-
%
1~
%
%
ness
Usual
a
T
k
m
-- - - -- - -
g.
c
4Ys
7%
1%
4%
7Ya
7%
1% 15%
172 15
1% 14%:
3
3
2%
2%
2%
!16
Gilge
g
- - - - ,,.- - - - - ".
- ".- - ".
- -".--".- -".- -".- - ".- - ".- - - -".- - ".-
- - - Lb.
48
40
35
31
8x5%"
Distance
We .ght
58
8x 6Ys
I
DIMENSIONS FOR DETAILING
!;
10Ys
10%
10Ys
1034
1%
%
}i6
4Ys
%
4% 7Ys
l ;{S
Ys
l16
%
?i6
%
%
%
%
1
10Ys
10Ys
10Ys
10
10
l~
%
%
%
%
l16
1~
14%
7Ys
1~
14Ys 2Ys
14% 2Ys
4Ys 7% l;{s
4Ys 7Ys 1%
3%
l{,
}1s
l16
l16
l16
l16
%
7%
4Ys
4Ys
~,
%
4Ys
;(,
Ys
5%
5%
Ys
l16
!16
l16
%
%
Ys
Ys
8%
8X(
l~
%
l16
1;{6
1531
3Ys
14%
5Ys
2"
2%
%
%
%
572
2X(
2M
2
X(
2%
,11%
1116 11 Yz
;(,
;(,
2%
2%
H16 14Ys
7%
lYs
1~
13
12Ys
Itt6 {2%
2% 8}4
2% 8%
2% 8Y2
1;{6
6%
~,
l16
l16
5"
3Ys 7%
3%
%
%
5"
5"
5"
5"
5Yz
5"
%
%
7Ys
7Ys
2Y2
l{,
Ys
11 %
1~
1274:
1;(,
12
1~
11 Ys
2}i
2Ys
%
5Ys
5Ys
5"
2%
5"
8Ys
8
8
8
l{,
~,
Hs
3Ys 6%
3Ys 6%
3Ys 6%
3Ys 6%
3Ys 6%
6"
!16
~,
3Ys
3Ys
6%
6%
10Ys
%
lOX(
2%
2%
l16
l16
3"
%
Ys
Ys
l;U
%
%
%
%
Ys
Ys
2Ys 6%
2Ys 6%
l~
9%
2X(
;(,
%
9% 2X(
l16
2%
2%
8Ys
8X(
8
8Ys
8Ys
7Ys
6Ys
8Ys
5X(
5X(
8
,;(,
~{6
Ys
l{,
X(
~
~
Ys
%
y.&
;((,
l16
2Ys
~,
2"
l~ 11 %
2X(
Ys 11 " 2X(
l;{S 11%
2X(
X(
X(
X(
X(
5Yz
Gage gl is based on k + l ~" , to nearest~"
AMERICAN
I NSTITUTE OF STEEL CONSTR UCr"QN
5"
5Ys
5Ys
5Ys
3Ys
24
ROLLED STEEL. SHAPES
Y
\JIF SHAPES
MISCELLANEOUS (B)
COLUMNS AND BEAMS
I
f
PROPERTIES FOR DESIGNING
NomInal
Size
'".
Flange
Weight
/."
00'
Lb.
Area
Depth
Widlh
-In.2- - -
'".
Thick_
- -- -
'".
ne88
AXIS V-V
AXIS X-X
W.b
Thickne88
y
I
5
r
I
5
r
- - - - -- - In.'- - - - In.4- - I n)- - -
'".
'".
'".
'".
[0. 4
W
SHAPES AND LIGHT COLUMNS
'6 W
*6 X 6
25
20
15.5
7.37
5.90
4.62
6.37
6.20
6.00
6.080
6.018
6.000
.456
.367
.269
.320
.258
.240
53.5
41.7
30.3
16.8
13.4
10.1
'5 W
*5 X 5
18.5
16
5.45
4.70
5.12
5.00
5.025
5.000
.420
.360
.265
.240
25.4
21.3
9.94 2.16
8.53 2.13
t4 W
13
3.82
4.16
4.060
.345
.280
11.3
2.69 17.1
2.66 13.3
2.56 9.69
5.6
4.4
3.2
1.52
1.50
1.45
8.89
7 .51
3.54
3.00
1.28
1.26
5.45 1.72
3.76
1.85
.99
LIGHT BEAMS
17.2
22
19
16%
5.05
6.47
5.62
4.86
14.00
12.31
12.16
12.00
4.000
4.030
4.010
4.000
.272
.424
.349
.269
.210
.260
.240
.230
147.3
155.7
130.1
105.3
21.0
25.3
21.4
17.5
5.40
4. 91
4.81
4.65
2.65
4.55
3.67
2.79
1.32
2.26
1.83
1.39
.72
.84
.81
.76
111 10 X 4
19
17
15
5.61
4.98
4.40
10.25
10.12
10.00
4.020
4.010
4.000
.394
.329
.269
.250
.240
.230
96.2
81.8
68.8
18.8
16.2
13.8
4.14
4.05
3.95
4.19
3.45
2.79
2.08
1.72
1.39
.86
.83
.80
*8 X 4
15
13
4.43
3.83
8.12
8.00
4.015
4.000
.314
.284
.245
.230
48.0
39.5
11.8 3.29
9.88 3.21
3.30
2.62
1.65
1.31
.86
.83
"'6 X 4
16
12
4.72
3.53
6.25
6.00
4.030
4.000
.404
.279
.260
.230
31.7
21.7
10.1 2.59
7.24 2.48
4 .32
2.89
2.14
1.44
.96
.90
88.2
51.9
30.8
14.8
14.8
10.5
7.79
5.07
2.25
2.01
1.99
1.89
1.13
1.02
1.01
.96
t14 X 4
&1 12 X 4
JOISTS
§ 12 X 4
§ 10 X 4
·8 X4
"' 6 X 4
i
14
11 %
10
8%
4.14
3.39
2.95
2.50
11 .91
9.87
7.90
5.83
3.970
3.950
3.940
3.940
.224
.204
.204
.194
.200
.180
.170
.170
4.61
3.92
3.23
2.43
.74
.77
.82
.87
ffi Rolled by B ethlehem Steel Co., United States Steel Corp, and Inl and Steel Co.
• R olled hy Bethlehem Steel C o . a nd United States Steel Corp .
§ RoUe~ by Bethlehem Steel Co., U ll ittdStat es Stw Corp., Inland Steel Co. and J o nes &Lau(:'bJio Steel Corp,
t Rolled by Bethlehem S teel Co.
l !0lled
& Laughlin Steel Cor p.
page 1 or method o f designation.
bO'lones
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
25
REGUL AR SERIES
....I l+o-i web +1li"
w: SHAPES
i g,
MISCELLANEOUS (B)
COLUMNS AND BEAMS
T
I
:1
l~
DIMENSIONS FOR DETAILING
Flange
Nominal
Size
".
Wei£1ht
pO'
Depth
Width
FOClt
Lb.
Thickness
---- - -
".
".
W
Oistance
Wob
".
T hick-
ness
Half
T hick-
ness
T
k
g,
--- - - - --- - - -
".
".
SHAPES AND
". ". ".
Fig.
C
-~
- -
Usual
Gage
g
-~
". ". ". ".
LIGHT COLUMNS
25
20
15.5
6%
6U
6
6
6
6
)1
%
U
%
%
U
U
;{.
·* 5W
*5 X 5
18.5
16
5)1
5
5
5
'!{s
%
j4W
13
4)1
4
%
*6W
*6 X 6
a
Max.
Ri vet
~
3)1
)1
4Y1i
4Y1i
4Y1i
U
U
)1
)1
2%
2%
31~
~
%
2
2
%
3 1!.16
;{,
YIi
YIi
2~
;{6
V.
lYs
2Y1i
%
H4
;{.
%
2U
lY1i 12 Y1i
1% 10%
l Y1i 10%
lY1i 10%
~.
%
1%
2
2
1%
1!{6
%
2U
2
2
YIi
YIi
YIi
2Y1i
2Y1i
2Y1i
U
%
%
37-'2
3)1
2%
LIGHT BEAMS
i 14 X 4
17.2 14
E912 X 4
22
910 X 4
*8 X 4
*6 X 4
19 12)1
16)1 12
4
4
4
4
19
17
15
lOU
10Ji
1O
4
4
4
'1,
15
13
8)1
8
4
4
%
U
16
12
6U
6
4
4
%
U
12U
V.
U
!}t.
l{,
U
U
U
)1
)1
)1
U
U
U
V.
V.
%
U
%
U
l}ft;
%
1!-j6
')1 ,
%
2~
;{,
%:
;{,
;{,
%
2U
2U
~
2Y-;
%
%
2
2
;{,
~
1%
;{,
%
2U
2U
2U
%
%
2
1%
%
%
%
%
2U
2U
l!{s
2
1%
;{.
%
%
~
2U
2U
%
%
%
%
2U
2U
2U
2U
)1
l Y1i
lY1i
lY1i
8Y1i
8Y1i
8Y1i
%
%
U
U
Ji
)1
l Y1i
l Y1i
6Y1i
6Y1i
U
U
V.
)1
lY1i
lY1i
4Y1i
4Y1i
%
JOISTS
§12 X 4
§10 X 4
*8 X 4
*6 X 4
11 YIi
11 )1 9Y1i
10
7Y1i
831 5Y1i
14
4
4
4
4
U
%
%
%
)1
)1
;{,
;{,
V.
%
;{.
)1
lY1i 10%
lY1i 8Y1i
1Y1i 6Y1i
lY1i 5
1~
;{,
)1
)1
Hi
%
>i',
1%
%
1~
t
;{,
;{,
Ell Rolled by Bethlehem S tee l Co., United St ates S teel Corp. a nd Inland S t ed Co.
• Roll ed b y Bethlehem Steel Co. and United S t a tes Steel Corp.
Roll ed by Bethlehem Steel Co., United S tates Steel Corp. , Inland Steel Co. and Jones & Laughlin Steel COrp.
Rolled by Bethlehem Steel Co,
RoBed by Jones & Laughlin Steel Corp.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
...
26
ROLLED STEEL SHAPES
Y
I
Nominal
Size
'0.
-T
JL
MISCELLANEOUS SHAPES
PROPERTIES FOR DESIGNING
y
Weight
'"'
Area
Lb.
[n. 2
Foot
Depth
Width
Wob
of
Thick-
Flange
- -- - - - -
'0.
'0.
AXIS X - X
AXIS V-V
I
S
r
I
S
r
"'"
- - - In.4- -In)- - - - tn!- - In.l- - -'0.
'0.
'0.
LIGHT COLUMNS
*SxB
*6x6
,5 x 5
t4x4
34.3
25.0
20.0
18.9
13.0
10.09
7_35
5.88
5.56
3.82
8.00
6.00
6.00
5.00
4.00
25
21
28
24
20
17
7.35
6.18
8.23
7.06
5.88
5.00
9.90
9.90
8.00
8.00
8.00
8.00
11 .8
9.0
6.5
5.5
4.4
3.45
2.64
1.92
1.61
1.30
12.00
10.00
8.00
7.00
6.00
8.000
5.938
5.938
5.000
3.937
.375
.313
.250
.313
.250
115.5
47.0
38.8
23.8
10.4
3.40
2.53
2.57
2.08
1.65
35.1
14.9
11.4
7.8
3.4
8.8
5.0
3.8
3.1
1.7
1.87
1.43
1.39
1.20
.94
23.6
21.7
22.5
21.0
15.2
14.0
3.99
4.17
3.31
3.45
3.22
3.35
9.84
9.30
17.73
16.52
6.60
6.16
3.36
3.24
5.33
5.08
2.46
2.35
1.16
1.22
1.47
1.53
1.06
1.11
12.0
7.8
4.7
3.5
2.4
4.57
3.85
3.12
2.74
2.37
.98
.61
.34
.25
.17
.64
.45
.30
.24
.18
.53
.48
.42
.39
.36
28.9
15.7
12.9
9.5
5.2
STANDARD MILL BEAMS
j l0 x 5 ;i
:8 x 6 ~
j8 X 5>4
5.86
5.74
6 .65
6.50
5.36
5.25
.35
.24
.39
.24
.35
.24
117.0
107.5
90.1
83.8
60.7
56.0
,
JUNIOR BEAMS
m12 x 3
m10 x 2%
$8x2 34
ED 7x2 Ys
e 6 x 1%
3.063
2.688
2.281
2.078
1.844
.175
.1 55
.135
.126
.114
72.2
39.0
18.7
12.1
7.3
,
y
[
-t-
JUNIOR CHANNELS
,,
Nominal
Size
'0.
812x 1 )-!i
910xl Y2
s10x 1Ys
Weight
pO'
Foot
Lb.
I 10.6
8.4
6.5
I
Width
Wob
of
Flange
Thick-
Area
Depth
In.2
- In. - In.
ness
AX I S X - X
I
S
AXI S V-V
I I
S
55 8
9.3
4 23
.39
3.12 112.00 1 1 .500
.190 1 32.3
. 1 6.5
2.47 10.00 1.500 1 .170
1 3.61
.
1 .33
1.91 10.00 1.125
.150 22.1
4.4
3.47
.12
.32
.28
.1 3
r
*Rolled by United S tates Sleel Corp. and Inla nd St eel Co.
fRolled by United States Steel Corp. and Bethlehe m Steel Co.-M.
Rolled by United Statt's Steel Corp.·M .
t Rolled by The Phoenilt Iron Co.-M.
$ Rolled by Jones & Laughlin S teel Corp.-Jr.
Sec page 10 for method of dec;ignation.
AMERICAN
r
X
--1-In}- - In.3 - - - In.
I n.4
In.3
In.
INSTITUTE OF STEEL CONSTRUCTION
I
'0.
.35
.37
.25
'0.
.27.29
.19
27
REGULAR SERIES
-+!~C ... tweb+~"
"
I,
MISCELLANEOUS SHAPES
I
DIMENSIONS FOR DETAILING
.~~
l~~
t
Wob
Flange
Nominal
Si.l!6
Weight
por
Mean
Depth
Width
Foot
nsss
'0.
Lb.
'0.
'0.
'0.
*8 x 8
*6 x6
34.3
25.0
20.0
18.9
13.0
8
6
6
5
4
8
6
6
5
4
'!{6
%
%
gl§{6
5Ys
§ 5 X5
t 4x4
Thick-
Thick-
Distance
Half
Thick-
ness
ness
--
'0.
5%
8
8
8
8
6%
6%
%
%
%
%
%
)4
%
)4
%
)4
%;
5%
8x2M
6.5
5.5
4.4
7x2.Vs
6 X 1 Ys
,,,
5)4
;{,
3
)4
;{6
2%
2M
~6
h6
h,
2 7&
l Ys
l -- 1
'IJ
,
h,
Vt6
7&
7&
7&
'0.
'0.
~
2%
~
2M
)4
)4
1}{6
1~6
%
Usual
'0.
'0.
%;
2)4
2)4
2
-f- L:(>rIP
"'"
Gage
g
- -1--:--
)4
h,
~
5%
~
~
372
372
%
%
2)4
2%
2%
7&
%;
37&
37&
7&
%;
2%
2%
7&
7&
H",
H"6
H",
hi
8%
%
%
67;1
6)4
6%
6%
~
~
8%
BEAMS
Hi! 11
1M
17&
1
~
9}S
7 )4
67:i
5)4
'hi
'hi
%
l{6
%
%
%
2
2
2)4
2)4
2
2
)4
%;
%
%
2%
2%
)4
h,
~
~
~
3%
)4
%;
1%
%;
1%
1%
1%
7&
7&
7&
7&
1%
Ys
2~
3%
2%
2%
[
JUNIOR CHANNELS
,
..L
'0.
Mru<.
Fig.
Rivet
MILL BEAMS
h,
JUNIOR
12
10
8
7
6
'0.
LIGHT COLUMNS
%;
67,i
3~
%
%;
%;
2Ys 47i
)4
2Ys 4%
7&
%;
%;
2% 3%
~6
)4
l Ys 272
%
7&
91~6
12 X 3
11.8
10 X 2% 9.0
'0.
".
STANDARD
11 0 X 5% 25
21
1 8x6% 28
24
1 8 X 5)4 20
17
g,
T
k
C
a
-- ---- -- - -
I
f 1iI":
Depth
Flange
Wob
Weight
of
'"'
Section
Foot
Mean
Width
ness
'0.
Lb.
'0.
E912xlY2
e l0xl%
e l0xlYs
10.6
8.4
6.5
17'2
172
I
Th ick-
Thick_
nass
'0.
'0.
;{6
;{6
0/(6
%;
)4
I 17& I ;(6 I
Distance
Half
ThickT
a
nass
- -- - -- - -- -
I
k
-
'0.
'0.
'0.
'0.
7&
%
%;
1)4
1~% I
%
%
%
1%
I 1%; I 9)4
-
g,
c
- - - - --
'0.
'0.
2
)4
)4
)4
1%
I 1% I
*Rolled by United States Steel Corp. and Inland Steel Co.
§Rolled by United States Steel Corp. and Bethlehem Steel Co.-M.
tRolled by U ni t ed States Steel Corp.-M.
tRolled by The Phoenix Iron Co.-M.
E9 Rolled by Jones & Laughlin Steel Corp -Jr.
Gage gl is based on k + 1M". to nearest M".
Gall:e 10{ i~~ ~rmi~ible n ear ends of beam; elsewb.ere S Jedfication may renuire reduction in rivet size.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
,...
28
ROLLED STEEL SHAPES
Y
AMERICAN STANDARD
BEAMS
I
-I-
PROPERTIES FOR DESIGNING
I
Y
Flange
Nominal
Size
Weight
f~~t
Area
Depth
Width
Thick-
ness
AXIS X - X
AXIS V-V
W.b
Thick"~,
5
I
r
I
5
r
-- -- -- -- ---- - - - - - In.4
I n.
. -'".- - - - -In.'- - '"-. -In.-4 -In.]- -'".- - -'".
- -'".
--'"- -2 - - -
'n.
Lb.
24 X 7Ys
120.0
105.9
35.13 24.00 8.048 1.102
30.98 24.00 7.875 1.102
.798
.625
3010.8 250.9
2811.5 234.3
9.26
9.53
84.9
78.9
21.1
20.0
1.56
1.60
24 X 7
100.0
90.0
79.9
29.25 24.00 7.247
26.30 24.00 7.124
23.33 24.00 7.000
.871
.871
.871
.747
.624
.500
2371.8 197.6
2230. 1 185.8
2087.2 173.9
9.05
9.21
9.46
48.4
45.5
42.9
13.4
12.8
12.2
1.29
1.32
1.36
20 X 7
95.0
85.0
27.74 20.00 7.200
24.80 20.00 7.053
.916
.916
.800
.653
1599.7 160.0
1501.7 150.2
7.59
7.78
50.5
47.0
14.0
13.3
1.35
1.38
20x 6U
75.0
65.4
21.90 20.00 6.391
19.08 20.00 6.250
.789
.789
.641
.500
1263.5 126.3
1169.5 116.9
7.60
7.83
30.1
27.9
9.4
8.9
1.17
1.21
18 X 6
70.0
54.7
20.46 18.00 6.251
15.94 18.00 6.000
.691
.691
.711
.460
917.5 101.9
795.5 88.4
6.70
7.07
24.5
21.2
7.8
7.1
1.09
1.15
15 x 5 %
50.0
42.9
14.59 15.00 5.640
12.49 15.00 5.500
.622
.622
.550
.410
481.1
441.8
64.2
58.9
5.74
5.95
16.0
14.6
5.7
5.3
1.05
1.08
12 x5U
50.0
40.8
14.57 12.00 5.477
11.84 12.00 5.250
.659
.659
.687
.460
301.6
268.9
50.3
44.8
4.55
4.77
16.0
13.8
5.8
5.3
1.05
1.08
12 X 5
35.0
31.8
10.20 12.00 5.078
9.26 12.00 5.000
.544
.544
.428
.350
227.0
215.8
37.8
36.0
4.72
4.83
10.0
9.5
3.9
3.8
.99
1.01
10 x4%
35.0
25.4
10.22 10.00 4.944
7.38 10.00 4.660
.491
.491
.594
.310
145.8
122.1
29.2
24.4
3.78
4.07
8.5
6.9
3.4
3.0
.91
.97
8x4
23.0
18.4
6.71
5.34
8.00 4.171
8.00 4.000
.425
.425
.441
.270
64.2
56.9
16.0
14.2
3.09
3.26
4.4
3.8
2.1
1.9
.81
.84
7x3%
20.0
15.3
5.83
4.43
7.00 3.860
7.00 3.660
.392
.392
.450
.250
41.9
36.2
12.0
10.4
2.68
2.86
3.1
2.7
1.6
1.5
.74
.78
6x3Ys
17.25
12.5
5.02
3.61
6.00 3.565
6.00 3 .330
.359
.359
.465
.230
26.0
21.8
8.7
7.3
2.28
2.46
2.3
1.8
1.3
1.1
.68
.72
5 x3
14.75
10.0
4.29
2.87
5.00 3.284
5.00 3.000
.326
.326
.494
.210
15.0
12.1
6.0
4.8
1.87
2.05
1.7
1.2
1.0
.82
.63
.65
4 X 2%
9.5
7.7
2.76
2.21
4.00 2.796
4.00 2.660
.293
.293
.326
.190
6.7
6.0
3.3
3.0
1.56
1.64
.91
.77
.65
.58
.56
.59
3x2%
7.5
5.7
2.17
1.64
3.00 2.509
3.00 2.330
.260
.260
.349
.170
2.9
2.5
1.9
1.7
1.15
1.23
.59
.46
.47
.40
.52
.53
See page 10 for method o f dcsigmltion.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
29
rREGULAR SERIES
~ ....e- !web+n"
l
•
1
~
T
lls,
AMERICAN STANDARD
BEAMS
'p
DIMENSIONS FOR DETAILING
Flange
Depth
of
Sectio n
Wob
W e ight
PO'
Foot
W idth
I
D istance
Mean
Half
Thick- Th ic k_ T hicknesa
ness
ness
a
T
l{,
l{,
3%
3%
2O~
20 ~
k
g.
,
11 ~
1 1§{6
3,.
3,.
)1
%
Mu .
Fl ange
Usual
Rive t
9
0 ...
Grip
l Ys
1~
1
1
4
4
Ys
Ys
Ys
1
1
1
4
4
4
1 ~6
1
1
4
4
--- - Lb.
-- - - - , o.- - - -, o.- - - - - - - - - - - - - - - - '0. - - - - - '0.- . - - -'0. -'0.- -'0.- -'0. - '0-. -'0. - '0-. - '0-.
-- -'024
24
20
20
18
15
12
12
10
8
7
6
5
4
3
120.0
105.9
8
7Ys
1~
100.0
90.0
79.9
7Ys
7,.
Ys
Ys
Ys
95.0
85.0
7,.
7
1%
I%;
1!.1s
75.0
65.4
6%
6,.
I%;
I%;
%
J.j
l{,
70.0
54.7
6»"
6
'l{,
ii
J.j
%
1!{6
SO.O
42.9
5%
5J.j
%
%
l{,
50.0
40.8
5J.j
5,.
l W6
1}(6
J.j
35.0
31 .8
5
5~
%
%
l{,
%
;{o
35.0
25.4
5
4%
J.j
)1
%
l{,
2 3.0
18.4
4Ys
l{,
l{,
l{,
l{,
20.0
15.3
3Ys
3%
%
%
!{,
17.25
12.5
3%
3%
%
J.j
Ys
14.75
10.0
3%
3
l{,
l{,
9 .5
7.7
2%
;{o
;{o
7 .5
5.7
2J.j
2%
7
4
2%
lYs
,.
%
I;{,
%
ii
%
)1
%
l{,
,.
3,.
3}i
3,.
20ii
20 ii
20 ii
1%
1%
1%
3
3
3
!{,
l~
!{,
l{,
3 ,.
3,.
16)1
16)1
l ii
l ii
3 ,.
3,.
,. 2Ys
)1
%
16 Ys
16Ys
l U6
l U6
3
3
%
l{,
2% 15»"
2%
!{,
l{,
%
l~
,.
2 ii
15»"
1%
1%
l{,
»"
272
2 J.j
12J.j
12)1
1 »"
2,.
%
2%
2%
9%
9%
1§{6
1§{,
2%
2%
2%
9%
9%
lYs
lYs
2 J.j
2J.j
;{o
;{o
2~
8
8
1
1
2J.j
2J.j
%
1 Ys
l Ys
6%
2%
l ii
1%
5%
1 )1
l J.j
4Ys
4J.j
1%
1%
3%
3%
1%
1%
2%
1~
1~
,.
,.
Ys
,. Ys,.
,. ,.Ys
,.Ys
J.j
%
;{o
;{o
;{,
Ys
Ys
%
;{,
2 Ys
Ys
2~
Ys
1!16
%
'l{,
1;{6
3Yz
Ys
Ys
3J.j .
Ys
Ys
3J.j
3J.j
2~
%
l{,
%
~,
ii
ii
372
372
2%
l{,
l{,
' l{,
%
ii
ii
3
3
~
J.j
J.j
,.
%
ii
3
3
%
)1
J.j
%
l{,
;{,
l{,
l{,
%
2N
1% 2
l{,
;{o
Ys
%
%
%
2)i
2%
ii
%
2
2
;{o
;{,
%
%
2
;{o
l~
'li6
2
2
;{o
;{o
;{o
;{o
J.j
)1
Hi
%
%
%
;{o
;{o
)1
l J.j
2%
2
2
l Ys
l Ys
%
%
%
%
%
Ys
Ys
1 )1
l J.j
634
5%
1~
2%
~
Ys
Ys
2~
I%; 2
;{o
;{o
%
ii
2%
2ii
2%
l ii
Gage g l is based on k + 1M ", to nearest M ".
Gage g is permissible near ends of beam ; ebewhere Specification may require reduction in rivet siu.
A M E R IC A N
I NSTITUTE OF STEEL CONSTRUC TI O N
- ...
30
ROLLED STEEL SHAPES
y
;1=
AMERICAN STANDARD
CHANNELS
[
x- I\-·-x
... Ii-
PROPERTIES FOR DESIGNING
*='
y
Size
P"
Area
Foot
'0.
Lb.
*18 X 4
58.0
51.9
45.8
42.7
- -
In.2
Depth
Width
Thick-
I
S
r
I
S
r
X
670.7
622.1
573.5
549.2
ness
nass
- - - '0.- - '0-. - '0.- -In.4- -In.3- - '0.- -I n.4- - In.3- - - - '0.'0.
I-"'=-
4.200
4.100
4.000
3.950
.625
.625
.625
.625
.700
.600
.500
.450
74.5
69.1
63.7
61.0
6.29
6.40
6.55
6.64
18.5
17.1
15.8
15.0
5.6
5.3
5.1
4.9
1.04
1.06
1.09
1.10
.88
.87
.89
.90
40.0
33.9
14.64 15.00 3.716
11.70 15.00 3.520
9.90 15.00 3.400
.650
.650
.650
.716 401.4 53.6
.520 346.3 46.2
.400 312.6 41.7
5.24
5.44
5.62
11.2
9.3
8.2
3.8
3.4
3.2
.87
.89
.91
.80
.78
.79
30.0
25.0
20.7
8.79 12.00 3.170
7.32 12.00 3.047
6.03 12.00 2.940
.501
.501
.501
.510 161.2 26.9
.387 143.5 23.9
.280 128.1 21.4
4.28
4.43
4.61
5.2
4.5
3.9
2.1
1.9
1.7
.77
.79
.81
.68
.68
.70
15 x 3% 50.0
12 X 3
W.b
Averag e Thick-
Weight
AXIS V-y
AXIS X-X
Fl ange
Nominal
16.98
15.18
13.38
12.48
18.00
18.00
18.00
18.00
10 X 2% 30.0
25.0
20.0
15.3
8.80
7.33
5.86
4.47
10.00
10.00
10.00
10.00
3.033
2.886
2.739
2.600
.436
.436
.436
.436
.673 103.0 20.6
.526 90.7 18.1
.379 78.5 15.7
.240 66.9 13.4
3.42
3.52
3.66
3.87
4.0
3.4
2.8
2.3
1.7
1.5
1.3
1.2
.67
.68
.70
.72
.65
.62
.61
.64
9x2M 20.0
15.0
13.4
5.86
4.39
3.89
9.00 2.648
9.00 2.485
9.00 2.430
.413
.413
.413
.448
.285
.230
60.6 13.5
50.7 11.3
47.3 10.5
3.22
3.40
3.49
2.4
1.9
1.8
1.2
1.0
.97
.65
.67
.67
.59
.59
.61
8x2 7,f 18.75
13.75
11.5
5.49
4.02
3.36
8.00 2.527
8.00 2.343
8.00 2.260
.390
.390
.390
.487
.303
.220
43.7
35.8
32.3
10.9
9.0
8.1
2.82
2.99
3.10
2.0
1.5
1.3
1.0
.86
.79
.60
.62
.63
.57
.56
.58
7 x 2Ys' 14.75
12.25
9.8
4.32
3.58
2.85
7.00 2.299
7.00 2.194
7.00 2.090
.366
.366
.366
.419
.314
.210
27.1
24.1
21.1
7.7
6.9
6.0
2.51
2.59
2.72
1.4
1.2
.98
.79
.71
.63
.57
.58
.59
.53
.53
.55
6x2
13.0
10.5
8.2
3.81
3.07
2.39
6.00 2.157
6.00 2.034
6.00 1.920
.343
.343
.343
.437
.314
.200
17.3
15.1
13.0
5.8
5.0
4.3
2.13
2.22
2.34
1.1
•.87
.70
.65
.57
.50
.53
.53
.54
.52
.50
.52
5 X 1%
9.0
6.7
2.63
1.95
5.00 1.885
5.00 1.750
.320
.320
.325
.190
8.8
7.4
3.5
3.0
1.83
1.95
, ,64
.48
.45
.38
.49
.50
.48
.49
4 X 1% 7.25
5.4
2.12
1.56
4.00 1.720
4.00 1.580
.296
.296
.320
.180
4.5
3.8
2.3
1.9
1.47
1.56
.44
.32
.35
.29
.46
.45
.46
.46
3 x 1%
1.75
1.46
1.19
3.00 1.596
3.00 1.498
3.00 1.410
.273
.273
.273
.356
.258
.170
2.1
1.8
1.6
1.4
1.2
1.1
1.08
1.12
1.17
.31
.25
.20
.27
.24
.21
.42
.41
.41
.46
.44
.44
6.0
5.0
4.1
*Car and Shipbuilding Channel; not an American Standard.
See page 10 for method o f designation.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
31
R E GULA R
SERIES
e=w.:lb+,i"
J~
---- ~-
--1--+,,
,
AMERICAN STANDARD
CHANNELS
[
,
_t_
I
-f- : i =(-TIP
DIMENSIONS FOR DETAILING
g
, ,
><=.
Flange
Depth
of
Wob
Weight
P'"
Foot
Oistance
Grip
T hick- Thick- Thick-
Flange
Rivet
Width
Section
g,
k
a
T
C
ness
ness
ness
- - - --- - - - - - - - - - - - - - - - - - - - - - . - '0.- - '0.. - '0-. - '0.- -'0.- - '0.- -'0. -'0.- -'0'0. - - lb.
- - - - '0-- -'0
4ji
58.0
' 18
% 1
% 1!16 % 3Y, 15% 1 ~ 2%, %;
51.9
478
%
%
h6 3% 15% 1%; 2~ I~ % 1
ji
45.8
4
3 )Ai 15% Hi'6 2%
j{,
Y,
% 1
%
ji
42.7
4
3)Ai 15% lh6 2%
)Ai
>1",
% 1
%
15
12
10
9
8
7
6
5
4
3
3%
50.0
40.0
3)Ai
33.9
3%
%
%
%
30.0
25.0
20. 7
378
3
3
)Ai
)Ai
)Ai
30.0
25.0
20.0
3
15.3
2%
%;
%;
%;
%;
2%
%;
20.0
15.0
13.4
2.%
2%
,.
j{,
%;
)Ai
%
%;
78
%
}1G
18.75
13.75
11.5
2 )Ai
2%
2%
%
%
%
14.75
12.25
9.8
2%
2%
278
%
%
%
%;
13.0
10.5
8.2
278
2
%
%
%
%;
h6
;.(,
~
78
9_0
6.7
1%
1%;
}}s
*
j{,
HE
;.(,
78
7.25
5.4
1%
~i6
h6
%;
6.0
5.0
4.1
%
;.(,
1)Ai
1%
178
%
1%
%
%
%
1%
ji
h6
%
~
J4
%;
1~6
2)Ai
2%
2%
2%
7%
7%
7%
%
%
%
2)Ai
2Yz
;{,
%
2
2
2
6%
6%
6%
l~
I%;
2%
2%
j{,
%
%
%
1%
1%
1%
5%
5%
%
;{,
%
%
%
%
%
%
1,.
1,.
1%;
4)Ai
4)Ai
2%
2%
2%
2%
2%
)Ai
2)Ai
2)Ai
1!{,
>1",
h6
1'16
l~
9%
9%
9%
2)Ai
%
878
878
878
878
,.,.
,.
,.,.
,.
,.,.
,.
2%
2%
2%
%
%
h6
)Ai
Y:i
%
%;
1!{6
%;
j{,
%;
1!{,
271
231
12%
12%
12%
78
%
%
%
3
3
3
;{,
j{,
2%
2%
2%
%
%
;{o
;.(,
78
%
%;
78
%
~6
78
%
78
78
78
5%
4}1
1%;
1'16
1 ~6
Hi's
2)Ai
I%; 2Yz
271
1~
)Ai
,.
%
%
%;
j{,
)Ai
%
%
%
%
%
)Ai
%;
%;
%;
%;
%;
%;
g
---
- '0
-.
231
2Yz
2)Ai
2Yz
1
1
1
27,(
2
2
1%;
1%
%
%
%
1%
1%;
1%"
172
%;
1)Ai
1Y,
1%
1%
1)Ai
1%
1%
I U6
2U
;{,
l~
)Ai
IVJ6
2
2
2
)Ai
~16
%;
2
2
2
%
%
%
~6
%
%
%
178
1;U
,.,.
I
Hi
lU
1ji
1%
178
1)Ai
1 )Ai
3%
3%
I~
I~
2
2
%
%
;{,
;{,
)Ai
)Ai
178
178
1%
1%
2%;
2%;
%
%
2
2
%
ji
;{,
)Ai
)Ai
1
1
1%
1.%;
1%;
>1".
h6
1%
1,.
%
%
%
134
;{,
%
%
%
%
)Ai
)Ai
.Car and ShiPbui\din~ Channel; not an American Standard.
Gage g,. is based on + 1M". to nearest M".
Gage g is permissible near ends of channel; elsewhere Specification may require reduction in rivet size.
AMER ICA N
Usual
Gage
Max.
H(llf
Mean
IN STI TUTE O F STEE L
CON STRU C TI O N
%
%
I
•
32
ROLLED STEEL SHAPES
L
..T
ANGLES
z,
EQUAL LEGS
xPROPERTIES FOR DESIGNING
!
:b--.r
'z
I
y
AXIS X - X
x
AXIS Z_2
AND A X IS Y -Y
Weight
Size
Thickness
ro~t
Area
'0.
'0.
Lb.
1~
8x8
1
~
%:
%
%
J1
6x6
1
~
%:
%
%
J1
116
%
>I.
5x5
~
%:
%
J1
U.
%
>I.
4x4
%:
%
J1
U,
%
%
Ji
I
S
r
X or y
r
In.2
In.4
In.3
'0.
'0.
'0.
56.9
51.0
45.0
38.9
32.7
29.6
26.4
16.73
15.00
13.23
11.44
9.61
8.68
7.75
98.0
89.0
79.6
69.7
59.4
54.1
48.6
17.5
15.8
14.0
12.2
10.3
9.3
8.4
2.42
2.44
2.45
2.47
2.49
2.50
2.50
2.41
2.37
2.32
2.28
2.23
2.21
2.19
1.56
1.56
1.57
1.57
1.58
1.58
1.59
37.4
33.1
28.7
24.2
21.9
19.6
17.2
14.9
12.5
11.00
9.73
8.44
7.11
6.43
5.75
5.06
4.36
3.66
35.5
31.9
28.2
24.2
22.1
19.9
17.7
15.4
13.0
8.6
7.6
6.7
5.7
5.1
4.6
4.1
3.5
3.0
1.80
1.81
1.83
1.84
1.85
1.86
1.87
1.88
1.89
1.86
1.82
1.78
1.73
1.71
1.68
1.66
1.64
1.61
1.17
1.17
1.17
1.18
1.1 8
1.18
1.19
1.19
1.19
27.2
23.6
20.0
16.2
14.3
12.3
10.3
7.98
6.94
5.86
4.75
4.18
3.61
3.03
17.8
15.7
13.6
11.3
10.0
8.7
7.4
5.2
4.5
3.9
3.2
2.8
2.4
2.0
1.49
1.51
1.52
1.54
1.55
1.56
1.57
1.57
1.52
1.48
1.43
1.41
1.39
1.37
.97
.97
.98
.98
.98
.99
.99
18.5
15.7
12.8
11.3
9.8
8.2
6.6
5.44
4.61
3.75
3.31
2.86
2.40
1.94
7.7
6.7
5.6
5.0
4.4
3.7
3.0
2.8
2.4
2.0
1.8
1.5
1.3
1.1
1.19
1.20
1.22
1.23
1.23
1.24
1.25
1.27
1.23
1.18
1.16
1.14
1.12
1.09
.78
.78
.78
.78
.79
.79
.80
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
33
REGULAR SERIES
xJ
ANGLES
z'. i
x- tk~-Tx
L
EQUAL LEGS
PROPERTIES FOR DESIGNING
+ 'z
AXIS X - X
AND AXIS V-V
AXISZ-Z
Weight
Size
'".
3% x3%
Thickness
""
Area
'".
Lb.
%
>ii
%
li,
U
3x 3
Y2
'l'
%
%
U
%
2 % X 2%
%
%
%
U
li,
\
2x2
%
li,
U
li's
Ys
l %, x l %
U
li's
Ys
1Y,i x1 Y,i
U
li's
Ys
1 U X 1U
U
li's
Ys
1X 1
I
S
r
X or y
r
In.'
In.4
I n.'
'".
'".
'".
11.1
9.8
8.5
7.2
5.8
3.25
2.87
2.48
2.09
1.69
3.6
3.3
2.9
2.5
2.0
1.5
1.3
1.2
.98
.79
1.06
1.07
1.08
1.09
1.06
1.04
1.01
.99
.97
.68
.68
.69
.69
.69
9.4
8.3
7.2
6.1
4.9
3.71
2.75
2.43
2.11
1.78
1.44
1.09
2.2
2.0
1.8
1.5
1.2
.96
1.1
.95
.83
.71
.58
.44
.90
.91
.91
.92
.93
.94
.93
.91
.89
.87
.84
.82
.58
.58
.58
.59
.59
.59
7.7
5.9
5.0
4.1
3.07
2.25
1.73
1.47
1.19
.90
1.2
.98
.85
.70
.55
.72
.57
.48
.39
.30
.74
.75
.76
.77
.78
.81
.76
.74
.72
.69
.49
.49
A9
.49
.49
4.7
3.92
3.19
2.44
1.65
1.36
1.15
.94
.71
.48
.48
.42
.35
.27
.19
.35
.30
.25
.19
.13
.59
.60
.61
.62
.63
.64
.61
.59
.57
.55
.39
.39
.39
.39
2.77
2.12
1.44
.81
.62
.42
.23
.18
.13
.19
.14
.10
.53
.54
.55
.53
.51
.48
.34
.34
.35
2.34
1.80
1.23
.69
.53
.36
.14
.11
.08
.1 3
.10
.07
.45
.46
.47
A7
.44
.42
.29
.29
.30
1.92
1.48
1.01
.56
.43
.30
.08
.06
.04
.09
.07
.05
.37
.38
.38
.40
.38
.36
.24
.24
.25
1.49
1.16
.80
.44
.34
.23
.04
.03
.02
.06
.04
.03
.29
.30
.30
.34
.32
.30
.20
.19
.20
Foot
U
li's
Ys
AMERICAN
1.07
INSTITUTE OF STEEL CONSTRUCTION
AO
34
ROLLED STEEL SHAPES
L
ANGLES
z\
UNEQUAL LEGS
x-
rT
I
,
-
---~x
! \
_ .i.
PROPERTIES FOR DESIGNING
f\
Y.
AXIS V - V
AXIS X-X
Size
Thick-
'0.
'0.
*9 x 4
1
Weight
pO'
AX IS Z-Z
Area
ness
Foot
r
X
y
I
S
r
I
S
r Tan a
- -- --- - - - - - - - - - - - - - - - - - - - - - In.4
I n,4
ln ,l
I n. .
In.~
I n.3
Lb.
- - - - - - --- - - - - - - - - - - - - - - - - - - - - - -
)1.
~
%
li6
Y,
8x6
1
)1.
~
%
li6
72
'!16
8x4
1
)1.
~
%
U,
12.00 97.0
10.61 86.8
31.3
26.3
23.8
21.3
9.1 9 76.1
7.73 64.9
7.00 59.1
6.25 53.2
44.2
39.1
33.8
28.5
13.00
11.48
9.94
8.36
7.56
25.7
23.0
20.2
37.4
33.1
28.7
24.2
>I,
21.9
19.6
17.2
)1.
30.2
%
%
li6
26.2
22.1
20.0
Y,
17.9
15.8
13.6
Y,
7x4
40.8
36.1
l<o
%
80.8
72.3
63.4
54.1
49.3
6.75 44.3
5.93 39.2
11.00
9.73
8.44
7.11
6.43
5.75
5.06
69.6
62.5
54.9
46.9
42.8
38.5
34.1
8.86 42.9
7.69 37.8
6.48 32.4
17.6
'0.
'0.
2.84
2.86
3.50
3.45
3.41
3.36
15.7
13.6
11.5
10.4
9.3
2.88
2.90
2.91
2.92
15.1
13.4
2.49
2.51
11.7
9.9
9.0
2.53
2.54
2.55
2.56
2.57
8.0
7.1
14.1
12.5
10.9
9.2
8.4
7.5
6.6
9.7
8.4
5.87 29.6
7.1
6.5
5.25 26.7
4.62 23.7
3.98 20.6
5.8
5.1
4.4
3.33
3.31
2.65
2.61
2.56
2.52
2.50
2.47
2.45
12.0
10.8
1.00
1.01
1.02
1.04
1.00
.95
.91
.86
.83
.84
.84
.85
2.4
2.2
1.04
1.05
.83
.81
.85
.85
.216
.218
.220
38.8
34.9
8.9
7.9
30.7
26.3
24.0
6.9
5.9
5.3
4.8
4.2
1.73
1.74
1.76
1.77
1.65
1.61
1.56
1.52
1.28
1.28
1.29
1.29
.543
.547
.551
.554
1.78
1.79
1.80
1.50
1.47
1.45
1.30
1.30
1.31
.556
.558
.560
3.9
3.5
3.1
1.03
1.04
1.05
1.05
1.00
.95
.85
.85
.85
.247
.253
.258
2.6
2.4
2.2
1.9
1.07
1.07
1.08
1.09
.91
.88
.86
.83
.86
.86
.86
.87
.262
.265
.267
.269
1.07
1.09
1.10
.86
.86
.86
.318
.324
1.11
1.05
1.01
.96
.94
1.11
1.12
1.13
.92
.89
.87
.87
.88
9.6
8.3
7.6
6.9
21.7
19.3
2.52
2.53
2.55
3.05
3.00
2.95
2.57
2.58
2.59
2 .60
2.91
2.88
2.86
2.83
9.4
8.1
7.4
6.7
6.0
2.20
2 .22
2.24
2.55
2.51
10.2
9.1
3.5
3.0
2.24
2.46
2.44
7.8
7.2
2.6
2.4
2.25
2.26
2.27
2.42
2.39
2.37
6 .5
5.8
5.1
2.1
1.9
1.6
INSTITUTE
'0.
4.0
3.6
3.1
2.6
11.6
10.5
"'Rolled by Bethlehem Steel Company and U. S . Steel Corp.
AMER I CAN
'0.
OF STEEL CONSTRUCTION
.87
.88
.203
.208
.212
.329
.332
.335
.337
.339
35
REGULAR SERIES
V
z\
rl
x-
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ANGLES
UNEQUAL LEGS
c- ---,x
y
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T hickness
Foot
'L
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6x4
y,
7.98
6.94
5.86
5.31
4.75
4.18
%
27.2
23.6
20.0
18.1
16.2
14.3
12.3
10.3
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15.3
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11.7
9.8
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%
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%
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19.8
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12.0
10.4
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12.8
11.3
9.8
%
,.
>{6
3.61
3.03
7.9
,.
l{6
Area
poe
8.7
7.0
%
AXIS Z - Z
AXIS Y - V
AXIS X-X
Weight
Si<a
%
L
PROPERTIES FOR DESIGNING
_.L
8.2
6.6
y
S
r
X
r
Tan a
I
S
r
I
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24.5
21.1
19.3
17.4
15.5
13.5
11.4
7.2
6.3
5.3
4.8
4.3
3.8
1.86
1.88
1.90
1.90
1.91
1.92
2.12
2.08
2.03
2.01
1.99
1.96
9.8
8.7
7.5
6.9
3.4
6.3
5.6
3.3
2.8
1.93
1.94
1.94
1.92
4.9
4.2
2.1
1.9
1.6
1.4
4.2
1.92
1.94
2.08
4.3
2.04
2.01
1.99
3.3
2.9
2.3
1.75
1.70
1.66
1.63
5.6
4.8
4.1
4.50
3.42
2.87
2.31
16.6
12.9
10.9
8.9
3.2
2.7
2.2
5.81
4.92
13.9
12.6
4.3
3.7
4.00
3.53
3.05
2.56
2.06
10.0
8.9
7.8
6.6
5.4
3.0
2.6
2.3
1.9
1.6
3.75
3.31
2.86
2.40
9.5
8.4
7.4
6.3
2.9
2.6
2.2
1.9
1.94
5.1
1.5
1.95
1.96
1.55
1.56
1.58
1.59
1.60
1.61
1.61
1.59
1.60
1.61
1.61
1.62
1.61
1.59
1.56
1.75
1.73
1.70
1.68
1.66
3.6
3.2
2.7
2.2
2.6
2.3
2.0
1.8
1.4
.86
.86
.86
.87
.421
.428
.435
.438
.94
.92
.87
.87
.88
.88
.440
.443
.446
.449
.97
1.6
1.2
.99
1.0 1.00
0.85 1.01
.83
.79
.76
.74
.76
.77
.77
.78
.344
.350
.352
.355
2.2
1 .00
.95
.75
.75
.75
.76
.464
.472
.76
.76
.76
.486
.489
.492
.65
.65
.65
.66
.357
.361
.364
.368
.66
.371
3.0
2.5
2.3
1.9
1.6
1.4
1.11
1.1 2
1.13
1.14
1.15
1.16
1.12
1.08
1.17
1.17
.98
.99
1.01
1.01
1.2 1.02
1.0 1.03
.83 1.04
1.1
1.0
.89
.75
.61
.83
.84
.84
.85
.86
I
AMERICAN
1.03
1.01
.99
.96
.91
.88
.86
.84
.81
.75
.73
.70
.68
.66
.479
.482
-
INSTITUTE
OF S TEEL CONSTRUCT ION
36
ROLLED STEEL SHAPES
Y
n
.\ I
ANGLES
UNEQUAL LEGS
L
x-
I\
PROPERTIES FOR DESIGNING
AX I S
Size
Thick_
ness
".
".
4x3)Ai
%
Y
--'-
AXIS V - y
X-X
!:-- - --.-x
f\
AXIS Z-Z
We ight
Area
f~~t
y
r Tan a
S
r
S
r
X
I
I
- - - - - - - - - - - - -In,l- - - - - - - - - - - - - - - - tn.~
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14.7
11.9
10.6
9.1
7.7
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%
%;
13.6
11.1
9.8
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%
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%
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%;
%
%;
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%
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7.9
6.6
5.4
9.4
8.3
7.2
6.1
4.9
4.30
3.50
3.09
6.4
5.3
4.8
4.2
2.4
1.22
1.23
1.24
1.29
1.25
1.23
1.25
1.26
1.27
1.21
1.18
1.16
1.23
1.25
1.25
1.26
1.27
1.37
1.33
1.30
1.28
1.26
1.28
1.24
1.07
1.08
1.09
1.10
.78 1.11
1.13
1.4
1.3
1.1
.93
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1.20
1.18
1.16
1.14
1.11
3.6
2.9
1.9
1.7
1.5
1.3
1.0
3.98
3.25
2.87
6.0
5.1
4.5
2.3
1.9
1.7
2.48
2.09
1.69
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3.4
2.8
1.5
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2.65
2.30
1.93
3.5
3.1
2.7
1.5
1.3
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2.67
2.25
1.81
1.56
2.3
1.9
2.75
2.43
2.11
1.78
1.44
3.2
2.9
2.6
2.2
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AMERICAN
1.09
1.09
1.10
1.11
1.12
1.10
1.08
1.06
1.04
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".
".
1.04
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.64
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.543
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.76
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.62
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4.5
3.8
3.4
3.0
2.6
2.1
1.8
1.5
1.4
1.2
1.03
1.04
1.05
1.06
1.0
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1.07
1.07
2.9
2.4
2.2
1.9
1.4
1.1
1.0
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.87
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.89
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1.7
1.4
2.3
2.1
1.9
1.6
1.3
1.4
1.2
1.1
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.78
.87
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.60
1.1
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.85
.72
.59
.76
.68
.59
.50
.41
.88
.89
.90
.90
.91
.70
.71
.72
.73
.74
INSTITUTE OF STEEL CONSTRUCTION
.70
.68
.66
.64
.61
.63
.53
.54
.54
.54
.54
.724
.727
.486
.491
.496
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37
REGULAR SERIES
Y
Z\
rl
I
x-
~
I,
- ---,--x
...
Thi ck_
ness
L
y
f\
Sile
ANGLES
UNEQUAL LEGS
PROPERTIES FOR DESIGNING
AXIS X-X
'"
Area
Foot
AXIS V-Y
,
Weight
I
S
r
y
I
S
r
AX I S Z-Z
X
r
Tan a
--- --- --- -- -- -- -- -- -- - - -- -- -- -, o.
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- - - - - - --- - - - - - - - - - - - - - - - - - - - - - -
'0.
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%
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.78
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.42
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.57
.57
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.83
.81
.79
.51
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.37
.76
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.36
.31
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.20
.58
.58
.59
.60
.92
.90
.88
.85
.22
.19
.16
.13
.20
.40
.17
.14
.11
.41
.41
.42
.42
.40
.38
.35
.32
.32
.32
.33
.349
.357
.364
.41
.39
.37
.32
.32
.543
.551
.33
.558
.35
.33
.31
.27
.27
.27
.486
.496
.506
.90
%
5.3
4.5
3.62
2.75
1.55
1.31
1.06
.81
.91
.79
.65
1.36
1.15
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.72
.82 .52
.71 .44
.59 .36
.46 . .28
.78
;{,
4.7
3.92
3.19
2.44
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2.n
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2.12
1.44
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.44
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2.34
1.80
1.23
.69
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.11
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.07
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.08
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.35
.36
.37
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AMERICAN
.92
.93
.67
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1.5
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1.08
1.06
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.47
.38
.29
INSTITUTE
.94
.95
.95
.97
.79
.79
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OF STEEL
.37
.32
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CONSTRUCTION
.53
.667
.672
.676
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.684
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.56
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.42 . .620
.42 .626
.43 .631
.340
38
STRUCTURAL TEES
Structural Tees are obtained by splitting the webs of various beams, generally
with the aid of rotary shears, and then restraightening to established tolerances.
The following tolerances, over or under, apply to the depth of the Tee (which is
approximately Yz of the beam depth).
For Tees 3" to 7Y2" (inclusive) in Depth ;{6"
7'%,." to 10"
>i"
" 1O>i" to 12M"
Vts"
" over 12>4'"
%"
The above tolerances for depth of Tees include the allowable tolerances in depth
for the beams before splitting. Tolerances for dimensions as set up for the beams from
which the Tees are cut, will apply.
Straightness = Ys" X
length in feet
f
5 eet
For the sake of economy, these Split Beam Tees should be ordered in pairs.
Detail dimensions will be the same as those of the beams from which the Tees are
split. Hence the beam property tables, and detailing dimension tables may be used so
far as they may be applicable to Tees.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
39
REGULAR SERIES
I
STRUCTURAL TEES
x
c:::... ,,.=..J.lx
CUT FROM \/IF BEAMS
I
T
DIMENSIONS AND
i
PROPERTIES FOR DESIGNING
Flan ge
Section
Number
D"
AXIS X-X
Depth
Weight
Area
Foot
or
roo
AXIS
Stem
Width
y-y
Average Th ick-
T hick_
ness
- - - -2 - - - - - ID.
ID.
ID.
Lb.
In .
-- -- -- - -
ness
I
S
y
r
I
S
r
-- -- -In.3
In.4
In.]
I D.
ID.
ID.
--- - -- - - -- - -
- - - - ---- --
ID.
In.4
-- - -
ST 18 IN'
150 44.09
140 41.16
130 38.28
122.5 36.01
115 33.86
18.36
18.25
18.12
18.03
17.94
16.655
16.595
16.555
16.512
16.475
1.680
1.570
1.440
1.350
1.260
.945 1222.7 85.9 5.27 4.13 612.6 73.6
.885 1133.3 79.9 5.25 4.07 563.7 67.9
.845 1059.2 75.4 5.26 4.07 510.3 61.6
.802 994.3 71.1 5.25 4.04 472.3 57.2
.765 935.8 67.2 5.26 4.02 435.5 52.9
ST 18 IN'
97
91
85
80
75
28.56
26.77
24.99
23.54
22.08
18.24
18.16
18.08
18.00
17.92
12.117
12.072
12.027
12.000
11.972
1.260
1.180
1.1 00
1.020
.940
.770
.725
.680
.653
.625
904.0 67.3
844.0 63.0
784.7 58.8
741.0 56.0
696.7 53.0
ST 16 IN'
120
110
100
35.26 16.75 15.865 1.400
32.36 16.63 15.810 1.275
29.40 16.50 15.750 1.150
.830
.775
.715
822.5 63.2 4.83 3.73 437.2 55.1 3.52
754.1 58.4 4.83 3.71 391.2 49.5 3.48
683.6 53.3 4.82 3.67 345.8 43.9 3.43
ST 16 IN'
76 22.35 16.75 11.565 1.055
70.5 20.76 16.66 11.535 .960
65 19.13 16.55 11.510 .855
.635
.603
.580
591.9 47.4 5.15 4.26 128.1 22.1 2.39
551.8 44.7 5.16 4 .30 114.9 19.9 2.35
513.0 42.1 5.18 4.37 100.7 17.5 2.29
ST 15 IN'
105
95
86
30.89 15.19 15.105 1.315
27.95 15.06 15.040 1.185
25.32 14.94 14.985 1.065
.775
.710
.655
578.0 ~ . 7 4.33 3.31 354.0 46.9 3.38
520.4 44.1 4.31 3.26 312.3 41.5 3.34
471.0 40.2 4.31 3.23 275.1 36.7 3.30
ST 15 IN'
66 19.41
62 18.22
58.0 17.07
54 .0 15.88
10.551 1.000
10.521 .930
10.500 .850
10.484 .760
.615
.585
.564
.548
420.7 37.4
394.8 35.3
371.8 33.6
349.5 32.1
ST 13 IN'
88.5 26.05 13.66 14.090 1.190
80 23.72 13.54 14.023 1.075
72.5 21.34 13.44 13.965 .975
.725
.658
.600
391.8 36.7 3.88 2.97 259.4 36.8 3.16
351.4 33.1 3.87 2.91 229.0 32.7 3.12
316.3 29.9 3.85 2.85 203.5 29.1 3.09
ST 13 IN'
57
51
47
.570
.518
.490
288.9 28.3 4.15 3.42
257.7 25.4 4.14 3.39
238.5 23.7 4.15 3.41
15.15
15.08
15.00
14.91
16.77 13.64 10.070
15.01 13.53 10.018
13.83 13.45 9.990
.932
.827
.747
5.63
5.61
5.60
5.61
5.62
4.66
4.65
4.67
4.69
4.81 177.7 29.3
4.77 163.9 27.1
4.74 150.3 25.0
4.76 137.7 22.9
4.79 125.2 20.9
3.90
3.90
3.94
4.03
See page 10 for method of designation .
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
92.5 17.5
84.8 16.1
76.6 14.6
67.6 12.9
3.73
3.70
3.65
3.62
3.59
2.49
2.47
2 .45
2.42
2.38
2.18
2.16
2.12
2.06
74.8 14.9 2.11
64.8 12.9 2.08
57.5 11.5 2.04
r
40
ROLLED STEEL SHAPES
STRUCTURAL TEES
T
CUT FROM \IF BEAMS
x-- '~.L
DIMENSIONS AND
I
PROPERTIES FOR DESIGNING
Section
'"
Area
Depth
of
Width
Foot
Too
Lb.
-- --In.2
1-
'0.
'0.
AX I S V-V
AXIS X-X
Flange
Weight
Number
L-
Stem
Avorage Thickness
Thickness
'0.
I
S
y
r
S
I
r
- - --- - - - - - - I ~ -'0'0.
. '0. In.4
'0.
,~
I n,4
ST 12 W"
80 23.54 12.36 14.091 1.135
72.5 21.31 12.24 14.043 1.020
65 19.11 12.13 14.000 .900
.656
.608
.565
271.6 27.6
246.2 25.2
222.6 23.1
3.40 2.51 246.3 35.0
3.40 2.48 217.1 30.9
3.41 2.47 187.6 26.8
3.23
3.1 9
3.13
ST 12 W"
60
55
50
17.64 12.16 12.088
16.18 12.08 12.042
14.71 12.00 12.000
.930
.855
.775
.556
.510
.468
213.6 22.4
195.2 20.5
176.7 18.7
3.48 2.62 127.0 21.0
3.47 2.57 114.5 19.0
3.46 2.54 101.8 17.0
2.68
2.66
2.63
ST 12 W"
47
42
38
13.81 12.15
12.35 12.04
11.18 11.95
.872
.772
.682
.516
.470
.440
185.9 20.3
165.9 18.3
151.1 16.9
3.67 2.99
3.66 2.97
3.68 3.00
51.1 11.3
44.2 9.8
38.3 8.5
1.92
1.89
1.85
ST 10 W"
71 20.88 10.73 13.132 1.095
63.5 18.67 10.62 13.061 .985
56 16.47 10.50 13.000 .865
.659
.588
.527
177.3 20.8
155.8 18.3
136.4 16.2
2.91 2.18 193.0 29.4
2.89 2.11 169.3 25.9
2.88 2.06 144.8 22.3
3.04
3.01
2.96
ST 10 W"
48
41
14.11 10.57
12.05 10.43
9.038
8.962
.935
.795
.575
.499
137.1 17.1
115.4 14.5
3.11 2.55
3.09 2.48
54.7 12.1
44.8 10.0
1.97
1.93
ST 10 W"
36.5 10.73 10.62
34 10.01 10.57
9.12 10.49
31
8.295
8.270
8.240
.740
.685
.615
.455
.430
.400
110.2 13.7
102.8 12.9
93.7 11.9
3.21 2.60
3.20 2.59
3.21 2.59
33.1 7.98 1.76
30.2 7.30 1.74
26.6 6.45 1.71
ST 9W"
57 16.77
52.5 15.43
48 14.11
9.24 11.833
9.16 11.792
9.08 11.750
.991
.911
.831
.595
.554
.512
102.6 13.9
93.9 12.8
85.3 11.7
2.47 1.85 127.8 21.6
2.47 1.82 115.5 19.6
2.46 1.78 103.4 17.6
ST 9W"
42.5 12.49
38.5 11.32
35 1.0.28
9.40
32
9 .16
9.08
9.00
8.94
8.838
8.787
8.750
8.715
.911
.831
.751
.686
.526
.475
.438
.403
84.4 11.9 2.60
75.3 10.6 2.58
68.1 9.67 2.57
61.8 8.82 2.56
2.05
1.99
1.96
1.93
49.7 11.3 2.00
44.3 10.1 1.98
39.2 8.97 1.95
35.2 8.07 1.93
ST 9W"
30
27.5
25
8.82
8.09
7.35
9.12
9.06
9.00
7.558
7.532
7.500
.695
.630
.570
.416
.390
.358
64.8
59.6
53.9
9.32 2.71
8.63 2.71
7.85 2.71
2.17
2.16
2.14
23.5 6.23 1.63
21.0 5.57 1.61
18.6 4.96 1.59
ST 8W"
48
44
14.11
12.94
8.16 11.533
8.08 11.502
.875
.795
.535
.504
64.7
59.5
9.82 2.1 4 1.57 103.61 8.0
9.11 2.14 1.55 92.6 16.1
9.061
9.015
8.985
1
Sre page 10 for method of designation
AMERICAN
INST ITUTE OF STEEL CONSTRUCTION
2.76
2.73
2.71
2.71
2.67
41
REGULAR SERIES
STRUCTURAL TEES
x--- ' ~.L
L---
CUT FROM 'IF BEAMS
DIMENSIONS AND
f
PROPERTIES FOR DESIGNING
y
Flange
Weight
Section
Number
P"
Area
Depth
of
T"
Foot
T
AXIS X-X
AXIS V-V
Starn
Average Thick-
Width
Thick-
ness
ness
I
S
r
y
I
S
r
- - - -2 - - - - - - - - - - - - - - - - - - - - - In.3
In.4
In.4
In.3
Lb.
In.
- - - - - - - - - - -".- - - - - - - - - - - - - - -
". ".
".
".
".
".
ST 8 W'
11.46
39
35.5 10,43
9,40
32
29
8.52
8.16
8.08
8.00
7.93
8.586
8.543
8.500
8,464
.875
.795
.715
.645
.529
,486
,443
,407
60.0
54.0
48.3
43.6
9,45 2.28
8.57 2.28
7.71 2.27
7.00 2.26
1.81
1.77
1.73
1.70
43.8 10.2 1.95
38.9 9.11 1.93
34.2 8.05 1.91
30.2 7.14 1.88
ST 8 W'
25
22.5
20
18
7.35
6.62
5.88
5.30
8.13
8.06
8.00
7.93
7.073
7.039
7.000
6.992
.628
.563
.503
,428
.380
.346
.307
.299
42.2
37.8
33.2
30.7
6.77 2,40
6.10 2.39
5.37 2.37
5.10 2.41
1.89
1.87
1.82
1.90
17,4
15.2
13.3
11.1
ST 7 W'
105.5
101
96.5
92
88
83.5
79
75
71
31.04 7.88
29.70 7.82
28.36 7.75
27.04 7.69
25.87 7.63
24.55 7.56
23.24 7.50
22.04 7.44
20.92 7.38
ST7 W'
68
63.5
59.5
55.5
51.5
47.5
43.5
19.99
18.67
17,49
16.33
15.13
13.97
12.78
14.740 1.063
7.31 14.690 .998
7.25 14.650 .938
7.19 14.620 .873
7.13 14.575 .813
7.06 14.545 .748
7.00 14.5
.688
.660
.610
.570
.540
,495
,465
,420
ST 7 W'
42
39
12.36
11,47
7.09
7.03
12.023
12.000
.778
.718
ST 7W'
37
10.88
10.00
34
30.5 8.97
7.10
7.03
6.96
10.072
10.040
10.000
ST7 W'
26.5
24
21.5
6.97
6.91
6.84
8.062
8.031
8.000
7.79
7.06
6.32
15.800 1.563
15.750 1.503
15.710 1,438
15.660 1.378
15.640 1.313
15.600 1.248
15.550 1.188
15.515 1.128
15.500 1.063
1.81
1.80
1.78
1.76
1.76
1.75
1.73
1.72
1.72
1.57 514.3 65.1
1.53 489.8 62.2
1,49 465.1 59.2
1.45 441.4 56.4
1.42 418.9 53.6
1.39 395.1 50.7
1.34 372.5 47.9
1.31 351.3 45.3
1.29 330.1 42.6
4.07
4.06
4.05
4.04
4.02
4.01
4.00
3.99
3.97
60.0
54.7
5004
46.7
42.4
39.1
34.9
9.89 1.73
9.04 1.71
8.36 1.70
7.80 1.69
7.10 1.67
6.58 1.67
5.88 1.65
1.31 283.9 38.5
1.26 263.8 35.9
1.22 245.9 33.6
1.19 227,4 31.1
1.15 209.9 28.8
1.12 191.9 26.4
1.08 174.8 24.1
3.77
3.76
3.75
3.73
3.72
3.71
3.70
,451
.428
37.4
34.8
6.36 1.74 1.21 112.7 18.8
5.96 1.74 1.19 103.5 17.2
3.02
3.00
.783
.718
.643
,450
,418
.378
36.1
33.0
29.2
6.26 1.82 1.32
5.74 1.81 1.29
5.13 1.80 1.25
66.7 13.3
60.6 12.1
53.6 10.7
2.48
2,46
2,45
.658
.593
.528
.370
.339
.308
27.7
24.9
22.2
4.95 1.88 1.38
4.49 1.88 1.35
4.02 1.87 1.33
28.8 7.14 1.92
25.6 6.38 1.91
22.6 5.54 1.89
7.38
.980 102.2 16.2
.930 95.7 15.2
.890 90.1 14.4
.840 83.9 13.4
.820 80.2 12.9
.780 75.0 12.1
.730 69.3 11.3
.695 64.9 10.6
.680 62.1 10.2
See page 10 for method of designation.
AMERICAN
4.92 1.54
4.33 1.52
3.79 1.50
3.17 1,45
INSTITUTE OF STEEL CONSTRUCTION
r
42
ROLLED STEEL SHAPES
STRUCTURAL TEES
L-.
T
CUT FROM VIF BEAMS
PROPERTIES FOR DESIGNING
Flange
Section
Area
Depth
Stem
of
Too
Averi.ge ThickThickness
'".
'".
'".
6,776
6.750
6.733
.513
.453
.383
.313
.287
.270
23.5
21.1
19.0
.905
.755
.430
.390
62.6 11.5 1.63
48.4 9.03 1.57
43.4 8.22 1.57
36.7 7.01 1.53
33.7 6.46 1.52
31.0 5.98 1.51
27.8 5.38 1.49
25.8 5.02 1.48
23.1 4.53 1.48
20.6 4.06 1.47
.359
.345
19.0
17.7
3.75 1.49 1.03
3.54 1.51 1.02
53.7 10.7 2.51
48.0 9.60 2.48
.371
.336
18.7
.294
16.6
14.4
3.80 1.60 1.17
3 .40 1.59 1.13
2.94 1.56 1.08
28.2 6.98 1.96
25.0 6.20 1.94
22.0 5.50 1.94
.305
.265
.240
15.3
13.0
11.4
3.14 1.70 1.26
2.69 1.69 1.22
2.39 1.69 1.21
11.9 3.62 1.50
9.9 3.04 1.47
8.3 2.55 1.44
5.59
5.00
4.41
7.06
7.00
6.93
ST6W=
80.5
23.69
19.56
17.65
15.59
14.54
6.94
6.69
36
32.5
11.61
10.58
9.55
12.515 1.486
12.365 1.236
6.56 12.320 1.106
6.44 12.230 .986
6.38 12.190 .921
6.31 12.155 .856
6.25 12.105 .796
6.19 12.080 .736
6.13 12.040 .671
6.06 12.000 .606
29
26.5
8.53
7.80
6.10
6.03
10.014
10.000
.576
25
22.5
20
7.36
6.62
5.89
6.10
6.03
5.97
8.077
8.042
8.000
.576
.516
18
15.5
13.5
5.29
4 .56
6.12
6.04
5.98
6.565
6.525
6.500
66.5
60
53
49.5
46
42.5
39.5
ST6W=
.,.
ST6W=
y-y
'".
19
17
15
.
A X IS
AXI S X - X
~"
Width
y
I
S
r
I
S
r
00'
ness
------ - - - - -- - - -- -- -- -- -- - In,7
In.4
In.3
In.4
In.l
Lb.
- - - - - - - - - - - - - - - - -- - - - - - -
ST 7 w=
ST6W=
, ~lx
i
DIMENSIONS AND
We ight
Number
x~ ·-
13.53
12.49
3.98
.641
.641
.540
.465
.400
.710
.620
.580
.545
.495
.470
'". '".
'".
4.27 2.05 1.56
3.86 2.05 1.55
3.55 2.08 1.59
12.3 3.64 1.49
10.6 3,15 1.46
8,77 2.61 1.41
1.47 243.1 38.9
1.33 195.0 31.5
1.28 172.5 28.0
1.20 150.4 24.6
1.16 139.1 22.8
1.13 128.2 21.1
1.08 117.7 19.5
1.06 108.2 17.9
1.02 97.6 16.2
.98 87.3 14.6
See page 10 for method of designation
AMERICAN
INSTITUTE OF STEE L
CONSTRUCTION
3.20
3.16
3.13
3.11
3.09
3.08
3.07
3.05
3.04
3.02
43
REGULAR SERIES
STRUCTURAL TEES
,,----l.l,
x - - f-._. x
L--
T
CUT FROM \IF BEAMS
DIMENSIONS AND
!
PROPERTIES FOR DESIGNING
Flange
Weight
Section
Number
~~~t
Depth
Area
"
Too
Width
AXIS X - X
Stem
Average ThickThickness
ness
I
S
AXIS Y - V
r
y
I
S
r
Lb.
- --- - - - - - -- ---- ---- -, o.
In.2
In}
In.!
In,]
I n.4
---- - - - - - --- ---- -- - - --
ST5W
56
50
44.5
38.5
36
33
30
27
24.5
16.46
14.72
13.09
11.33
10.59
9.70
8.83
7.94
7.20
5.69
5.56
5.44
5.31
5.25
5.19
5.13
5.06
5.00
10.415 1.248
10.345 1.118
10.275 .998
10.195 .868
10.170 .808
10.117 .748
10.075 .683
10.028 .618
10.000 .558
.755
.685
.615
.535
.510
.457
.415
.368
.340
28.8
24.8
21 .3
17.7
16.4
14.5
12.8
11.2
10.1
ST5W
22.5
19.5
16.5
6.62
5.74
4.85
5.06
4.97
4.88
8.022
7.990
7.964
.618
.528
.433
.350
.318
.292
10.3 2.48 1.25
8.96 2.19 1.25
7.80 1.95 1.27
14.5
12.5
10.5
4.27
3.67
3.10
5.11
5.04
4.95
5.799
5.762
5.750
.500
.430
.340
.289
.252
.240
8.38 2.07 1.40 1.05
7.12 1.77 1.39 1.02
6.31 1.6'..::; 1.43 1.06
33.5
29
24
20
17.5
15.5
9.85
8.53
7.06
5.88
5.15
4.56
4.50
4.38
4.25
4.13
4.06
4.00
8.287
8.222
8.117
8.077
8.027
8.000
.933
.808
.683
.558
.493
.433
.575
.510
.405
.365
.315
.288
10.94 3.07 1.05
9.11 2.60 1.03
6.92 2.00 .99
5.80 1.71
.99
4.88 1.45 .97
4.31 1.30 .97
.94 44.3 10.7 2.12
.87 37.5 9.10 2.10
.78 30.45 7.50 2.08
.74 24.5 6.05 2.04
.69 21.25 5.30 2.03
.67 18.5 4.60 2.01
ST 4W
14
12
4.11
3.53
4.03
3.97
6.540
6.500
.463
.398
.285
.245
4.22 1.28 1.01
3.53 1.08 1.00
.73 10.8 3.30 1.62
.70 9.10 2.80 1.61
ST4 W
10
8.5
2.94
2.50
4.07
4.00
5.268
5.250
.378
.308
.248
.230
3.66 1.13 1.12
3.21 1.01 1.13
.83
.84
- -- -- -
ST5W
ST4W
I
'0.
'0.
'0.
'0. '0.
6.42
5.62
4.88
4.10
3.83
3.39
3.02
2.64
2.40
1.32
1.30
1.28
1.25
1.24
1.22
1.21
1.18
1.18
1.21 117.7 22.6 2.67
1.14 103.3 20.0 2.65
1.07 90.3 17.6 2.63
1.00 76.7 15.1 2.60
.97 70.9 13.9 2.59
.92 64.6 12.8 2.58
.88 58.2 11.6 2.57
.84 51.95 10.4 2.56
.81 46.5 9.30 2.54
.91 26.6
.88 22.5
.88 18.2
See page 10 for method of designation.
AMERICAN
'0.
INSTITUTE OF STEEL CONSTRUCTION
6.63 2.00
5.62 1.98
4.58 1.94
7.61 2.62 1.34
6.34 2.20 1.31
4.87 1.69 1.25
4.25 1.61 1.20
3.36 1.28 1.16
44
ROLLED STEE L SHAPES
l'
CUT FROM STANDARD BEAMS x~! ~lx
STRUCTURAL TEES
T
DIMENSIONS
AND
Flange
Section
poc
Foot
- Lb.-
Area
0'
Too
y
AX I S X-X
Stem
Depth
Weight
Number
!
PROPERTIES FOR DESIGNING
AXIS Y - V
Average ThickWidth
I - - -.
In.2
".
".
Thicknes s
ness
I
r
S
y
I
S
- - - -1---,----- -In.4
In.s
". -".- - -
-
-
r
- - - - IIn.4
I n.3
-- -- --- - --
". ".
".
ST 61
25
20.4
7.29
5.92
6.00
6.00
5.477
5.250
.660
.660
.687
.460
25.2
18.8
6.05 1.85 1.84 7.85 2.87 1.03
4.26 1.77 1.57 6.77 2.58 1.06
ST61
17.5
15.9
5.10
4.63
6.00
5.078
6.00
5.000
.544
.544
.428
.350
17.2
14.9
3.95 1.83 1.65 4.93 1.94 .98
3.31 1.78 1.51 4.68 1.87 1.00
17.5
12 .7
5.11
3.69
5.00
5.00
4.944
4.660
.491
.491
.594
.310
12.5 3.63 1.56 1.56 4.18 1.69
7.81 2.05 1.45 1.20 3.39 1.46
.90
.95
11.5
9.2
3.36
2.67
4.00
4.171
4.00
4.000
.425
.425
.441
.270
5.03 1.77 1.22 1.15 2.15 1.03
3.50 1. 14 1.14 .94 1.86 .93
.83
10
7.65
2.92
2.22
3.50
3.50
3.860
3.660
.392
.392
.450
.250
3.36 1.36 1.07 1.04 1.58
2.18 .81
.99 .81 1.32
.82
.72
.73
.77
8.625 2.51
6.25 1.81
3.00
3.00
3.565
3.330
.359
.359
.465
.230
2.13 1.02
1.27 .55
.92
.83
.65
.56
.67
.71
ST 51
ST41
ST 3.51
ST 31
See page 10 for method of designation.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
.91 1.15
.93
.69
.80
45
REGULAR SERIES
STRUCTURAL TEES
i
x~ ! ~.lx
I
DIMJ:;NSIONS AND
PROPERTIES FOR DESIGNING
y
Weight
Section
Number
CUT FROM MISCELLANEOUS
BEAMS
po<
Foot
-Lb.
Area
of
Section
Flange
Depth
of
Too
Width
T
AXIS V-V
AXIS X - X
Stem
Average ThickThickness
I
S
y
r
I
S
r
- - - -- ---- --- - --In.2- -Ip.- -Ip.- -ness
In.3
Ip.
In.4
In.3
Ip.
Ip.
Ip.
Ip.
--
In. ~
MISCELLANEOUS
ST6 B
11.00
9.5
8.25
7.0
3.24
2.81
2.43
2.07
6.1 6
6.08
6.00
5.96
4.030
4.010
4.000
3.970
.424
.349
.269
.224
.260 11.7
.240 10.2
.230 9.02
.200 7.70
2.58
2.32
2.1 3
1.83
2.27 1.13
1.84 .92
1.39 .70
1.13 .57
.84
.81
.76
.74
ST 5 B
9.5
8.5
7.5
2.80
2.49
2.20
5.13
5.06
5.00
4.020
4.010
4.000
.394
.329
.269
.250
.240
.230
6.70
6.07
5.46
1.74 1.55 1.28 2.09 1.04
1.62 1.56 1.32 1.73 .86
1.50 1.57 1.37 1.39 .70
.86
.83
.80
ST 5 B
5.75
1.69
4.94
3.950
.204
.180
4.15
1.16 1.57 1.35 1.00
.51
.77
ST4 B
7.50
6.50
2.22
1.91
4.06
4.00
4.015
4.000
.314
.254
.245
.230
3.29
2.90
1.07 1.22 1.00 1.65
.98 1.23 1.03 1.31
.82
.66
.86
.83
ST4 B
5.00
1.48
3.95
3.940
.204
.170
2.15
.72 1.21
.96 1.00
.51
.82
ST 3 B
8.00
6.00
2.36
1.77
3.13
3.00
4.030
4.000
.404
.279
.260
.230
1.66
1.30
.68
.56
.84
.86
.67 2.16 1.07
.67 1.44 .72
.96
.90
ST 3 B
4.25
1.25
2.92
3.940
.194
.170
.90
.40
.85
.64
.94
.48
.87
1.90
1.91
1.93
1.92
1.63
1.67
1.76
1.76
JUNIOR
S T 6 Jr.
5.90
1.72
6.00
3.06
.225
.175
6.59
1.60 1.96 1.88
.49
.32
.53
S T 5 Jr.
4.50
1.32
5.00
2.69
.206
.155
3.46
.99 1.62 1.53
.30
.23
.48
S T 4 Jr.
3.25
.96
4.00
2.28
.189
.135
1.59
.56 1.29 1.18
.17
.15
.42
S T 3 Jr.
2.20
.65
3.00
1.84
.171
.114
.58
.27
.082 .089 .36
.95
.84
See page 10 for method of designation.
See pages 24-26 for mills supplying.
AMERICAN
INSTITUTE OF STEEL CONSTRU CTION
46
ROLLED ST E E L SHAPES
- 1'- -
,
I
I
I
d,
,,
,
_;I-
-.
x- ·-
H BEARING PILES
~-w
I---'-X
D IMEN S I O NS AND
..
't
-~-
,, ,,,
Y
j+-----b-----1
I
PRO PERTIES FOR DESIGNING
I
Flange
Section
W eight
Number
~"
oot
, "d
Nominal
Size
Area
Depth
Width
AXIS X - X
W,b
Th ick-
ness
Th ick-
ness
W
b
- -t- - -Lb.- -In.- -d- - . -'"-. -'".- - '"-.
- - -'"-
A
2
I
S
AXIS Y-V
,
'".
11 7
34.44 14.234 14.885
.805
.805
1228.5 172.6
5.97
443.1
BP 14
102
30.01 14.032 14.784
.704
.704
1055.1
150.4
5.93
14x14Y2
89
26.19 13.856 14.696
.616
.616
909.1 131.2
73
21.46 13.636 14.586
.506
.506
733.1
BP12
74
21.76 12.122 12.217
.607
.607
12 X 12
53
15.58 11.780 12.046
.436
BP 10
57
16.76 10.012 10.224
.564
10 x 10
42
12.35
9.720 10.078
S'
I'
"
'".
--- -- -- -- -- -In.4
In.3
In. 4
I n.3
--- - - -- -- - - -59.5
3.59
379.6
51.3
3.56
5.89
326.2
44.4
3.53
107.5
5.85
261.9
35.9
3.49
566.5
93.5
5.10
184.7
30.2
2.91
.436
394.8
67.0
5.03
127.3
21.2
2.86
.564
294.7
58.9
4.19
100.6
19.7
2.45
.418 · , .418
210.8
43.4
4.13
71.4
14.2
2.40
,
•
BP8
36
10.60
8.026
8.158
.446
.446
119.8
29.9
3.36
8x8
....._- AMER I CAN
INSTITUT E
OF
STEEL CON STRUCT I ON
40.4
9.9
1.95
47
SPECIAL SERIES SHAPES
PAGES 48-55
Under the grouping "Special" Shapes are shown sizes and
shapes for which there is a fluctuating demand and which,
therefore, are rolled at irregular intervals, and then only by
special arrangement. Consequently the use of "Special" Shapes
should generally be avoided, unless the quantity of anyone size
is sufficient to warrant a rolling.
AMERICAN
INST ITUTE OF STEEL CONSTRUCTION
48
ROLLED STEE L SHAP E S
Y
[
CHANNELS
;!=
CARBUILDING AND SHIPBUILDING
x- It~X
j«<
~
PROPERTIES FOR DESIGNING
y
Flange
Nominal
Size
Weight
~"
00'
Area
Depth
W,b
Average ThickWidth Thickness
-In.- 10. - 10.-- -- - -
- -
-~
10.
Lb.
ness
2
I,.
-~
-I,.-
AXIS X - X
I
S
-~
-~
In.4
-- --
AXIS V - y
r
-~
I
S
r
-~
-~
-~
I
X
-~
In.3
10.
In.3
10.
10.
-~
-~
-~
-~
-~
-~
In.4
13 X 4
50.0
40.0
35.0
31.8
14.66
11.71
10.24
9.30
13.00
13.00
13.00
13.00
4.412
4.185
4.072
4.000
.610
.610
.610
.610
.787
.560
.447
.375
312.9
271.4
250.7
237.5
48.1
41.7
38.6
36.5
4.62
4·.82
4.95
5.05
16.7
13.9
12.5
11 .6
4.9
4.3
4.0
3.9
1.07
1.09
1.10
1.11
.98
.97
.99
1.01
12 X 4
50.0
45.0
40.0
35.0
14.64
13.24
11.70
10.22
12.00
12.00
12.00
12.00
4.135
4.000
3.890
3.767
.700
.700
.700
.700
.835
.700
.590
.467
267.9 44.6
248.4 41.4
232.6 38.8
214.9 35.8
4.28
4.37
4.46
4.58
17.8
16.0
14.5
12.9
5.8
5.4
5.1
4.8
1.10
1.11
1.11
1.12
1.06
1.05
1.05
1.07
12 X 3 ~ 37.0
32.9
30.9
10.80 12.00 3.600
9.60 12.00 3.500
9.00 12.00 3.450
.600
.600
.600
.600 203.4 33.9
.500 189.0 31.5
.450 181.8 30.3
4.34
4.44
4.50
10.3
9.4
8.9
3.8
3.6
3.5
.98
.99
.99
.89
.89
.90
41.1
33.6
28.5
12.06 10.00 4.319
9.80 10.00 4.100
8.30 10.00 3.950
.575
.575
.575
.794 156.3 31.3
.575 138.0 27.6
.425 125.5 25.1
3.61
3.75
3.89
16.4
13.7
11.8
5.1
4.6
4.2
1.17
1.18
1.19
1.11
1.11
1.15
10 X 3 ~ 28.3
24.9
8.23 10.00 3.500
7.23 10.00 3.400
.575
.575
.475 116.9 23.4
.375 108.6 21.7
3.77
3.88
8.6
7.6
3.4
3.2
1.02
1.03
.96
.98
10 X 3 ~ 25.3
21.9
7.38 10.00 3.550
6.38 10.00 3.450
.500
.500
.425 106.0 21.2
.325 97.6 19.5
3.79
3.91
7.9
7.0
3.0
2.8
1.04
1.05
.94
.98
9 X 3 ~ 25.4
23.9
7.41
6.96
9.00 3.500
9.00 3.450
.550
.550
.450
.400
87.3
84.3
19.4
18.7
3.43
3.48
8.0
7.5
3.2
3.1
1.04
1.04
1.00
1.01
8x3Y2 22.8
21.4
6.63
6.23
8.00 3.500
8.00 3.450
.525
.525
.425
.375
63.3
61.2
15.8
15.3
3.09
3.13
7.4
6.9
3.0
2.9
1.05
1.05
1.04
1.05
20.0
18.7
5.83
5.43
8.00 3.025
8.00 2.975
.500
.500
.400
.350
54.0 13.5
51.9 13.0
3.05
3.09
4.7
4.4
2.2
2.1
.90
.90
.86
.88
10 X 4
8x3
For complete list of Carbuilding and Shipbuilding Channels, sec cata l o~ of the various mills.
See page 10 for mcLhod of designation.
AMER I CAN
INST I TUTE OF STEE L CONSTRUCT I ON
•
49
S PECIAL SERIES
c~eb +ia"
~
, ~
r
L<~->I
CHANNELS
DIMENS IONS FOR DETAILING
1 ".
T ~1
Flange
Depth
of
[
CARBU I L DING A N D SHIPBUILDING
tg~t
Width
Mean
Thick-
50.0
40.0
35.0
31.8
4%
4%
4%
4
%
%
%
%
50.0
45.0
40.0
35.0
4%
4
37.0
32.9
30.9
Distance
Web
Weight
Thick-
Half
Thickness
IU6
U.
!is
!is
•
Grip
Yo
%
%
Mu.
Flange
Usual
Gage
1
1
1
1
27!i
27!i
27!i
Rivel
a
T
k
g.
9
ness
ness
------ --- - -- - - -- -- -- -- -- -- ---. -'0. -'0"- - - Lb.
. -'0. - '0.- -'0. - '0.- -'0.- - '0.- -'0.- - -'0.- - '0
--. -'0-
Section
13
12
12
10
10
10
9
8
8
1!16
'l16
l{,
Ys
%
li's
Yo
!is
1!{6
%
3%;
1!{s
ll{,
%
%
li'o
3%
3%
3%
%
%
%
%
7!i
l{,
3Yo
41.1
33.6
28.5
4%
4
'U6
2B.3
24.9
3%
3%
Us
U.
25.3
21.9
3%
3%
%
%
25.4
23.9
37!i
37!i
Us
U,
22.8
21.4
3%
3%
%
%
20.0
l B.7
3
3
%
%
4l{,
U.
U,
!is
l~
Ys
Ys
~
3%
3%
3%
3%
10%
10%
10%
10%
1l{,
1l{,
1 ~6
2%;
2%;
2%
2%
3%
3%
3%
3%
9%
97!i
97!i
9%
lYs
lYs
l Ys
l Ys
2%
2%
2%
27!i
3
3
3
9%
97!i
97!i
1~
1~
2 3;2
2%
2%
1~
lYs
1",
U.
Us
2Ys
2Ys
!is
%
%
%
7!i
%
%
7%
7%
1",
1'1,
2%
l{,
li's
~
3%
3%
7Yo
7Yo
1l{,
1l{,
2%
2%
~
3
3
6%
1%
1%
~
3%
3%
~
2%
2%
5Yo 1l{,
5Yo 1116
5Yo Hfs
5Yo 1l{,
%
!{,
2%
2%
2%
2~
2~
2Ys
%
%
%
!is
Gage gl is based on k + 1.J.i". to nearest ,",n.
AMER ICAN
INS TI TU T E
OF
S TEEL
%
%
%
3
3
!is
ll{,
2%
27!i
~
li's
ll{,
U.
1!{6
%
%
li's
%
1~
U,
%
%
7!i
%
6;0
'l{,
%
U.
1;{6
!{,
1!.{6
U.
7%
7%
7%
",
",",
",
1~6
%;
",
37!i
3%
37!i
~
U.
U.
Yo
!is
li'o
",
",
U.
U.
Us
U,
Us
Us
1~
%
%
C ONS TRU CTION
1
1
1
1
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
Yo
272
27!i
27!i
27!i
271
2~
234
2!4
2
2
2
2
2
2
2
2
2
2
2
2
2
r
50
ROL LED STEEL SHAPES
Y
P
CHANNELS
[
CARBUILDING AND SHIPBUILDING
x--
--x
->
i-
PROPERTIES FOR DESIGNING
*""
y
Flango
Weight
Nominal
Size
Area
P"
Foot
'P.
7x3
6 x3)1
6 x3Yz
6x 3
6 X 2)1
!4 X 2 )1
3 X 1 Y8
!t
1
I
!
[
1
7.00
7.00
7.00
6.00
6.00
6.00
6.00
6.00
4.00
3.00
3.00
3.600
3.450
3.000
3.500
3.500
3.000
2.938
2.500
2.500
2.125
1.938
Y
1:_11
' 11-I,B2- J
-J;""
--t:-;IIi"~ ~--l-I
1. 50
I
x~~- ' ~x
I
S
r
I
47.1
42.8
37.3
29.4
25.3
25.8
24.7
18.6
8.8
3.1
2.7
13.5
12.2
10.7
9.8
8.4
8.6
8.2
6.2
4.4
2.1
1.8
2.67
2.78
2.70
2.38
2.38
2.33
2.38
2.30
1.49
1.09
1.14
7.5
6.3
4.2
6.1
5.1
4.0
3.6
2.0
2.2
.97
.71
S
r
X
3.0
2.7
2.0
2.6
2.1
1.9
1.8
1.1
1.4
.68
.56
1.07
1.07
.90
1.08
1.07
.91
.91
.75
.74
.61
.59
1.07
1.11
.90
1.1 5
1.08
.95
.97
.72
.86
.70
.67
In.~
.500
.350
.375
.375
.340
.375
.313
.313
.500
.500
.312
.500
.500
.475
.475
.385
.475
.475
.375
.500
.351
.351
,
~ R f1j R ,
ness
Thi ck-
SPECIAL
~ -- ·1 1II--~
'
AX I S y - y
AXIS X - X
W,b
Average T hick-
-"'''- - - -In.4- -tn.l- - - - - -In.3- - - - 'P. . - - - - - 'P.- - - - - -'P'P.- -'P. -'P.
'P.
6.60
5.55
5.12
5.22
4.47
4.75
4.37
3.52
4.00
2.64
2.08
22.7
19.1
17.6
18.0
15.3
16.3
15.1
12.0
13.8
9.0
7.1
k-I.99-
Width
----- In.2
----- -
Lb.
7x3)1
Depth
CAR
:
BUILDING
t'
1.4 2s
SHAPES
¥1-'--,:?e' R : 1G~ ,_______---:fI Ii--2.1...--.
'>:
16 - ,;,
SIDE POST SP
Weight
Depth
'P.
HCS
13!16
121 ~
12Y8
121 ~6
SP
SPL
WSPL
3
3%
7'!{6
Area
Lb.
51 .2
41.2
36.21
31.3
5.10
8.30
9.9
AX I S Y - V
A X I S X-X
'"
Foot
Symbol
I
S
r
I
S
r
In.2
10. 4
In.'
'P.
In. 4
In,J
'P.
15.06
12.12
10.65
9.20
1.50
2.44
2.89
373.66
313.02
276.10
240.97
2.13
6.53
11.26
55.79
47.51
42.75
37.08
1.34
1.81
2.70
4.98
5.08
5.09
5.12
1.19
1.64
1.97
71.02
59.14
51.38
43.76
1.16
4.48
11 .16
9.41
8.17
6.94
6.94
2.34
t Rolled by United S ta tes Steel Corp.
AMER I CAN
I NST ITUTE OF STE EL CON STRUCT I O N
0.58
2.25
2.17
2.21
2.20
2.18
0.88
1.36
1.55
51
SPECIAL SERIES
_web~
,~ i'-
CHANNELS
k
[
CARBUILDING AND SHIPBUILDING
DIMENSIONS FOR DETAILING
We ight
"
P"
Foot
Section
Mall.
Mean
T hick-
Width
Thick-
ness
ness
'0.
7
7
6
6
6
4
3
Distance
W,b
Flange
Depth
Half
Th ick-
ness
Grip
a
T
g,
k
C
Flange
Rivet
Lb.
'0.
'0.
'0.
'0.
'0.
'0.
'0.
'0.
'0.
'0.
'0.
'0.
3%
3).<2
3
3).<2
).<2
).<2
4Ys
4Ys
1}{s
j{.
5
4
%
%
3Ys
3Ys
1
1
4%
).<2
).<2
).<2
).<2
3
3
2).<2
).<2
).<2
%
).<2
%
l{,
!{,
2%
4
2%
2Ys
2
4
4Yz
Ys
Ys
J4
Ys
Ys
J4
J4
2
2
2%
2)4
2)4
2!-.{
3%
J4
2%
1;{6
%
).<2
l{.
)4
l{,
~
!{,
!{,
!{,
l{,
l{,
)4
)4
l{,
3Ys
3Ys
I%;
).<2
%
%
%
1%
l Ys
l Ys
j{.
j{.
).<2
2Yz
2Ys
2
Y,
%
1%
1~
1~6
%
}{6
2U
%
lI,
2}i
!{,
%
%
2
1
1
2U
2
2
%
).<2
).<2
%
).<2
j{.
j{.
I
3;:
.
I
;.;
I
."
I
f
I
1 I)
:
1.;1 r:l
3 l kU
I ~
I
~ ,2.--:-'
-24 In
l
----~
st-- ---~
4
W-81DE PLATE
~:
, ,
:
, ,
I l
AMERICAN
Weight
I
!
Ii -rc:LcouPler
'
I !
.
:
6~
1
'
I
I
I
I
I:
:
1
:"i R~-
",I R !
~i" _ _~_~'2 _~
,
,
I
Y
,
1
'
I
I
~- --- --- 4
I
I
r----T- ~ 4.15 --
~ I
h R . L 't -
Dimen'!ions shown
for HCS are
fo. 36.21 lb.
I
6.~6
I
I
!
.11
I
I
_ . __ 1-
:
:
:
,
~
~---- ---- 6.29------- ->i
,
3.:H
I
I
1).<2
,
I
HALF CENTER SILL
t.
HCS
,
J
,
,
__
-.(
,: '
xi---#-- -x
.1.
I
I I
b:fo R i 'T,
:
:
-1-4 X _ _:-=+=-l·x
.,,!.' ' fi RL ,I 1
,:
'
~ -2,97--1.78
I I
t
I
I
I
- ~4. :17
W SPL
Y
"' ,
t. ~ffl
" ---:_Jc- ~---------.­
I
I
1:
12i
l Yz
I
.Jt R
i
i
: : ", ~ I. -"'" ,
I.
,k--J.L..,.!,
I
I
I
:
%
'-- 'H
:
, :,
,I I,
! 6.~2
( Properties on Page SO)
1%,
1%,
%
-.--r-----'
SPECIAL
CARBUILDING
SHAPES
1~
2
2
%
_ ______ _ __61I ___ ____ ___ _
~-
I
,
9
22.7
19.1
17.6
18.0
15.3
16.3
15.1
12.0
13.8
9.0
7.1
I
-. '
Usual
G&.ge
---- ---)00/
I NSTITUTE OF STEEL CONSTRUCTION
52
ROLLED STEEL SHAPES
TEES
T
x
AND
PROPERTIES FOR DESIGNING
DIMENSIONS
Nominal
Woight
Area
Minimum
Thickness
t:~t
10.
Lb.
5x3 ~
13.6
4.00
3~
5
Y,
5x3
11.5
3.37
3
5
Ys
4x4J.1i
11.2
3.29
4Y,
4
4x4
13.5
3.97
4
4x3
9.2
2.68
4x2Y2
8.5
3x3
3x3
.-
i--
X
y
AXIS X - X
Width
Size
'T
L
DIMENSIONS
AXIS V-y
Depth
of
y
r
I
S
r
I
S
Flange Flange Stem
-- --------In.4
In.4
In.3
10.
In.3
10.
In.2
10.
10.
10.
10.
10.
--- - --- - -- -- -- - - -- ---- - -
'''
2.7
1.1
.82
.76
5.2
2.1
1.14
I""
2.4
1.1
.84
.76
3.9
1.6
1.10
Ys
Ys
6.3
2.0
1.39
1.31
2.1
1.1
.80
4
Y,
Y,
5.7
2.0
1.20
1.18
2.8
1.4
.84
3
4
Ys
Ys
2.0
.90
.86
.78
2.1
1.1
.89
2.48
27'2
4
Ys
Ys
1.2
.62
.69
.62
2.1
1.0
.92
7.8
6:7
2.29
1.97
3
3
3
3
Ys
Ys
;{,
;{,
1.84
1.61
.86
.74
.89
.90
.88
.85
.89
.75
.60
.50
.63
.62
3x2Y2
6.1
1.77
27'2
3
VJ6
;{,
.94
.51
.73
.68
.75
.50
.65
2Y,x 2Y,
2Y,x2Y,
6.4
4.6
1.87
1.33
2Yz
2 }:!
2Yz
Ys
Ys
2Yz
Xl
~
1.0
.74
.59
.42
.74
.75
.76
.71
.52
.34
.42
.27
.53
.51
2~x2~
4.1
1.1 9
2~
2U
~
~
.52
.32
.66
.65
.25
.22
.46
2
2
2
2
~
~
;{,
~
.44
.31
.26
.59
.59
.61
.59
.23
.18
.23
.18
.43
.42
2x2
2x2
4.3 1.26
3.56 1.05
AMERICAN
.37
INSTITUTE OF STEEL CONSTRUCTION
u
53
SPECIAL SERIES
, l
Y
ZEES
i/
x--:·ti ·--x
DIMENSIONS
~
PROPERTIES FOR DESIGNING
!
LJi
Nominal
Size
DIMENSIONS
W eight
ro~t
I
AND
Area
Depth
Width
of
AX IS X - X
Thick-
ness
I
S
AX I S
AX I S V - V
r
I
S
Z -Z
r
r
FlanOe
- - -- - - -- - - -- -In.2-- -'nIn.4
~ In.l
.
'n
.
'n
.
. - 'n-.
- -- - - - - - - - - 'n-. - - -In.'- -'n-
10.
Lb.
6x3J1i
21.1
15.7
6.19
4.59
6J1i
6
3%
3J1i
J1i
%
34.4
25.3
11.2
8.4
2.36
2.35
12.9
9.1
3.8
2.8
1.44
1.41
.84
.83
5x3%
17.9
5.25
5
3%
J1i
19.2
7.7
1.91
9.1
3.0
1.31
.74
16.4
14.0
11 .6
4.81
4.10
3.40
5Ys
3%
3 j{o
3 ,.
!i,
5 !10
5
%
;{,
19.1
16.2
13.4
7.4
6.4
5.3
1.99
1.99
1.98
9.2
7 .7
6.2
2.9
2.5
2.0
1.38
1.37
1.35
.77
.76
.75
15.9
4 .66
4!10
3Ys
J1i
11.2
5.5
1.55
8.0
2.8
1.31
.67
12.5
10.3
8.2
3.66
3.03
2.41
4Ys
3Ys
%
4!10
4
%
3!10
,.
9.6
7.9
6.3
4.7
3 .9
3.1
1.62
1.62
1.62
6.8
5.5
4.2
2.3
1.8
1.4
1.36
1.34
1.33
.69
.68
.67
12.6
3.69
3
2 1;(,
J1i
4 .6
3 .1
1.12
4.9
2.0
1.1 5
.53
9.8
2.86
3
21!{S
%
3.9
2.6
1.16
3.9
1.6
1.17
.54
6.7
1.97
3
2 1!{6
2 .9
1.9
1.21
2.8
1.1
1.1 9
.55
4x3
3x 2 ~
I
3;(,
,.
Tees and Zees are seldom used as structural framing members. When so used they are generally employed.
on short spans in flexure .
A MER ICA N
INS T IT U TE O F
ST E E L
C O N S T R UCT ION
54
ROLLED STEEL SHAPES
-t---~
,
BULB
ANGLES
i,
b, t-- --8--1
W
'v-'g~·
'=t.::f)-v
_-1:. __ ;,
i
X
'
PROPERTIES FOR DESIGNING
AXIS X - X
Nominal
Size
---;--
In.
Weight
per
Foot
Area
ness
Width
ness
I
b
W
In.
In.
1--:-:-- - - - - - Lb.
In.2
AXIS V-V
~~i~~~ Flange T~~t
- -
In.
s
- -
In. ~
- -
In. l
s
9
- -
In.
9
- -
- -
-- - I n. '
In.
In.
In.4
- -
I n.
SHIPBUILDING TYPE
10 X 3).-2
32.3
29.9
27.2
24.8
22.4
9.49
8.78
7.98
7.28
6.57
.61
.58
.485
0455
.425
3.69
3.63
3.57
3.51
3.45
.64
.58
.52
.46
.40
118.1
11 0.7
102.9
95.4
88.0
22.1
20.9
19.6
18.4
17.2
3.53
3.55
3.59
3.62
3.66
4.69
4.70
4.80
4.82
4.85
6.2
5.6
5.1
4.6
4.1
2.2
2.0
1.8
1.6
1.5
0.81
0.80
0.80
0.80
0.79
0.77
0.75
0.72
0.70
0.68
9 X 3).-2
23.8
21.6
19.4
7 .00
6.35
5.70
0465
.435
0405
3.57
3.51
3.45
.50
.44
.38
73.3
67.7
62.2
15.1
14.1
13.1
3.24
3.27
3.30
4.19
4.21
4.22
4.7
4.2
3.7
1.7
1.5
1.4
0.82
0.82
0.81
0.72
0.70
0.68
8 X 3 ).-2
24.3
20.0
16.0
7.14
5.87
4.70
.55
043
.37
3 .68
3 .56
3.44
.58
.46
.34
57.0 12.7
48.9 11.1
40.9
9.4
2.83
2.89
2.95
3.53
3 .61
3.62
5.2
4.2
3.3
1.9
1.5
1.2
0.85
0.85
0.84
0.78
0.72
0.69
7 X 3 ).-2
21.1
17.1
13.6
6.19
5.03
3.98
.54
041
.35
3.68
3.56
3 .44
.56
.44
.32
37.5
32.0
26.4
9.2
8.0
6.7
2046
2.52
2.58
2.95
3.03
3.01
4.8
3.9
3.0
1.8
1.4
1.1
0.88
0.88
0.87
0.80
0.74
0.71
6 X 3).-2
17.4
13.9
10.7
5.12
4.06
3.13
.49
.365
.305
3.69
3.57
3.45
.52
.40
.28
22.7
19.0
15.3
6.3
5.3
4.4
2.1 0
2.1 6
2.21
2.42
2.47
2.45
4.3
3.4
2.6
1.6 0.92
1.2 0.91
0.94 0.91
0.82
0.76
0.73
5 X 2 ).-2
9.8
7.3
2.88
2.13
.33
.27
2.56
2.44
.36
.24
9.1
7.1
3.1
2.4
1.78
1.83
2.06
2.01
1.1
0.81
0.56 0.63
0.42 0.62
0.55
0.51
3X2
3.8
1.12
.19
2.00
.19
1.3
0.74 1.09
1.24
0.31
0 .20 0.54
0.45
2.38
2.22
1.65
1.77
8.0
3.3
3.8
3.1
2.4
1.2
1.5
1.2
1.19
.86
.99
.94
CARBUILDING TYPE
5 X 4).-2
5 X 3 ).-2
4x3).-2
4x3Y2
19 .1
13.0
14.3
11.9
5.64
3.81
4.20
3.48
.44
.38
.50
.38
AMERICAN
4.50
3.50
3.50
3.50
044
.38
.50
.38
INSTITUTE
20.7
13.4
8.7
7.9
7.9
4.8
3.7
3.5
1.92
1.88
1.44
1.50
OF STEEL CONSTRUCTION
1.19
.93
.96
.94
55
SPECIAL SERIES
, -- 1
R'
- ---,
+,
r- ~~'---hl
I
y1 sao
BULB
...L
ANGLES
R~1-
YI'
_t.__
-+1 a ~- ---T _L _ _ ___ .,j R"
j
~---------d ~- - -----~
DIMENSIONS FOR DETAILING
Flange
Nominal
Size
I,.
Weight
po<
Foot
l b.
W idth
( Nom-
Web
Width
Tange nts
B~~b
Radii
of .
Roundmgs
Thickness
ma
inal)
Ina
inal)
(N
. ommal)
b'
t'
d'
W'
B
•
I T
a'
I T'
R
R'
I R"
In.
tn.
In.
In .
In.
In.
In.
In.
In.
In.
In.
In.
2"
27i
2"
.54
.54
.54
.54
.54
.27
.27
.27
.27
.27
.40
.40
.40
.40
.40
.54
.54
.54
.27
.27
.27
.36
.36
.36
.54
.54
.54
.27
.27
.27
.32
.32
.32
2}1s .54
2}}s.54
2}}6 .54
.27
.27
.27
.28
.28
.28
2%
2%
2%
.54
.54
.54
.27
.27
.27
.24
.24
.24
I)
(Nom-
.
I)
(Nom-
Flange
(N· I)
.of
Depth
(N om-
.
Web
(N ' I)
Rad ius
Thick_
ness
OOllna
omma
Fillet
( Aoot)
1-:::-:--,---=_1
SHIPBU ILDING TYPE
10 x 3Yz
9x3}'2
8 X 3Y2
7x3Yz
6 x 3}1
5 x 2Yz
3x 2
32.3
3 %;
29.9
27.2
24.8
22.4
3%
3%
3Y,
3Y,
10
10
10
10
10
9
9
9
Y,
11;{6
1
7%
1%
1
7%
%
11 ~
7%
l~
Y,
%;
11!16
1
6%
1~
1%
1
6U6
1
%
1%
lYt6 6%
222"""
1%
1 Y,
1%
1>(.
1
5%
5%
5%;
1 Ys
1
2%;
2;{,
:Va
2~6
1 Yz
1%
1~
1~
1 ~6
41 %;
41 %;
1 Ys
1
Ys
41 ~6
%
4!{.
1!16
4~6
1}M
4Y!6
1~
23.8
3%
19.4
3Yz
3Yz
24.3
20.0
16.0
3%
3Y,
3Y,
~6
8
%
U,
%
8
8
U.
21.1
3%
%
17 .1
3 Yz
3Y,
7
7
7
%
?-i6
13.6
'U6
%
17.4
13.9
10.7
3 ;!4
3%
3Y,
6
6
Y,
6
9.8
2Yz
§{G
%;
5
"
>i
2Y,
"
3.8
2
%:,
3
%
1§{6
l~
1
Ys
Va
%
%
7.3
7%
7%
U,
21.6
5
1'% l Ys
l Ys l Ys
1~
1 Ys
1 ~6
1
%
%
1
:Va
%
1'%;
2"
2!-i
%
1~
1~
.42
.42
.21
.21
.20
1!{6
%
l Y,
.1 9
.125
.25
.20
CARBUILDING TYPE
5 X 4Y,
5 X 37'2
4 x 3Y,
4 X 37'2
19.1
13.0
14.3
11.9
4Y,
3)1
3Y,
3 )4
AMERICAN
5
5
4
1;{6
2%;
l;{ij
3;(6
3
%
%
Y,
%
2!{s
%
Ys
Ys
2}}s
%
4
%
1Ys
1%
%
2 !{6
%
%
%
%
INSTITUTE O F
STEEL CONSTRUCTION
56
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
57
BARS. PLATES
AND
ROLLED STEEL BEARING PLATES
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
58
BARS AND PLATES
Flat steel, in the thicknesses adapted to structural use, is classified as follows:
Bars____
______ 6 inches or less in width, 1~" or over in thickness.
Plates__
____ Over 6 inches in width , U" and over in thickness.
Over 48 inches in width, %;" and over in thickness.
Bars are available from many mills in all necessary thicknesses and lengths, in
widths varying by half-inches and thicknesses varying by sixteenths of an inch.
Plates are further defined as "Universal Mill (U. M.) Plates" or "Sheared Plates",
according as they are rolled to the specified width, with rolled longitudinal edges, or
are sheared (sometimes, at the option of the producer, flame cut) to the ordered width
from wider plates. When universal plates are required, the mill order must so state.
U. M . plates are used for cover plates of columns and girders, for web plates, and where
the appearance or the specifications require a finished edge.
Plate widths should vary by even inches, though Y2 inch increments are obtainable;
thicknesses by increments of !i6 inch up to two inches, Ys inch over 2 inches to 6 inches,
and 7i inch over 6 inches.
Plate mills are located in all districts, but the sizes of plates produced differ greatly
and the catalogs of individual mills should be consulted for detail data. Tables on
page 59 give, in condensed form , the lengths obtainable for various width ranges from
the major producers, together with the number of mills from which such sizes may be
obtained.
"Sketch Plates", exclusive of those with re-entrant cuts, can be supplied by most
mills by shearing. Odd shapes in most instances require flame cutting, for which flame
cutting extras are applicable. "Full Circles" are also available; either by shearing, up
to 1 inch, or by flame cutting for heavier gauges. "Floor Plates- Raised Pattern",
page 59, are rolled by only a few mills; which should be consulted concerning sizes and
extras.
The base price of steel plates is applied without extras for thickness or size, to
rectangular plates which faU within all of the following limits:
Thickness; .% in. to and including 1Y2 in.
Width;
(sheared mill product required) 24 in. to 90 in. incl.
("
"
" n o t " ) 6in. "90in. "
Length;
8 ft. and over, up to published limit of length but not over 60 ft.
Designs and details usually specify plates by thicknesses, but plates up to 2 inches
are occasionally ordered by weight per foot. Plates over 2 inches t hick must be ordered
by thickness.
Standard practice is to invoice plates to the fabricator at actual scale weight at
point of shipment. The allowable overweight which may be charged for is limited in
accordance with the tables on pages 68 and 69 of this Manual.
All sketch plates, including circles, are invoiced at actual weight and are not subject
to the same weight tolerance limits as apply to rectangular plates.
All plates ordered flame cut for whatever reason take extras for flame cutting in
addition to all other extras. For example, rolled steel bearing plates are often flame
cut to prevent distortion due to shearing and would also take the regular extra for the
t hickness involved.
Plates of Structural Steel for Bridges and Buildings, A.S.T.M. Designation A7,
are sold at as Iowan extra for quality as any steel sold subject to physical test.
Extras for thickness, width, length, cutting, quality and quantity, which are added
to the base price of plates, are subject to occasional revision, and should be obtained
by inquiry of the producer; the foregoing general statements are made as a guide toward
economy in design.
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
59
PLATES
TABLES OF AVAILABLE SIZES
Note to T abl es I and II: The first length given is obta in able from most, and usually from
all, of the mills rolling the given width. The second length given is the maximum obtai nable
from any mill , a nd such lengths are subject to substantial extras. For plates of large sizes,
designers should consult fabricators regarding possibilities of fabricat ion, shipment and
erection.
TABLE I
Length, in Feet, of Uni versal Mill Plates obtainable in the respective w id ths shown.
Th ickness
I nches
Ji
%
Y,
%:
1
1Ji
1Y2
1%;
2
Width, I nchBs
6-12
13-20
21-26
27-30
31-36
37-42
65-80
65-80
65-80
65-80
65-80
65-75
40-60
35-60
30-60
60-125
60-125
60-125
60-125
60-125
48-125
48-120
41 -110
36- 90
60-125
60-125
60-125
60-125
60-125
48-125
46-125
40-125
35-125
60-125
60- 125
60- 125
60-125
60-125
49-125
46-125
40- 125
35-110
60-1 25
60-1 25
60-125
60-125
60-125
49-1 25
45-125
38-110
34- 95
40-1 00
60-1 25
60-1 25
55-125
40-1 25
38-125
33-1 05
28- 90
24- 75
---
- - -
- - - - - - - - - - --
No. of mills
from which
5
7
6
7
6
43-46
47-48
49-58
59-60
90-1 00
90-1 25
90-1 25
90-125
90-1 25
90-11 5
90- 95
80- 90
70- 90
90-100
90-125
90-120
90-120
90- 95
75- 90
65- 90
55- 90
45- 90
40- 65
80- 90
85-120
80-120
70- 95
60- 75
50- 65
45- 55
40- 45
607060404040353025-
- --
- --
- --
3
1
1
--- --- -
4
3
-- - - -
obtainable
TABLE II
Length, in Feet, of Sheared Plates obtainable i n the respective widths show n.
Width, Inches
Thic kness
Inchos
)i
%
Y,
%:
1
1Ji
172
1~
2
No. of mills
from wh ich
obtainable
24-36
40-45
38-50
36-50
36-50
36-50
30-50
25-40
25-40
20-35
37-48
49-60
61-78
40-50
40-70
40-70
37-70
34-70
30-70
30-70
30-60
25-55
40-50
40-70
40-70
35-70
30-70
25-70
23-60
22-52
20-49
35-55
35-70
35-70
35-70
32-70
25-65
21-60
18-59
16-52
--- -
- - - --
-
79-96
97-114 115-1321133-150151-168169-186
30-48
30-65
30-70
30-70
25-66
20-60
16-56
14-50
13-47
27-38
30-52
30-55
30-55
25-53
20-45
15-45
12-45
11-45
-- --- -
- -
- - -
- - - - --
21-30
26-48
36-50
35-48
35-48
31-45
30-45
28-44
24-43
17-30
20-37
19-45
18-45
17-45
16-42
15-42
14-42
2433454542414039-
- - - - - - - - - - - - - - - - - - - -14
14
14
12
12
11
9
5
---
21 273941383331 29-
- --
1
1
FLOOR PLATES-RAISED PATTERN
Different mills offer floor plates in different styles, patterns and extreme dimensions.
The nominal or ordered thickness is that of the flat plate exclusive of the height of the
raised pattern. The usual weights are as follows:
I
I
I
Nominal Thickness
Inches
Nominal Weight
Lb. per SQ. ft.
I 6.15
Ys I 8.7~6 I 11.25
Ji I 13.8
% I 16.35
%I~6
I Yz I % I %:IYs I 1
18.9 21.45 26.55 31.65 36.75 41.85
In general, lengths are limited to 10 feet for widths of 6 to 20 inches and 20 feet
for widths of 20 to 72 inches. For longer or thicker plates, and for precise in fonnation
on all the foregoing, the individual manufacturers should be consulted .
AMERICAN
INSTITUTE . OF STEEL CON STRUCTION
60
ROLLED STEEL BEARING PLATES
Rolled steel bearing plates are extensively used for column bases, wall bearing
plates, and a variety of other uses.
Since standard sizes are kept in stock, and only simple fabrication is required,
shipments can be made promptly.
The smaller and thinner bearing plates, up to and including 2 inches in thickness,
are rolled flat and with surfaces sufficiently smooth to receive, without planing, the
milled ends of column shafts. Bearing plates 4 inches and under in thickness can be
straightened by a press to within the required limits of flatness.
Rolled steel bearing plates of thicknesses greater than 4 inches are likely to be
slightly bowed or cambered so that, in order to provide proper bearing surfaces, these
plates should be planed on their top surfaces directly under the columns. It will not
be necessary to plane the bottom surfaces when the plates rest on concrete foundations,
as full bearing contact can be provided with strong cement grout.
When plates over 4 inches thick rest on steel, the top surfaces shoulpl be planed
for the colwnn bearing and the bottom surfaces planed all over.
Sizes of rolled steel bearing plates required for use as wall bearing plates or colwnn
base plates can be determined by the methods given on pages 128 and 129. Allowable
loads on column base plates are given on pages 249 to 251.
The tables of permissible variations of dimensions of the American Iron and Steel
Institute, as given on page 69, Table III, should be consulted when ordering bearing
plates for such finished dimensions as are required by the design.
STANDARD ROLLED SIZES
ALL DIMENS I ONS IN INCHES
14 x 134
14x1Yz
16 x 1 Yz
16 x 2
20 x 2
20 x 2Yz
20 x 3
28 x 3
28 x 3Yz
24 x 2
24 x 2Yz
24 x 3
32 x 3Yz
32 x 4
44 x 5
36 x 4
36 x 4Yz
44 x 6
52 x 6
52 x 671
52 x 7
60 x 7
60 x 7Yz
60 x 8
66 x 9
72 x 8
72 x 8Yz
78 x 9
78 x 9Yz
78 x 10
48 x 572
48 x 6
48 x 6Yz
56 x 672
56 x 7
56 x 8
66 x 7Yz
66 x 8
66 x 8Yz
72 x 9
72 x 9Yz
72 x 10
84 x 931
84 x 10
44 x 5Yz
40 x 4Yz
40 x 5
SECTION MODULI OF BEARING PLATES 1 INCH WIDE
FOR THICKNESSES GREATER THAN 1 INCH
Thickness
S
Thickness
S
'0.
In.1
'0.
In. ~
lU
1%
2
.26
.38
.51
.67
3!4
3}2
3%;
4
1.76
2.04
2.34
2.67
2!4
2)4
2%
3
.84
1.04
1.26
1.50
434
3.01
3.38
3.76
4.17
1Yz
4Yz
4%
5
AMERICAN
Thickness
S
'0.
In. 1
5~
5%;
6
4.59
5.04
5.51
6.00
6U
672
6%
7
6.51
7.04
7.59
8.17
5Yz
Thickness
INSTITUTE OF STEEL CONSTRUCTION
S
'0.
In.1
7!4
8.76
9.38
10.01
10.67
7Yz
7%
8
834
8Yz
8%;
9
11.34
12.04
12.76
13.50
I
I
..
61
ROLLING MILL PRACTICE
METHODS OF SPREADING ROLLS
CAMBERING OF ROLLED BEAMS
ROLLING AND CUTTING TOLERANCES FOR
ROLLED
STEEL STRUCTURAL SHAPES
PERMISSIBLE VARIATIONS IN WEIGHT AND
THICKNESS OF ROLLED STEEL
STRUCTURAL SHAPES
78 x 9
78x 9M
78 x 10
AND PLATES
84 x 9Yz
84 x 10
s
In.I
8.76
9.38
10.01
10.67
11.34
12.04
12.76
13.50
AMERICAN
•
INSTITUTE
OF STEEL CONSTRUCTION
62
METHODS OF SPREADING ROLLS
Figures 1 and 2 illustrate the method of increasing the areas and
weights of Wide Flange Shapes, whereby the thickness of both flange
and web is changed with a corresponding ct:ange in the beam depth and
flange width. The areas and weights of American Standard Beams and
Channels are increased from the minimum as shown in Figures 3 and 4;
an equal amount is added to the thickness of the web and to the width
of the flange, all other dimension~ remaining unchanged. As shown in
Figure 5, the weights and areas of Angles are varied from the minimum
by increasing the thickness of each leg, the length of the legs being
slightly increased by so doing. Figure 6 illustrates the method of
increasing the areas and weights of Zees. Rolls for Tees cannot be
spread.
AMERICAN
INSTITUTE
OF
STEEL
CONSTRUCTION
63
CAMBERING OF ROLLED BEAMS
The following information covers the limitations upon cold cambering of deep
beams at the mill, as offered by the American mills which produce wide flange sections.
Maximum length for cambering is 100 feet.
Maximum camber measured at mid-length is shown in the table below. Conversely,
this table may be read to give the minimum length for a given camber.
Maximum Camber for Given Length
I
,
Section
25'
30'
35'
40'
50'
45'
55'
60'
65'
70'
75'
.5'
80'
-- - - - - - - - - - - - - - - - - - - - - - 2411 Wide F lange
172/1 2"
1"
a nd OveL .........
2Y2" 3"
3}-2" 3%" 4"
4}:i" 4Yz" 4%" 5"
21 " Wide Flange
24" Standard __
1"
3 71 " 3%" 4"
2Yz" 3"
171" 2"
4U" 4Yz"
4%:'15"
Camber will approximate a simple regular curve from end to end (nearly) of beam,
or between any two points on beam as specified. Reverse or other compound curves
will not be undertaken. Camber shall be specified by the ordinate at mid-length of the
portion specified to be curved. Ordinates at other points shall not be specified. The
camber ordinate is subject to a tolerance of nothing under to Y2 in. over for a length
50 ft. and less; and for lengths over 50 ft., Ys in. is to be added to the over tolerance
fo r each additional 10 ft. or fraction thereof.
Camber is secured by gagging beams cold. Extremely small cambers may not be
permanent and the beam may lose camber due to the release of stresses put into the
beam during the camber operation. Minimum camber likely to remain permanent is
indicated in table below.
Minimum Camber Likely to Remain Permanent
Wide Flange Sections
30'
Length
- -36"
33"
3D"
27"
24"
3--2"
%/f
Yz"
%"
%"
40'
Length
35'
Length
-
-
-
45'
50'
Length
Length
3--2"
%11
1"
1"
1"
1"
17i1l
1}i"
1 Xi"
13--2/f
•
65'
Length
75'
Length
.5'
Length
- - - - -- - -- - - - - - - - --
%"
%"
1"
1"
55'
Length
1 31"
lU"
1%"
1%"
1 %"
2"
13--2"
1%/f
2}i"
3"
23--2"
37i"
3%"
3%//
4"
2"
2"
2%/f
3"
4"
2Yz/l
3%,"
4Yz//
4Yz//
5"
5"
70'
Length
.0'
L ength
Minimum Camber Likely to Remain Per manent
'-Ide Flange Sections
~ Standard Beams
25'
Length
30'
Length
35'
Length
40'
Length
45'
Length
50'
Length
50'
Length
- - - - -- - - - - - - - - - - - - - - - - - -
I
21/1 W
24" Standard
Yz/l
7'2/1
%/1
%"
1"
1"
1%"
1 %11
1M"
1Yz/l
27i"
37i/l
2"
2%"
4Yz"
3%/1
---
5"
5"
I
While cambers less than shown in this table can be furnished, no guarantee can be
given with respect to their permanency.
AMER I CAN
INSTITUTE OF S T E E L. CONSTRUCTI ON
/'
64
ROLLING AND CUTTING TOLERANCES
'IF SHAPES
n--'
It
lb~ '
m
-.
..
~--
I
n
---
[[i
- - -J
•
2"b±i'i
m
n
•
------ ~~
--- ·1
J<-----b-1
Scale of Permissible Tolerances exaggerated for c larity.
ROLLING TOLERANCES
Nominal
Depth
Up to
12/1 incl.
Over 12"
Width of
Depth
Flange
d
Out of Square or Paraliel
+ --- -+Ys" Ys" U"
Ma ximum Depth
at any Point
b
m
-
m minus n
~"
Not more than ~If
Not more than
- -
--- - -
Ys"
Ys"
"" ~" I
Not more than >in
,"," over
theoretical
Not more than
~" over
theoretical
W eb off
Center
Not more
than ~"
Not more
than ;{6"
Shapes may have a ll al lowab le va r iation in weight of plu s or minu s 2';7: % from the nominal weight.
CUTTING
I
TOLERANCES
length in feet
Up10
Section
Over 30
30 incl.
-
Beams 8"
to 24" incl.
-+- - -
%/1
. _-
%"
Special Tolerances
+
-
ord er specifies cu tra" plus }{6" for each 5' or - - tingWhen
tolera nce "all plus, no
fraction thereof above 3~'
r:i/l plus H6" for each 5' or
%"
- - minus" (no under-run) the
Beams
over 24"
Yz/l
%"
Columns
al l sizes
W' fraction thereof abGve 3D'
--
%"
W'
72"
Ends out of ~are:
Allowance for illing:
Straightness :
~" plus ~" for each 5' or
fraction thereof above 3D'
to lerance applyin g to th e
ordered length shall be th e
arithmetical sum of the plus
and minus tolerances given
in this table .
!.M" per inch of depth, or flange width if greater than depth.
For material which is to be milled the order should show
whether one or both ends are to be milled, allowance added
for milling, and whether material is to be cut to standard or
special tolerances given above.
I t is recommended that material to be milled be ordered in
the following lengths:
Milled one end only : Finished length plus %/1.
Finished length plus 31/1.
Milled both ends:
total length in feet
Tolerances for beams: Ys/lX
!O'
Where sections are specified on orders as columns, the following tolerances will apply:
total length in feet
Lengths up tv 45' 0": Ys" X
10'
but not over %" max.
Lengths over 45' 011 : %11 + 78" X
AMERICAN
totallength-45'
10'
I NSTITUTE OF STEEL CONSTRUCTION
il
65
ROLLING AND CUTTING TOLERANCES
AMERICAN STANDARD BEAMS AND TEES
STRUCTURAL SIZES
L
'-.. r
r
I
r-- b
,.-
r ~
If
•
J --
-'---T
~b--j
.1
I
,--J
•
,
,--
.
--
--.,
~
I
c-U
Scale of Permissible Tolerances exaggerated for clarity.
ROLLING TOLERANCES
Nominal
Depth
Depth
Width of
Flanges
Outof
Square
d
b
Parallel
+
-
3 11 to 7/1 incl.
%'2"
~6/1
Over 7" to 14" incl.
Ys"
%'2/1
Ov er 14" to 24" incl.
;{6"
Ys"
+
-
Ys"
!12"
2}1%
~I/
per inch
of f lange
2.~%
271%
276%
276%
2Yz%
-
+
Ys"
%2"
%i"
Weight
"
S + s
;{6/1
CUTTING TOLERANCES
Ovor 30'
to
Up to 30' incl.
Section
Over
Structural Beams
Structural Tees
Over 40'
to
50' incl.
40' incl.
Under
Over
Under
%"
%/1
0
1"
%"
%"
Over 50'
Over
Under
Over
Under
%"
Ys"
0
174'''
%"
1"
Va"
0
l U"
0
Ends out of square: J.i4" per inch of depth.
Camber tolerance:
Ys" X total length in feet
5'
Weight tolerances are based on each shipment consisting of carload lots or fraction
thereof of the same figured or ordered weight per linear foot.
*Back of square and web to be parallel when measuring for "out of square."
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
66
ROLLING AND CUTTING TOLERANCES
AMERICAN STANDARD CHANNELS
CARBUILDING AND SHIPBUILDING CHANNELS
(STRUCTURAL SIZES)
J
r
,-
I
d
~
I
i
-l
U
b
Scale of Permissible Tolerances exaggerated for clarity.
ROLLING TOLERANCES
Nominal
Depth
Width of
Flanges
d
b
Depth
3" to 7/1 incl.
Over 7" to 14" incl .
Over 14" to 18" incl.
+
%2"
!{6"
Ys"
%2"
%"
Ys"
-
Out of
Square
"
Paraliel
S+S
+
Ys"
.Va"
~"
Ys"
7f'
%'2"
%/1
per inch
-
of flange
Weight
+
-
2)1%
2)1%
2)1%
2)1%
2)1%
2)1%
CUTTING TOLERANCES
Over 40'
to
50' inel.
Over 30'
to
Up to 30' incl.
40' incr.
Section
Over
Structural
%"
Under
Over
%"
%11
I
I
Over 50'
Under
Over
Under
Qv",
Under
%"
Ye"
I %"
1"
I %1/
Ends out of square: !-Mil per inch of depth.
Camber tolerance:
Ys" X total length in feet
5'
Weight tolerances are based on each shipment consisting of carload lots or fraction
thereof of the same figured or ordered weight per linear foot.
i
AMER ICAN
INSTITUTE OF STEEL CONSTRUCTION
•
67
ROLLING AND CUTTING TOLERANCES
ANGLES, BULB ANGLES AND ZEES
(STRUCTURAL SIZES)
n
~--b--j
et
",
\
\
b
'II
I
d
1/ :
\ j I
\
\ nI
,
-~-_.i'~-----
\ I'
c
_:::._:::_
.
I
..1-....
---- - -
1<--- b----7\1
~b----.,.
I
Scale of Permissible T o lerances exaggerated for clarity.
ROLLING TOLERANCES
Depth of
SizeLength
of Leg
of Leg
d
b
ness
+
J- - -- All
311 to 4" incl.
Over 4" to 6" incl.
All
Over 6/1
All
Length
Section
Thick-
_
+
Out of
Square
_
t
Weight
+
- - - - --I-~~-- I --'--- - ~ ~fI
Va" ~
1Yz°, or
2Yz% 2Yz %
3/ 128/1 per
7'8"
!1&"
Ys"
7'8 "
inch of leg
234% 2Yz%
- -
Ys"
length
2%%
2% %
CUTTING TOLERANCES
Over 30'
Section
Thick-
Structural
All
to
Up to 30' incl.
Over 40'
40' incl.
""
Over
%"
I
Under
O ver
0
1"
I
Undor
Ovor
0
1}4"
Under
I
0
Ends out of square-For Angles and Bulb Angles 1Yz degrees, or %28" per inch of
leg length.
For Zees 1Yz degrees, or ;'bs/l per inch of sum of leg lengths.
Camber tolerance:
UII
78
X
total length in feet
5'
Weight tolerances are based on each shipment consisting of carload lots or fraction
thereof of the same figured or ordered weight per linear foot.
Longer leg of unequal1eg angle determines size for tolerances.
I
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
68
PERMISSIBLE VARIATIONS IN WEIGHT AND
THICKNESS OF ROLLED STEEL STRUCTURAL
SHAPES AND PLATES
AMERICAN SOCIETY F OR TESTING MATERIALS: A 7_46
Permissible Variations
(a) One cubic inch of rolled steel is assumed to weigh 0.2833 lb. The crosssectional area or weight of each structural-size shape shall not vary more than 2.5 per
cent. from the theoretical or specified amounts. The thickness or weights of rectangular
sheared mill plates and of universal mill plates shall conform to the requirements of
Paragraphs (b) , (c) and (d).
(b) Plates, when ordered to thickness. No plate shall vary more than 0.01 in.
under the thickness specified.
The ovenveight in each lotI of plates in each shipment shall not exceed the amolUlt
given in Table I.
(c) Plates. when ordered to weIght per square foot. The weight oC each lotI of
plates in each shIpment shall not vary from the weight ordered more than the amounts
given In Table I!.
(d) Plates over 2 in. in thickness. Each plate over 2 in. in thi ckness shall confonn
to the permissible variations over ordered thickness given in Table III.
TAB L E I. PERMISSIBLE OVERWEIGHTS OF PLA TES TWO INCHES AN D
UNDER IN THICKNESS WHEN ORDERE D T O THIC KNESS
I
Specified Thickness,
Inches
Permissible Excess in Average Weight of Lots 1 for Widths Given, in In c hes
Expressed in Percentage of Nomin a l Weights
'
Over
48 and 48 to 60,
under
exel.
60 to
72,
72 to
exel.
84,
excl .
84 to
96,
exel.
96 to
lOB ,
exel.
108 to
120,
exel.
120 to
132,
exel.
132 to
144,
exel.
9
8
7
6
5
4.5
4
4
4
10
9
8
7
6
5
4.5
4
4
12
10
9
8
7
6
5
4.5
4
14
12
10
9
8
7
6
5
4.5
16
14
12
10
9
8
7
6
5
18
16
14
12
10
9
8
7
6
19
17
15
13
11
9
8
7
144 to
168,
excl.
--- - - - - - - - - - - - - - - - -
~6 to
~ to
~6 to
~ ,e~,c1.._ . ..........
._. 6
~"
Ya. " ._. 5
% to "Us, "
W6 to %, "
72 to %. "
% to U, "
"
% to 1,
1
to 2,
._. 4.5
._. 4
..-
.-
incl. ...
4
4
3.5
3.5
8
7
6
5
4.5
4
4
4
3.5
18
16
14
12
10
9
8
168
"d
over
--
18
16
14
12
11
9
P e rm issible variations in weight for individual plates s hall be one and one-third times the amounts
prescri bed in this table.
Permissible varia tion under specified thickness, 0.01 in.
lThe term "lot" as applied to Table I means all the plates of each group width and group thickness
represented in each shipment.
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
69
I
PERMISSIBLE VARIATIONS IN WEIGHT AND
THICKNESS OF ROLLED STEEL STRUCTURAL
SHAPES AND PLATES
M ATE RIALS, A 7_46
AMERI CAN SOC I E TY F OR TEST ING
PERMISSIBLE VAR IATI ONS OF PLATES ORDERED TO WEIGHT
T AB LE II.
I
Permissibl e Variations in Averag e W eight of Lo tsl f o r Widths G i ven, in In ches,
Ex pressed in Percentage of Ordered Weight pe r Square Foot.
Specified
Weight,
Ib. per sq, ft.
48 or
under
~
7.65 to 10, exel. .. _.0 to 12.5, axel. 4
12.5 to 15, excl. 4
IS to 17.5, exel. 3.5
17..5 to 20, exel. 3.5
t02 5, exel. 3.5
25 to 30, 8)(CI. 3
30 to 40, exel. 3
t0 81.6, incl. 2.5
..
72 to
60 to
72,
96 to
108,
84 to
96,
84,
exel.
exel.
exel.
120 to
132,
exel.
108 to
120,
exel.
exe l.
132 to
144,
exel.
144 to
16B,
exel.
168 or
over
.• • •• .• • • .• •• .• .• • •• • •• ••
-" -- "
"
" -- "
"
" -- " -- " -"- -- -"
8l1C!.
- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - -0
'"
Over
48to60,
~
.,.3
3
3
2.5
2.5
2.5
2
2
0
-
-
3
3
3
3
2.5
2.5
2.5
2
2
5
5
4.5
4
3.5
3.5
3.5
3
3
4.5
4.5
4
3.5
3.5
3.5
3.5
3
3
~
~
~
>
0
~
>
0
-
-
-
3
3
3
3
3
3
2.5
2
2
5.5
5.5
5
4.5
4
3.5
3.5
3
3
3
3
3
3
3
3
3
2
2
~
~
0
6
6
5.5
5
4.5
4
3.5
3.5
3.5
~
~
0
-
-
3
3
3
3
3
3
3
2
2
....
-
~
~
0
-
~
0
-
....
6.5 3
7
3
5.5 3
3
6
5
3
5.5 3
4.5 3
5
3
4
3
4.5 3
3.5 2.5 4
3
3.5 2
3.5 2.5
2.5
3.5 2
3
~
-
8
7.5
6
5.5
5
4.5
4
3.5
3
3
3
3
3
3
3
3
>
0
...
9
8
7
6
5.5
5
4.5
4
~
>
~
- ....
3
3
3
3
3
3
3
3
~
~
0
0
.... .... ....... - .-..
.... .... .... ....
9
8
7
6.5
6
5.5
3
3
3
3
3
3
10
9
8
7
6.5
6
3
3
3
3
3
3
P ermissihle variations ;n weight for individual plates s hall be one and one-third times the amounts
prescribed in this table.
t The term "lot"
as applied to Table II, means all the plates of each group wid th and group weight
~resented in each s hipment.
TABLE II J.
PERMI SS IBLE VARIATIO N S OVER OR DER ED THICKNESS
OF PLATES OVER TWO I NCHES THI C K
I
Variations over Specifi ed Thickness for W id th Gi ven
Specifioo Thickness,
Inches
Under 36
I
Ove r 2 to 3, e xcl.._ .. __ ...
3 to 4, " -_ ...._...
4 to 6, " .---- ...
6 to B, " ... _.. __ .
8 to 1O, " .__ .. __ .
10to12, " ._--_..12 to 15, incl. .......
li6
lt4
!li
lt4
36 to 60,
exel.
60 to 84,
exel.
84 to 120,
exel.
120 to 132,
exel.
!li
!li
Ys
lt4
lt4
lt4
!li
)i
)i
j(,
Ys
lt4
!li
Ys
!li
lt4
~
~
I%;
)i
l~
)i
llO.
~
li2
Each plate shall not vary more than 0.01 in . under the ordered thickness.
AMERIC A N
INSTITUTE OF STEEL
C O NSTRUCTION
llO.
132 and over
llO.
70
PERMISSIBLE VARIATIONS IN LENGTH,
WIDTH, FLATNESS AND CAMBER FOR
PLATES OVER TWO INCHES THICK
AMERICAN IRON AND STEEL IN S TITUTE , 1943
PERMISSIBLE VARIATIONS IN LENGTH AND WIDTH FOR GAS CUT PLATES
All Lengths and Widt hs
Orde red T hickness,
Inch.es
Variation Over
Ove r 2 to 3,excl.
3 to 4, axel.
4 to 6, exel.
6 to 8, exel.
8 to 15, incl.
% in.
These variation s m ay be taken all under,
or di vided over and under, if so
specified wh en ordering.
Va in.
;i in.
Plates with roll ed edg es wi ll be gas cut
to length only .
Ys in.
1
i n.
PERMISSIBLE V ARIATIONS IN WIDTH FOR ROLLE D EDGE
( U N I V ERSAL M ILL) PLA TES
Width Var iation
Ordered D imensions, Inches
Thickness
Width
60 or und er
Over 2to10, inel.
30 or und er
Over 10 to 15, incl.
Over 30 t o 50, inclusive Ove r 10 to 15, inc l.
Over, In.
Under, I n.
%
%
y,
y,
Va
%
PERMISSIBLE VARIATIONS FROM TRUE FLATNESS FOR UNI V ERSAL MILL
AND SHEARED MILL PLAT ES
F OR L E N GTH OR WI DTH , INC HES
O rdered T hickness,
Inches
Unde r
36
36 to 48,
e )lcl.
48 to 60,
e)lcl.
60 to 72,
6)lcl.
72 to 84,
excl.
120 to
84 to 96, 96 to 108,
108 to
e)lcl.
120, e )lCI. 144, incl.
exel.
--- - -- - - - - - - - - - - - - - - - - - -
Ove r 2 ta
4 ,ex c l.
li6
J4
%
%
)16
%
%
%
4to
6 to
J4
%
%
%
%
%
)16
%
I~
8 to 10, a xcl.
%
%
1!1ij
Ys
lO t a 12 , axcl.
%
y,
%
Ys
Ys
8 , e x c l.
%
Ys
Y,
%
%
6 , axcl.
12 to 15, in c l.
%
1:}{6
Ys
Ys
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
PERMISSIBLE CAMBER F OR UNI V ERSA L MILL PLATES
Ordere d Dime nsions, Inches
Width
Thickness
3 0 o r u n der
Over 2 to 15, incl .
30 to 60, incl.
Over 2 to 15, incl.
Camber
%.
6 In. x
~
.
~ m. X
AMERICAN INSTITUTE OF STEEL CONSTRUCT ION
Total Length (feet)
5'
Total Length (feet)
5'
71
MISCELLANEOUS DATA
FOR
ESTIMATING AND DESIGNING
WEIGHT AND AREA OF BARS AND PLATES
ECONOMY OF SHAPES USED AS BEAMS
TABLES FOR DESIGN OF PLATE GIRDERS
NET SECTION OF RIVETED TENSION MEMBERS
DIMEN SIONS, WEIGHTS AND PROPERTIES OF
PLATE AND ANGLE GIRDER SECTIONS
DIMENSIONS. WEIGHTS AND PROPERTIES OF
COMPOUND COLUMN SECTIONS
WEIGHTS AND PROPERTIES O F
SHAPE COMBINATIONS
WEIGHTS AND PROPERTIES OF TWO ANGLES
BEARING PLATE AND BASE PLATE DESIGN
CRANE RAILS AND FASTENINGS
THREADED STRUCTURAL ACCESSORIES
EYE BARS
PIPE
SHEET METAL CONSTRUCT ION
BATTLE DECK FLOOR
AMERICAN
INSTITUTE OF STEEL CONS TRUCTION
..
72
SQUARE AND ROUND BARS
WEIGHT AND AREA
Area
Squar e I n~hes
Weight
Size
Inches
--
0
}{6
Ys
~
74
%
%
li6
Y,
%
%
1k6
,.
1~
VB
I%;
1
li6
Ys
lIB
74
lIB
%
l{,
Y,
%
%
,.
1;{6
1~6
VB
1%6
2
l{B
Ys
%
74
l{,
%
li6
Y,
%
%
,.
1}{6
1:}{6
VB
1 ~6
3
Lb. per Foot
• •
~
<!!D
Size
Inches
--
3
35.91
37.31
38.73
40.18
28.21
29.30
30.42
31.55
10.563
10.973
11.391
11.816
8.296
8.618
8.946
9.281
41.65
43.15
44.68
46.23
32.71
33.89
35.09
36.31
12.250
12.691
13.141
13.598
9.621
9.968
10.321
10.680
47.81
49.42
51.05
52.71
37.55
38.81
40.10
41.40
14.063
14.535
15.016
15.504
11.045
11.416
11.793
12.177
54.40
56.11
57.85
59.62
42.73
44.07
45.44
46.83
16.000
16.504
17.016
17.535
12.566
12.962
13.364
13.772
61.41
63.23
65.08
66.95
48.23
49.66
51.11
52.58
18.063
18.598
19.141
19.691
14.186
14.607
15.033
15.466
68.85
70.78
72.73
74.71
54.07
55.59
57.12
58.67
20.250
20.816
21.391
21.973
15.904
16.349
16.800
17.257
76.71
78.74
80.80
82.89
60.25
61.85
63.46
65.10
22.563
23.160
23.766
24.379
17.721
18.190
18.665
19.147
85.00
87.14
89.30
91.49
66.76
68.44
70.14
71.86
25.000
25.629
26.266
26.910
19.635
20.129
20.629
21.135
93.71
95.96
98.23
100.53
73.60
75.36
77.15
78.95
27.563
28.223
28.891
29.566
21.648
22.166
22.691
23.221
102.85
105.20
107.58
109.98
80.78
82.62·
84.49
86.38
30.250
30.941
31.641
32.348
24.301
24.850
25.406
112.41
33.063
33.785
34.516
35.254
25.967
26.535
27.1 09
27.688
36.000
28.274
.167
.261
.376
.511
.0625
.0977
.1406
.1914
.0491
.0767
.1105
.1 503
%
.850
1.076
1.328
1.607
.668
.845
1.043
1.262
.2500
.3164
.3906
.4727
.1 963
.2485
.3068
.3712
lIB
1.913
2.245
2.603
2.988
1.502
1.763
2.044
2.347
.5625
.6602
.7656
.8789
.4418
.5185
.6013
.6903
3.400
3.838
4.303
4.795
2.670
3.015
3.380
3.766
1.0000
1.1 289
1.2656
1.4102
.7854
.8866
.9940
1.1075
5.313
5.857
6.428
7.026
4.1 72
. 4.600
5.049
5.51 8
1.5625
1.7227
1.8906
2.0664
1.2272
1.3530
1.6230
l{,
7.650
8.301
8.978
9.682
6.008
6.519
7.051
7.604
2.2500
2.4414
2.6406
2.8477
1.7671
1.9175
2.0739
2.2365
?16
10.41 3
11.170
11 .953
12.763
8.178
8.773
9.388
10.024
3.0625
3.2852
3.5156
3.7539
2.4053
2.5802
1%
13.600
14.463
15.353
16.270
10.681
11.359
12.058
12.778
4.0000
4.2539
4.5156
4.7852
3.1416
3.3410
3.5466
3.7583
17.213
18.182
19.178
20.201
13.519
14 .280
15.062
15.866
5.0625
5.3477
5.6406
5.9414
4.2000
4.4301
4.6654
21.250
22.326
23.428
24.557
16.690
17.534
18.400
19.287
6.2500
6. 5664
6.8906
7.2227
4.9087
5.1572
5.4119
5.6727
25.713
26.895
28.103
29.338
20.195
21.123
22.072
23.042
7.5625
7.9102
8.2656
8.6289
5.9396
6.2126
6.4918
6.7771
30.600
24.033
9.0000
7.0686
INSTITUTE OF
7.069
7.366
7.670
7.980
74
.213
.332
.478
.651
AMERICAN
9.000
9.379
9.766
10.160
34.54
Ys
%
l{B
Y,
%
,.
1}{6
1;{6
VB
1}{6
4
l{B
Ys
%
74
}{6
%
Y,
%
,.
1!.{6
VB
1 ~6
5
l{B
Ys
lIB
74
l{,
%
l{,
Y,
%
%
,.
1!.{6
IUS
114 .87
VB
117.35
119.86
88.29
90.22
92.17
94.14
122.40
96.13
lYt6
6
<!!D
lIB
.0031
.0123
.0276
3.9761
Iil!I
24.03
25.05
26.08
27.13
.0039
.0156
.0352
2.9483
• •
30.60
31 .89
33.20
.010
.042
.094
2.7612
Area
Square I nches
li6
.013
.053
.120
1.4849
Weight
Lb. per Foot
S T EEL CONSTRUCTION
23 .758
73
SQUARE AND ROUND BARS
WEIGHT AND AREA
Size
Inches
6
li6
Ys
li,
Ys
li6
%
ltO
Yz
?{,
%
1}j6
Ys
lUG
Y,
1~
7
li6
Ys
?{,
Ys
?{,
%
l{,
Yz
?{,
%
l~
Ys
Ys
1;.(6
IUS
8
'"
Ys
~
Ys
~
%
'"
Yz
~
%
I~
~
~
~
9
--
Weight
Area
lb. per Foot
Square Inches
• •
Weight
tt11
®
122.40
124.96
127.55
130.17
96.13
98.15
100.18
102.23
36.000
36.754
37.516
38.285
28.274
28.866
29.465
30.069
132.81
135.48
138.18
140.90
104.31
106.41
108.53
11 0.66
39.063
39.848
40.641
41.441
30.680
31.296
31.919
32.548
143.65
146.43
149.23
152.06
112.82
11 5.00
117.20
11 9.43
42.250
43.066
43.891
44.723
33.183
33.824
34.472
35.125
154.91
157.79
160.70
163.64
121.67
123.93
126.22
128.52
45.563
46.410
47.266
48.129
35.785
36.450
37.122
37.800
166.60
169.59
172.60
175.64
130.85
133.19
135.56
137.95
49.000
49.879
50.766
51.660
38.485
39.175
39.871
40.574
178.71
181.81
184.93
188.07
140.36
142.79
145.24
147.71
52.563
53.473
54.391
55.316
41.282
41.997
42.718
43 .445
191.25
194.45
197.68
200.93
150.21
152.72
155.26
157.81
56.250
57.191
58.141
59.098
44.179
44.918
45.664
46.415
204.21
207.52
210.85
214.21
160.39
162.99
165.60
168.24
60.063
61.035
62.016
63.004
47.1 73
47.937
48.707
49.483
217.60
221.01
224.45
227.92
170.90
173.58
176.29
179.01
64.000
65.004
66.016
67.035
50.265
51.054
51.849
52.649
231.41
234.93
238.48
242.05
181.75
184.52
187.30
190.11
68.063
69.098
70.141
71 .191
53.456
54.269
55.088
55.914
245.65
249.28
252.93
256.61
192.93
195.78
198.65
201.54
72.250
73.316
74.391
75.473
56.745
57.583
58.426
59.276
260.31
264.04
267.80
271.59
204.45
207.38
210.33
213.31
76.563
77.660
78.766
79.879
60.132
60.994
61.863
62.737
275.40
216.30
81.000
63.617
AM E RICAN
Size
Inches
Lb. per Foot
• •
Area
Square Inchea
~
®
275.40
279.24
283.10
286.99
216.30
219.31
222.35
225.41
81.000
82.129
83.266
84.410
63.617
64.504
65.397
66.296
290.91
294.86
298.83
302.83
228.48
231.58
234.70
237.84
85.563
86.723
87.891
89.066
67.201
68.112
69.029
69.953
306.85
310.90
314.98
319.08
241.00
244.18
247.38
250.61
90.250
91.441
92.641
93.848
70.882
71.818
72.760
73.708
Ys
Ys
323.21
327.37
331.55
335.76
253.85
257.12
260.40
263.71
95.063
96.285
97.516
98.754
74.662
75.622
76.589
77.561
!{,
340.00
344.26
348.55
352.87
267.04
270.38
273 .75
277.14
100.000
101.254
102.516
103.785
78.540
79.525
80.516
81.513
357.21
361.58
365.98
370.40
280.55
283.99
287.44
290.91
105.063
106.348
107.641
108.941
82.516
83.525
84.541
85.563
374.85
379.33
383.83
388.36
294.41
297.92
301.46
305.02
110.250
111.566
112.891
114.223
86.590
87.624
88.664
89.710
392.91
397.49
402.10
406.74
308.59
312.19
315.81
319.45
115.563
116.910
118.266
119.629
90.763
91 .821
92.886
93.957
411.40
41 6.09
420.80
425.54
323.11
326.80
330.50
334.22
121.000
122.379
123.766
125.160
95.033
96.116
97.205
98.301
430.31
435.11
439.93
444.78
337.97
341.73
345.52
349.33
126.563
127.973
129.391
130.816
99.402
100.510
101.623
102.743
449.65
459.48
464.43
353.16
357.00
360.87
364.76
132.250
133.691
135.141
136.598
103.869
105.001
106.1 39
107.284
469.41
474.42
479.45
484.51
368.68
372.61
376.56
380.54
138.063
139.535
141.016
142.504
108.434
109.591
110.754
111.923
489.60
384.53
144.000
113.098
9
!{,
Ys
li,
Ys
l{,
%
l{,
Yz
l{,
%
1116
1;{6
1~6
10
Ys
Us .
Ys
li',
%
'"
Yz
l{,
%
1!{6
Ys
Ys
l~
l~
11
li6
Ys
li6
Ys
%
%
l{,
Yz
li6
%
1}(6
%
1~
Ys
l~
12
454.55
INSTITUTE OF STEEL CONSTRUCTION
~~--------------------------
74
WEIGHT OF RECTANGULAR SECTIONS
POUNDS PER LINEAR FOOT
Th ickness, Inches
Width
'0.
---- %
U
%
%
l{,
Y,
~
%
1!{6
:li
l~
Ys
I~
1
- -- -
U
%
:li
1
.16
.32
.48
.64
.21
.43
.64
.85
.27
.53
.80
1.06
.32
.64
.96
1.28
.37
.74
1.12
1.49
.43
.85
1.28
1.70
.48
.96
1.43
1.91
.53
1.06
1.59
2.13
.58
1.17
1.75
2.34
.64
1.28
1.91
2.55
.69
1.38
2.07
2.76
.74
1.49
2.23
2.98
.80
1.59
2.39
3.19
.85
1.70
2.55
3.40
lU
1%
1%,
2
.80
.96
1.12
1.28
1.06
1.28
1.49
1.70
1.33
1.59
1.86
2.13
1.59
1.91
2.23
2.55
1.86
2.23
2.60
2.98
2.13
2.55
2.98
3.40
2.39
2.87
3 .35
3.83
2.66
3.19
3.72
4.25
2.92
3.51
4.09
4.68
3.19
3.83
4.46
5.10
3.45
4.14
4.83
5.53
3.72
4.46
5.21
5.95
3.98
4.78
5.58
6.38
4.25
5.10
5.95
6.80
2U
2%
3
1.43
1.59
1.75
1.91
1.91
2.1 3
2.34
2.55
2.39
2.66
2.92
3.19
2.87
3.19
3.51
3.83
3.35
3.72
4.09
4.46
3.83
4. 25
4.68
5.10
4.30
4.78
5.26
5.74
4.78
5.31
5.84
6.38
5.26
5.84
6.43
7.01
5.74
6.38
7.01
7.65
6.22
6.91
7.60
8.29
6.69
7.44
8.18
8.93
7.17 7.65
7.97 8.50
8.77 9.35
9.56 10.2
~U
3%
3:li
4
2.07
2.23
2.39
2.55
2.76
2.98
3.19
3.40
3.45
3.72
3.98
4.25
4.14
4.46
4.78
5.10
4.83
5.21
5.58
5.95
5.53
5.95
6.38
6.80
6.22
6.69
7.17
7.65
6.91
7.44
7.97
8.50
7.60 8.29 8.98 9.67 10.4
8.18 8.93 9.67 10.4 11.2
8.77 9.56 10.4 11 .2 12.0
9.35 10.2 11.1 11 .9 12.8
4U
4%
4:li
5
2.71
2.87
3.03
3.19
3.61
3.83
4.04
4.25
4.52
4.78
5.05
5.31
5.42
5.74
6.06
6 .38
6.32
6.69
7.07
7.44
7.23
7.65
8.08
8.50
8.13 9.03 9.93 10.8
8.61 9.56 10.5 11.5
9.08 10.1 11 .1 12.1
9.56 10.6 11.7 12.8
11.7
12.4
13.1
13.8
12.6
13.4
14.1
14.9
13.6
14.3
15.1
15.9
14.5
15.3
16.2
17.0
5U
5 :li
6
3.35
3.51
3.67
3.83
4.46
4.68
4.89
5.10
5.58
5.84
6.11
6.38
6.69
7.01
7.33
7.65
7.81 8.93 10.0
8.18 9.35 10.5
8.55 9.78 11.0
8.93 10.2 11.5
6U
6%
6 :li
7
3.98
4.14
4.30
4.46
5.31
5.53
5.74
5.95
6.64
6 .91
7.17
7.44
7.97 9.30 10.6
8.29 9.67 11.1
8.61 10.0 11.5
8.93 10.4 11.9
7U
7%
8
4.62
4.78
4. 94
5.10
6.16
6.38
6.59
6.80
7.70 9.24 10.8
7.97 9 .56 11.2
8.23 9.88 11.5
8.50 10.2 11.9
8U
8%
8:li
9
5.26
5.42
5.58
5.74
7.01
7.23
7.44
7.65
8.77 10.5
9.03 10.8
9.30 11.2
9.56 11.5
9U
9%
9:li
10
5.90
6.06
6.22
6.38
7.86 9.83 11.8
8.08 10.1 12.1
8.29 10.4 12.4
8.50 10.6 12.8
2~
57'2
7%
AMERICAN
11.1
11.9
12.8
13.6
11.2
11.7
12.2
12.8
12.3
12.9
13.4
14.0
13.4
14.0
14.7
15.3
14.5
15.2
15.9
16.6
15.6
16.4
17.1
17.9
16.7
17.5
18.3
19.1
17.9
18.7
19.6
20.4
12.0
12.4
12.9
13.4
13.3
13.8
14.3
14.9
14.6
15.2
15.8
16.4
15.9
16.6
17.2
17.9
17.3
18.0
18.7
19.3
18.6
19.3
20.1
20.8
19.9
20.7
21.5
22.3
21.3
22.1
23.0
23.8
12.3
12.8
13.2
13.6
13.9
14.3
14.8
15.3
15.4
15.9
16.5
17.0
17.0
17.5
18.1
18.7
18.5
19.1
19.8
20.4
20.0
20.7
21.4
22.1
21.6
22.3
23.1
23.8
23.1
23.9
24.7
25.5
24.7
25.5
26.4
27.2
,
12.3
12.6
13.0
13.4
14.0
14.5
14.9
15.3
15.8
16.3
16.7
17.2
17.5
18.1
18.6
19.1
19.3
19.9
20.5
21.0
21.0
21.7
22.3
23.0
22.8
23.5
24.2
24.9
24.5
25.3
26.0
26.8
26.3
27.1
27.9
28.7
28.1
28.9
29.8
30.6
13.8
14.1
14.5
14.9
15.7
16.2
16.6
17.0
17.7
18.2
18.7
19.1
19.7
20.2
20.7
21.3
21.6
22.2
22.8
23.4
23.6
24.2
24.9
25.5
25.6
26.2
26.9
27.6
27.5
28.3
29.0
29.8
29.5
30.3
31.1
31.9
31.5
32.3
33.2
34.0
INSTITUTE OF STEEL CONSTRUCTION
75
WEIGHT OF RECTANGULAR SECTIONS
POUNDS PER LINEAR FOOT
Thickness, I nches
Width
%
%;
%
Uo
%
1!16
%
1 ~6
%
1;(6
--
10.9
11.2
11.4
11.7
13.1
13.4
13.7
14.0
15.3
15.6
16.0
16.4
17.4
17.9
18.3
18.7
19.6
20.1
20.6
21.0
21.8
22.3
22.8
23.4
24.0
24.5
25.1
25.7
26.1
26.8
27.4
28.1
28.3
29.0
29.7
30.4
30.5
31.2
32.0
32.7
32.7
33.5
34.3
35.1
34.9
35.7
36.6
37.4
7.17 9.56
7.33 9.78
7.49 9.99
7.65 10.2
12.0
12.2
12.5
12.8
14.3
14.7
15.0
15.3
16.7
17.1
17.5
17.9
19.1
19.6
20.0
20.4
21.5
22.0
22.5
23.0
23.9
24.4
25.0
25.5
26.3
26.9
27.5
28.1
28.7
29.3
30.0
30.6
31.1
31.8
32.5
33.2
33.5
34.2
35.0
35.7
35.9
36.7
37.5
38.3
38.3
39.1
40.0
40.8
7.97 10.6
8.29 11 .1
8.61 11.5
8.93 11.9
13.3
13.8
14.3
14.9
15.9
16.6
17.2
17.9
18.6
19.3
20.1
20.8
21.3
22.1
23.0
23.8
23.9
24.9
25.8
26.8
26.6
27.6
28.7
29.8
29.2
30.4
31.6
32.7
31.9
33.2
34.4
35.7
34.5
35.9
37.3
38.7
37.2
38.7
40.2
41.7
39.8
41 .4
43.0
44.6
42.5
44.2
45.9
47.6
14% 9.24 12.3
9.56 12.8
15
15% 9.88 13.2
10.2 13.6
16
15.4
15.9
16.5
17.0
18.5
19.1
19.8
20.4
21.6
22.3
23.1
23.8
24.7
25.5
26.4
27.2
27.7
28.7
29.6
30.6
30.8
31 .9
32.9
34.0
33.9
35.1
36.2
37.4
37.0
38.3
39.5
40.8
40.1
41.4
42.8
44.2
43.1
44.6
46.1
47 .6
46.2
47.8
49.4
51.0
49.3
51.0
52.7
54.4
'0.
~
%;
8.71
8.93
9.14
9.35
11 %
11 %
12
12%
13
13%
14
-10 ~
10%
10%
11
11~
\{,
6.53
6.69
6.85
7.01
1
16%
17
17%
18
10.5
10.8
11.2
11.5
14.0
14.5
14.9
15.3
17.5 21.0
18.1 21.7
18.6 22.3
19.1 23.0
24.5
25.3
26.0
26.8
28.1
28.9
29.8
30.6
31.6
32.5
33.5
34.4
35.1
36.1
37.2
38.3
38.6
39.7
40.9
42.1
42.1
43.4
44.6
45.9
45.6
47.0
48.3
49.7
49.1
50.6
52.1
53.6
52.6
54.2
55.8
57.4
56.1
57.8
59.5
61.2
18%
19
19%
20
11.8
12.1
12.4
12.8
15.7
16.2
16.6
17.0
19.7
20.2
20.7
21.3
23.6
24.2
24.9
25.5
27.5
28.3
29.0
29.8
31.5
32.3
33.2
34.0
35.4
36.3
37.3
38.3
39.3
40.4
41.4
42.5
43.2
44.4
45.6
46.8
47.2
48.5
49.7
51.0
51.1
52.5
53.9
55.3
55.0
56.5
58.0
59.5
59.0
60.6
62.2
63.8
62.9
64.6
66.3
68.0
20%
21
21%
22
13.1
13.4
13.7
14.0
17.4
17.9
18.3
18.7
21.8
22.3
22.8
23.4
26.1
26.8
27.4
28.1
30.5
31.2
32.0
32.7
34.9
35.7
36.6
37.4
39.2
40.2
41.1
42.1
43.6
44.6
45.7
46.8
47.9
49.1
50.3
51.4
52.3
53.6
54.8
56.1
56.6
58.0
59.4
60.8
61.0
62.5
64.0
65.5
65.3
66.9
68.5
70.1
69.7
71.4
73.1
74.8
22%
23
23%
24
14.3
14.7
15.0
15.3
19.1
19.6
20.0
20.4
23.9
24.4
25.0
25.5
28.7
29.3
30.0
30.6
33.5
34.2
35.0
35.7
38.3
39.1
40.0
40.8
43.0
44.0
44.9
45.9
47.8
48.9
49.9
51 .0
52.6
53.8
54.9
56.1
57.4
58.7
59.9
61.2
62.2
63.5
64.9
66.3
66.9
68.4
69.9
71.4
71.7
73.3
74.9
76.5
76.5
78.2
79.9
81.6
25
26
27
28
15.9
16.6
17.2
17.9
21.3
22.1
23.0
23.8
26.6
27.6
28.7
29.8
31.9
33.2
34.4
35.7
37.2
38.7
40.2
41.7
42.5
44.2
45.9
47.6
47.8
49.7
51.6
53.6
53.1
55.3
57.4
59.5
58.4
60.8
63.1
65.5
63.8
66.3
68.9
71.4
69.1
71.8
74.6
77.4
74.4
77.4
80.3
83.3
79.7
82.9
86.1
89.3
85.0
88.4
91.8
95.2
29
30
31
32
18.5
19.1
19.8
20.4
24.7
25.5
26.4
27.2
30.8
31.9
32.9
34.0
37.0
38.3
39.5
40.8
43.1
44.6
46.1"
47.6
49.3
51.0
52.7
54.4
55.5
57.4
59.3
61.2
61 .6
63.8
65.9
68.0
67.8
70.1
72.5
74.8
74.0
76.5
79.1
81.6
80.1
82.9
85.6
88.4
86.3 92.4 98.6
89.3 95.6 102
92.2 98.8 105
95.2 102 109
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION·
76
WEIGHT OF RECTANGULAR SECTIONS
POUNDS PER LINEAR FOOT
Thickness, Inches
Width
'0.
--
!16
~
~,
-.lL l{,
).>
%
%
1~
%:
1;{6
33
34
35
36
21.0
21.7
22.3
23.0
28.1
28.9
29.8
30.6
35.1
36.1
37.2
38.3
42.1
43.4
44.6
45.9
49.1
50.6
52.1
53.6
56.1
57.8
59.5
61.2
63.1
65.0
66.9
68.9
70.1
72.3
74.4
76.5
77.1
79.5
81.8
84.2
84.2
86.7
89.3
91.8
91.2 98.2
93.9 101
96.1 104
99.5 107
37
38
39
40
23.6
24.2
24.9
25.5
31.5
32.3
33.2
34.0
39.3
40.4
41.4
42.5
47.2
48.5
49.7
51.0
55.0
56.5
58.0
59.5
62.9
64.6
66.3
68.0
70.8
72.7
74.6
76.5
78.6
80.8
82.9
85.0
86.5 94.4 102
88.8 96.9 105
91.2 99.5 108
93.5 102 111
41
42
43
44
26.1
26.8
27.4
28.1
34.9
35.7
36.6
37.4
43.6
44.6
45.7
46.8
52.3
53.6
64.8
56.1
61.0
62.5
64.0
65.5
69.7
71.4
73.1
74.8
78.4
80.3
82.2
84.2
87.1 95.8 105
89.3 98.2 107
91.4 101
110
93.5 103 112
45
46
47
48
28.7
29.3
30.0
30.6
38.3
39.1
40.0
40.8
47.8
48.9
49.9
51.0
57.4
58.7
59.9
61.2
66.9
68.4
69.9
71.4
76.5
78.2
79.9
81.6
86.1 95.6 105
88.0 97.8 108
89.9 99.9 110
91.8 102 112
49
50
51
52
31.2
31.9
32.5
33.2
41.7
42.5
43 .4
44.2
52.1
53.1
64.2
55.3
62.5
63.8
65.0
66.3
72.9
74.4
75.9
77.4
83.3
85.0
86.7
88.4
93.7 104
95.6 106
97.5 108
99.5 111
53
64
55
56
33.8
34.4
35.1
35.7
45.1
45.9
46.8
47.6
56.3
57.4
58.4
59.5
67.6
68.9
70.1
71.4
78.8
80.3
81.8
83.3
90.1 101
91.8 103
93.5 105
95.2 107
57
58
59
60
36.3
37.0
37.6
38.3
48.5
49.3
50.2
51.0
60.6
61 .6
62.7
63.8
72.7
74.0
75.2
76.5
61
62
63
64
38.9
39.5
40.2
40.8
51.9
52.7
53.6
54.4
64.8
65.9
66.9
68.0
77.8
79.1
80.3
81.6
65
66
67
68
41.4
42.1
42.7
43.4
55.3
56.1
57.0
57.8
69
70
71
72
44.0
44.6
45.3
45.9
58.7
59.5
60.4
61.2
1 ~6
-1-
105
108
112
115
112
116
119
122
110
113
116
119
118
121
124
128
126
129
133
136
113
116
119
122
122
125
128
131
131
134
137
140
139
143
146
150
115
117
120
122
124
127
130
133
134
137
140
143
143
147
150
153
153
156
160
163
115
117
119
122
125
128
130
133
135
138
141
144
146
149
152
155
156
159
163
166
167
170
173
177
113
115
117
119
124
126
129
131
135
138
140
143
146
149
152
155
158
161
164
167
169
172
175
179
180
184
187
190
84.8 96.9 109
86.3 98.6 111
87.8 100 113
89.3 102 115
121
123
125
128
133
136
138
140
145
148
151
163
158
160
163
166
170
173
176
179
182
185
188
191
194
197
201
204
90.7 104
92.2 105
93.7 107
95.2 109
117
119
121
122
130
132
134
136
143
145
147
150
156
158
161
163
169
171
174
177
182
185
187
190
194
198
201
204
207
211
214
218
69.1
70.1
71.2
72.3
82.9 96.7 111
84.2 98.2 112
85.4 99.7 11 4
86.7 101
116
124
126
128
130
138
140
142
145
152
164
157
159
166
168
171
173
180
182
185
188
193
196
199
202
207
210
214
217
221
224
228
231
73.3
74.4
75.4
76.5
88.0 103
89.3 104
90.5 106
91.8 107
132
134
136
138
147
149
151
153
161
164
166
168
176
179
181
184
191
193
196
199
205
208
211
214
220
223
226
230
235
238
241
245
AMERICAN
117
119
121
122
INSTITUTE OF STEEL CONSTRUCTION
Ys
77
WEIGHT OF RECTANGULAR SECTIONS
POUNDS PER LINEAR FOOT
Thickness, I nchea
Width
'0.
- -
;{o
Ji
;{o
%
73
74
75
76
46.5
47.2
47.8
48.5
62.1
62.9
63.8
64.6
77.6
78.6
79.7
80.8
77
78
79
80
49.1
49.7
50.4
51.0
81
82
83
84
li6
Y,
li6
%
l~
Ji
l~
:!>
1~6
93.1
94.4
95.6
96.9
109
110
112
113
124
126
128
129
140
142
143
145
155
157
159
162
171
173
175
178
186
189
191
194
202
204
207
210
217
220
223
226
233
236
239
242
248
252
255
258
65.5
66.3
67.2
68.0
81.8 98.2
82.9 99.5
83.9 101
85.0 102
115
116
118
119
131
133
134
136
147
149
151
153
164
166
168
170
180
182
185
187
196
199
202
204
213
216
218
221
229
232
235
238
245
249
252
255
262
265
269
272
51.6
52.3
52.9
53.6
68.9
69.7
70.6
71.4
86.1 103
87.1 105
88.2 106
89.3 107
121
122
124
125
138
139
141
143
155
157
159
161
172
174
176
179
189
192
194
196
207
209
212
214
224
227
232
241
244
247
250
258
261
265
268
275
279
282
286
85
86
87
88
54.2
54.8
55.5
56.1
72.3
73.1
74.0
74.8
90.3 108
91.4 110
92.4 111
93.5 112
126
128
129
131
145
146
148
150
163
165
166
168
181
183
185
187
199
201
203
206
217
219
222
224
235
238
240
243
253
256
259
262
271
274
277
281
289
292
296
299
89
90
91
92
56.7
57.4
75.7
76.5
---------- 77.4
......._-- 78.2
94.6 114
95.6 115
96.7 11 6
97.8 117
132
134
135
137
151
153
155
156
170
172
174
176
189
191
193
196
208
210
213
215
227
230
232
235
246
249
251
254
265
268
271
274
284
287
290
293
303
306
309
313
93
94
95
96
........ _- 79.1 98.8 119
.......... 79.9 99.9 120
........ _- 80.8 101
121
.... __._-. 81.6 102
122
138
140
141
143
158
160
162
163
178
180
182
184
198
200
202
204
217
220
222
224
237
240
242
245
257
260
262
265
277
280
283
286
296
300
303
306
316
320
323
326 .
98
100
102
104
.... __ .. _- 85.0 106
.-.... _--- 86.7 108
....... _-- 88.4 111
-_ .. .... _- 83.3 104
125
128
130
133
146
149
152
155
167
170
173
177
187
191
195
199
208
213
21 7
221
229
234
238
243
250
255
260
265
271
276
282
287
292
298
304
309
312
319
325
332
333
340
347
354
........ _- 90.1 113
.. -....... 91.8 115
..._-_.... 93.5 117
135
138
140
143
158
161
164
167
180
184
187
190
203
207
210
214
225
230
234
238
248
253
257
262
270
275
281
286
293
298
304
309
315
321
327
333
338
344
351
357
360
367
374
381
170
173
176
179
194
197
201
204
218
226
230
242
247
251
255
267
271
276
281
291
296
301
306
315
321
326
332
339
345
351
357
363
370
376
383
388
394
401
408
182
185
187
190
207
211
214
218
233
237
241
245
259
264
268
272
285
290
295
299
311
316
321
326
337
343
348
354
363
369
375
381
389
395
402
408
415
422
428
435
106
108
11 0
112
114
116
118
120
...... _--- 95.2 119
... __ ..... 96.9 121
......._- . 102
128
145
148
151
153
22
--_ .... _. . 104
'24
26
......... . 105
--•...... . 107
'28
.......... 109
130
132
134
136
156
158
161
163
-------_ .. 98.6 123
._--..... . 100 125
AMERICAN
222
229
INSTITUTE OF STEEL CONSTRUCTION
1
--
78
AREA OF RECTANGULAR SECTIONS
SQUARE INCHES
Thickness, Inches
Wi dth
'0.
--
;{s
Ji
%;
%
Ji
Y,
%:
.047
.094
.141
.188
.063
.125
.188
.250
.078
.156
.234
.31 3
lJi
.234
.281
.328
.375
.313
.375
.438
.500
.391
.469
.547
.625
.422
.469
.516
.563
.563
.625
.688
.750
.703 .844 .984 1.13
.781 .938 1.09 1.25
.859 1.03 1.20 1.38
.938 1.13 1.31 1.50
1
1J1
1%:
2
2Ji
272
2%:
3
716
Y,
%
%
1}{6
%:
I~
Ys
I%;
.094
.188
.281
.375
.109
.219
.328
.438
.125
.250
.375
.500
.141
.281
.422
.563
.156
.313
.469
.625
.172
.344
.516
.688
.188
.375
.563
.750
.203
.406
.609
.813
.219
.438
.656
.875
.234 .250
.469 .500
.703 .750
.938 1.00
.469
.563
.656
.750
.547 .625 .703 .781 .859 .938 1.02 1.09
.656 .750 .844 .938 1.03 1.13 1.22 1.31
.766 .875 .984 1.09 1.20 1.31 1.42 1.53
.875 1.00 1.13 1.25 1.38 1.50 1.63 1.75
1
--
1.17
1.41
1.64
1.88
1.2.5
1.50
1.75
2.00
1.27
1.41
1.55
1.69
1.41
1.56
1.72
1.88
1.55
1.72
1.89
2.06
1.69
1.88
2.06
2.25
1.83
2.03
2.23
2.44
1.97
2.19
2.41
2.63
2.11
2.34
2.58
2.81
2.25
2.50
2.75
3.00
.609 .813 1.02
.656 .875 1.09
.703 .938 1.17
.750 1.00 1.25
1.22
1.31
1.41
1.50
1.42
1.53
1.64
1.75
1.63
1.75
1.88
2.00
1.83
1.97
2.11
2.25
2.03
2.19
2.34
2.50
2.23
2.41
2.58
2.75
2.44
2.63
2.81
3.00
2.64
2.84
3.05
3.25
2.84
3.06
3.28
3.50
3.05
3.28
3.52
3.75
3.25
3.50
3.75
4.00
.797 1.06
.844 1.13
.891 1.19
.938 1.25
1.33
1.41
1.48
1.56
1.59
1.69
1.78
1.88
1.86
1.97
2.09
2.19
2.13
2.25
2.38
2.50
2.39
2. 53
2.67
2.81
2.66
2.81
2.97
3.1 3
2.92
3.09
3.27
3.44
3.19
3.38
3.56
3.75
3.45
3.66
3.86
4.06
3.72
3.94
4.16
4.38
3.98
4.22
4.45
4.69
4.25
4.50
4.75
5.00
5%:
6
.984 1.31
1.03 1.38
1.08 1·41
Ll.3 1.50
1.64
U2
1.80
1.8 8
1.97 2.30
2.06 2.41
2.16 , 2.52
2.25 2.63
2.63
2.75
2.88
3:00
2.95
3.09
3.23
3.38
3.28
3.44
3.59
3.75
3.61
3.78
3.95
4.13
3.94
4.13
4.31
4.50
4.27
4.47
4.67
4.88
4 .59
4 .81
5.03
5.25
4.92
5.16
5.39
5.63
5.25
5.50
5.75
6.00
6 Ji
6Y,
6%:
7
1.17
1.22
1.27
1.31
1.56
1.63
1.69
1.75
1.95 . 2.34 2.73 3.13
2.03 2.44 2.84 3.25
2.10 2.53 1 2.95 i 3.38
2.19 2.63 3.06 3.50
3.52
3.66
3.80
3.94
3.91
4.06
4.22
4.38
4.30
4.47
4.64
4.81
4.69
4.88
5.06
5.25
5.08
5.28
5.48
5.69
5.47
5.69
5.91
6.1 3
5.86
6.09
6.33
6.56
6.25
6.50
6.75
7.00
7Ji
1.36
1.41
1.45
1.50
1.81
1.88
1.94
2.00
2.27
2.34
2.42
2. 50
2.72
2.81
2.91
3.00
317
3.28
3.39
3.50
3.63
3.75
3.88
4.00
4.08
4.22
4.36
4.50
4.53
4.69
4.84
5.00
4.98
5.16
5.33
5.50
5.44
5.63
5.81
6.00
5.89
6.09
6.30
6.50
6.34
6.56
6.78
7.00
6.80
7.03
7.27
7.50
7.25
7.50
7.75
8.00
1.55
1.59
1.64
1.69
2.06
2.13
2.19
2.25
2.58
2.66
2.73
2.81
3.09
3.19
3.28
3.38
3.61
3.72
3.83
3.94
4.13
4.25
4.38
4.50
4.64
4.78
4.92
5.06
5.16
5.31
5.47
5.63
5.67
5.84
6.02
6.19
6.19
6.38
6.56
6.75
6.70
6.91
7.11
7.31
7.22
7.44
7.66
7.88
7.73
7.97
8.20
8.44
8.25
8.50
8.75
9.00
1.73
1.78
1.83
1.88
2.31
2.38
2.44
2.50
2.89
2.97
3.05
3.13
3.47
3.56
3.66
3.75
4.05
4.16
4.27
4.38
4.63
4.75
4.88
5.00
5.20
5.34
5.48
5.63
5.78
5.94
6.09
6.25
6.36
6.53
6.70
6.88
6.94
7.13
7.31
7.50
7.52
7.72
7.92
8.13
8.09
8.31
8.53
8.75
8.67 9.25
8.91 9.50
9.1 4 9.75
9.38 10.00
3U
372
3%:
4
4Ji
4}-'2
4%:
?
5Ji
571
77'2
7%
8
8U
871
8%:
9
9Ji
9%
9%:
10
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
79
AREA OF RECTANGULAR SECTIONS
SQUARE INCHES
Thickness, Inches
Width
- ".-
;{,
U
;{,
%
!i6
Y,
;{,
%
,!{.
%
1 ~16
%
lOY,
10%
11
1.92
1.97
2.02
2.06
2.56
2.63
2.69
2.75
3.20
3.28
3.36
3.44
3.84
3.94
4.03
4.1 3
4.48
4.59
4.70
4.81
5.13
5.25
5.38
5.50
5.77
5.91
6.05
6.1 9
6.41
6.56
6.72
6.88
7.05
7. 22
7.39
7.56
7.69
7.88
8.06
8.25
8.33
8.53
8.73
8.94
8.97 9.61 10.25
9.19 9.84 10.50
9.41 10.08 10.75
9.63 10.31 11.00
ll U
11 %
11%
12
2.11
2.16
2.20
2.25
2.81
2.88
2.94
3.00
3.52
3.59
3.67
3.75
4.22
4.31
4.41
4.50
4.92
5.03
5.1 4
5.25
5.63
5.75
5.88
6.00
6.33
6.47
6.61
6.75
7.03
7.19
7.34
7.50
7.73
7.91
8.08
8.25
8.44
8.63
8.81
9.00
9.14 9.84 10.55 11.25
9.34 10.06 10.78 11.5Q
9.55 10.28 11.02 11.75
9.75 10.50 11.25 12.00
12Y,
13
13Y,
14
2.34
2.44
2.53
2.63
3.13
3.25
3.38
3.50
3.91
4.06
4.22
4.38
4.69
4.88
5.06
5.25
5.47
5.69
5.91
6.13
6.25
6.50
6.75
7.00
7.03
7.31
7.59
7.88
7.81
8.13
8.44
8.75
8.59 9.38 10.16 10.94 11.72 12.50
8.94 9.75 10.56 11.38 12.19 13.00
9.28 10.13 10.97 11.81 12.66 13.50
9.63 10.50 11.38 12.25 13.13 14.00
14Y,
15
15Y,
16
2.72
2.81
2.91
3.00
3.63
3.75
3.88
4.00
4.53
4.69
4.84
5.00
5.44
5.63
5.81
6.00
6.34
6.56
6.78
7.00
7.25
7.50
7.75
8.00
8.16 9.06 9.97 10.88 11.78 12.69 13.59 14.50
8.44 9.38 10.31 11.25 12.19 13.13 14.06 15.00
8.72 9.69 10.66 11.63 12.59 13.56 14.53 15.50
9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00
16Y,
17
17Y,
18
3.09
3 .19
3.28
3.38
4.1 3
4.25
4.38
4.50
5.16
5.31
5.47
5.63
6.19
6.38
6.56
6.75
7.22
7.44
7.66
7.88
8.25 9.28 10.31 11.34 12.38 13.41 14.44 15 .47 16.50
8.50 9.56 10.63 11.69 12.75 13.81 14.88 15.94 17.00
8.75 9.84 10.94 12.03 13.1 3 14.22 15.31 16.41 17.50
9.00 10.1 3 11.25 12.38 13.50 14.63 15.75 16.88 18.00
18Y,
19
19Yz
20
3.47
3.56
3.66
3.75
4.63
4.75
4.88
5.00
5.78
5.94
6.09
6.25
6.94
7.13
7.31
7.50
8.09 9.25 10.41 11.56 12.72 13.88 15.03 16.19 17.34 18.50
8.31 9.50 10.69 11.88 13.06 14.25 15.44 16.63 17.81 19.00
8.53 9.75 10.97 12.19 13.41 14.63 15.84 17.06 18.28 19.50
8.75 10.00 11.25 12.50 13.75 15.00 16.25 17.50 18.75 20.00
20)1
21
21 Y,
22
3.84
3.94
4.03
4.13
5.13
5.25
5.38
5.50
6.41
6.56
6.72
6.88
7.69
7.88
8.06
8.25
8.97 10.25 11.53 12.81 14.09 15.38 16.66 17.94 19.22 20.50
9.19 10.50 11.81 13.13 14.44 15.75 17.06 18.38 19.69 21.00
9.41 10.75 12.09 13.44 14.78 16.13 17.47 18.81 20.16 21.50
9.63 11.00 12.38 13.75 15.13 16.50 17.88 19.25 20.63 22.00
22Y,
23
23Y,
24
4.22
4.31
4.41
4.50
5.63
5.75
5.88
6.00
7.03
7.19
7.34
7.50
8.44 9.84 11.25 12.66 14.06 15.47 16.88 18.28 19.69 21.09 22.50
8.63 10.06 11 .50 12.94 14.38 15.81 17.25 18.69 20.13 21.56 23.00
8.81 10.28 11.75 13.22 14.69 16.1 6 17.63 19.09 20.56 22.03 23.50
9.00 10.50 12.00 13.50 15.00 16.50 18.00 19.50 21.00 22.50 24.00
25
26
27
28
4.69
4.88
5.06
5.25
6.25
6.50
6.75
7.00
7.81
8.13
8.44
8.75
9.38 10.94 12.50 14.06 15.63 17.19 18.75 20.31 21.88 23.44 25.00
9.75 11.38 13.00 14.63 16.25 17.88 19.50 21.13 22.75 24.38 26.00
10.1 3 11.81 13.50 15.1 9 16.88 18.56 20.25 21.94 23.63 25.31 27.00
10.50 12.25 14.00 15.75 17.50 19.25 21.00 22.75 24.50 26.25 28.00
29
30
5.44
5.63
5.81
6.00
7.25 9.06
7.50 9.38
7.75 9.69
8.00 10.00
10.88 12.69 14.50 16.31 18.1 3 19.94 21.75 23.56 25.38 27.19 29.00
11.25 13.13 15.00 16.88 18.75 20.63 22.50 24.38 26.25 28.13 30.00
11.63 13.56 15.50 17.44 19.38 21.31 23.25 25.19 27.13 29.06 31.00
12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 28.00 30.00 32.00
lOU
31
32
I
AMERICAN
INSTITUTE OF STEEL CONSTR UCTION
1 ~1s
1
--
80
AREA OF RECTANGULAR SECTIONS
SQUARE INCHES
Thickness, Inches
Width
'0.
~
}i
'i6
>1,
V. I ~
7>
'i6
%
1!.{s
~
I%;
%
1}(6
1
8.25 10.31 12.38 14.44 16.50 18.56 20.63 22.69 24.75 26.81 28.88 30.94 33.()
8.50 10.63 12.75 14.88 17.00 19.1 3 21.25 23.38 25.50 27.63 29.75 31.88 34.()
8.75 10.94 13.13 15.31 17.50 19.69 21.88 24.06 26.25 28.44 30.63 32.81 35.()
9.00 11 .25 13.50 15.75 18.00 20.25 22.50 24.75 27.00 29.25 31.50 33.75 36.()
33
34
35
36
6.19
6.38
6.56
6.75
37
38
39
40
6.94 9.25 11.56 13.88 15.19 18.50 20.81 23.13 25.44 27.75 30.06 32.38 34.69 37.()
7.13 9.50 11.88 14.25 16.63 19.00 21.38 23.75 26.13 28.50 30.88 33.25 35.63 38.()
7.31 9.75 12.19 14.63 17.06 19.50 21.94 24.38 26.81 29.25 31.69 34.13 36.56 39.()
7.50 10.00 12.50 15.00 17.50 20.00 22.50 25.00 27.50 30.00 32.50 35.00 37.50 40.()
41
42
43
44
7.69 10.25 12.81 15.38 17.94 20.50 23.06 25.63 28.19 30.75 33.31 35.88 38.44 41.()
7.88 10.50 13.1 3 15.75 18.38 21.00 23.63 26.25 28.88 31 .50 34.13 36.75 39.38 42.()
8.06 10.75 13.44 16.13 18.81 21.50 24.19 26.88 29.56 32.25 34.94 37.63 40.31 43.()
8.25 11 .00 13.75 16.50 19.25 22.00 24.75 27.50 30.25 33.00 35.75 38.50 41.25 44.()
45
46
47
48
8.44 11.25 14.06 16.88 19.69 22.50 25.31 28.13 30.94 33.75 36.56 39.38 42.19 45.()
8.63 11.50 14.38 17.25 20.13 23.00 25.88 28.75 31.63 34. 50 37.38 40.25 43.13 46.()
8.81 11.75 14.69 17.63 20.56 23.50 26.44 29.38 32.31 35.25 38.19 41.1 3 44.06 47.()
9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00 39.00 42.00 45.00 48.()
. 49
50
51
52
9.19 12.25 15.31 18.38 21.44 24.50 27.56 30.63 33.69 36.75 39.81 42.88 45.94 49.()
9.38 12.50 15.63 18.75 21.88 25.00 28.13 31.25 34.38 37.50 40.63 43.75 46.88 50.()(
9.56 12.75 15.94 19.13 22.31 25.50 28.69 31 .88 35.06 38.25 41.44 44.63 47.81 51.()(
9.75 13.00 16.25 19.50 22.75 26.00 29.25 32.50 35.75 39.00 42.25 45.50 48.75 52.()(
53
54
55
56
9.94 13.25 16.56 19.88 23.19 26.50 29.81 33.13 36.44 39.75 43.06 46.38 49.69 53.()(
10.13 13.50 16.88 20.25 23.63 27.00 30.38 33.75 37.13 40.50 43.88 47.25 50.63 54.()(
10.31 13.75 17.19 20.63 24.06 27.50 30.94 34.38 37.81 41.25 44.69 48.13 51.56 55.()(
10.50 14.00 17.50 21.00 24.50 28.00 31.50 35.00 38.50 42.00 45.50 49.00 52.50 56.()(
57
58
59
60
10.69 14.25 17.81 21.38 24.94 28.50 32.06 35.63 39.19 42.75 46.31 49.88 53.44 57.()(
10.88 14.50 18.13 21.75 25.38 29.00 32.63 36.25 39.88 43.50 47.1 3 50.75 54.38 58.()(
11.06 14.75 18.44 22.13 25.81 29.50 33.19 36.88 40.56 44.25 47.94 51.63 55.31 59.()(
11.25 15.00 18.75 22.50 26.25 30.00 33.75 37.50 41.25 45.00 48.75 52.50 56.25 60.()(
61
62
63
54
11.44 15.25 19.06 22.88 26.69 30.50 34.31 38.13 41.94 45.75 49.56 53.38 57.19 61.()(
11 .63 15.50 19.38 23.25 27.13 31.00 34.88 38.75 42.63 46.50 50.38 54.25 58.13 62.()(
11.81 15.75 19.69 23.63 27.56 31.50 35.44 39.38 43.31 47.25 51.19 55.13 59.06 63.()(
12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00 44.00 48.00 52.00 56.00 60.00 64.()(
65
66
67
68
12.19 16.25 20.31 24.38 28.44 32.50 36.56 40.63 44.69 48.75 52.81 56.88 60.94 65.()(
12.38 16.50 20.63 24.75 28.88 33.00 37.13 41.25 45.38 49.50 53.63 57.75 61.88 66.()(
12.56 16.75 20.94 25.13 29.31 33.50 37.69 41.88 46.06 50.25 54.44 58.63 62.81 67.()(
12.75 17.00 21.25 25.50 29.75 34.00 38.25 42.50 46.75 51.00 55.25 59.50 63.75 68.()(
69
70
71
72
12.94 17.25 21.56 25.88 30.19 34.50 38.81 43.13 47.44 51.75 56.06 60.38 64.69 69.()(
13.1 3 17.50 21.88 26.25 30.63 35.00 39.38 43.75 48.13 52.50 56.88 61.25 65.63 70.()(
13.31 17.75 22.19 26.63 31.06 35.50 39.94 44.38 48.81 53.25 57.69 62. 13 66.56 71 .()(
13.50 18.00 22.50 27.00 31.50 36.00 40.50 45.00 49 .50 54.00 58.50 63.00 67.50 72.()(
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
81
AREA OF RECTANGULAR SECTIONS
SQUARE INCHES
Thickness, Inches
Width
'".
J.i
- - ;{6
~,
Va
l{,
:v,
%
%
1!16
'li
I%;
Ys
1~6
1
59.31
60.1'
60.94
61.75
63.88
64.7
65.63
66.5
68.44
69.38
70.31
71.25
73.00
74.00
75.00
76.00
73
74
75
76
13.69 18.25 22.81 27.38 31.94 36.50 41.06 45.63 50.19 54.n
13.88 18.50 23.13 27.75 32.38 37.00 41.63 46.25 50.88 55.5C
14.06 18.75 23.44 28.13 32.81 37.50 42.1 9 46.88 51.56 56.21
14.25 19.00 23.75 28.50 33.25 38.00 42.75 47.50 52.21 57.0C
77
78
79
80
14.44 19.25 24.06 28.88 33.69 38.50 43.31 48.13 52.9<1 57.75 62.56 67.38
14.63 19.50 24.38 29.25 34.13 39.00 43.88 48.75 53.63 58.50 63.38 68.25
14.81 19.75 24.69 29.63 34.56 39.50 44.44 49.38 54.31 59.25 64.19 69.13
15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.0( 55.0C 60.00 65.00 70.00
81
82
83
84
15.19 20.25 25.31 30.38 35.44 40.50 45.56 50.63 55.69 60.75
15.38 20.50 25.63 30.75 35.88 41.00 46.13 51.25 56.38 61.50
15.56 20.75 25.94 31 .13 36.31 41.50 46.69 51.88 57.ill 62.25
15.75 21.00 26.25 31.50 36.75 42.00 47.25 52.50 57.75 63.00
65.81
66.63
67.4<
68.25
70.881 75.94
71.751 76.88
72.63 77.81
73.50 78.75
81.00
82.00
83.00
84.00
85
86
87
88
15.94 21.25 26.56 31.88 37.19 42.50 47.81 53.13 58.44 63.75
16.13 21.50 26.88 32.25 37.63 43.00 48.38 53.75 59.13 64.50
16.31 21.75 27.19 32.63 38.06 43.50 48.94 54.38 59.81 65.25
16.50 22.00 27.50 33.00 38.50 44.00 49.50 55.00 60.50 66.00
69.0E 74.381 79.69
69.88 75.25 80.63
70.69 76.13 81.56
71.50 77.00 82.50
85.00
86.00
87.00
88.00
89
90
91
92
16.69 22.25 27.81 33.38 38.94 44.50 50.06' 55.63 61.19 66.75
16.88 22.50 28.13 33.75 39.38 45.00 50.63 56.21 61.88 67.50
--_.-. ... 22.75 28.44 34.13 39.81 45.50 51.19 56.88 62.56 68.25
23.00 28.75 34.50 40.25 46.00 51.75 57.5C 63.25 69.00
72.31
73.13
73.9<1
74.n
___ 0 ______
93 -- -.----- · 23.25 29.06 34.88 40.69 46.50 52.31 58.13 63.94 69.75
94 -- ------- · 23.50 29.38 35.25 41.13 47.00 52.88 58.75 64.63 70.50
95 -------_.- 23.75 29.69 35.63 41.56 47.50 53.44 59.38 65.31 71.25
96 ----,--".- 24.00 30.00 36.00 42.00 48.00 54.00 60.DC 66.00 72.0C
72.19 77.00
73.13 78.00
74.06 79.00
75.00 80.00
77.881 83.44 89.00
78.75 84.38 90.00
79.63 85.31 91.00
80.50 86.25 92.00
75.56 81.38 87.19
76.38 82.25 88.13
77.19 83.1 3 89.06
78.00 84.0< 90.DC
93.00
94.00
95.00
96.00
98 --.. ------ 24.50 30.63 36.75 42.88 49.00 55.13 61.25 67.38 73.50 79.63 85.75 91.88 98.00
100 ----_ .... - 25.00 31.25 37.50 43.75 50.00 56.25 62.5C 68.n 75.DC 81.25 87.50 93.75 100.00
102 - .._-.--- 25.50 31.88 38.25 44.63 51.00 57.38 63.71 70.13 76.5C 82.88 89.25 95.63 102.00
104 ---------- 26.00 32.50 39.00 45.50 52.00 58.5C 65.0( 71.5C 78.0C 84.5
oo
106
108
110
112
-- -- --- - -
.,.
"oowr
· 26.50 33.13 39.75 46.38 53.00 59.63 66.21 72.88
· 27.00 33.75 40.50 47.25 54.00 60.75 67.5C 74.25 81.
· 27.50 34.38 41.25 48.13 55.00 61.88 68.7575.63 82.5C
· 28.00 35.00 42.00 49.00 56.00 63.0C 70.0C 77.0< 84.0<
7~:~ 87.75 94.50101.25108.00
114
116
118
120
___ _- 0-.-
122
124
126
128
---.----- ·
86.1 3 92.75 99.38106.00
89.3 8 96.25103.13110.00
91.00 98.00105.0 112.00
99.75106.8~114.00
· 28.50 35.63 42.75 49.88 57.00 64.1 3 71.25 78.38 85.5C 92.6 3
· 29.00 36.25 43.50 50.75 58.00 65.25 72.5e 79.7587.00 94.25101 .50 108.75 116.00
· 29.50 36.88 44.25 51.63 59.00 66.38 73.75 81.1 3 88.50 95.88103.25110.63118.00
· 30.00 37.50 45.00 52.50 60.00 67.50 75.0C 82.5 o 90.00 97.50105.001112.501120.00
30.50 38.13 45.75 53.3 8 61.0o 68.6 3 76.21 83.8 8 91.50 99.1 3106.75114.38122.00
1
· 31.00 38.75 46.5o 54.25 62.0o 69.7 5 77.50 85.2 5 93.00100.75108.5+
· 31.50 39.3 847.25 55.1 3 63.00 70.8 8 78.75 86.6 394.50102.3 8 110.25,118. 13126.00
· 32.00 40.0o 48.00 56.00 64.00 72.0 o 80.00 88.0o 96.00 104.0C 112.00 120.00 128.00
1
16.2~ 124.00
1
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
1
1
82
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
83
ECONOMY OF SHAPES USED AS BEAMS
SECTION MODULUS TABLE
When a simply supported beam is designed to carry a uniform load per lineal foot
over its full length, or a single concentrated load at mid-span, the required beam may
best be selected by reference to the tables of allowable loads on beams, pages 175 to
195; particularly since those tables show the shear capacity and the necessary end
cennections or end bearings.
In aU other cases it is convenient to calculate the required Section Modulus and,
knowing this. to select the beam from the table which follows on pages 84 and 85.
This table includes wide-flange beams, standard beams and channels. light beams
rolled on wide flange mills, and other miscellaneous beams, all in the •• Regular Series".
pages 12 to 55.
The following symbols are used:
I - American Standard I Beams
U - American Standard Channels
\/IF = Wide Flange Beams
B = Miscellaneous Beams
M = Miscellaneous Beams
Jr = Junior Beams and Channels
Rolled by all structural mills.
Rolled by all structural mills.
Rolled only by Bethlehem Steel Co., U. S.
Steel Corp. and Inland Steel Co.
Rolled by Bethlehem Steel Co., U. S. Steel
Corp. and Inland Steel Co.
Rolled by United States Steel CorJX)ration, Phoenix Iron Company, or
Inland Steel Company.
Rolled by Jones & Laughlin Steel Corp-
The method of using the table is as follows:
Find, in the column headed "Section Modulus", the value equal to, or next larger
than, the Section Modulus required.
The beam opposite this value, in the adjoining column, and all beams above it,
have a sufficient Section Modulus.
If the first (lowest) of these appears in bold-faced type, it is the lightest beam
that will serve. Otherwise, the first beam higher up, that appears in bold-faced type,
is the lightest beam that will serve.
If conditions require that the beam must not exceed a certain depth, proceed up
the column until a beam within the required. depth is reached. (Check to see that no
lighter beam of the same depth appears higher up.)
EXAMPLE:
Required, a beam with Section Modulus not less than 250
in.'.
The next higher section modulus tabulated is 250.9. This corresponds to 24 I 120.
However. this beam is not in bold-face. The first higher beam in bold-face is
27 w= !o2.
1. If 27 in. is not too deep, use 27 \/IF 102.
2. If 27 in. is too deep but 24 in. will do, use 24 w= 110.
3. If a still shallower beam is required, there will be found, proceeding upward
from the starting point, 12 w= 190 and 21 w= 127.
A check should be made for web capacity in shear. Also proper provision must be
made in cases of eccentricity or other special conditions of loading.
It is assumed in this table that the beam is to be supported laterally. Otherwise
consult the text and charts for laterally unsupported beams, pages 202 to 206.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
84
SECTION MODULUS TABLE
FOR SHAPES USED AS BEAMS
Section
220.9
220.1
216.0
202.2
202.0
197.6
197.6
24 YF 94
98.2
97.5
94.1
92.2
18 YF 55
18 YF 50
196.3
189.4
185.8
184.4
182.5
176.3
24 YF 84
89.0
88.4
88.0
86.1
80.7
80. 1
78.1
77.8
74.5
73.7
16 YF 50
Modulus
1105.1
1031.2
951.1
892.5
36 v-F 300
36 v-F 280
36 v-F 260
36 v-F 245
835.5
811.1
33 v-F 240
740.6
33 YF 220
669.6
33 YF 200
663.6
649.9
36 YF 194
30 v-F 210
621.2
586.1
30 v-F 190
579.1
36 YF 170
541.0
528.2 ,
30 v-F 172
502.9
492.8
486.4
27 v-F 177
33 v-F 152
446.8
444.5
413.5
36 YF 182
36 YF 160
36 \IF 150
33 'IF 141
27 v-F 160
24 v-F 160
404.8
402.9
379.7
372.5
33 YF 130
354.6
330.7
30 YF 124
327.9
317.2
30YF U6
27 v-F 145
30 v-F 132
24 v-F 145
24 v-F 130
21 v-F 142
30 YF 108
299.2
299.2
299.1
284.1
274.4
27 v-F 114
24 v-F 120
21 v-F 127
24v-F110
266.3
263.2
250.9
249.6
27 YF 102
12v-F1 90
24 I 120
21 v-F 11 2
248.9
24 YF 100
242.8
234.3
222.2
27 YF 94
24 I 105.9
12 v-F 161
AMER ICAN
Shape
M odulus
Shape
36 YF 230
Section
Shape
Section
Modulus
18 v-F 114
14v-F1 36
18 v-F 105
14 v-F 127
21 v-F 96
24 I 100
14 v-F 119
24 I 90
18v-F 96
12v-F1 33
14v-F111
175.4
173.9
168.0
166.1
163.6
163.4
160.0
156.1
151 .3
24 YF 76
24 I 79.9
150.7
150.6
150.2
144.5
141.7
21 YF 73
139.9
13R.1
134.7
130.9
128.2
127.8
21 YF 68
126.4
126.3
126.3
125.0
121.1
117.0
116.9
11 5.9
115.7
112.4
112.3
21 YF 62
20 I 75
107.8
107.1
104.2
103.0
101 .9
99.7
18 W' 60
21 v-F 82
16 v-F 96
14 v-F 103
12 v-F 120
20 I 95
18 v-F 85
16 v-F 88
14 v-F 95
20 I 85
12 v-F 106
18 v-F 77
14 v-F
12 v-F
14 v-F
18 v-F
16 v-F
87
99
84
70
78
10 v-F 112
12 v-F 92
14 v-F 78
18 v-F 64
20 I 65.4
16v-F 71
12v-F 85
10 v-F 100
14 v-F 74
12v-F
16 v-F
14 v-F
18 I
10 v-F
INSTITUTE OF STEE L
79
64
68
70
89
12 v-F 72
16 v-F 58
14 v-F 61
18 I 54.7
12 v-F 65
10v-F77
10 v-F 72
12 v-F 58
14 v-F 53
18 U 58
10 v-F 66
72.4
70.7
70.2
69.1
67.1
64.7
16 W' 45
64.4
64.2
63.7
62.7
61.0
60.4
60.4
58.9
58.2
16 W' 40
15 I 50
56.3
54.6
54.6
53.6
52.0
51.9
50.3
49.1
12 v-F 53
14 v-F 48
18 U 51.9
10 v-F 60
12 v-F 50
18 U 45.8
14 v-F 43
18 U 42.7
10 v-F 54
8 v-F 67
15 I 42.9
12 v-F 45
16 YF 36
14 v-F 38
10 v-F 49
15 U 50
8 v-F 58
12 v-F 40
12 I 50
10 v-F 45
48.5
46.2
45.9
44.8
43.2
42.2
14 YF 34
41 .8
41.7
39.4
37.8
36.0
35.5
35.0
14 YF 30
CONSTR U C TION
15 U 40
12 v-F 36
12 I 40.8
8 v-F 48
10 v-F 39
15 U 33.9
12 v-F 31
12 I 35
12 I 31.8
8 v-F 40
10 v-F 33
85
SECTION MODULUS TABLE
FOR SHAPES USED AS BEAMS
Section
Shape
Source
34.1
31.1
30.8
29.2
28.9
27.4
26.9
12 VF 27
8 W' 35
10 W' 29
10 I 35
8 M 34.3
8 W'31
12 U 30
9
2
9
1
3
2
1
26.4
10 VF 25
9
25.3
24.4
24.3
23.9
12B 22
10 I 25.4
8 W'28
12 U 25
9
1
2
1
21.5
10 VF 21
9
21.4
21.4
21.0
12 B 19
12 U 20.7
8 M 24
9
1
6
21 .0
20.8
20.6
18.8
18.1
14 B 17.2
8 W'24
10 U 30
10 B 19
10 U 25
7
2
1
9
1
17.5
17.0
16.8
16.2
16.0
15.7
15.7
15.2
12 B 16.5
8 W' 20
6 W' 25
10 B 17
8 I 23
10 U 20
6 M 25
8 M 20
9
9
2
9
1
1
3
6
Modulus
Section
Shape
Source
14.8
14.2
14.1
14.0
13.8
13.5
13.4
13.4
12.9
12B14
8 I 18.4
8 W' 17
8 M 17
10 B 15
9 U 20
10 U 15.3
6 W'20
6 M 20
8
1
9
6
9
1
1
2
3
12.0
12.0
11.8
11.3
10.9
12 Jr U.8
7 I 20
8 B 15
9 U 15
8 U 18.75
7
1
2
1
1
10.5
10.5
10.4
10.1
10.1
9.9
9.9
9.5
10 B U.S
9 U 13.4
7 I 15.3
6 W'15.5
6 8 16
8 8 13
5 W'18.5
5 M 18.9
8
1
1
2
2
2
2
2
9.3
9.0
8.7
8.5
8.1
12JrUl0.6
8 U 13.75
6 I 17.25
5 W' 16
8 U 11.5
7
1
1
2
1
Modulus
Section
Shape
Source
7.8
7.8
7.7
7.3
7.2
6.9
10 Jr 9
8 B 10
7 U 14.75
6 I 12.5
6 B 12
7 U 12.25
7
2
1
1
2
1
6.5
6.0
6.0
5.8
5.4
5.2
5.1
5.0
4.8
10 JrU 8.4
7 U 9.8
5
I 14.75
6 U 13
4 W'13
4 M 13
6 B 8.5
6 U 10.5
5 I 10
7
1
1
1
5
4
2
1
1
4.7
4.4
4.3
8 Jr 6.5
10JrU6.5
6U 8.2
7
7
1
3.5
3.5
3.3
3.0
3.0
7 Jr
5U
4 I
5U
4 I
5.5
9
9.5
6.7
7.7
7
1
1
1
1
2.4
2.3
1.9
1.9
1.7
1.4
6 Jr
4U
4U
3 I
3 I
3U
4.4
7.25
5.4
7.5
5.7
6
7
1
1
1
1
1
1.2
3U
5
1
1.1
3 U
4.1
1
Modul us
Index to Source Numbers
l. All Structural Mills.
2. U. S. Steel, Bethlehem.
3. U. S. Steel, Inland.
4. U. S. Steel.
5. Bethlehem.
6. Phoenix.
7. Jones & Laughlin .
8. U. S . Steel , B ethle h em , Jones & Laughlin, Inland.
9. U. S . Steel, B ethlehem, Inland.
NOTE: On this page, if the bold-face shape at the head of the group is one which because of its "source"
is not available for the particular job. examine the adjacent upper groups for a lighter s hape that is available .
•.
AMERICAN
IN S TITUTE OF STEEL CONSTRUCTION
86
USE OF TABLES
FOR DESIGN OF PLATE GIRDERS
The American Institute of Steel Construction in 1936 revised its Specification so
as to provide for design of plate girders by gross moment of inertia, with certain reservations for special cases. (See Sect. 26(a), page 297.) The attention of the engineering
profession was called to this revision, and the reasons therefor, and discussion was
invited. The reception of this method having to date been generally favorable, the
examples and tables in this Manual have been primarily based upon this Specification.
For the benefit, however, of such offices as are still designing under net area rules, the
examples and tables have been amplified to assist therein.
Design of a plate girder by moment of inertia necessitates a preliminary design
and frequently this will require one or more corrections before it will fully conform to
the Specification. For comparatively light girders the design may be taken directly
from the tables on pages 102 to 108, by selecting the capacity next greater than the
requirement. For greater economy it may be convenient to choose a trial design by
interpolation between the designs tabulated. For deeper and heavier ~irders than
those tabulated, it is generaJly expeditious to select a trial section by the 'flange area
method" and to check this for moment of inertia. In the following two examples this
latter method has been used , although in the first example a close approximation might
have been made, as above suggested, by interpolation in the girder tables.
Specification sections controlling a design step are listed at the right of the page·
Where information is obtained from data in the Manual, the page number therefor is
also given at the right.
EXAMPLE 1.
Plate Girder without Cover Plates.
Given Conditions: Max. Bending MomenL .................. 1250 ft. kips
Max. Vertical Shear.......................... 200 kips
Effective Span.................................... 38 ft.
Max. depth, out to out of steel._ .. _. 39 in.
Rivets.................................................. %" dia.
The compression flange is laterally supported only at the ends and center.
Design by "Flange Area Method."
a. Assume depth of girder =38Yz" back to back of flange angles.
Web area required = 21~O = 15.38 SQ. in.
Sect. 15(a)
Web area furnished =38X!16 = 16.63 sq. in.
(Assuming flange angles to have 4" vertical legs
. .
_38S-(2
mmtmum
we bth'elm
I
ess170 X4) 0179"
.
, or 7U")
4
b.
p.
80
Sect. 26(b)
Sect. 18(a)
Assume flanges 16'!{s" wide by :Va" thick
~
bt
19 X12 X38.5~610
16U,X%
Sect. 15(a)(3)
>600
12,000,000
610
Max. allowable unit stress in compression flange
=19.67 kips per sq. in.
X36.5 1865
.
· stress at c.g. 0 f ft ange 19.67
M ax. urut
38.5
. ki ps per sq. m.
c.
Required flange area (including % web)~3!2~~i.~5~22.04 sq. in.
% gross area of web ~ 16 63 ~ 2.77
6
Gross flange area required
d.
=19.27 sq. in.
Flange section furnished = 2 angles 8 x 4 x %
Gross area~2X9.73~19.46 sq. in.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
87
e.
Percentage of rivet holes
2X%X%
19.46 X 100=7.9< 15%
No increase in gross area necessary.
f.
Trial girder section:
1 Web 38 x }(,
4Angles8x4x%
Check by ., Moment of Inertia Method,"
lweb38x~
4angles8x4x ~
Ay'
in. 4
10
in. 4
I gr.
in. 4
-
-
18.25
129601
2000
42
2000
13002
A
.y
16.63
38.92
Section
on.
in. 2
p . 90
p.96
See foot note for notation.
Gross I = 15002 in.·
1250 X 12 762 in.'
19.67
Gross Area =55.55 SQ. in.
Section Modulus required
Section Modulus furnished ~
~~ ~779 in.'
Check for minimum required rivet pitch to determine if 4" vertical angle legs are
satisfactory. (1 gage line)
. ch .
- VQ 200 X 19.46
V-I
15002X 18.25 473
. k'IpS per rmear In
Minimum pitch = !~7~ =2.78 in.
%" rivs., bearing on }(,"
p.
365
p.
270
Sect. 23(0)
Minimum allowable pitch=3 rivet diameters=2~ in.
Section is satisfactory.
Modification if design is based on net area.
Assuming that the bottom flange stress will govern, and assuming that a trial
design has been similarly arrived at, but using only VB web area instead of >i. then the
only change in the check calculations is as follows:
f.
Trial girder section:
1 Web 38 x !16
4Angles8x4x1
Check by "Moment of Inertia Method."
Ay'
in.4
10
in.4
1 JI'".
in.4
-
-
18.20
16.75
14564t
1198t
2000
46
2000
14610
-
-
Section
A
in. 2
.y
m.
1web38x%;
4angles8x4x1
2 holes Ys x 2~6
16.63
44.00
-4.27
I net
in. 4
f16610 p.90
p.96
1198
See foot note for notallon.
Gross Area =60.63 sq. in.
I gr.-I66lOin.<
I net = 15412 in."
tThis may be obtained from the tables on pages 92, and 96, as follows : enler pa~e 92 with d
38.5-2.0 (from p. 96) - 36.5, reading 666: 2 angles each flange '" 19.46 X 666 ,.. 12960.
Notation: A = area, y = distance from neutral axis oC the entire section to the center of Q:ravity
oC the component being considered, 10 - moment of inertia about own axis, 1 gr. ~ moment of mertia
of gross section, I net ,. moment of inertia of nel section.
tMay be obtained similarly as explained in foot note t.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
88
Section Modulus required
1250
20X 12
Section Modulus furnished =
750'm. S
15412
8
19.25 -800'
ffi.
Section is satisfactory.
EXAMPLE II. P late Girder with Cover Plates.
Given Conditions: Max. Bending Moment...... __.__ .__ ...__ 5000 ft. kips
Max. Vertical Shear......... __ ..... __ ........ 500 kips
E ffective Span. ___ . __ ..... __ ......
40 ft.
Max. depth, out to Qut of steeL___ 66 in.
Rivets... ______ .. ___......... __
I" dia.
The compression flange is laterally supported for the full length of the
girder.
Design by "Flange Area Method."
a. Assume total thickness of covers=2X I JI8" =3%"
H eight of rivet heads=2X IM'6" =1%/1
p. 160
Max. depth back to back of flange angles =
66-3%-1%=60%". Use 6O}'2" .
Web area required ~ 51~ ~ 38.46 sq. in.
Sect. 15(a)
Web area furnished = 60 X 1!16 =41.25 sq. in.
p. 80
(Assuming flange angles to have 6" vertical legs
. .
minimum
we b thOIeImess 60.5-(2
170 X6) .285")
Sect. 26(b)
b. Assume distance between c.g. of flanges = distance back to back of flange
angles = 60.5" and tha t distance out to out of steel, excluding rivet
heads ~ 60.5 + (2 X 1J-8 ) ~ 64.25"
· stress at c.g. 0 fft ange 20X60.5
1883k·
.
M ax. umt
64.25
.
IpS per sq. m.
c.
Required flange area (including 76' web)
~~~8~~3
52.67 sq. in.
Ys gross area of web = 416~ = 6.87
Gross flange area required =45.80 sq. in.
d.
Flange section furnished = 2 Angles 6x6xl=2Xll.OO=22.00 sq. in.
2 Cover Plates 14 X l~~26.26
Gross Flange area =48.26 sq. in.
e.
Percentage of rivet holes
(2X 1 J-8X 1~~.~(4X 1 X1J-8) X 100~1 8.07%
Reduction in effective area
(18.07- 1::) X 48.26
1.48 sq. in.
Flange area required =45.80+1.48=47.28 sq. in.
f.
Trial girder section:
AMERICAN
1 Web 60 x 1!{6
4AngJes6x6 xl
4 Cover Plates 14 x 1 ~
IN STI TUTE OF STEEL CON STR U CTION
p. 32 or 96
p. 79 or 95
89
Check by " M oment of Inertia Method."
Section
A
in. 2
1 web 60 x 1!1ij
4angies6x6xl
41.25
44.00
26.25
26.25
2 COY. pis. 14 x l~
2 rov. pis. 14 x 1~6
Ay'
Y
in.
in.·
10
in.·
1 g<.
in.·
-
-
28.39
35464j
12375
142
12375
35606
}31.19
51082 j
-
51082
Gross Area = 137.75 sq. in.
p. 91
p.96
Gross I =99063 in.'
--,
"Deduction of 1.48 sq . in. in each flange =2 X 1.48 X29.75 = 2620 in,4
Effective Moment of Inertia
. d
· M 0d u Ius reqUIre
Sectlon
5OOOX12
3000·m. 3
20
=
Section Modulus furnished
96443
32.13
=96443 in;'
3002 in.a
Section is satisfactory.
Modification if design is based on net area.
Assuming that the" Given Conditions" are the same, and t hat a trial design
has been obtained by the flange area method, deducting rivet holes and using Ys
the gross web as flange area, then the check calculations will be as follows:
f.
Trial girder section: 1 web 60 x 1!16
4 Angles 8 x 6 x 1 (60Y," b. to b. angles)
4 Cover Plates 18 x l ~
Check by "Moment of Inertia Method."
Section
A
in.1
Ay'
in.·
Y
in.
10
in.·
I gr.
in. 4
I net
in.·
- - - - - - - - - - - - - - - --41.25
12375 12375 1
52.00 28.60
42536 j
155 42691 J111518
I web 60 x lWs
4angies8x6x1
4 COY. pis. 18 x IUs 58.50
-6.05
2 holes 1Ys x 21!{6
- 11.81
4 holes 1Ys x 2 %
31.06
27.75
30.56
58452 j
4659j
11036 j
-
I gr = 111518 in.~
Gross Area = 151. 75 SQ. in.;
.
.
5OOO X 12
.
Section Modulus reqwred =
20
30CK) m.S
Section Modulus furnished
95823
31.88
p. 91
p.96
56452
-
-
}15695
I net = 95823 in."
=3006 in .S
Section is satisfactory.
tSee notes under previous example illustrating the alternative of using the tables on pages 92 to 97
in obtaining these values.
*Flange area to be deducted is assumed concentrated at the c.g. of the outstanding flange legs.
AMER I CAN
INSTITUTE OF STEEL
CONSTRUCTION
90
-,.~
t
MOMENT OF INERTIA
x-t-·- ·-x
OF ONE PLATE ABOUT AXIS X-X
To obtain the moment of inertia f or any thickness of plate not li sted below,
.'--
mu ltip ly the value for a plate one inch thick by the desired thickness .
Depth
d
Thickness t, Inches
Inches
%
%;
Y,
%
%
%
Ys
1
10
12
13
14
31.3
41.6
64.0
68.7
85.8
36.5
48.5
63.0
80.1
100.0
41.7
55.5
72.0
91.5
114.3
46.9
62.4
81.0
103.0
128.6
52.1
69.3
90.0
114.4
142.9
62.5
83.2
108.0
137.3
171.5
72.9
97.1
126.0
160.2
200.1
83.3
110.9
144.0
183.1
228.7
15
16
17
18
19
105.5
128.0
153.5
182.3
214.3
123.0
149.3
179.1
212.6
250.1
140.6
170.7
204.7
243.0
285.8
158.2
192.0
230.3
273.4
321.5
175.8
213.3
255.9
303.8
357.2
210.9
256. 0
307.1
364.5
428.7
246.1
298.7
358.2
425.3
500.1
281.3
341.3
409.4
486.0
571.6
20
21
22
23
24
250.0
289.4
332.8
380.2
432.0
291.7
337.6
388.2
443.6
504.0
333.3
385.9
443.7
507.0
576.0
375.0
434.1
499.1
570.3
648.0
416.7
482.3
554.6
633.7
720.0
500.0
578.8
665.5
760.4
864.0
583.3
675.3
776.4
887.2
1008.0
666.7
771.8
887.3
101 3.9
1152.0
25
26
27
28
29
488.3
549.3
615.1
686.0
762.2
569.7
640.8
717.6
800.3
889.2
651.0
732.3
820.1
914.7
1016.2
732.4
823.9
922.6
1029.0
1143.2
813.8
915.4
1025.2
1143.3
1270.3
976.6
1098.5
1230.2
1372.0
1524.3
1139.3
1281.6
1435.2
1600.7
1778.4
1302.1
1464.7
1640.3
1829.3
2032.4
30
31
32
33
34
843.8
931.0
1024.0
1123.0
1228.3
984.4
1086.1
1194.7
1310.2
1433.0
1125.0
1241.3
1365.3
1497.4
1637.7
1265.6
1396.5
1536.0
1684.5
1842.4
1406.3
1551.6
1706.7
1871.7
2047.1
1687.5
1861 .9
2048.0
2246.1
2456.5
1968.8
2172.3
2389.3
2620.4
2865.9
2250.0
2482.6
2730.7
2994.8
3275.3
35
36
37
38
39
1339.8
1458.0
1582.9
1714.8
1853.7
1563.2
1701.0
1846.7
2000.5
2162.7
1786.5
1944.0
2110.5
2286.3
2471 .6
2009.8
2187.0
2374.4
2572.1
2780.6
2233.1
2430.0
2638.2
2857.9
3089.5
2679.7
2916.0
3165.8
3429.5
3707.4
3126.3
3402.0
3693.4
4001.1
4325.3
3572.9
3888.0
4221.1
4572.7
4943.3
40
41
42
43
44
2000.0
2153.8
2315.3
2484.6
2662.0
2333.3
2512.7
2701.1
2898.7
3105.7
2666.7
2871.7
3087.0
3312.8
3549.3
3000.0
3230.7
3472.9
3726.9
3993.0
3333.3
3589.6
3858.8
4141.0
4436.7
4000.0
4307.6
4630.5
4969.2
5324.0
4666.7
5025.5
5402.3
5797.4
6211.3
5333.3
5743.4
6174.0
6625.6
7098.7
45
46
47
48
49
2847.7
3041.8
3244.5
3456.0
3676.5
3322.3
3548.7
3785.2
4032.0
4289.3
3796.9
4055.7
4326.0
4608.0
4902.0
4271.5
4562.6
4866.7
5184.0
5514.8
4746.1
5069.6
5407.4
5760.0
6127.6
5695.3
6083.5
6488.9
6912.0
7353.1
6644.5
7097.4
7570.4
8064.0
8578.6
7593.8
8111.3
8651.9
9216.0
9804.1
50
51
52
53
54
3906.3
4145.3
4394.0
4652.4
4920.8
4557.3
4836.2
5126.3
5427.8
5740.9
5208.3
5527.1
5858.7
6203.2
6561.0
5859.4
6218.0
6591.0
6978.6
7381.1
6510.4
6908.9
7323.3
7764.0
8201.3
7812.5
8290.7
8788.0
9304.8
9841.5
9114.6
9672.5
10253
10856
11482
10417
11054
1171 7
12406
13122
11
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
91
.-~
t
MOMENT OF INERTIA
x- \-.-
·-x
OF ONE PLATE ABOUT AXIS X-X
To obtain the moment of inertia for any thickness of plate not listed below,
multiply the va lu e for a plate one inch thick by the desired thickness.
"--
l{6
Y,
%
%
,.
Ys
1
5199.2
5488.0
5787.3
6097.3
6418.1
6065.8
6402.7
6751.8
7113.5
7487.8
6932.3
7317.3
7716.4
8129.7
8557.5
7798.8
8232.0
8680.9
9145.9
9627.1
8665.4
9146.7
9645.5
10162
10697
10398
10976
11575
12195
12836
12132
12805
13504
14227
14976
13865
14635
15433
16259
17115
60
61
62
63
64
6750.0
7093.2
7447.8
7814.0
8192.0
7875.0
8275.3
8689.0
9116.3
9557.3
9000.0
9457.5
9930.3
10419
10923
10125
10640
11172
11721
12288
11250
11822
12413
13023
13653
13500
14186
14896
15628
16384
15750
16551
17378
18232
19115
18000
18915
19861
20837
21845
65
66
67
68
69
8582.0
8984.3
9398.8
9826.0
10266
10012
10482
10965
11464
11977
11443
11979
12532
13101
13688
12873
13476
14098
14739
15399
14303
14974
15665
16377
17110
17164
17969
18798
19652
20532
20025
20963
21931
22927
23954
22885
23958
25064
26203
27376
70
72
74
76
78
10719
11664
12663
13718
14830
12505
13608
14774
16004
17301
14292
15552
16884
18291
19773
16078
17496
18995
20577
22245
17865
19440
21105
22863
24716
21438
23328
25327
27436
29660
25010
27216
29548
32009
34603
28583
31104
33769
36581
39546
80
82
84
86
88
16000
17230
18522
19877
21296
18667
20102
21609
23190
24845
21333
22974
24696
26502
28395
24000
25845
27783
29815
31944
26667
28717
30870
33128
35493
32000
34461
37044
39754
42592
37333
40204
43218
46379
49691
42667
45947
49392
53005
56789
90
92
94
96
98
22781
24334
25956
27648
29412
26578
28390
30282
32256
34314
30375
32445
34608
36864
39216
34172
36501
38934
41472
44118
37969
40557
43260
46080
49020
45563
48668
51912
55296
58825
53156
56779
60563
64512
68629
60750
64891
69215
73728
78433
100
102
104
106
108
31250
33163
35152
37219
39366
36458
38690
41011
43422
45927
41667
44217
46869
49626
52488
46875
49744
52728
55829
59049
52083
55271
58587
62032
65610
62500
66326
70304
74439
78732
72917
77380
82021
86845
91854
83333
88434
93739
99251
104976
11 0
11 2
114
11 6
118
41594
43904
46298
48778
51345
48526
51221
54015
56908
59902
55458
58539
61731
65037
68460
62391
65856
69447
73167
77017
69323
73173
77164
81297
85575
83188
87808
92597
97556
102690
97052
102443
108029
113815
119804
110917
117077
123462
130075
136919
120
122
124
126
128
.54000
56745
59582
62512
65536
63000
66203
69512
72930
76459
72000
75660
79443
83349
87381
81000
85118
89373
93768
98304
90000
94575
99303
104186
109227
108000
113491
119164
125024
131072
126000
132406
139025
145861
152917
144000
151321
158885
166698
174763
Depth
d
Thickness t, Inches
Inches
%
55
56
57
58
59
AMERICAN
INSTITUTE
OF STEEL CONSTRUCTION
92
Unit Area.
-B--
r
MOMENT OF INERTIA
x - - - - -d - x
OF
-;a-J
A PAIR OF UNIT AREAS
ABOUT AXIS X-X
Unit Area
d
.0
.1
.2
.3
.4
.5
.6
_7
.8
.9
- - - - - - - - - - - - - -- - - - - - - - - - - -51
62
73
86
99
52
63
74
87
101
53
64
76
88
102
54
65
77
90
104
55
66
78
91
105
56
67
79
92
107
57
68
81
94
108
58
70
82
95
110
59
71
83
97
111
113
128
145
162
181
114
130
146
164
182
116
131
148
166
184
117
133
150
167
186
119
134
151
169
188
120
136
153
171
190
122
138
155
173
192
123
139
157
175
194
125
141
158
177
196
126
143
160
179
198
20
21
22
23
24
200
221
242
265
288
202
223
244
267
290
204
225
246
269
293
206
227
249
271
295
208
229
251
274
298
210
231
253
276
300
212
233
255
278
303
214
235
258
281
305
216
238
260
283
308
218
240
262
286
310
25
26
27
28
29
313
338
365
392
421
315
341
367
395
423
318
343
370
398
426
320
346
373
400
429
323
348
375
403
432
325
351
378
406
435
328
354
381
409
438
330
356
384
412
441
333
359
386
415
444
335
362
389
418
447
30
31
32
33
34
450
481
512
545
578
453
484
515
548
581
456
487
518
551
585
459
490
522
554
588
462
493
525
558
592
465
496
528
561
595
468
499
531
564
598
471
502
535
568
602
474
506
538
571
606
477
509
541
575
609
35
36
37
38
39
613
648
685
722
761
616
652
688
726
764
620
655
692
730
768
623
659
696
733
772
627
662
699
737
776
630
666
703
741
780
634
670
707
745
784
637
673
711
749
788
641
677
714
753
792
644
681
718
757
796
40
41
42
43
44
800
841
882
925
968
804
845
886
929
972
808
849
890
933
977
812
853
895
937
981
816
857
899
942
986
820
861
903
946
990
824
865
907
950
995
828
869
912
955
999
832
874
916
959
1004
836
878
920
964
1008
45
46
47
48
49
1013
1058
1105
1152
1201
1017
1063
1109
1157
1205
1022
1067
1114
1162
1210
1026
1072
1119
1166
1215
1031
1076
1123
1171
1220
1035
1081
1128
1176
1225
1040
1086
1133
1181
1230
1044
1090
1138
1186
1235
1049
1095
1142
1191
1240
1053
1100
1147
1196
1245
10
11
12
13
14
50
61
72
85
98
15
16
17
18
19
Copyright, Weiskopf & Pickworth.
AMERICAN
INSTITUTE OF S T EEL CONSTRUCTION
I
93
38
MOMENT OF INERTIA
d
.0
50
51
52
53
54
1250
1301
1352
1405
1458
55
56
57
58
59
-
'j-
OF
x-------x
d
A PAIR OF UNIT AREAS
ABOUT AXIS X-X
l1nlt Area
.1
.2
-- -
-
-
_;B_1
.3
.4
.5
.6
1265
1316
1368
1420
1474
1270
1321
1373
1426
1480
1275
1326
1378
1431
1485
1280
1331
1383
1436
1491
--- - - - - - - - - - -
.7
.8
.9
1336
1389
1442
1496
1342
1394
1447
1502
1347
1399
1453
1507
-- - - -- -1290
1295
1285
1255
1306
1357
1410
1463
1260
1311
1362
1415
1469
1513
1568
1625
1662
1741
1518
1574
1630
1688
1746
1524
1579
1636
1694
1752
1529
1585
1642
1699
1758
1535
1590
1647
1705
1764
1540
1596
1653
1711
1770
1546
1602
1659
1717
1776
1551
1607
1565
1723
1782
1557
1613
1670
1729
1788
1562
1619
1676
1735
1794
60
61
62
63
64
1800
1861
1922
1985
2048
1806
1867
1928
1991
2054
1812
1873
1934
1997
2061
1818
1879
1941
2003
2067
1824
1885
1947
2010
2074
1830
1891
1953
2016
2080
11396
1897
1959
2022
2087
1842
1903
1966
2029
2093
1848
1910
1972
2035
2100
1854
1916
1978
2042
2106
65
66
67
66
69
2113
2178
2245
2312
2381
2119
2185
2251
2319
2387
2126
2191
2258
2326
2394
2132
2198
2265
2332
2401
2139
2204
2271
2339
2408
2145
2211
2278
2346
2415
2152
2218
2285
2353
2422
2158
2224
2292
2360
2429
2165
2231
2298
2367
2436
2171
2238
2305
2374
2443
70
71
72
73
74
2450
2521
2592
2665
2738
2457
2528
2599
2672
2745
2464
2535
2606
2679
2753
2471
2542
2614
2686
2760
2478
2549
2621
2694
2766
2485
2556
2628
2701
2775
2492
2563
2635
2708
2783
2499
2570
2643
2716
2790
2506
2578
2650
2723
2798
2513
2585
2657
2731
2805
75
76
77
78
79
2613
2888
2965
3042
3121
2820
2896
2972
3050
3128
2828
2903
2980
3058
3136
2835
2911
2988
3065
3144
2843
2918
2995
3073
3152
2850
2926
3003
3081
3160
2858
2934
3011
3089
3168
2865
2941
3019
3097
3176
2873
2949
3026
3105
3184
2880
2957
3034
3113
3192
80
3200
3281
3362
3445
3528
3208
3289
3370
3453
3536
3216
3297
3378
3461
3545
3224
3305
3387
3469
3553
3232
3313
3395
3478
3562
3240
3321
3403
3486
3570
3248
3329
3411
3494
3579
3256
3337
3420
3503
3587
3264
3346
3428
3511
3596
3272
3354
3436
3520
3604
3613
3698
3785
3872
3961
3621
3707
3793
3881
3969
3630
3715
3802
3890
3978
3638
3724
3811
3898
3987
3647
3732
3819
3907
3996
3655
3741
3828
3916
4005
3664
3750
3837
3925
4014
3672
3758
3846
3934
4023
3681
3767
3854
3943
4032
3669
3776
3863
3952
4041
81
82
83
84
85
86
87
88
89
Copyright, WeiSkopf & Pickworth.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
,..
94
Unit Area
x__ B]~x
,
-;aJ
MOMENT OF INERTIA
OF
A
Unit Are a
PAIR OF UNIT AREAS
ABOUT AXIS X-X
-.2
.3
.4
.5
.6
.7
.8
.9
4059
4150
4241
4334
4427
4159
4250
4343
4437
4168
4260
4352
4446
4177
4269
4362
4456
4186
4278
4371
4465
4195
4287
4380
4475
4204
4297
4390
4484
4214
4306
4399
4494
4223
4315
4409
4503
4513
4608
4705
4802
4901
4522
4618
4714
4812
4910
4532
4627
4724
4822
4920
4541
4637
4734
4831
4930
4551
4646
4743
4841
4940
4560
4656
4753
4851
4950
4570
4666
4763
4861
4960
4579
4675
4773
4871
4970
4589
4685
4782
4881
4980
4598
4695
4792
4891
4990
100
101
102
103
104
5000
5101
5202
5305
5408
5010
5111
5212
5315
5418
, 5020
5121
5222
5325
5429
5030
51 31
5233
5335
5439
5040
5141
5243
5346
5450
5050
5151
5253
5356
5460
5060
5161
5263
5366
5471
5070
5171
5274
5377
5481
5080
5182
5284
5387
5492
5090
5192
5294
5398 .
5502
105
106
107
108
109
5513
5618
5725
5832
5941
5523
5629
5735
5843
5951
5534
5639
5746
5854
5962
5544
5650
5757
5864
5973
5555
5660
5767
5875
5984
5565
5671
5778
5886
5995
5576
5682
5789
5897
6006
5586
5692
5908
6017
5597
5703
5810
5919
6028
5607
5714
5821
5930
6039
110
111
112
113
114
6050
6161
6272
6385
6498
6061
6172
6283
6396
6509
6072
61 83
6294
6407
6521
6083
6194
6306
6418
6532
6094
6205
6317
6430
6544
6105
6216
6328
6441
6555
6116
6227
6339
6452
6567
6127
6238
6351
6464
6578
6138
6250
6362
6475
6590
6149
6261
6373
6487
6601
115
116
117
118
119
6613
6728
6845
6962
7081
6624
6740
6856
6974
7092
6636
6751
6868
6986
7104
6647
6763
6880
6997
7116
6659
6774
6891
7009
7128
6670
6786
6903
7021
7140
6682
6798
6915
7033
7152
6693
6809
6927
7045
7164
6705
6821
6938
7057
7176
6716
6833
6950
7069
7188
120
121
122
123
124
7200
7321
7442
7565
7688
7212
7333
7454
7577
7700
7224
7345
7466
7589
771 3
7236
7357
7479
7601
7725
7248
7369
7491
7614
7738
7260
7381
7503
7626
7750
7272
7393
7515
7638
7763
7284
7405
7528
7651
7775
7296
7418
7540
7663
7788
7308
7430
7552
7676
7800
125
126
127
128
129
7813
7938
8065
8192
8321
7825
7951
8077
8205
8333
7838
7963
8090
8218
8346
7850
7976
8103
8230
8359
7863
7988
8115
8243
8372
7875
8001
8128
8256
8385
7888
8014
8141
8269
8398
7900
8026
8154
8282
8411
7913
8039
8166
8295
8424
7925
8052
8179
8308
8437
d
.0
90
91
92
93
94
4050
4141
4232
4325
4418
95
96
97
98
99
.1
--- -
-- - - - - - - - - - - -- - - - - - -- -4077
4086
4095
4104
4113
4122
4068
4131
5800
Copytight. Weiskopf & Pickworth.
AMERICAN INSTITUTE OF STEEL. CONSTRUCTION
•
95
AREA OF ONE COVER PLATE
GROSS AREA
I
Ptate Width,
Inchal
,.
24
22
20
18
16
14
12
10
8
6.0
5.5
5.0
4.5
4.0
3.5
3.0
2.5
2.0
I
,.
Plate Thickness, Inches
l;{s % 1%
1 1% 1,.
;{,
% %; Y2 % % l~
- - -- -- - - - - - - -- - - - - - - -- -- - - - -
7.5
6.9
6.2
5.6
5.0
4.4
3.7
3.1
2.5
9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 22.5 24.0 27.0 30.0
8.2 9.6 11.0 12.4 13.7 15.1 16.5 17.9 19.2 20.6 22.0 24.8 27.5
7.5 8.7 10.0 11.2 12.5 13.7 15.0 16.2 17.5 18.7 20.0 22.5 25.0
6.7 7.9 9.0 10.1 11.2 12.4 13.5 14.6 15.8 16.9 18.0 20.3 22.5
6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 18.0 20.0
5.2 6.1 7.0 7.9 8.7 9.6 10.5 11.4 12.2 13.1 14.0 15.7 17.5
4.5 5.2 6.0 6.7 7.5 8.2 9.0 9.7 10.5 11.2 12.0 13.5 15.0
3.7 4.4 5.0 5.6 6.2 6.9 7.5 8.1 8.7 9.4 10.0 11.2 12.5
3 .0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 9.0 10.0
NET AREA
TWO RIVET
I
,.
----Ri",
Diam.
HOLES DEDUCTED
Plate Thic kn ess, Inches
Pl ate
W idth
In.
In.
%
16
14
12
10
8
3.6
3.1
2.6
2.1
1.6
4.5
3.8
3.2
2.6
2.0
5.3
4.6
3.8
3.1
2.3
6.2
5.4
4.5
3.6
2.7
7.1
6.1
5.1
4.1
3.1
8.0
6.9
5.8
4.6
3.5
1's
18
16
14
12
10
8
4.0
3.5
3.0
2.5
2.0
1.5
5.0
4.4
3.7
3.1
2.5
1.9
6.0
5.2
4.5
3.7
3.0
2.2
7.0
6.1
5.2
4.4
3.5
2.6
8.0
7.0
6.0
5.0
4.0
3.0
9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 18.0 20.0
7.9 8.7 9.6 10.5 11.4 12.2 13.1 14.0 15.7 17.5
6.7 7.5 8.2 9.0 9.7 10.5 11.2 12.0 13.5 15.0
5.6 6.2 6.9 7.5 8.1 8.7 9.4 10.0 11.2 12.5
4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 9.0 10.0
3.4 3.7 4.1 4.5 4.9 5.2 5.6 6.0 6.7 7.5
22
20
18
16
4.9
4.4
3.9
3.4
2.9
2.4
6.2
5.5
4.9
4.3
3.7
3.0
7.4
6.7
5.9
5.2
4.4
3.7
8.6
7.8
6.9
6.0
5.1
4.3
9.9 11.1 12.3 13.6 14.8 16.0 17.3 18.5 19.7 22.2 24.7
8.9 10.0 11.1 12.2 13.3 14.4 15.5 16.6 17.7 20.0 22.2
7.9 8.9 9.8 10.8 11.8 12.8 13.8 14.8 15.7 17.7 19.7
6.9 7.7 8.6 9.5 10.3 11.2 12.0 12.9 13.7 15.5 17.2
5.9 6.6 7.3 8.1 8.8 9.5 10.3 11.0 11.7 13.2 14.7
4.9 5.5 6.1 6.7 7.3 7.9 8.5 9.1 9.7 11.0 12.2
14
5.4
4.9
4.4
3.9
3.4
2.9
6.7
6.1
5.5
4.8
4.2
3.6
8.1
7.3
6.6
5.8
5.1
4.3
9.4 10.7 12.1 13.4 14.8 16.1 17.5 18.8 20.2 21.5 24.2 26.9
8.5 9.7 11.0 12.2 13.4 14.6 15.8 17.1 18.3 19.5 21.9 24.4
7.7 8.7 9.8 10.9 12.0 13.1 14.2 15.3 16.4 17.5 19.7 21.9
6.8 7.7 8.7 9.7 10.7 11.6 12.6 13.6 14.5 15.5 17.4 19.4
5.9 6.7 7.6 8.4 9.3 10.1 11.0 11.8 12.7 13.5 15.2 16.9
5.0 5.7 6.5 7.2 7.9 B.6 9.3 10.1 10.8 11.5 12.9 14.4
24
22
20
18
16
5.3
4.8
4.3
3.8
3.3
6.6
6.0
5.4
4.8
4 .1
8.0
7.2
6.5
5.7
5.0
9.3 10.6 12.0 13.3 14.6 15.9 17.3 18.6 19.9 21.2 23.9 26.6
8.4 9.6 10.8 12.0 13.2 14.4 15.6 16.8 18.0 19.2 21.7 24.1
7.5 8.6 9.7 10.8 11.9 12.9 14.0 15.1 16.2 17.2 19.4 21.6
6.7 7.6 8.6 9.5 10.5 11.4 12.4 13.3 14.3 15.2 17.2 19.1
5.8 6.6 7.5 8.3 9.1 9.9 10.8 11.6 12.4 13.2 14.9 16.6
1
14
12
IVs
1~
24
22
20
18
16
;{,
% %; Y, % % , ~, ~ 1;.(6 % 1;(s 1 1% 1,.
- - - - - - - - - - -- -- - - - - - - - - - - -- - -
8.9
7.7
6.4
5.2
3.9
9.8 10.7 11.6 12.5 13.4 14.2 16.0 17.8
8.4 9.2 10.0 10.7 11.5 12.2 13.8 15.3
7.0 7.7 8.3 9.0 9.6 10.2 11.5 12.8
5.7 6.2 6.7 7.2 7.7 8.2 9.3 10.3
4.3 4.7 5.1 5.5 5.9 6.2 7.0 7.8
Diameter of Hole is assumed J.i in . larger than Nominal Diameter of Rivet.
AMERICAN
INSTITUTE OF STEEL
CONSTR UCTI ON
;
96
GIRDER FLANGE ANGLES
TWO AN GLE
FOUR ANGLES
GROSS AREA
tr= =t=rru
Thick-
Size
9x4
ness
1-4 Ls
2,
1- 4 ls
2,
'".
In.t
1n. t
'".
In.!
'".
1
24.00
21.22
18.38
15.46
14.00
12.50
388
347
304
260
236
213
7.0
6.9
6.8
6.7
6.7
6.6
48
43
38
33
30
28
2.0
1.9
1.8
1.7
1.7
1.6
33.46
30.00
26.46
22.88
19.22
17.36
15.50
392
356
318
279
238
216
195
4.8
4.7
4.6
4.6
4.5
4.4
4.4
26.00
22.96
19.88
16.72
15.12
13.50
11.86
323
289
254
216
197
177
157
5.3
5.2
5.1
5.0
5.0
4.9
4.9
155
140
123
105
96
87
77
3.3
3.2
3.1
3.0
3.0
2.9
2.9
22.00
19.46
16.88
14.22
12.86
11.50
10.12
278
249
219
187
171
154
136
6.1
6.0
5.9
5.8
5.S
5.7
5.7
46
42
38
32
30
27
24
2.1
2.0
1.9
1.8
1.8
1.7
1.7
17.72
15.38
12.96
11.74
10.50
9.24
7.96
172
151
130
118
107
95
82
5.1
5.0
4.9
4.9
4.8
4.8
4.7
41
36
31
29
26
23
20
2.1
2.0
1.9
1.9
1.8
1.8
1.7
22.00
19.46
16.88
14.22
12.86
11.50
10.12
8.72
142
128
113
97
88
80
71
62
3.7
3.6
3.6
3.5
3.4
3.4
3.3
3.3
Y,
ii
%
j{,
Y2
8x8
1»
1
Y,
ii
%
%
Y,
8x6
1
Y,
ii
%
%
Y,
8x4
".
1
Y,
ii
%
%
Y,
".
y,
7x4
ii
%
%
Y,
liS
%
6x6
1
Y,
ii
%
%
Y,
".
%
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
97
GIRDER FLANGE ANGLES
TWO ANGLES-NET AREA
I I I I lFo",
I
Si ze
Thickness
2 H o les Out
4 Holes Out
RIVETS
[e.
- -
--
9x4
1
Ys
'!i
%
l{o
Y2
8 x8
1Ys
1
Ys
%
%
l{,
Y,
8x 6
1
Ys
'!i
%
n6
Y,
Uti
8 x4
1
Ys
'!i
%
%
Y,
l{G
Ys
7x4
'!i
%
l{,
Y2
l{,
%
6x 6
1
Ys
'!i
%
l{,
y,
l{,
%
RIVETS
:Va"
1"
- - 1 Ys"
%1/
22.25
19.69
17.07
14.37
13.02
11.62
22.00
19.47
16.88
14.21
12.88
11.50
21.75
19.25
16.69
14.05
12.73
11.37
21.50
19.03
16.50
13.90
12.59
11.25
31.49
28.25
24.93
21.57
18.13
16.38
14.62
31.21
28.00
24.71
21.38
17.97
16.23
14.50
30.93
27.75
24.49
21.19
17.81
16.09
14.37
24.25
21.43
18.57
15.63
14.14
12.62
11.09
24.00
21.21
18.38
15.47
13.99
12.50
10.98
20.25
17.93
15.57
13.13
11.88
10.62
9.35
RIVETS
Ys"
1"
--
20.50
18.16
15.75
13 .27
12.03
10.75
20.00
17.72
15.38
12.96
11.75
10.50
30.65
27.50
24.27
21.00
17.66
15.95
14.25
29.52
26.50
23.40
20.25
17.03
15.39
13.75
23.75
20.99
18.19
15.31
13.85
12.37
10.88
23.50
20.77
18.00
15.16
13.71
12.25
10.77
20.00
17.71
15.38
12.97
11.73
10.50
9.24
19.75
17.49
15.19
12.81
11.59
10.37
9.14
19.50
17.27
15.00
12.66
11.45
10.25
9.03
16.19
14.07
11.89
10.76
9.62
8.47
7.32
15.97
13.88
11.73
10.61
9.50
8.36
7.23
15.75
13.69
11.57
10.47
9.37
8.26
7.14
15.53 14.66 14.22 13.78 13.34 13.13 12.47 ---_ .. .. ... __....
13.50 12.75 12.38 12.00 11.63 11.44 10.88 ---_..... --- .- _ ...
11.42 10.79 10.48 10.15 9.84 9.70 9.23 -----_.- - ----..
10.33 9.77 9.49 9.21
8.93 8.78 8.38 ---_ ... .._-_....
9.25 8.75 8.50 8.25 8.00 7.87 7.50 --_ ..... ---- - --.
8.15 7.71
7.49 7.27 7.05 6.95 6.62 --_ ..... ..._ ---.
7.04 6.67 6.48 6.27 6.08 6.01
5.73 .__ .....
20.25
17.93
15.57
13.13
11.88
10.62
9.35
8.06
20.00
17.71
15.38
12.97
11.73
10.50
9.24
7.97
19.75
17.49
15.19
12.81
11.59
10.37
9.14
7.88
19.50
17.27
15.00
12.66
11.45
10.25
9.03
7.78
~II
AMERICAN
lYs"
ji"
%"
-
1"
-
1 Ys"
19.50
17.28
15.00
12.65
11.47
10.25
19.00
16.84
14.63
12.33
11.19
10.00
18.75
16.63
14.44
12.18
11.05
9.88
18.00
15.97
13.88
11.71
10.62
9.50
17.25
15.31
13.32
11.24
10.20
9.12
16.50
14.66
12.76
10.77
9.78
8.75
28.96
26.00
22.96
19.88
16.72
15.11
13.50
28.40
25.50
22.52
19.50
16.41
14.83
13.25
27.83
25.00
22.08
19.13
16.09
14.55
13.00
27.55
24.75
21.86
18.94
15.94
14.41
12.87
26.71
24.00
21.21
18.38
15.47
13.99
12.50
25.86
23.25
20.56
17.82
15.00
13.57
12.13
25.02
22.50
19.90
17.25
14.53
13.15
11.75
22.50
19.90
17.25
14.53
13.15
11.75
10.33
22.00
19.46
16.88
14.22
12.87
11.50
10.11
21.50
19.02
16.50
13.91
12.59
11.25
9.89
21.00
18.58
16.13
13.59
12.31
11.00
9.67
20.75
18.36
15.94
13.44
12.17
10.87
9.56
20.00
17.71
15.38
12.97
11.75
10.50
9.24
19.25
17.06
14.82
12.50
11.32
10.13
8.91
18.50
16.40
14.25
12.03
10.90
9.75
8.58
18.50
16.40
14.25
12.03
10.89
9.75
8.59
18.00
15.96
13.88
11.72
10.61
9.50
8.37
17.50
15.52
13.50
11.41
10.33
9.25
8.15
17.00
15.08
13.13
11.10
10.05
9.00
7.93
16.75
14.86
12.94
10.94
9.90
8.87
7.83
16.00
14.21
12.38
10.47
9.50
8.50
7.50
15.25 14.50
13.56 12.90
11.82 11.25
10.00 9.53
9.09 8.64
8.13 7.75
7.18 6.84
._--.o.
18.50
16.40
14.25
12.03
10.89
9.75
8.59
7.41
18.00
15.96
13.88
11.72
10.61
9.50
8.37
7.22
17.50
15.52
13.50
11 .41
10.33
9.25
8.15
7.03
17.00
15.08
13.13
11.09
10.05
9.00
7.93
6.84
16.75
14.87
12.94
10.94
9.91
8.87
7.82
6.75
INSTITUTE OF STEEL CONSTRUCTION
16.00
14.21
12.38
10.47
9.49
8.50
7.50
6.47
----_ ... -----_.
---_... ---------_ ... ------------- --------_... __.- ------------_.. ---------_... ----------- - "-. ----_ ...
98
GIRDER FLANGE ANGLES
TWO ANGLES
FOUR ANGLES
GROSS AREA
tw= +nu
Thick-
Sile
6x4
ness
1- 4 Ls
2y
1- 4 Ls
2,
10.
In.z
In.4
10.
In.4
10.
Yo
%'
15.96
13.88
11.72
10.62
9.50
8.36
7.22
111
98
84
77
70
62
54
4.2
4.2
4.1
4.0
4.0
3.9
3.9
39
35
30
28
25
22
20
2.2
2.2
2.1
2.0
2.0
1.9
1.9
15.96
13.88
11.72
9.50
8.36
7.22
71
63
54
45
40
35
3.1
3.0
3.0
2.9
2.8
2.8
9.00
6.84
5.74
66
52
44
4.2
4.1
4.0
17
13
11
1.7
1.6
1.5
11 .62
9.84
8.00
7.06
6.10
5.12
56
48
40
36
31
26
3.5
3.4
3.3
3.3
3.2
3.2
22
19
16
14
13
11
2.0
1.9
1.8
1.8
1.7
1.7
%
7.50
5.72
4.80
38
30
25
3.5
3.4
3.4
10
8
7
1.5
1.4
1.4
Y,
10.88
9.22
7.50
6.62
5.72
4.80
31
27
22
20
18
15
2.5
2.5
2.4
2.3
2.3
2.2
8.60
7.00
6.18
5.34
4.50
26
21
19
17
14
2.6
2.5
2.5
2.4
2.4
18
15
14
12
10
2.1
2.0
2.0
1.9
1.9
7.96
6.50
5.74
4.96
4.18
3.38
24
20
18
16
14
11
2.7
2.7
2.6
2.6
2.5
2.5
12
10
9
8
7
6
1.7
1.7
1.6
1.6
1.5
1.5
%
%;
Y,
U,
%
5x5
Yo
%'
%
Y,
U,
%
6x3 Y2
y,
%
%"
5x3Y2
%'
%
Y,
U,
%
%"
5x3
I
y,
I
%'
% I
%;
4x4
U,
%
%"
4x3Y2
%
Y,
%;
%
%"
4x3
%
Y,
%;
%
%;
%'
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
99
GIRDER FLANGE ANGLES
TWO ANGLES-NET AREA
Thick_
Size
ness
i l M! lFo~
2 Hol es Out
... Holes Out
RIVETS
RIVETS
RIVETS
'0.
- - - - %" %" - 1"
- 1 Ys" %" 'Ys" -1"- 1Ys" .%" :%" -1"- 1%"
6x4 Ys 14.43 14.21 13.99 13.77 12.90 12.46 12.02 11.58 11.37
~
%
%
)1
J.(,
5x5
%
Ys
~
%
)1
J.(,
%
6x3)1
)1
%
%
5x3Y2
~
%
)1
J.(,
%
%
5x3
)1
%
%
4x 4
~
%
)1
J.(,
Va
%
4x3)1
%
)1
>i6
%
l{,
4x3
%
)1
>i6
Va
l{,
J4
12.57 12.38 12.19 12.00 11.25 10.88 10.50 10.13
10.63 10.47 10.31 10.16 9.53 9.22 8.91
8.60
9.64 9.49 9.35 9.21
8.65 8.37 8.09 7.81
8.62 8.50 8.37 8.25 7.75 7.50 7.25 7.00
7.59 7.48 7.38 7.27 6.83 6.61 6.39 6.1 7
6.56 6.47 6.38 6.28 5.91 5.72 5.53 5.34
9.94
8.44
7.67
6.88
6.06
5.25
14.43 14.21 13.99 13.77 12.90 12.46 12.02 11.58
12.57 12.38 12.19 12.00 11.25 10.88 10.50 10.13
10.63 10.47 10.31 10.16 9.53 9.22 8.91 8.59
8.62 8.50 8.37 8.25 7.75 7.50 7.25 7.00
7.59 7.48 7.38 7.27 6.83 6.61
6.39 6.17
6.56 6.47 6.38 6.28 5.91
5.72 5 .53 5.34
8. 12
6. 18
5.19
8.00
6.09
5.11
7.87
6.00
5.04
7.25
5.53
4.65
7.00
5.34
4.49
10.31 10.12
8.75 8.59
7.12 7.00
6.29 6.18
5.44 5.35
4.57 4.49
9.93
8.43
6.87
6.08
5.26
4 .42
8.99
7.65
6.25
5.53
4.79
4.03
8.62
7 .34
6.00
5.31
4 .60
3 .87
5.75
4.41
3.71
5.50
4 .22
3 .55
8.26
7.03
5.75
5.09
4.41
3.71
7.88
6.72
5.50
4.87
4 .22
3.55
6.42
5.25
4.65
4.03
3.41
6.10
5.00
4.43
3.84
3.25
5.77
4.75
4.21
3.65
3.09
2.50
5.46
4.50
3.99
3.46
2.93
2.38
6.62
5.06
4 .25
6.50
4.97
4 .1 7
9.57
8.13
6.62
5.85
5.06
4.25
9.38
7.97
6.50
5.74
4.97
4.17
9.19
7.81
6.37
5.64
4.88
4.10
7.51
6.12
5.41
4.68
3.95
7.35
6.00
5.30
4.59
3.87
7.19
5.87
5.20
4.50
3.80
6.87
5.62
4.97
4.30
3.63
2.94
6.71
5.50
4 .86
4 .21
3.55
2.88
AMERICAN
9.00
7.66
6.25
5.53
4.78
4.02
6.38
4.87
4.10
INSTITUTE OF STEEL CONSTRUCTION
100
REDUCTION OF AREA FOR RIVET HOLES
AREA I N SQUARE IN CHES - ASS UMED DIAMETER OF H OLE BY TH I CKNESS OF METAL
F O R COMPUTATION P U RPOSES RIVET HOLES SHALL BE TAKEN AT THE NOMINAL
DIAM ETE R OF T HE R I VET PL U S V8 I NCH
Diameter of H ole, Inches
Thickness
of Metal
I nches
%
%:
%
1
1".
1;£
I V,
I V,
1%
!{,
;£
.11 7
.156
.141
.188
.1 64
.219
.188
.250
.211
.281
.234
.313
.258
.344
.281
.375
.305
.406
;{,
V,
.195
.234
.273
.313
' .234
.281
.328
.375
.273
.328
.383
.438
.313
.375
.438
.500
.352
.422
.492
.563
.391
.469
.547
.625
.430
.516
.602
.688
.469
.563
.656
.750
.508
.609
.711
.81 3
.352
.391
.430
.469
.422
.469
.516
.563
.492
.547
.602
.656
.563
.625
.688
.750
.633
.703
.773
.844
.703
.781
.859
.938
.773
.859
.945
1.031
.844
.938
1.031
1.1 25
.914
1.01 6
1.117
1.219
.508
.547
.586
.625
.609
.656
.703
.750
.711
.766
.820
.875
.813
.875
.938
1.000
.914
.984
1.055
1.1 25
1.016
1.094
1.172
1.250
1.117
1.203
1.289
1.375
1.219
1.313
1.406
1.500
1.320
1.422
1.523
1.625
.664
.703
.742
.781
.797
.844
.891
.938
.930
.984
1.039
1.094
1.063
1.125
1.188
1.250
1.1 95
1.266
1.336
1.406
1.328
1.406
1.484
1.563
1.461
1.547
1.633
1.719
1.594
1.688
1.781
1.875
1.727
1.828
1.930
2.031
----_... _-_.--- .984
1.031
-------------.------------ 1.078
-----_. -- - 1.1 25
1.148
1.203
1.258
1.313
1.313
1.375
1.438
1.500
1.477
1.547
1.617
1.688
1.641
1.71 9
1.797
1.875
1.805
1.891
1.977
2.063
1.969
2.063
2.156
2.250
2.133
2.234
2.336
2.438
----------- - 1.172
--------------- 1.219
------- -------- 1.266
-----_ .. _------ 1.313
-----_ ..... _- .. . ... .. --._--- .
--_.-.. -------- ... _--------_ ..
--_0··---------- ... _..... __....
.... _----_ ..- _. . _---------.- ...
--._---_. _--_._- .. _---_.... _----------------- ---.. -.. --- ..-..
. _-----_. -_.... ................
1.367
1.422
1.477
1.531
1.563
1.625
1.688
1.750
1.758
1.828
1.898
1.969
1.953
2.031
2.109
2.188
2.148
2.234
2.320
2.406
2.344
2.438
2.531
2.625
2.539
2.641
2.742
2.844
1.586
1.641
1.695
1.750
1.813
1.875
1.938
2.000
2.039
2.109
2.180
2.250
2.266
2.344
2.422
2.500
2.492
2.578
2.664
2.750
2.719
2.813
2.906
3.000
2.945
3.047
3.148
3.250
........ ...• . .......•.........
1.805
1.859
1.914
1.969
2.063
2.125
2.188
2.250
2.320
2.391
2.461
2.531
2.578
2.656
2.734
2.813
2.836
2.922
3.008
3.094
3.094
3.188
3.281
3.375
3.352
3.453
3.555
3.656
2;{,
2 V,
2><0
2 V,
........ ... .. ................
... ........ ..................
....... _...... ... .............
............ ... ................
2.023
2.078
2.133
2.188
2.313
2.375
2.438
2.500
2.602
2.672
2.742
2.813
2.891
2.969
3.047
3.125
3.180
3.266
3.352
3.438
3.469
3.563
3.656
3.750
3.758
3.859
3.961
4.063
2%
............. ................
..... ....... ..................
..... ....... . ................
..... ....... ..................
2.297
2.406
2.516
2.625
2.625
2.750
2.875
3.000
2.953
3.094
3.234
3.375
3.281
3.438
3.594
3.750
3.609
3.781
3.953
4.125
3.938
4.1 25
4 .313
4.500
4.266
4.469
4.672
4.875
%
V,
%
%
l~,
%:
1 ~6
%
I%;
1
1~,
1 ".
I %;
1;£
1;{,
I V,
l U,
I V,
1l{,
1%
11!-16
1%"
1'%;
1%
11 ~6
2
2!.1ij
2".
2%;
2;£
2%
2%
3
_
~
_
AMERICAN
,
INSTITUTE OF STEEL CONSTRUCTION
J
101
NET SECTION OF RIVETED TENSION MEMBERS
Curves are values of Stagger, S, In Inches,
0
.10
.20
.30
.40
.50
.60
YOrt leal dotted lines are limiting lines
for rive ts wit h nominal di a meters shown.
.70
.80
i~
.90
1.00
-; "
1.10
1.20
,'.- i'
if*-
1.30
1M
! '
I
,
I
,,
,
2
2
•
3
4
3
" ,
'"
~5
.,
4
,
",'
,
5
.'•
..
.!: 6
,;
:7
0
6
7
" ,,
8
• <,
•
10
" ,
10
,
,
12
.30
.40
.50
.60
.70
.80
.90
~
•
0
9
"
.2 0
..
8
'"
.10
•"
,
<
~
",'
1.00
1.10
1.20
1.3 0
"
12
Values of S' In Inches,
4,
Tho above chart will simplify the application of the rule for net width, Section 19, Pars.
(c) and Cd ) of the Inst itute Specifications. Entering the chart at left or right with the gauge
"g" and proceeding horizontally to intersection with the curve for the pitch "5", thence verti·
cally to top or bottom, the value of s*g may be read directly.
The exa mple below illustrates the application of the rule, and the use of the chart.
, .~,f-1~
Chain ABC E F
Deduct for 3 holes @ (~~ + SA) ..
BC,9 - 4, s - 2; add s;49
CE,9 =1 0,s - 21h;addso/49 =
- 2.625
+ 0.25
+ 0.16
fs+\
"
Total Deduction
-2.215"
, ""f-c ~\'
r
0
E
Chain ABC D E F
Deduct for 4 h oles @ n~
tAl)
BC, as above. add
CD , 9 = 6, s "" 41h; add S%9
DE, 9 = 4, s = 2; add s%g
+
.,.
-
- 3.50
+ 0.25
+ 0.85
+ 0.25
2"
T
F
T otal Deduction
NetWidth - 18.0 -
_
- 2.15"
2.215 . 15.785" . ,
0/01" Rivets
In comparing the path CDE with the path CE. it is see n that if the s um of the two values
of S%9 for CD and DE exceed the single value of S%9 for CE, by more than the deduction for
one hole. then the path CDE is not critical as compared with CE o
Evidently if the value of S'*9 for one leg CD of the path CDE Is greater than the deduction
for one hole, the path CDE cannot be critical as compared with CEo The vertica l dotted lines
in the chart serve to indicate, for the respective rivet di a meters noted at the top thereof, that
any value of s~g to the right of such line is derived from a non-critical chain which need not
be further considered.
AMERICAN
tNSTITUTE OF STEEL CONSTRUCTION
102
DIMENSIONS, WEIGHTS AND PROPERTIES
OF PLATE AND ANGLE GIRDERS
These tables of plate girders have been compiled for the purpose of showing certain
economies in their use for average spans and relatively light loads.
Moments of inertia and section moduli are given for both gross and net flange
areas as may be preferred by the designer, although the A. 1. S. C. Specification, upon
which the tables are based, permits of gross area being used. No provision has been
made in spacing of flange rivets for concentrated external loads or forces, and such
loads or forces coming upon the girders should be provided for by stiffen~rs or by other
equally effective devices.
=1
hJ
='='
PER
T
V
A
(Kips)
SQUARE
13.00
12.70
12.35
12.01
11.69
11.38
11.08
10.79
10.52
10.26
r~,
FOR
L
*~C~OO)'
~!k.
[See A. r. S. C. Specification, Sec. 26(b) and (o) J
V
h
A
T
( Kips )
h
T
V
80
81
82
83
84
85
86
87
88
89
10.00
9.76
9.52
9.29
9.07
8.86
8.65
8.46
8.26
8.08
AMERICAN
90
91
92
93
94
95
96
97
98
99
h
A
( Kips)
I70
71
72
73
74
75
76
77
78
79
INCH
UNSTIFFENED WEBS
v = Total shear in Ihs.
h
E_
ALLOWABLE WEB SHEARS
7.90
7 .73
7.56
7.40
7.24
7.09
6.94
6.80
6.66
6.53
T
I
100
101
102
103
104
105
106
107
108
109
INSTITUTE OF STEEL
V
A
A - Gross area of web in sq. in.
V
h
A
( Kips)
T
(Kips)
6.40
6.27
6.15
6.03
5.92
5.81
5.70
5.59
5.49
5.39
110
111
112
113
114
115
117
119
121
123
5.29
5.19
5.10
5.01
4.93
4.84
4.68
4.52
4.37
4.23
CONSTRUCTION
h
T
125
130
135
140
145
150
155
160
165
170
V
A
(Kips)
4.10
3.79
3.51
3.27
3.04
2.84
2.66
2.50
2.35
2.22
103
PLATE AND ANGLE GIRDERS
ti
i x-- ·-x
PROPERTIES OF SECTIONS
~" RIVETS
GROSS SECTION
Weight
Wob
Plate
Two
Four
Anglos
Cover
Plates
5 x 3% X %
5 X 3Y2 X Us
5x3%x%
5 X 3% X %
5 X 3Y2 X %
5 X 3% X %
5 X 3% X %
5 X 3% X %
~
-;;;
ii:
.0
~
3:
~
x
.
~
M
I
SHORT LEGS CONNECTED TO WEB PLATE
MATERIALS
0"
44
6 X 4 X %
6 X 4 X
6 X 4 X %
6 X 4 x%
6 X 4 X %
6 X 4 X %:
6 X 4 X ~
6 X 4 X %
6 X 4 X %
- --
Ix
Sx
NET SECTION
M", .
Allow-
Ix
Sx
rnent
-~
~~
--
able
Moment
Maxi·
m"m
Allowable
Shear
Rivet
Factor
- - -Kips- In. Kips
~~
~~
Lb.
In.4
In.3
I~
1n.4
I n.3
Ft. Kips
12 xU
12 X Ys
12 X %
100.1
106.5
112.9
125.7
137.7
139.3
149.5
159.7
8037
8885
9705
11312
12844
12642
14134
15646
365
404
441
514
584
568
632
695
608
673
735
857
973
947
1053
1158
7249
8010
8742
10174
11531
11 386
12660
13952
329
364
398
462
524
512
566
620
548
607
663
770
873
853
943
1033
107
107
107
107
107
107
107
107
702
671
648
615
590
613
603
597
8996
9996
10984
11958
12910
14752
16528
19841
21621
409
454
499
544
587
671
751
882
956
682
757
832
907
978
1118
1252
1470
1593
8247
9164
10053
10954
11823
13498
15108
17943
19506
375
417
457
498
537
613
687
797
862
625
695
762
830
895
1022
1145
1328
1437
11 3
113
113
113
113
113
113
113
113
666
14 X %
14 X %
107.7
115.7
123.3
130.9
138.5
152.9
167.3
192.1
204.0
119.1
128.3
137.9
147.1
156.3
174.3
191.9
209.9
221.8
9853 448
11016 501
12149 552
13252 602
14354 652
16488 750
18509 841
21784 946
23069 1020
747
835
920
1003
1087
1250
1402
1577
1700
9095
10163
11211
12229
13245
15209
17059
19389
20951
413
462
509
556
602
691
775
862
926
688
770
848
927
1003
1151
1291
1437
1543
143
143
143
143
143
143
143
143
143
'"
6 X 6 X %
6 X 6 X
6 X 6 X %
6 X 6 x%
6 X 6 X %
6 X 6 X %:
6 X 6 X ~
6 X 6 X %
6 X 6 X %
per Foot
including
Rivets
M",.
Allowable
Mo-
'"
14 X Y2
14 X %
640
620
604
591
572
558
593
590
626
603
585
572
561
544
531
540
537
To obtain rivet pitch in any panel divide Rivet Factor by Shear in that panel. CAUTION: Notapplicable
for rivets carrying both horizontal and vertical shearing stresses.
Maximum A!lowable Bending Moments are permissible only when compression flange is fully supported
laterally.
Weight of rivets is based on spacing of 4 inches
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
104
40
PLATE AND ANGLE GIRDERS
I
SHORT LEGS CONNECTED TO WEB PLATE
%If RIVETS
GROSS SECTION
MATERIALS
0"
W,b
Plata
Four
Angles
Two
Plates
5x3 Yzx~6
5x3YzxYz
5x372X%
5x3Yzx%
5 X 3Yz X Yz
5 X 3Yz X Yz
5 X 372 X Yz
m
"
0::
~
m
;;;
~
x
~
'"'"
6 X 4 X %
6 X 4 X !i6
6 X 4 X Y,
6 X 4 X ?1'6
6 X 4 X %
6 X 4 X %
6 X 4 X Ys
6 X4 X %
6 X4 X %
6 X6 X %
6 X 6 X U6
6 X 6 X Y,
6 X 6 X ?1's
6 X6 X %
6 X 6 X %
6 X 6 X Ys
6 X 6 X %
6 X6 X %
Weight
per Foot
including
Rivets
Cover
5x3 Yzx%
...
tt
PROPERTIES OF SECTIONS
12x'X!
12 X %
12 X Y2
14 X Yz
14 X %
14 X Yz
14 x %
NET SECTION
Max.
I,
- -- - I n.4
Lb.
- -
S,
Allowable
Mo-
I,
S,
mant
MaJ;.
Allowable
Moment
Maxi-
m,m
Allowable
Rivet
Factor
Shear
-- -- -- -- -- - -In.3- Ft.
In.4
Kips
In. 3
Ft. Kips Kips In. Kips
-- -- --- - - - --
94.9
101 .4
107.8
120.6
132.6
134.2
144.4
154.6
64Q()
71Q()
7773
9087
10334
10203
11441
12694
320
355
389
454
517
504
562
619
5762
533
592
6391
648
6993
757
8166
862
9271
840
9166
937 10224
1032 11294
288
319
349
408
464
453
502
551
480
531
581
680
773
755
836
918
122
122
122
122
122
122
122
122
617
592
573
546
527
546
539
535
101.7
110.6
118.2
125.8
133.4
147.8
162.2
187.0
198.9
7191
8010
8818
9613
10391
11899
13343
161 32
17611
360
400
441
481
520
595
667
787
854
600
667
735
802
867
992
11 12
1312
1423
6588
7340
8081
8809
9520
10894
12204
14567
15861
329
367
404
440
476
545
610
711
770
548
611
673
733
793
908
1016
1185
1283
130
130
130
130
130
130
130
130
130
588
567
550
537
526
510
499
533
531
114.0
123.2
132.8
142.0
151.2
169.2
186.8
204.8
216.7
7766 388
8804 440
9725 486
10618 531
11516 576
13246 662
14917 746
17256 841
18735 1 908
647
7146
8115
733
810 8967
885
9791
960 10620
1103 12212
1243 13746
1402 15694
1513 16979
357
406
448
490
531
611
687
785
849
595
677
767
816
885
1018
1145
1308
1415
170
170
170
170
170
170
170
170
170
546
534
520
508
499
485
475
484
482
To obtain rivet pitch in any panel divide Rivet Factor by Shear in that panel. CAUTION: Not applicable
for rivets carrying both horizontal and vertical shearing stresses.
Maximum Allowable Bending Moments are pennissible only when compression flange is fully supported
laterally.
Weight of rivets is based on spacing of 4 inches.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
105
PLATE AND ANGLE GIRDERS
tt
PROPERTIES OF SECTIONS
SHORT
LEGS
W,b
Plate
GROSS SECTION
Two
Four
Angles
Plates
5 X 3% X ~6
5 X 3Yz X Yz
5 X 3Yz X Ys
5x3 yzx%
5 X 3}1 X Y2
5 X 3)1 X )1
5 X 3)1 X )1
~
0::
.0
~
3
~
x
~
'"'"
6 X 4 X VB
6 X 4 X Us
6 X 4 X )1
6 X 4 X ~
6 X 4 X VB
6 X 4 X %:
6 X 4 X Ys
6 X 4 X Va
6 X 4 X Va
6 X 6
6 X 6
6 X 6
6 X 6
6 X 6
6 X 6
6 X 6
6 X 6
6 X 6
X
VB
X
X
'!{s
)1
X
X
Us
Va
X
%:
Ys
Va
X Va
12 X J1.
12 X %
12 X )1
14 X )1
14 X ~
X
X
we~ht
per oo t
including
Rivets
Cover
5 X 372 X %
1;;
I
CONNECTED TO WEB PLATE
%" RIVETS
MATERIALS
000
36
14 X Yz
14 X %
I,
S,
NET SECTION
Max.
Allowable
M~
I,
S,
mont
M axi-
M",.
Allowable
Allow-
Mo·
Shear
ment
m"m
Rivet
able
Factor
- - - - - - - - - - - --- - - - - - - - - In,4
In,l
In,3
Lb.
Ft. Kips
In.4
Ft. K ips Kips In. Kips
- - - --- - - - - - - -- - - - - - 89.9
96.3
102.7
115.5
127.5
129.1
139.3
149.5
4995
5551
6088
7138
8137
8059
9065
10084
278
308
338
397
452
442
493
545
463
513
563
662
753
733
822
909
4491
4991
5472
6410
7297
7220
8080
8950
249
277
304
356
405
396
97.5
105.5
113.1
120.7
128.3
142.7
157.1
181.9
193.8
5618
6275
6921
7557
8178
9380
10532
12841
14047
312
349
385
420
454
521
585
694
754
108.9
118.1
127.7
136.9
146.1
164.1
181.7
199.7
211.6
6127
6873
7603
8308
9023
10393
11695
13685
14892
340
382
422
462
501
577
650
739
799
484
415
461
507
594
675
660
733
806
143
143
143
143
143
143
143
143
538
517
501
479
464
482
477
475
520 5144
582
5749
642
6342
700 6926
757
7494
8591
858
975 9638
1157 11575
1257 12617
286
319
352
385
416
477
535
626
679
476
532
587
642
694
795
892
1043
1132
152
152
152
152
152
152
152
152
152
514
496
482
472
463
450
440
475
474
567
5639
637
6331
704 7006
770 7657
835 8318
962 9579
1083 10773
1232 12422
1332 13474
313
352
390
425
462
532
598
671
723
522
587
650
709
770
887
997
1118
1205
173
173
173
173
173
173
173
173
173
484
468
456
447
439
427
418
429
428
440
To obtain rivet pitch in any panel divide Rivet Factor by Shear in that panel. CAliTION: Notapplicable
for rivets carrying both horizontal and vertical shearing s tresses.
Maximum Allowable Bending Moments are pcnnissible only when compression flange is fully supported
laterally.
Weight of rivets is based on spacing of 4 inches.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
106
PLATE AND ANGLE GIRDERS
32
tt
PROPERTIES OF SECTIONS
I
SHORT LEGS CONNECTED TO
WEB P LATE
%" RIVETS
We~ht
Mu.
includi ng
Allowable
per oot
0"
W.b
Plate
Two
Cover
Plates
Four
Anoles
-4 X 3 X Ji
4 X 3 X >i6
4 X 3 X %
4 X 3 X '!16
4 X 3 X %
4 X 3 X %
4 X 3 X %
4 X 3 X %
4 X 3 X %
~
-;;;
0::
.0
~
:;:
3£
x
~
;;;
5 X 37'2 X %
5 X 37'2 X %
5 X 3% X hi
5 X 372 X Y2
5 X 3% X %
5 X 3}1 X ~
5 X 37'2 X Y2
5 X 3% X %
12 X Yz
X
%
Ix
Sx
M<>-
Mu.
Allow-
Ix
Sx
ment
able
M<>ment
Maxi·
m,m
Allowable
Ri vet
Factor
Shear
-- - - - - - - -- - - - - - - Lb.
- --In.4- -I n.'
In.4
Ft. K ips
Ft. Kips Kips In. Kips
-- - - - - - - - - - - - In.'
10 X M
12 X ~
12 X %
6 X 4
Rivets
10 X %
10 X Y2
5 X 372 X Y2
6 X 4 X %
6 X 4 X J.fo
6 X 4 X %
6 X 4 X J.fo
6 X 4 X %
6 X 4 X %:
6 X 4 X Ys
6 X 4 X %
NET SECTION
GROSS SECTION
MATERI ALS
14 X Y2
14 X %
59.7
65.3
70.5
75.7
80.9
90.9
103.9
112.4
120.9
2393
2762
3119
3475
3815
4470
5115
5781
6455
150
173
195
217
238
279
315
353
391
250
288
325
362
397
465
525
588
651
2105
2429
2742
3053
3348
3916
4454
5001
5559
132
152
172
191
209
245
274
305
337
220
253
286
318
348
408
457
508
562
91
91
91
91
91
91
91
91
91
435
407
388
374
363
344
345
340
337
71.3
78.1
84.5
90.9
103.7
115.7
117.3
127.5
137.7
3178
3623
4056
4474
5291
6065
6034
7642
199
226
254
280
331
379
371
417
463
331
377
423
467
553
632
618
695
772
2856
3258
3649
4024
4755
5443
5373
6052
6746
178
204
228
252
297
340
331
369
408
297
340
380
420
495
567
552
615
680
98
98
98 .
98
98
98
98
98
98
384
368
356
348
335
326
335
331
328
85.7 4109
93.7 4618
101.3 5120
108.9 5614
116.5 6097
130.9 7028
145.3 7920
170.1
9794
182.0 10753
257
289
320
351
381
439
495
594
647
428
481
533
585
635
732
825
990
1078
3770
4239
4701
5155
5598
6450
7263
8793
235
265
392
441
490
539
582
672
757
887
965
107
107
107
107
107
107
107
107
107
354
345
337
331
326
318
313
331
329
6832
9633
294
322
349
403
454
532
579
To obtain rivet pitch in any panel divide Rivet Factor by Shear in that panel. CAUTION: N ot a pplicable
for ri vets carrying both horizontal and vertical shearing s tresses.
Maximum Allowable Bending Moments a re permissible only when compression flange is full y s upported
laterally.
Weight of rive ts is based on spacing o f 4 inches.
AMERICAN
INSTITUTE
OF STEEL CONSTRUCTION
107
PLATE AND ANGLE GIRDERS
tt
28
PROPERTIES OF SECTIONS
%" RIVETS
M ATERIALS
GROSS SECTION
W6~ht
per oot
0",
Wob
Plate
0>
-:0
0::
.,
0>
;;:
~
X
~
....
'"
Four
Angles
I
SHORT LEGS CONNECTED TO WEB PLATE
Two
Cover
Plates
including
Rivets
NET SECTION
Max.
Mal(.
Ix
Sx
Allowable
MOo
ment
Allow-
Ix
Sx
able
Mo-
mant
Maxi-
m,m
Allow-
able
Shear
Rivet
Factor
- - - - - - -- - - - - - - -- - - - - - In.4
In.4
In.3 Ft. Kips
Lb.
In.' Ft. Kips Kips In. Kips
- - - -- - -- - - - - - -
4 X 3 X M
4 X 3 X \i.
4 X 3 X %
4 X 3 X '!{6
4 X 3 X Yo
4 X 3 X %
4 X 3 X Yo lOx ~
4 X 3 X Yo 10 X %
4 X 3 X Yo 10 X Y2
55.4
61.0
66.2
71.4
76.6
86.6
99.6
108.1
116.6
1736
2014
2283
2551
2806
3298
3804
4314
4836
124
144
163
182
201
236
267
300
334
207
240
272
303
335
393
445
500
557
1523
1768
2003
2238
2460
2887
3299
3719
4150
109
126
143
160
176
206
232
259
286
182
210
238
267
293
346
387
432
477
111
111
111
111
111
111
111
11 I
111
363
341
327
316
307
296
295
292
289
5 X 3J,t2 X ~
5 X 3}1 X Va
5 X 371 x}Js
5 X 3Y, X Y,
5 X 331 X %
5 X 371 X %
5 X 3J.t2 X Yz 12 X M
5 X 37'1 X Yz 12 X Y2
5 X 372 X Yz 12 X Yo
67.0
73.8
80.2
86.6
99.4
111.4
113.0
123.6
133.8
2326
2661
2987
3300
3912
4492
4497
5110
5736
166
190
214
236
279
321
316
356
396
277
317
357
393
465
535
527
593
660
2090
2393
2688
2969
3518
4035
3992
4515
5050
149
171
192
212
251
288
280
314
348
248
285
320
353
418
480
467
523
580
112
112
112
112
112
112
112
112
112
324
311
302
296
286
279
287
284
283
6 X 4 X %
6 X4 X ~
6 X 4 X Yo
6 X4 X %
6 X4 X %
6 X4 X %
6 X 4 X Y,
6 X4 X %
6 X4 X %
81.4
89.4
97.0
104.6
112.2
126.6
141.0
165.8
177.7
3024
3407
3783
4153
4515
5210
5876
7358
8099
216
243
270
297
322
372
420
507
360
405
450
495
537
620
700
845
923
2778
3131
3479
3819
4153
4790
5399
6593
7241
198
224
248
272
296
342
385
454
496
330
373
413
453
493
570
641
756
827
112
112
112
112
112
112
112
112
112
301
293
287
282
279
273
268
286
284
14 X Y,
14 X %
554
To obtain rivet pitch in any panel divide Rivet Factor by Shear in that panel. CAUTION: Not applicable
for rivets carrying both horizontal and vertical shearing stresses.
Maximum Allowable Bending Moments are permissible only when compression flange is fully supported
laterally.
Weight of rivets is based on spacing of 4 inches.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
108
PLATE AND ANGLE GIRDERS
24
IT
i x-· -- x
PRO PERTIES OF SECTIONS
:[
S HORT LEGS CONNECTED TO WEB PLATE
~If RIVETS
GROSS SECTION
MATERIALS
We~ht
per oot
0"
W,b
Plate
Four
Angles
including
Tw,
Gover
Plates
Rivets
---
Lb.
4 X 3 X J4
4 X 3 X Vt6
4 X 3 X Ys
4 X 3 X li6
4 X 3 X Y,
4 , 3 X %
4 X 3 X Y,
4 X 3 X Y,
4 X 3 X Y,
~
5 X 3Yz X %
.0
5x3Y2xBij
~
5 X 3% X Yz
5 X 3Yz X %
~
~
~
SR
N.
'"
6 X 4 X %
6 X 4 X '!16
6 X 4 X Y,
6 X 4 X %;
6 X4 X %
6 X 4 X ii
6 X 4 X J1i
6 X 4 X%
6 X4 X %
S,
Allowable
M ,mont
I,
S,
mom
able
Allowable
M~
Shear
AUow_
,
Rivet
Factor
mont
- -- - - - - - - - - - -- - - - - - In.4
In.3 Ft. Kips
In.4
In,3
Ft. Kips Kips I n. Kips
- - - - - - - - - -- - -- - - - - - -
10 X Yz
1201
1401
1594
1787
1970
2322
2705
3084
3470
100
117
133
149
164
194
221
249
278
167
195
222
248
273
323
368
415
463
1051
1229
1399
1569
1729
2035
2335
2648
2966
87
102
116
131
144
169
191
214
237
145
170
193
218
240
282
318
356
395
95
95
95
95
95
95
95
95
95
296
280
269
261
255
246
248
245
243
12 X Y.i
12 X %
12 X Yz
62.8
69.6
75.8
82.4
95.2
107.2
108.8
11 9.0
129.2
1624
1865
2098
2322
2761
3172
3204
3659
4123
135
155
175
194
230
264
262
296
330
225
258
292
323
383
440
464
493
550
1461
1679
1890
2092
2487
2854
2834
3222
3619
122
140
158
174
207
238
231
260
289
203
233
263
290
390
397
385
433
482
95
95
95
95
95
95
95
95
95
267
257
251
245
238
233
240
239
238
14 X Yz
14 X %
77.2
85.2
92.8
100.4
108.0
122.4
136.8
161.6
173.5
2124
2398
2666
2931
3189
3683
4156
5290
5842
177
200
222
244
266
307
346
423
463
295
333
370
407
443
512
577
705
772
1956
2210
2458
2703
2941
3396
3829
4717
5212
163
184
204
225
245
283
319
377
413
272
306
340
375
408
471
530
628
688
95
95
95
95
95
95
95
95
95
249
244
239
236
233
228
224
232
232
10 X ~
10 X Ys
5x3Y2x~
5 X 3)1 X Yz
5x3 )1 xYz
5 X 3Yz X Yz
I,
Maxi-
Max.
51.2
56.8
61.0
67.2
72.4
82.4
95.4
103.9
112.4
5x3Yzx§{6
c::
NET SECTION
Max .
To obtain rivet pitch in any panel d ivide Rivet Factor by Shear in that panel. CAUTION: Not applicable
for rivets carrying both horizontal and vertical shearing stresses.
Maximum Allowable Bending Moments are permissible only when compression flange is fully supported
laterally.
Weight of rivets is based on spacing of 4 inches.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
109
==-~
PLATE AND ANGLE COLU MNS
•
PROPERTIES OF SECTIONS
I"
t x--- .- · - x
~
S H OR T
+
LEGS CO N NECTED
MATERIAL
Total
DO'
W,b
Plate
Four
Angles
Two
Cover
Plates
Depth
Weight
PO'
Foot
TO
.-JL
W EB P L A TE
AX I S
X- X
AXIS
v -v
Gross
Area
r
r
I
S
I
S
-- -- -- -- -- - - -- -- -I n.2
In.3
Lb.
In.4
In.4
In: 3
-- -- -- - - -- -- - - --
'0.
'0.
'0.
24
23%
23 X
23 X
91 4
894
874
850
268.9 21808 1817.3
262.9 20951 1764.3
256.9 2011 4 1711.8
249.9 19407 1651.7
9.01
8.93
8.85
8.81
9677
9389
9101
8135
806.4
782.4
758.4
707.4
6.00
5.98
5.95
5.70
8xaxlYs 23 X 3 % 23,.
227'2
830
81 1
791
772
244.2 18615 1601.3
238.4 17846 1551.8
232.7 17095 1502.9
226.9 16358 1454.0
8.73
8.65
8.57
8.49
7881
7627
7374
71 20
685.3
663.2
641.2
619.1
5.68
5. 66
5.63
5.60
16 X 1 Ys 8x8xl
23 X 3Ys 22%
23 X 3
22X
22 X 3
22X
754
734
714
221.8 16773 1474.5
216.0 16037 1425.5
210.0 15462 1374.4
8.70
8.62
8.58
7211
6957
6198
627.0
605.0
563.5
5.70
5.67
5.43
8x6x l
22 X 3 Ys 21 %'
22 X 3
21X
22 X 2 % 21 ,.
22 X 2% 21
22 X 2% 20%
22 X 27'2 20X
22 X 2 7'2 20X
22 X 2% 20,.
2 1 X 2 Ys 20,.
20 X 2% 20,.
20x 2~ 20
19 X 27a' 20
695
677
658
639
621
602
581
563
547
524
507
491
204.5 14396 1323.8
199.0 13753 1279.3
193.5 13136 1236.3
188.0 12522 1192.6
182.5 11924 1149.3
177.0 11338 1106.1
170.9 111 19 1084.8
165.4 10549 1041.9
160.7 10168 1004.2
154.0 9937 981.4
149.0 9429 942.9
144.5 9073 907.3
8.39
8.31
8.24
8.16
8.08
8.00
8.07
7.99
7.96
8.03
7. 95
7.92
6386
6164
'942
5721
5499
5277
5171
4949
4400
4001
3834
3406
580.5
560.4
540.2
520.1
499.9
479.7
470.1
449.9
419.0
400.1
383.4
358.5
5.59
5.57
5.54
5.52
5.49
5.46
5.50
5.47
5.24
5.10
5.07
4.86
19 X 2,. 19
18 X 2 ,. 19
488
473
143.5
139.0
7999
7682
842.0
808.6
7.46
7.43
3406
3021
358.5
335.7
4.87
4 .66
19
18%
461
446
135.7
131.2
7533
7132
792.9
760.8
7.45
7.37
2933
2812
325.9
312.4
4.65
4 .63
19
18X
18
428
399
371
125.9
11 7.4
108.9
7130
6383
5675
750.5
690.1
630.6
7.53
7.37
7.22
2536
2332
2127
298.4
274.4
250.2
4.49
4.46
4.42
17 X 1% 17%
17x 17'2 17X
17 X 1 % 17,.
17 X 1M 17
17 x l Ys 16%
359
345
330
316
301
105.6
101.3
97.05
92.80
88.55
5352
603.0
573.9
545.0
516.5
488.0
7.12
7.04
6.95
6.88
6.79
2033
1931
1828
1726
1623
239.2
227.2
215.1
203 .1
190.9
4.39
4.37
4 .34
4.31
4.28
16 X 1 % 8x8xl Ys 24 X 3%
24 X 3 78
24 X 3X
23 X 3X
16 X 1 %
23 X 3U 23
23 X 3Ys 22%
23 X 3
15 X 1
8 x 6xl
8x6x;Y8
8x4xl
14 X 1
8x4xl
14xl7fj 8x4x ~
18 X 2 ,.
18 X 2 Ys
14 X %
8x 4 xys
17 X 2,.
8x4x Ys
17 X 2
17xl%,
8x4x ys
14 X 1~
8x4x ys
5022
4701
4390
4087
Properties are given (or gross section: properties of net section must be used if extreme fibers are in tension.
Weights given do not include rivet heads.
A MER ICAN
I N S TIT U T E
OF S TEE L
C O N STRUCTIO N
110
'r
'-.,
PLATE AND ANGLE COLUMNS ~
..JL
+
X-X
AXIS V - V
Two
Cover
Four
Angles
Plates
Weight
pO'
Depth
Foot
-- - -
'0.
17
16)1
16)1
16Ji
16 x%'
16x 1!.{6
16
15Ys
14x%
14 x %
14 x %
14 x % 7 X 4 X % 16 X Us
14 x Y2 7 X 4 X % 16 x Y2
7 X 4 x % 15 X U6
7 X 4 X % 15 x ~
7 X 4 X % 15 x Ys
14 X % 7x4x Va
14x )1 7 x 4 x %
15%
15%
287
265
249
236
229
219
212
202
192
15%
15%
15)1
15%
15Ji
15Ji
14)1
14)1
186
176
166
157
150
142
139
128
14 72
123
11 2
14x 1!16 7 X 4 X ~
7x4x %'
7 x 4 x .%' 16 X %
7x4x% 16 X %
7 X 4 X % 16 x %
14 X %
1.4 X )1
14 X Va
14 X ~6
12 X %
12 X %
12x'U6
7x 4X%
7x 4x %
7 X4 X%
7x4x?{6
7 x4x )1
6x4xY2
6x4x?{s
5x3 )1x )1
5x3 )1 x U.
5x3 Y2x %
4x3xUs
4x3X%
4x3x %
-
16Ys
-
14 71
-
14)1
14)1
14)1
14)1
-
-
-
4 X3 X~
6 x 4 X % 13 X %
6 X 4 X % l3 x %
6 x 4 X % 13 x %
6 X 4 X % 13 x Yz
1472
14)1
14)1
14)1
14%
14)1
14 )1
14)1
14
14
13%
13)1
-
Lb.
8x4x %' 16 x 1 ~
7x4x Ys 16 X 1
7x4x%, 16 x 1
7 x4x% 16 X Va
7 x4x%, 16 x l~
14 X %
JL
SHORT LEGS CONNECTED TO WEB PLATE
Total
0",
•
~
PROPERTIES OF SECTIONS
MATERIAL
W.b
Plate
U
1; x--- f-- - x
104
97.9
89.5
82.7
75.1
72.3
65.9
59.5
57.1
51.9
48.9
43.7
191
177
161
147
AXIS
G....
Am
I
5
r
474.7
424.2
404_2
377.5
363.5
348.5
335.2
320.1
305.2
6.92
6.70
6.75
6.65
6.60
6.58
6.53
6.51
I
r
5
--In.2- - In.4- - In.3- - - -In.4- -In.3
- - - - - - - '0-- - - - - -'084.26
77.94
73.26
69.26
67.26
64.39
62.39
59.51
4035
3500
3335
3067
2931
56.84
54.67
51.80
48.92
46.05
44.17
41.73
40.69
37.76
36.01
32.92
30.48
28.73
26.25
24.25
21 .97
21.25
19.37
17.45
16.73
15.17
14.30
12.74
56.26
51.94
47.20
43.19
2384
2347
2210
2072
1903
1794
1700
1489
1348
2788
2661
2521
1324
1171
1078
1049
953
856
770
745
673
597
572
509
495
431
1742
1634
1460
1300
298.0
282.9
267.4
247.5
235.3
223.0
205.4
185.9
182.6
161.5
148.7
144.7
131.4
118.1
106.2
102.8
92.8
82.3
78.9
70.2
68.3
59.4
248.9
233 .4
212.4
192.6
6.49
6.55
6.53
6.51
6.43
6.37
6.38
6.05
5.98
6.06
5.96
5_95
6.04
6.03
5.94
5.92
5.92
5.89
5.85
5.85
5.79
5.88
5.81
5.56
5.61
5.56
5.49
661
566
531
499
180.9
144_8
136_3
125.6
120.3
114.3
108.9
102.9
96.9
94.5
88.6
82.6
75.5
70.8
66.5
437
386
375
320
288
280
249
160
139
94.7
82.3
70.6
43.6
37.3
36.3
30.3
60.8
53.2
52.2
44.1
39.7
39.0
34.6
25.9
22.5
18.3
15.9
13.6
10.4
8.9
8.7
7.3
540
495
442
393
83.1
76.2
68.0
60.5
1447
1158
1090
1005
962
914
871
823
775
756
709
4_14
3_86
3_86
3_81
3_78
3.77
3.74
3.72
3.70
3.72
3.70
3_68
3.51
3.47
3.46
3.28
3.20
3.23
3.12
3_08
3.12
3.08
2.57
2.52
2.11
2.06
2.01
1.61
1.57
1.59
1.54
3.10
3.09
3.06
3.02
Pro~i es are given for gross section ; properties of net section must be used if extreme fibers are in tension.
WeIghts given do not include rivet heads.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
,
111
y
'1+ x--- - --x PLATE AND ANGLE COLUMNS
•
•
PROPERTIES OF SECTIONS
J~
SHORT LEGS CONNECTED TO WEB PLATE
y
MATERIAL
Total
0"
Wob
Plats
12 X Yz
Four
Angles
- '0-.
Foot
A XIS X - X
AXIS V - V
Gross
Area
I
S
r
I
S
--- -'0I n.2
In.4
Lb.
In.'
. In.4 In.3
-- -- -- -- - - -- - ---- -- --
r
-.
-'0-
-
12)1
134
120
100
92.8
39.20
35.36
29.44
27.24
1145
1017
741
683
172.8
155.0
118.6
109.3
5.41
5.36
5.02
5.01
344
300
206
186
52.9
46.2
33.0
29.8
2.96
2.91
2.65
2.61
-
12)1
12}2
12 )1
12)1
12)1
87.7
80.1
72.5
64.5
63.3
25.74
23.50
21.22
18.94
18.62
665
605
544
481
476
106.4
96.8
87.0
77.0
76.2
5.08
5.07
5.06
5.04
5.06
180
160
139
119
82.3
29.1
25.9
22.5
19.2
15.9
2.64
2.61
2.56
2.51
2.10
-
12)1
12)1
12 )1
12 )1
12)1
60.8
54.4
52.0
46.8
41.6
17.87
15.95
15.23
13 .67
12.11
467
41 2
395
350
304
74.7
65.9
63.2
56.0
48.6
5.1 1
5.08
5.09
5.06
5.01
80.7
69.2
42.4
36.3
30.3
15.7
13.4
10.2
8.7
7.3
2.13
2.08
1.67
1.63
1.58
11 X 1>16 11 %
136
39.81
898
151.2
4.75
276
50.2
2.63
6 X4 X~
6x 4 x )1
6x 4 x ~6
6x 4 x Ys
5x3J1x ~
12 X %
Depth
po<
6 x 4 X % 13 x % 1374'
6x 4 xUs 13 x ~6 13»
12 72
6x 4 x Ys
6 X4 X ~
12 x %
Two
Cover
Plates
Weight
5x3 )1x U.
5x3%x %
4 x3x,!{s
4x3x 78
4 x3x ~6
--
10 X )1
5x3 )1x %
10 X '!{6
5x3 }2x % 11 x U6
5x3 )1x )1 11 X?{6
11 %
11 %
124
111
36.43
32.75
798
734
137.3
126.3
4.68
4.73
245
221
44.5
40.2
2.59
2.60
5x3 )1x )1
5x3Yzx Yz
11 x Us
11 x ~6
11 %
-
11 »
10)1
99.9
90.5
80.0
29.38
26.63
23.43
637
551
413
112.0
99.1
78.7
4.66
4.55
4.20
192
164
118
34.9
29.8
22.7
2.55
2.48
2.25
5x3 )1x )1
5x3Yzx 'Us
-
10)1
65.0
58.6
19.13
17.25
344
310
65.5
59.0
4 .24
4 .24
92.7
80.7
18.0
15.7
2.20
2.16
5x3)1x %
-
10 X %
5x3Yz x %
10 X ~
10 X %
10%
4x3 x!1s
4 X3 X%
4 X3 X~
4x3x }i
--
10)1
10 )1
10 )1
10 )1
10)1
50.1
47.7
42.5
37.3
31.7
14.70
13.98
12.42
10.86
9.26
269
257
227
196
164
51.2
49.0
43.2
37.3
31.2
4.28
4.28
4.28
4.25
4.21
67.8
41.4
35.4
29.6
23.7
13.2
10.0
8.6
7.2
5.7
2 .15
1.72
1.69
1.65
1.60
8x %
4 X3 X%
4 x 3x Yz
-
8 )1
871
64.6
54.6
18.92
16.00
209
178
49.2
41.9
3.32
3.34
62.7
50.1
15.0
12.0
1.82
1.77
8 x Us
4 x3x U6
-
8 )1
8)1
47.7
42.5
13.98
12.42
158
140
37.2
32.9
3.37
3.36
42.4
36.3
10.2
8.7
1.74
1.71
4 X3 X~
-
8 )1
8 )1
8 )1
8)1
35.6
30.0
29.2
24.8
10.36
8.76
8.48
7.24
118
99.7
91.2
76.5
27.8
23.5
21.5
18.0
3.38
3.37
3.28
3.25
29.6
23.7
12.9
10.3
7.2
5.7
4.1
3.3
1.69
1.65
1.23
1.19
8 X%
4 X3 X %
4x3 xfri
3x2 7':2 x U6
3x2 )1x %
Properties are li:iven for ~ross section ; properties of net section must be used if extreme fibers are in tension.
Weights given do not in udc rivet heads.
AMERICAN
INSTITUTE OF STEEL CONS TR UCTION
112
T
' - - . ,------l
COVER PLATED
I
x- - - ~--x
W
COLUMNS
r- '--'
,
~
PROPERTIES FOR DESIGNING
W' 320
14
COVER PtA T£S
Width
I Thickness
CORE SECTION
AXIS X-X
Total
Depth
d
Total
Weight
PO'
Foot
Total
Area
AXIS V - V
I
1
S
r
1
S
r
- - - --- - - - --- - - - - - - - - - - - - - --
".
In.4
". -".-- - lb.
". - - - - - --- - -- - -- - - - - - - - ".
24
3%
In.3
268.1
262.1
256.1
250.1
244.1
238.1
22497
21638
20797
19973
19166
18377
1870
1818
1765
1714
1662
1611
9.16
9.09
9.01
8.94
8.86
8.79
9987
9699
9411
9123
8835
8547
832
808
784
760
736
712
6.10
6.08
6.06
6.04
6.02
5.99
22.81
22.56
22.31
789
770
750
232.1
226.4
220.6
17784
17044
16321
1559
1511
1463
8.75
8.68
8.60
7719
7465
7212
671
649
627
5.77
5.74
5.72
171
22.31
22.06
21.81
21.56
21.31
21.06
20.81
20.56
20.31
20.06
19.81
731
71 3
694
675
657
638
619
601
582
563
544
215.1
209.6
204.1
198.6
193.1
187.6
182.1
176.6
171.1
165.6
160.1
15791
15115
14453
13806
13175
12558
11955
11367
10792
10232
9686
1416
1370
1325
1281
1236
1193
1149
1106
1063
1020
978
8.57
8.49
8.41
8.34
8.26
8.18
8.10
8.02
7.94
7.86
7.78
6515
6294
6072
5850
5628
5406
5184
4963
4741
4519
4297
592
572
552
532
512
491
471
451
431
411
391
5.50
5.48
5.45
5.43
5.40
5.37
5.34
5.30
5.26
5.22
5.18
1)1
1%
1J4"
19.81
19.56
19.31
524
507
490
154.1
149.1
144.1
9182
8697
8225
927
889
852
7.72
7.64
7.55
3635
3468
3302
364
347
330
4.86
4.82
4.79
17i
19.31
19.06
18.81
473
458
442
139.1
134.6
130.1
7817
7403
6999
810
777
744
7.50
7.42
7. 33
2850
2729
2607
317
303
290
4.53
4.50
4.48
3
2Ya
2~
2J4"
2%
2)1
2%
2J4"
2Ys
2
1 Ya
1%
1%
20
18
In.3
912
891
871
850
830
810
3%
3J4"
3Ys
3
22
In.4
24.06
23.81
23.56
23.31
23.06
22.81
3Yz
23
In.l
1 Ys
1
Pro~rties are given for gross section; properties of net section must be used if extreme fibers are in tension.
WeJg hts given do not include rivet heads.
For properties and dimensions of 14 w: 320, see pages 18 and 19.
AMERICAN
INST ITUTE OF STEEL CONSTRUCTION
11 3
, ,1""-',
1!
,, 4,"- "-- ___
'
I
k
~ \18
:i----. :t' _*-_
:
COVER PLATED
W COLUMNS
'?,
_,2" '
8
",
I
/
~
I
DIMENSIONS FOR DETAI LI NG
,
>
/
:-",," -a -~
14 W
3 20
COVER PLAT ES
Wid th
T hickness
DIMENSIONS
Total
Depth
d
'0.
'0.
'0.
24
3%
24
372
23%:
3%
3Ys
3
23 Y2
23 )4
23
22,.
3
2%
22»
2~
227:i
2%:
22 )4
22
21,.
37i
23
22
2%
2»
2%
2)4
2 Ys
2
1%
1,.
1%
1»
20
18
CO RE SEC T IO N
22 ~
21 71
21)4
21
20,.
20 »
20 )4
20
19K
Total
We~ h t
U sual
Distance
Flange
Flange
Gage
per oot
Thic kness
L b.
'0.
'0.
'0.
'0.
'0.
51 ~
11
11
11
11
11
11
6%
6U,
34
33 Ys
33,.
33»
33%
33 Ys
3-5 »-3
3-5 >--2-3
3-5» -3
3-5» -3
3-5» -3
3-5 71- 3
32»
32)4
32Ys
3-5%-3
3-5»-3
912
891
871
850
830
81 0
789
770
750
731
71 3
694
675
657
638
619
601
582
563
544
1»
19~
1%
197'2
1)4
19)4
524
507
490
1)4
l Ys
1
19)4
19
18,.
473
458
442
5%;
5Us
5Us
5%
5!{6
5J.1s
a
k
6~
5 1~
5 1;{6
5 1!{6
5 1!-{6
10»
10»
S%
41 ;{ij
10 72
5 ~6
4 1~
10
10
10
10
10
10
10
10
10
10
10
SUs
4 1~
4 1!{r;
4\!{6
4U6
4l{,
4~
4 !{G
3 1U6
3 1;{6
3 1!.{6
3%
3'Ws
3U6
3%;
3l{,
3 ;{s
3 ~,
9
9
9
8
8
8
m
3-5 71 -3
5~
31 %
31 )4
31
5!16
30Ys
4 1~
4?{6
4U6
30,.
30»
30%
30Ys
30
4l{,
29%
4~6
29%
3-5»-3
3-5» -3
3-5Yz-3
3-5» -3
3-5» -3
3-5» -3
3-5Yz -3
3-5» -3
3-571-3
3-5» -3
3-5Yz-3
4%
28 )4
28
27Ys
3-5» -3
3-5»-3
3-5»-3
26 »
26 )4
26 Ys
3-5» -3
3-572- 3
3-5»-3
5l{,
41;{G
41 !{6
4 ~,
31 ~6
3 1~
3 1;.(6
3 1!16
Propert ies are given for g ross section; properties of net section m ust be used if extre me fibers are in tension.
Weights given do not include ri ve t hea ds.
For properties and d imensions o f 14 V<F 320, see pages 18 and 19
A M ER IC A N
I NSTITU TE O·~ S T EEL CONSTRU C TION
114
PROPERTIES OF TWO ANGLES AND ONE PLATE
y
lit
Back of Angles:..
I
'iO~~"'o"""o
..o. .
oooo~
x---
.
....-,
------+'-x
,iY,
_ _________ -1..
y
Size
Plate
Angles
Size
'0.
'0.
Gross
Area
Strut
Area
In. 2
In.2
AX I S X-X
I
In.4
Sl=I/ Yl Sz=I / yz
In.3
In ,J
.AXIS Y_V
r
y.
r
'0.
'0.
- --
----
-- - - -
'0-
14.59
246.2
86.1
21.6
3.83
2.86
3.31
8 x4 XY2
16.75
13.59
3.03
2.82
239.1
78.9
21.3
3.90
15.75
7 x4 Xy,
12.59
71.7
20.9
3.96
3.22
2.33
14.75
230.9
6 x4 Xy,
10_91
221.2
64.7
20.4
4.09
3.42
1.89
13.25
5 X 3% X Y2
12.33
x4 x%;
14.49
232.6 72.9"" """2D) 4.01 3.19 2.74
14 X % 7
11.45 224.7
4.06
13.61
66.3
20.7
3.39
2.26
6 x4 X Us
9.97
20.2
4.18
5 X 3% X !{6
12.31
215.3
59.8
3.60
1.83
7 x4 X %- 13.21 11.05
225.0 66.0 2D.8 4:"i"3"" 3.41 2:66
10.31
12.47
60.2
20.4
4 .1 7
3.60
2.19
6 x 4 x%
216.7
9.01
54.3
19.9
4.28
3.82
1.77
11.35
207.5
5 X 3Y2 X Ys
15.74
6 x4 x%
65.9 20T 3.39 2.90 2.36
16.62
191.0
3.Q7
13.81
5 X 3yz X % 14.94
3.50
1.93
59.5
19.9
182.7
11.99
52.5
19.3
3.62
4 x3 x%
3.30
1.50
13.24
173.1
6 x4 X y,- 15.50 14.62
20.2
3.47
3.03
2.31
186.5
61.5
12.87
5 X 3Y, X Y,
14.00
3.20
1.88
177.9
55.6
19.7
3.57
12 X Y2
11.25
4 x3 xy,
12.50
49.1
19.1
3.67
3.43
1.46
168.4
13.48
6 x4 x~
57.1
19.9 3.55 "'3.i7 224
14.36
180.9
11.93
19.4
3.35
1.81
5 X 3% X ~
13.06
172.9
51.6
3.64
10.49
3.74
45.5
1.40
4 x3 x!16
11.74
163.6
19.0
3.60
13.55
6 x 4 xy,
169.0
59.1
18.0
3.39
2.86
2.35
14.75
11.83
3.03
1.91
17.5
5 X 3% X 72
13.25
161.7
53.4
3.49
10.22
1.48
4 x3 xy,
11.75
153.1
47.1
17.0
3.61
3.25
12.41
6 x4 xT16
164.4 54.8 -----;7,8 3.48 3.00 2.28
13.61
5 X 3Y.; X %;
10.89
157.1
49.6
17.3
3.57
3.17
1.85
12.31
12 X !16
9.46
4 x3 x~
3.40
1.43
148.7
43.7
16.8
3.68
10.99
6 x4 x%
3.18
2.20
12.47 ----,-,-:v 158.7 49.9 17.5 3.57
9.93
17.0
3.65
3.35
1.78
5 X 3% X Ys
11.35
151.2
45.1
8.68
3.74
1.37
4 x3 x%
16.5
3.59
143.1
39.9
10.21
11.45
6 x4 X 'U6
12.86
147.0 52.3" ----;s:s 3.3i"l" 2.81 2.33
9.97
15.1
3.49
1.89
5 X 3% X U6
11.56
140.5
47.3
2.97
8.55
4 x3 X Us
14.7
10.24
3.20
1.46
133.4
41.7
3.61
- 6 x4 x%
10.31
47.7 -----;s:3 3.48 2.98 2.28
142.0
11.72
9.01
5 X 37'2 X % 10.60
135.7
43.1
14.9
3.58
3.15
1.83
12 X Ys
7.77
4 x3 x%
38.0
14.5
3.68
3.38
1.40
9.46
128.4
7.41
372 X 3 x%
9.10
124.5
35.4
14.3
3.70
3 .52
1.19
8.03
5 X 3Yz X ~
1.75
9.62
129.5 3ilA ----,-;r.s 3.67
3.37
6.99
1.34
34.0
14.2
3.76
3.61
4 x3 X ~6
8.68
122.7
6.67
3.74
1.13
3)1 X 3 X§{6
8.36
118.7
31.7
13.9
3.77
5 x3 Y, x %- --"'9.85 ----s:21 ----,--;a:s 40:8 1"2:7 3A7 2.91
1.87
6.99
4 x3 x%
12.4
3.14
1.45
8.71
11 2.9
36.0
3.60
6.63
3.27
1.22
3Y, X 3 x%
8.35
109.4
33.5
12.2
3.62
7.23 """""ff3.4 36.1 "12:4 3.57
3.14
1.81
5 X3 % X;}6
8.87
12 X ~6
6.21
12.2
3.36
1.39
4 x3 x%
7.93
108.0
32.1
3.69
3 }.-2 X 3 X U6
104.4
3.50
1.17
5.89
7.61
29.9
12.0
3.71
3 X 271 X %
6.99
5.15
100.8
27.5
3.80
3.67
0.98
11 .7
I
Note: "Strut Area" is that remaining after deduction (A. L S. C. Spec.. $ect. 18 (e» of plate width (as
measured from free edge to center of ri vet) in excess of 16 times thickness: and therefore available in resistance
to compression.
AMEPICAN
INSTI TUTE OF STEEL CONSTRUCTION
115
PROPERTIES OF TWO ANGLES AND ONE PLATE
y
4~~~,**rt''lo"c~~~~=r-=--'
x- · · _· __ ·-x-x
,
,iY
2
__ __ _ ___ ___t. _
v
Size
Plate
Size
Angles
Gross
'".
'".
In.2
12 X ~
lO x %
10 X ;u
10 x li
9 X }(6
9x M
Area
AX1S
x-x
/lX IS Y _ V
- -r
y.
- - - - - - - - --- - - - - -In.2
In.4
In.3
I n.3
--- --- --- --- --- --- - -Strut
Area
- -- -
I
Sl = I/ Yl Sz=I/yz
r
'".
'".
'".
1.31
5.41
3.64
4 x3 xli
7.13
101.7
28.0
11.8
3.78
1.10
5.15
3% X 3 x li
6.87
98.4
26.1
11.6
3.78
3.77
0.92
4.53
3 X 27'2 X 3{
6.37
94.7
24.0
11.4
3.86
3.95
5 x 3" X %
9.85 9 .0 1 82.3 32:5 ~ 2.89 2.53 ---,-:sg
1.46
8.71
7.77
77.7
2.99
2.70
4 X 3 X %
10.3
28.8
1.24
8.35
7.41
75.5
3.01
2.82
26.8
10.2
3" X 3 X %
5 x3% x ~
8.87 s:D3 78.'7 """"29.1 10.4 2.98 2.70 ---,-:s2
1.40
4 x3 x ~
7.93
6.99
2.88
10.1
3.06
74.4
25.8
3 }2 X 3 x ;(s
7.61
6.67
1.19
3.00
72.0
24.0
9.9
3.07
0.99
3.13
6.99
5.91
69.2
22.2
9.7
3.15
3 X 272 X ;(s
5 X 371 X % 9.23 8.21 . 72.3 30:8 ~ 2]Q 2.'35 1.§4
4 X 3 X %
8.09
6.99
68.2
2.91
2.51
1.50
27.2
8.8
1.27
7.72
6.63
2.93
2.62
66.1
25.2
8.7
3" X 3 x %
1.08
6.97
5.75
63.7
3.02
2.75
3 X 272 X Ys
23.2
8.5
5 X 372 X ~
8.25 7.23 69.2 27.6 ---s:9 2.90 2.51 ----,:s]
4 x3 x ~
6.21
2.68
1.45
7.30
65.4
24.4
8.6
2.99
1.22
5.89
6.99
63.3
22.6
8.5
3.01
2.80
3" X 3 X ;.(6
6.36
5.15
1.02
3 X 2 % X ;{6
61.0
20.9
8.3
3.10
2.92
4 x3 x li
6.50 5.41 61:B 21.3 ~ 3:08 2.91 ~
6.25
5.15
59.6
3.09
3.02
1.16
371 X 3 X ~
19.8
8.2
5.74
4 .53
57.5
3.16
3.15
0.96
3 X 272 X ~
18.3
8.1
4 x3 x.%
5.88 4:75 52.8 """19.9 7:D 3.00 2.66 1.42
5.62
4.49
1.20
· 51.0
18.4
6.8
3.01
2.77
3Y2 X 3 x M
3.90
3.10
2.90
1.01
3 X 2% X 74'
5.12
49.3
17.0
6.7
5 X 3}2 X ;W
7.93 7.23 52.3 23.4
7.4 2.57 2.23 """"f:91
1.48
4 x3 x %
6.99
6.21
49.0
20.8
7.1
2.65
2.36
1.24
6.67
5.89
47.5
19.2
7.0
2.67
2.47
331 X 3 x~
1.05
3 X 2% X ~
6.05
5.15
45.7
17.8
6.8
2.75
2.57
6.19 5.41 46.4 """"""f8.1 ----s:9 2.73 2.66 1.40
4 x3 xli
44.8
1.18
5.15
2.75
2.67
5.93
16.8
6.8
3" X 3 xli
0.99
2.82
3 X 2" X li
5.43
4.53
43.2
15.5
6.7
2.78
4 x3 x li
5.63 4:75 39.6 ---,--s:g 5 T 2.65 2.34 """"1:42
5.37
4.49
38.3
15.6
5.6
2.67
2.45
1.22
3% X 3 xli
1.03
4.87
3.90
36.9
14.5
5.5
2.75
2.55
3 X 2% X .%
4 x3 X ;.(6
6.68 8.21 35.7 ---;7,3
2.31 ""2.07 1.51
6.36
5.89
34.4
5.7
2.33
2.16
1.27
15.9
3" X 3 X '16
5.74
5.15
5.5
2.40
2.23
1.08
33.1
14.8
3 X 2% X '16
4 x 3 x li
5.88 5.41 33.7 ---,--s:,-- 5:li 2.39 2.23 ~
1.21
5.62
5.15
32.5
14.0
5.5
2.40
2.33
3" X 3 x li
1.02
3 x 27'2 x ~
5.12
4.53
31.3
13.0
5.4
2.47
2.41
4 x3 x M
5.38 4.75 2if.9 ~
2:32 2.05 ---,-:;t8
2.44
1.25
2.33
5.12
4.49
27.9
13.0
4.6
3% x 3 x li
2.21
1.06
3 x 2Y2 x 7i
4.62
3.90
26.7
12.1
4.4
2.41
4.87 ""4.49 19.5 ---,-0:5
3.6 2.00 1.85 1.28
3% x 3 x li
1.09
3 x 2% x .%
4.37
3.90
18.7
9.8
3.5
2.07
1.90
--s:s
ax ~
8 x li
7 xli
-----v-
Note : " Strut Area " is tha t re maining after deduction (A . !, S. C. Spec. Sect. 18 (c) ) of plate width (as
measured from free edge to center of rivet) in excess of 16 times thickness ; and theJ"erO£~ available in resistance
to compression.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
116
y
R
b
WIDE FLANGE BEAMS
AND CHANNELS
-
x. ~x'Z....,.
~,
xt-
¥.'
?
l--~x
0
c
r
"' ~" 1?
,I
~;:)15
1 1
C"2 c
PROPERTIES OF SECTIONS
& ~ &:
Y
AXIS
Size and Weight
Total
Weight
".m
Chan~e l
Lb.
10"-21
25
29
8"-11.5
11 .5
11.5
32.5
36.5
40.5
12/1-27
31
36
8"-11.5
11.5
11.5
Total
29.1
56.5
65.4
29.'
34.8
39.6
11 .33
33.3
46.8
78.4
12.48
38.6
45.1
52.7
59.6
86.5
96.0
9.55
10.71
11.89
38.5
42.5
47.5
13.95
90.3
14.53
66.2
72.8
100.2
109.0
13.95
15.1 3
16.24
56.5
64.5
64.'
78.5
87.3
93.7
11 2.4
123.7
135.1
12.17
45.5
49.5
13.36
16"-36
8"-11 .5
11.5
10"- 15.3
47.5
51.5
45
50
50
18" -
50
50
55
55
18"-60
60
64
64
21'" -62
62
62
68
68
73
73
~ - 76
76
84
84
94
94
94
17"- 94
94
102
102
II.
114
72.5
58.8
41.5
11.5
11.5
16"-45
20.7
25.6
41.4
48.0
54.1
8"- 11 .5
55.3
I
51 ".-
I
52 =-
18.2
11.8
12.3
12.8
V-V
83 -!.
y, . "
r
., r X, b
Y.
- -- - - -- -- - --10.
In,]
10.
10.
In.'
10.
In. 3
10.
In. 3
In.l
In.2
-- - - ------ - Area
14"-30
3'
38
40
40
AX I S
X-X
I
S1 - ! 52=-Y,
Y,
3.54
3.72
3.83
5.78
5.81
5.82
4.53
4.64
6.99
6.98
6.97
2<1.2
21.8
19.9
21.5
2.88
2.80
4.33
2.73
4.07
12.9
13.4
2.80
2.74
4.47 11.37
4.38 11 .40
4.18
11 .00
11 .01
11.04
23.3
14.0
2.68
4.28
11.44
20.3
13.0
13.6
2.74
2.69
14.1
2.64
4.51
4.42
4.35
11.51
11.52
5.49
8.13
8,1'
8.10
21.9
23.5
36.5
13.8
14.4
20.6
2,66
2.62
'.50
3.32
4.42
4.92
11.65
11.65
13.65
25.0
2.56
'.36
3.24
2.52
3.18
4.82
4.32
4.75
11.69
13.69
11.73
13.73
4.74
5.26
5.40
21.9
23.3
6.11
9.21
6.26
9.20
6.13
9.48
38.7
26.7
40.8
14.9
21.0
15.5
21.6
11.55
61.5
65.3
16.60
17.71
18.06
19.17
72.5
72.5
80.'
80.9
95.7
102.2
104.5
111.2
134.4
145.8
145.5
157.2
6.33
6.21
6.40
6.30
9.17
9,43
9.15
9,40
8"-11.5
10"-15.3
8"-11.5
10"-15.3
61.5
65.3
66.5
70.3
18.Q7
19.18
19.55
20.66
89.3
89.3
98.6
98.7
115.4
122.8
125.1
132.7
161.8
174.6
174.1
187.2
7.08
6.97
7.15
7.05
10.15
10,42
10.13
10.39
25.9
39.6
27.4
41.6
15.8
21.9
16.5
22.4
2.55
3.20
2.51
3.14
4.53
4.96
4.49
4.89
11.93
13.93
11.97
13.97
8"-11.5
10"-1 5.3
8"- 11.5
10" -1 5.3
71.5
75.3
75.5
108.3
108.3
11 6.9
11 6.9
135.1
143.0
144.0
151.7
187.0
10.13
10.39
9.87
10.10
17.2
23.0
2.48
43.6
3.09
30.6
20.3
213.4
7.23
7.13
7.21
7. 12
29.1
200.4
200.3
79.3
2 1.00
22.1 1
22.16
23.27
43.8
25.5
2.63
3.18
4.45
'.83
5.00
5.36
11.99
13.99
12.56
14.56
8"-11.5
10"-1 5.3
12"- 20.7
10" -15.3
12"-20.7
10"-15.3
12" - 20.7
73.5
77.3
82.7
83.3
88.7
88.3
93.7
2 1.59
22.70
24.26
24.49
26.05
25.93
27.49
127.9
128.1
128.4
141.8
142.1
152.6
153.0
160.7
170.8
184.3
185.1
198.9
196.3
210.4
2 12.0
227.8
249.4
245.4
267.3
259.0
281.2
8.32
8.23
8.10
8.32
8.20
8.39
8.27
11.69
11.99
12.37
11 .96
12.32
11.95
12.30
28.4
42.2
62.8
17.9
2;3.7
2.50
3.09
•. n
33.3
3.83
24.4
34.1
25. 1
3.04
34.8
3.71
5.05
5.52
12.32
14.32
16.32
14.36
16.36
14.38
16.38
10"-15.3
12"-20.7
10"-15.3
12"-20.7
10"-15.3
12"- 20.7
15"- 33.9
9 1.3
26.84
5.36 14.71
27.4
30.74
200.2
2.98
3.63
5.81
5.31
5.73
224.5
225.2
226.6
52.3
28.'
2.93
5.26
75.0
129.8
38. 1
3.55
64.7
•.n
5.65
9.37
13.47
13.87
13.45
13.83
13.43
13.79
14.M
3.70
32.10
33.66
37.53
293.5
318.9
319.8
345.7
350.5
376.8
439.9
26.2
35.6
10·0
109.3
114.7
127.9
230.2
247.5
252.2
269.9
277.8
296.0
3.02
28.40
29.18
178.6
179.2
199.6
9.47
96.7
99.3
10.65
10. 41
10.76
10.54
10.86
10.67
15.34
16.20
15.31
16.14
15.27
16.06
71.4
122.9
75.0
128.4
80.0
135.7
39.2
65.5
40.5
3.60
6."
4.80
3.55
4.72
3.48
4.61
7.04
6.06
8" - 11.5
HY'-15.3
8"-11.5
10"- 15.3
56.5
60.3
12"-20.7
15"-33.9
12"-20.7
15"- 33.9
12" -20.7
15"-33.9
11 4.7
127.9
122.7
135.9
134.7
147.9
33.68
37.55
36.04
39.91
39.56
43.43
AMER I CAN
338.3
248.9
251.0
272.5
274.6
329.8
379.7
354.5
405.4
305.7
308.0
388.7
440.9
409.4
480.6
438.4
510.5
478.3
551.5
'.36
9.59
9.49
9.69
9.60
44.5
65.9
46.4
68.4
45.7
66.8
48.8
70.6
IN ST ITUTE OF STEEL CONSTRUCTION
36.8
66.8
42.4
68.4
3.76
3.00
5.14
5.66
5.09
5.58
6.58
16.71
14.74
16.74
14.79
16.79
19.79
6.00
17.24
20.24
17.27
20.27
17.32
6.B1
20.32
6.93
117
'----.
y
WIDE FLANGE BEAMS
AND CHANNELS
~ u
xt-J
PROPERTIES OF SECTIONS
y
AXIS V-Y
AXIS X-X
Total
Weight
Size and Weight
Total
Area
I
u
- -x
Sl=~ S2~!
Y,
Y,
r
y,
I
S
r
- -- - - - - - - - - - --- - - - --- - -In. ~
In. 4
In.4
In.o
In.'
In.'
,".
- - - --- - - - - - - - -- - - - - - - - - - - -
Beam
Channel
Lb.
'".
'".
8"-
17
8"- 11.5
10"-15.3
28.5
32.3
8.36
9.47
84.4
89.3
15.4
15.7
30.6
35.2
3. 18
3.07
5.46
5.70
39.0
73.6
9.8
14.7
2.16
2.79
10"-
21
8"-1 1.5
32.5
36.3
9.55
10.66
153.6
10"- 15.3
162.3
23.4
23.7
43.1
49.5
4.01
3.90
6.56
6.86
42.0
76.6
10.5
15.3
2.10
2.68
12"- 27
10"-15.3
12" -20.7
42.3
47.7
12.44
14.00
295.6
314.1
37.0
37.5
70.1
81.3
4.87
4.74
7.99
8.37
83.5
144.7
16.7
24. 1
2.59
3.22
14"-
10"-15.3
12/1-20.7
45.3
50.7
13.28
14.84
418.3
445.0
45.8
46.5
84.2
97.6
5.61
5.48
9.13
9.58
84.'
145.6
16.9
24.3
2.52
3. 13
12" -20.7
15"-33.9
56.7
69.9
16.62
666.4
744.5
62.6
64.4
121.6
20.49
159.1
6.33
6.03
10.64
11.56
150.2
334.7
25.0
46.6
'.04
50
12"- 20.7
15"--33.9
70.7
83.9
20.74
24.61
1119.3
1247.5
97.4
100.1
165.0
210.2
7.35
7.12
1 1.49
12.46
165.3
349.8
27.6
46.6
3.n
21"- 62
12"- 20.7
15"-33.9
12"-20.7
15"-33.9
82.7
95.9
88.7
101.9
24.26
28.13
26.05
29.92
1790.6
1990.1
1959.2
2172.3
137.7
141.6
151.7
1~.9
216.5
271.2
230.6
285.9
8.59
8.41
8.67
8.52
13.00
14.05
12.91
13.93
181.2
365.7
188.5
373.0
30.2
48.8
31.4
49.7
2.73
3.61
2.69
3.53
12"-20.7
15"--33.9
12"-20.7
15"-33.9
96.7
109.9
104.7
117.9
28.40
32.27
30.74
34.61
2732.3
3022.5
3023.2
3332.6
189.7
195.0
211.0
216.7
279.2
343.2
301.0
365.8
9.81
9.68
9.92
9.81
14.40
15.50
14.33
15.38
204.6
389.1
216.4
400.9
34.1
51.9
36.1
53.5
2.68
3.47
2.65
3.40
12"-20.7
15"-33.9
12"-20.7
15"-33.9
12"-20.7
15"-33.9
114.7
127.9
122.7
135.9
134.7
147.9
33.68
37.55
36.04
39.91
39.56
43.43
4111.7
4519.2
4471.7
4898.6
4977.3
5430.7
260.4
267.4
284.3
291 .7
317.8
326.0
360.6
434.1
384.8
458.9
418.3
492.8
11 .05
10.97
11 .14
11.08
11.22
11.18
15.79
16.90
15.73
16.80
15.66
16.66
243.2
427.7
257.6
442.1
277.7
462.2
40.5
57.0
42.9
58.9
46.3
61.6
2.69
3.37
2.67
3.33
2.65
3.26
15"-33.9
18"-42.7
15"- 33.9
18"---42.7
15"-33.9
18"---42.7
15"-33.9
18"---42.7
141.9
lSO.7
149.9
158.7
157.9
166.7
165.9
174.7
41.67
44 .25
44.03
46.61
46.35
48.93
48.73
51.31
6060.5
6349.2
6564.6
6867.9
7035.0
7352.2
7479.7
7808.2
330.1
334.3
358.9
386.1
390.9
412.1
416.9
511.0
562.9
542.1
594.6
570.1
623.1
596.0
649.6
12.06
11.98
12.21
12.14
12.32
12.26
12.39
12.34
18.36
18.99
18.29
18.90
18.22
18.81
18.15
18.73
447.7
684.1
465.8
702.2
482.3
718.7
497.6
734.0
59.7
76.0
62.2
78.0
64.3
79.9
66.4
81.6
3.28
3.93
3.25
3.88
3.23
3.83
3.20
3.78
15"-33.9
18"-42.7
15"- 33.9
18"---42.7
15"-33.9
18"-42.7
163.9
172.7
174.9
183.7
185.9
194.7
48.16
SO.74
51.41
53.99
54.61
57.19
8761.1
9153.3
9566.9
9977.9
10324.5
10754.2
440.9
446.3
483.4
488.9
523.6
529.5
642.9
701.9
686.8
746.8
728.1
788.4
13.49
13.44
13.64
13.59
13.75
13.71
19.87
20.51
19.79
20.41
19.72
20.31
514.0
750.6
542.3
778.7
568.7
805.1
68.5
83.4
12.3
86.5
75.8
89.5
3.27
3.85
3.25
3.80
3.23
3.71
15"-33.9
18"---42.7
15"- 33.9
18"--42.7
15"--33.9
18"--42.7
15" - 33.9
18"-42.7
15"-33.9
18"--42.7
183.9
192.7
193.9
202. 7
203.9
212.7
215.9
224.7
227.9
236.7
54.06
56.64
56.99
59.57
59.88
62.46
63.44
66.02
67.01
69.59
11505.5
11996.7
12283.7
12791.6
13064.9
13589.5
13928.5
14470.3
14799.5
15359.9
544.5
551.1
583.3
590.0
622.1
629.1
665.5
672.7
708.8
716.8
761.5
826.2
800.8
866.1
839.6
905.4
14.59
14.55
14.68
14.65
14.77
14.75
14.82
14.80
14.86
14.86
21.13
21.77
2 1.06
21.68
21.00
21.60
20.93
21.51
20.88
21.43
563.0
799.4
588 .•
824.4
613.2
849.6
640.3
876.7
668.0
904.4
75.1
88.8
78.4
91.6
81.8
3.23
3.76
3.21
3.12
3.20
3.69
3.18
3.64
3.16
3.61
30
16" - 36
18"-
68
24"-
76
84
27"-
94
102
11.
30" - 108
116
12.
132
33"- 130
141
152
36"- 150
160
17.
182
19.
AMERICAN
363.4
882.1
948.3
925.0
991.0
INSTITUTE OF STEEL CONSTRUCTION
94.'
85.4
97.4
89.1
100.5
3.01
2.82
118
y
V
x-.--f
TWO CHANNELS
l'
PROPERTIES OF SECTIONS
1-1x
I
y
u ;,
AXIS V-V
AX I S X - X
Channel
Horizontal
Channel
Size
Size
Weight
Weight
3"- 4.1
4"4"- 5.4
5"- 6.7
5"- 6.7
6"- 8.2
Vertical
,"d
4"-
5.4
5"- 6.7
,"d
7 11-
6"- 8.2
7"- 9.8
8/1-11.5
9"-13.4
10"-15.3
12"- 20.7
15"- 33.9
18"-42.7
Total
Area
Weight
to"
oot
I
Sl - ~ Sz=!
Y,
Y,
r
y,
I
S
r
- In.l- -Lb.- -In.'- -In.'- - In.'- - '0-. - '0-. - In.·- -In.J- - '0-.
- -- - - - - -2.0
-9.5- - - - -3.0- 2.9 1.3
1.03 2.19
5.4
1.21
2.75
9.8
5"- 6.7
6"- 8.2
7/1- 9.8
8"- 11.5
9"-13.4
10"-15.3
6/1- 8.2
7"- 9.8
8"-11.5
9 /1- 13.4
10"- 15.3
6/1- 8.2
7"- 9.8
8 11- 11.5
9"-13.4
10"-15.3
12"-20.7
7 '1- 9.8
8"-11.5
9"-13.4
10"-15.3
12"- 20.7
8"-11.5
9"-13.4
10"- 15.3
12"- 20.7
15"-33.9
9"- 13 .4
10"-15.3
12"-20.7
15"-33.9
10"- 15.3
12 /1-20.7
15 /1-33.9
18"-42.7
121/-20.7
15"-33.9
18"--42.7
~
3.12
3.51
3.90
4.34
4.80
4.34
4.78
5.24
5.75
6.28
6.86
5.24
5.70
6.21
6.74
7.32
5.75
6.21
6.72
7.25
7.83
9.39
6.74
7.25
7.78
8.36
9.92
7.83
8.36
8.94
10.50
14.37
9.92
10.50
12.06
15.93
14.37
15.93
19.80
22.38
18.51
22.38
24.96
6.4 2.2
10.8
4.9 1.44 2.86
4.1
2.1 1.15
6.8 2.3
3.1 1.48
12.1
5.4 139 2.94
7.7
12.6 3.5
3.2 1.42
13.4
7.9 1.80 3.60
7.9
13.2 3.6
14.9
8.8 1.74 3.70 13.5
4.5 1.76
13.8 3.7
16.5
9.6 1.69 3.78 21.6
6.8 2.12
------- - ---3.2 1.37
8.1
14.9
2L3 5.1 10.8 2.22 4.21
16.4
22.3 5.1 12.0 2.16 4.34 13.7
4.6 1.69
23.2 5.2 13.2 2.10 4.45 21.8
6.2 2.04
18.0
24.0 5.3 14.3 2.04 4.54 33.0
8.2 2.40
19.7
25.0 5.4 15.5 1.99 4.62 48.0 10.7 2.76
21.6
25.8 5.5 16.7 1.94 4.69 67.6 ~ 3.14
23.5
18.0
35.0 7.1 15.5 2.58 4.95 14.0
4.7 1.69
36.3 7.2 17.0 2.52 5.08 22.1
6.3 1.97
19.6
37.6 7.2 18.6 2.46 5.20 33.3
8.3 2.31
21.3
23.2
38.9 7.4 20.2 2.40 5.30 48.3 10.7 2.68
25.1
40.2 7.4 21.7 2.34 5.39 67.9 13.6 3.05
51.9 9.4 19.4 3.00 5.53 14.3
19.7
4.8 1.58
53.9 9.5 21.3 2.95 5.68 22.4
21.3
6.4 1.90
23.0
55.9 9.6 23.3 2.88 5.82 33.6
8.4 2.24
24.9
57.8 9.7 25.2 2.82 5.94 48.6 10.8 2.59
26.8
59.5 9.8 27.2 2.76 6.05 68.2 13.6 2.95
32.2
63.8 10.1 32.2 2.61 6.30 129.4 21.6 3.71
----23.2
76.8 12.3 26.0 3.37 6.26 22.9
6.5 1.84
24.9
79.5 12.4 28.4 3.31 6.42 34.1
8.5 2.17
82.1 12.5 30.8 3.25 6.56 49.1 10.9 2.51
26.8
28.7
84.6 12.6 33.2 3.18 6.69 68.7 13.7 2.87
34.1
90.6 13.0 39.4 3.02 6.98 129.9 21 .6 3 .62
-26.8 109.5 15.7 33.9 3.74 6.99 34.6
8.6 2.10
28.7 113.1 15.8 36.7 3.68 7.15 49.6 11.0 2.44
30.6 116.5 16.0 39.6 3.61
7.30 69.2 13.8 2.78
36.0 124.7 16.3 47.0 3.45 7.63 130.4 21.7 3.41
49.2 140.4 17.2 63.2 3.1 3 ~ 314.9 42.0 4.68
34.1
204.7 25.0 50.8 4.54 8.20 51.2 11.4 2.27
36.0 211.0 25.2 54.7 4.48 8.38 70.8 14.2 2.60
41.4 225.9 25.7 64.7 4.33 8.79 132.0 22.0 3.31
54.6 254.0 26.8 87.3 3.99 9.49 316.5 42.2 4.46
49.2 470.1 48.4 85.0 5.72 9.71
15.0 2.29
75.1
54.6 504.3 49.5 98.9 5.63 10.18 136.3 22.7 2.93
67.8 570.7 51.6 131.5 5.37 11.06 320.8 42.8 4.02
76.6 602.1 52.7 149.8 5.1 9 11.43 557.2 61.9 4.99
-- ----63.4 852.0 72.2 131.5 6.78 11.80 143.1 23.8 2.78
76.6 966.4 75.4 172.9 6.57 12.81 327.6 43.7 3.83
85.4 1020.7 76.9 197.0 6.39 13.27 564.0 62.7 4.75
--
- -
- -
--
- -
- - - -
- - --- - - -
Centers of gravity of both channels arc in the same vertical line.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
--
119
y
TWO CHANNELS
xt-Y,
n
_·- x
PROPERTIES OF SECTIONS
J
y
Vertical
Channel
Size
.nd
Weight
3"-
4"-
4.1
5.4
5"_ 6.7
6"- 8.2
7"- 9.8
Horizontal
Channel
Size
• nd
Weight
4"- 5.4
5"- 6.7
5"- 6.7
6"- 8.2
7"- 9.8
5"- 6.7
6"- 8.2
7/ ~-
9.8
8"-11 .5
9/1-13 .4
10"- 15.3
6"- 8.2
7"- 9.8
8"- 11.5
9"- 13.4
9"- 13.4
10"- 15.3
12"- 20.7
15"- 33.9
6"- 8.2
7"- 9.8
8"-11.5
9"-13 .4
10"- 15.3
12"-20.7
7"- 9.8
8"- 11 .5
91/- 13.4
10"- 15.3
12"- 20.7
8"- 11.5
9"- 13.4
10"- 15.3
12"- 20.7
15"-33.9
9"-13.4
10"-15.3
12"-20.7
15"-33.9
10"- 15.3
12/1- 20.7
15"---33.9
18"--42.7
12/1- 20.7
18"-42.7
Area
AXIS X -X
Weight
pO'
Foot
I
8 1 - !. Sa- !
.
AX IS V-V
r
y.
I
S
r
" - In.3-' -I n.- -I n.- -In.4- - In.'- -In.-In.- Lb.- -In.4- -In.'2
- - - - - - - - - - - - - - - -- 4/1- 5.4
9.5
4.5
2.3
4.0
2.0
10"- 15.3
8"- 11.5
Total
15"-33.9
18"---42.7
2.75
2.61
~ 3.8 I~
8.8 2.7
3.12 10.8
1.69 3.23
3.51 12.1
9.7 2.9
4.1
1.66 3.38
16.6 4.2
6.0 2.06 3.99
3.90 13.4
17.9 4.3
4.34 14.9
6.5 2.03 4.16
19.1 4.4
4.80 - 16.5
6.9 1.99 4.31
-4.34 14.9
26.6 5.8
8.4 2.47 4.57
28.5 6.0
4.78 16.4
9.0 2.44 4.76
5.24 18.0
9.6 2.41
30.4 6.2
4.93
5.75 19.7
32.2 6.3 10.2 2.37 5.09
34.0 6.5 10.7 2.33 5.24
6.28 21 .6
36.0
11 .1 2.29 5.37
6.86 23.5
I~
5.24 18.0
42.8 8.0 11.9 2.86 5.33
5.70 19.6
45.5 8.2 12.8 2.82 5.52
21.3
48.0 8.4 13.5 2.78 5.71
6.21
6.74 23.2
50.7 8.6 14.2 2.74 5.87
53.2 8.8
7.32 25.1
I~ 2. 70 6.03
61.5 10.5 15.2 3.27 5.88
5.75 19.7
6.21
21.3
65.2 10.7 16.3 3.24 6.09
68.8 10.9 17.3 3.20 6.29
6.72 23.0
72.5 11.2 18.3 3.16 6.47
7.25 24.9
75.9 11.4 19.2 3.11 6.65
7.83 26.8
83.8 11.9 21.4 2.99 7.02
9.39 32.2
6.74 23.2
90.2 13.6 20.3 3.66 6.64
95.2 13.9 21.6 3.62 6.85
7.25 24.9
99.8 14.1 22.8 3.58 7.06
7.78 26.8
8.36 28.7 104.5 14.4 24.0 3.54 7.25
11 5.2 15.0
9.92 34.1
I~ 3.41 7.66
7.83 26.8 127.8 17.3 26.3 4.04 7.40
8.36 28.7 134.2 17.6 27.8 4.01
7.61
8.94 30.6 140.3 17.9 29.4 3.96 7.82
10.50 36.0 154.3 18.7 33.0 3.83 8.27
40.4 3.52 8.99
14.37 49.2 178.3
I~
9.92 34.1 233.2 27.2 39.9 4.85 8.59
10.50 36.0 243.5 27.6 42.2 4.82 8.83
12.06 41.4 267.3 28.6 47.8 4.71
9.35
15.93 ~ 309.0 30.2 59.7 4.40 10.22
14.37 49.2 519.0 51.8 68.6 6.01 10.03
15.93 54.6 568.7 53.6 77.5 5.97 10.60
19.80 67.8 661.4 56.8 97.8 5.78 11.64
22.38 76.6 717.6 58.9 106.0 5.66 12.18
18.51 63.4 935.4 76.9 106.5 7.11 12.16
22.38 76.6 1086.4 81.5 134.6 6.97 13.33
24.96 85.4 1175.6 84.3 147.0 6.86 13.95
Centers of gravity of both channels are in the same vertical linc.
AMERICAN
INSTITUTE OF STEEL
CONSTRUCTION
4.1
7.7
-7.9
13.5
21.6
8.1
13.7
21.8
33.0
48.0
67.6
14.0
22.1
33.3
48.3
67.9
14.3
22.4
33.6
48.6
68.2
129.4
- 22.9
34.1
49.1
68.7
129.9
34.6
49.6
69.2
130.4
314.9
51.2
70.8
132.0
316.5
75.1
136.3
320.8
557.2
143.1
327.6
564.0
1.21
2.1 1.15
3.1
1.48
-3.2 1.42
4.5 1.76
6.2 2. 12
3.2 1.37
4.6 1.69
6.2 2.04
8.2 2.40
10.7 2.76
13.5 3.14
4.7 1.69
6.3 1.97
8.3 2.31
10.7 2.68
13.6 3.05
4.8 1.58
6.4 1.90
8.4 2.24
10.8 2.59
13.6 2.95
21.6 3.71
-6.5 1.84
8.5 2.17
10.9 2.51
13.7 2.87
21.6 3.62
8.6 2.10
11.0 2.44
13.8 2.78
21.7 3.52
42.0 4.68
11.4 2.27
14.2 2.60
22.0 3.31
42.2 4.46
15.0 2.29
22.7 2.93
42.8 4.02
61.9 4.99
23.8 2.78
43.7 3.83
62.7 4.75
--
- -- -
- -
120
y
h
CHANNELS AND ANGLES
-+xJ
x~
PROPERTIES OF SECTIONS
1-,,_ "J
LEG OF AN G LE
LONG
OUT
TURNED
Y
1
AXIS
Angle
Si ze
Channel
Size
and
Weight
I".
8"- 11 .5
9"- 13.4
Area
I
X-X
Sl =!. SZ"~
AX I S V-V
r
x2Y2x3i
-
12" -20.7
-- - -
12"-25
15° -33.9
I
2.6
2.1 7 3.6
2.1 3 4.9
2.02 5.7
2.06 6.5
2.68 3.0
2.61
4.1
2.54 5.4
2.41
6.3
2.47 7.1
2.34 8.3
- 3.05 3.06 4.6
3.01 2.98 6.0
2.96 2.84 6.9
3.00 2.91
7.8
2.95 2.76 9.0
2.89 2.63 14.7
3.47 3.53 5.2
3 .43 3.44 6.2
3.38 3.28 7.7
3.42 3.36 8.6
3.37 3.19 10.0
3.31 3.05 15.9
-7.5
3.84 3.91
3 .79 3.74 8.5
3.83 3.83 9.4
3.79 3 .65 10.8
3.73 1 3 .49 17.0
3.67 3.32 19.3
4 ."" 14.93 9.6
4.61 4.74 10.8
4.64 4.85 11.7
4 .61 4 .65 13.3
4 .56 4.46 19.9
4.51 4.27 22.5
4 .45 4.10 33.1
4.39 3.94 36.8
-4.49 4. 92 11.5
4.50 5.01 12.3
4.49 4.84 14.0
4.46 4. 66 20.9
4.43 4.49 23.6
4.39 4.33 34.5
4.34 4.17 38.5
- 5.72 6.51 16.9
5.72 6.32 18.8
5.70 6.13 26.3
5.69 5.94 29.4
5.65 5.75 41.4
5.62 5.56 46.0
2.23
2.19
2.14
2.18
2.65
2.64
2.60
2.55
2.59
2.54
--
-- ------
10"- 15.3
y,
Sl ~ Sz=~
r
X,
-In.l- -In.4- In.3Y, 1n. Y. - I".- -I".- - In.4- In .3" In.l'. -I ".- - I".Lb.
- - - - - - - - - - --- - - 1--;-:0 - - - - - 12.3 3.58 17.8 8.0 4.7 2.23 2.24
12.7 3.70 18.4 8.5 4.8
4.9
3 ~ x3 x)4 13.6 3.95 18.9 8.9
3 }1x3 x ~ 14.8 4.32 19.7 9.8 5.0
4 x3 x)4 14.0 4.08 19.4 9.4 4.9
2Y2x2Y2x7,( 13.9 4.04 28.3 10.6 6.6
3 x2Yzx ;!4 14.3 4.16 29.1 11.2 6.6
3 Y,x3 x)4 15.2 4.41 29.8 11.7 6.7
3Y,x3 X ~6 16.4 4.78 31.0 12.8 6.8
4 x3 xU 15.6 4.54 30.5 12.4 6.7
4 x3 X ~6 17.0 4.94 31.8 13.6 6.8
3 x2Y2x>i 16.0 4.67 43.6 14.2 8.8
3Y,x 3 x)4 16.9 4 .92 44.6 15.0 8.9
3Y,x3 x~ 18.1 5.29 46.4 16.3 9.0
4 x3 xU 17.3 5.05 45.6 15.7 9.0
4 x3 x% 18.7 5.45 47.5 17.2 9.1
5 X372X% 20.2 5.92 49.5 18.8 9.2
3 x2,Y2x;..a 17.9 5.20 62.5 17.7 11.4
3Y,x 3 x ~ 18.8 5.45 63.9 18.6 11.5
3Y,x3 X~G 20.0 5.82 66.5 20.3 11.6
4 x3 xX 19.2 5.58 65.3 19.4 11.6
4 x3 x% 20.6 5. 98 68.0 21.3 11.7
5 x3Y2xi{G 22.1 6.45 70.7 23.2 11 .9
- '.3Y,x 3 x)4 20.7 6.03 88.7 22.7 14.6
372 X3 X~6 21.9 6.40 92.2 24.4 14.7
4 x3 x7,i 21.1 6.16 90.5 23.6 14.7
4 x3 x% 22.5 6.56 94.2 25.8 14.8
5 x37ix% 24.0 7.03 97.8 28.0 15.0
5 x3Y2x% 25.7 7.52 101.2 30.5 15.4
-- - 3Y,x3 xU 26.1 7.59 163.1 33.1 23.1
3Y,x3 X~G 27.3 7.96 169.1 35.7 23.3
4 x3 xU 26.5 7.72 166.0 34.2 23.2
4 x3 x% 27.9 8.12 172.4 37.1 23.4
5 x3YzX916 29.4 8.59 178.6 40.0 23.7
5 x3Y2x % 31.1 9.08 184.8 43.3 23.9
6 x4 x% 33.0 9.64 190.7 46.5 24.1
6 x4 X'U6 35.0 10.21 196.5 49.9 24.4
-3Y, x3 x§W 31.6 9.25 186.3 37.9 26.3
4 x3 x,," 30.8 9.01 182.8 36.5 26.2
4 x3 X ~6 32.2 9.41 189.8 39.2 26.5
5 x3 Y2 x ~6 33.7 9.88 196.7 42.2 26.8
5 x3Y2x% 35.4 10.37 203.6 45.4 27.1
6 x4 x Ys 37.3 10.93 210.3 48.6 27.4
6 x4 xUs 39.3 11.50 216.7 52.0 27.7
4 x3 xU 39.7 11.59 379.8 58.4 44.7
4 x3 x~ 41.1 11.99 392.6 62.1 45.2
5 x3}'2x%; 42.6 12.46 405.5 66.2 45.7
5 x3Yzx% 44.3 12.95 41 8.6 70.5 46.2
6 x4 xYs 46.2 13.51 431.4 75.0 46.6
6 x4 xUG 48.2 14.08 444.01 79.8 47.0
3
7" - 9.8
Total
3
2J;2x 2Y2xXl
6/1- 8.2
Total
WI.
AMERICAN
INSTI TUTE O F
--
--- -
--
--
1.2
1.4
1.7
1.7
1.1
1.3
1.6
1.8
1.8
2.2
1.4
1.7
2.0
2.0
2.3
3 .2
1.6
1.7
2.2
2.1
2.5
3 .4
2.0
2.4
2.3
2.7
3 .5
4.1
2.5
2.8
2.7
3 .2
4.0
4.6
5.8
6.6
3.0
2.8
3 .3
4.1
4.7
5.9
6.7
3.8
4.2
5.0
5.6
6.8
7.7
STEEL. CONSTRUCTION
1.4
1.9
2.4
2.7
3.1
1.6
2.0
2.6
2.9
3.2
3.6
2.2
2.8
3.0
3.4
3.8
5.6
2.4
2.7
3.3
3.6
4 .0
5 .9
3.1
3.4
3.8
4.2
6.1
6.7
3.7
4.0
4.4
4.8
6.8
7.4
10.2
11 .1
4.2
4.5
5.0
7.0
7 .8
10.7
11.6
5.8
6.3
8.5
9.2
12.4
13.4
0.86
0.99
1.1 1
1.14
1.26
0.87
0.99
1.11
1.15
1.25
1.30
2.61
3.01
3.40
3.31
3.79
2.68
3.09
3.49
3.40
3.88
3.78
0.99 3.16
1.10 3.57
1.14 3.48
1.24 3.97
1.29 3.87
1.58 4.64
1.00 3.23
1.07 3.64
1.15 3.56
1.24 4.05
1.29 3.96
1.57 4.74
1.11 3.71
1.15 3.63
1.23 4.12
1.28 4.03
1.56 4.83
1.60 4.73
1.12 3.84
1.16 3.77
1.23 4.28
1.28 4.20
1.52 5.02
1.57 4.92
1.85 5.71
1.90 5.61
1.1 1 3.82
1.17 4.32
1.22 4.25
1.45 5.09
1.51 5.01
1.78 5.81
1.83 5.72
1.21 4.49
1.25 4.43
1.45 5.30
1.51 5.22
1.75 6.06
1.81 5.97
121
y
~::t,
LINTELS
xt'-l -x
.l
U ~
,
AXIS X-X
AXIS Y-V
Weight
Channel
Angle
ro~t
Area
I"
f"
X,
Iyy·
ryy*
y,'
- - - - - - - - - - - - - - - - - - - -- - - In.2
In.4
10.
In.4
Lbs.
10.
10.
10.
--6 x 3~ X ~6
xk(
43.7
42.1
39.7
38.8
12.77
12.30
11.59
11.34
467.2
443.6
412.0
401.2
6.05
6.00
5.96
5.95
9.36
9.10
8.70
8.56
41.9
26.9
16.6
11.8
1.81
1.48
1.20
1.02
1.51
1.28
1.08
0.96
12 U 20.7
6x3)1x%',
5x3 x §{6
4x3 xU
3 X 3 xk(
3 X 2)1 x k(
30.5
28.9
26.5
25.6
25.2
8.90
8.43
7.72
7.47
7.34
219.8
206.4
189.5
183.7
176.6
4.97
4.95
4.95
4.96
4.90
8.18
7.90
7.48
7.32
7.19
35.9
22.0
12.3
7.6
7.2
2.01
1.61
1.26
1.01
0.99
1.76
1.45
1.15
0.98
0.95
10 U 15.3
6 x 33;2 X §{6
5x3 x §{6
4x3 x~
3x3 xk(
3 x 2 )1 x k(
25.1
23.5
21.1
20.2
19.8
7.34
6.87
6.16
5.91
5.78
127.7
119.0
108.7
105.2
100.1
4.17
4.16
4.20
4.22
4.16
7.25
6.98
6.57
6.42
6.28
32.8
19.8
10.6
6.0
5.6
2.11
1.70
1.31
1.01
0.99
1.95
1.58
1.22
1.01
0.97
6 x 3}-2 X §{s
23.2
21.6
19.2
18.3
17.9
6.76
6.29
5.58
5.33
5.20
95.8
88.8
81.1
78.5
74.1
3.76
3.76
3.81
3.84
3.78
6.73
6.48
6.09
5.94
5.80
31.6
19.0
10.0
5.5
5.1
2.16
1.74
1.34
1.02
0.99
2.04
1.64
1.26
1.03
0.98
5x3 X ;{s
4x3 xk(
3x3 xU
3 x 2>1 X U
21.3
19.7
17.3
16.4
16.0
6.23
5.76
5.05
4.80
4.67
70.2
64.7
59.0
57.1
53.5
3.36
3.35
3.42
3.45
3.38
6.19
5.95
5.59
5.45
5.31
30.8
18.6
9.4
5.0
4.7
2.22
1.80
1.37
1.02
1.00
2.12
1.69
1.31
1.05
1.00
7U 9.8
6x3Y2x ;{6
5x3 x ;{6
4x3 xU
3x3 xk(
3 X 2yz x U
19.6
18.0
15.6
14.7
14.3
5.72
5.25
4.54
4.29
4.16
49.9
45.6
41.6
40.3
37.4
2.95
2.95
3.03
3.07
3.00
5.64
5.41
5.08
4.96
4.81
28.8
17.3
9.0
4.7
4.3
2.24
1.81
1.41
1.04
1.02
2.28
1.82
1.37
1.09
1.04
6U 8.2
6 X 3.J;2 X ;{6
5x3 X ;{6
4x3 xk(
3x3 xX
3 x 2 }.-2 x U
18.0
16.4
14.0
13.1
12.7
5.26
4.79
4.08
3.83
3.70
34.2
30.9
28.3
27.5
25.1
2.55
2.54
2.63
2.68
2.60
5.05
4.84
4.55
4.44
4.29
27.3
16.4
8.5
4.3
4.0
2.28
1.85
1.44
1.06
1.04
2.41
1.92
1.45
1.14
1.08
15 U 33.9
9U 13.4
5x3
4x3
3 X3
X §{6
xU
5x3 X§{6
4x3 xk(
3x3 xU
3 x 2}2 x U
6 x 3 ~ X U6
8Ul1 .5
.Based on Nominal Toe of Angle flush with Ba{'"k of Channel.
AMERICAN
INSTIT UTE OF STEEL CONSTRUCTION
122
y
,-L -d.
;-J=-=L
::----LJ
y
EAVE STRUTS
II
AXIS X - X
Weight
Channel
>od
Top Angle
Bottom
Angle
p."
Foot
AX I S V -y
Area
I"
r"
X,
,
Iyy
ryy'
y,'
- - - - - - - - - - - - - - - - -- - - --In.4
In.4
Lbs.
In.
0. - '0.-0. --- - - - - - - -'0. - - '-- '-2
6 X 3% X ~6
5x3 X ~6
4x3 xU
3x3 x~
3 x 2% x ~
31.1
29.5
27.1
2£.2
25.8
9.10
8.63
7.92
7.67
7.54
111.6
101.1
88.6
84.4
78.7
3.50
3.42
3.34
3.32
3.23
4.79
4.56
4.20
4.07
3.96
75.1
55.7
40.5
32.8
31.7
2.87
2.54
2.2£
2.07
2.05
5.16
4.52
3.89
3.09
3.14
6x3YzX}16
5x3 x ~6
4x3 x7,i
3x3 x U
3 x 2% x ~
29.5
27.9
25.5
24.6
24.2
8.63
8 .1 6
7.45
7.20
7.07
107.2
97.3
85.5
81 .6
76.1
3.52
3.45
3.39
3.37
3.28
4.94
4.69
4.33
4.19
4.08
61.9
44.0
30.3
23.3
22.4
2.68
2.32
2.02
1.80
1.78
4.91
4.28
3.65
2.86
2.91
6 x 37'2 X }1s
5x3 x ;{6
4x3 x~
3x3 x U
3 x 2% x ~
27.1
25.5
23.1
22.2
21.8
7.92
7.45
6.74
6.49
6.36
97.9
89.2
79.1
75.7
70.7
3 .52
3.46
3.43
3.42
3.33
5.24
4.99
4.62
4.49
4.36
48.3
32.4
20.5
14.4
13.7
2.47
2.08
1.74
1.49
1.47
4.57
3.95
3.33
2.54
2.59
6 x 371 X }16
5x3 x }{6
4x3 x~
3x3 xU
3 x 2Y2 x M
2£.2
24.6
22.2
21.3
20.9
7.67
7.20
6.49
6.24
6.11
93.5
85.3
75.9
72.8
67.9
3.49
3.44
3.42
3.41
3.33
5.38
5.13
4.76
4.62
4.49
41.9
26.9
15.8
10.2
9.6
2.34
1.93
1.56
1.28
1.25
4 .41
3 .79
3.17
2.38
2.43
6x3Yzx }{6
5x3 x ~6
4x3 x~
and
3x2Yzx.!i L 3x3 xU
3 x 2% x ~
25.8
24.2
21.8
20.9
20.5
7.54
7.07
6.36
6.11
5.98
93.2
85.1
75.3
72.7
67.9
3.51
3.47
3.45
3.45
3.37
5.41
5.15
4.78
4.64
4.51
41.5
26.7
15.8
10.2
9.6
2.35
1.94
1.57
1.29
1.27
4.38
3.77
3.15
2.37
2.42
8 U 11.5
and
6x3}2X}16 L
8 U 11.5
and
5x3x% L
8 U 11 .5
and
4x3x~ L
8 U 11.5
and
3x3x7.i L
8 U 11.5
.Based on Nominal Toe of Bottom Angle flush with Back of Channel
AMERICA N
INSTITUTE OF S TEEL CON STRUCTION
123
-,r
y
I
XC
_
~~. .-xl
TWO EQUAL ANGLES
PROPERTIES OF SECTIONS
y
Weight
Size
Th ick-
ness
S
". -Lb.- -In.2- - -
- -
l Yz
Ys
%
%
116
Yz
5x5
4 x4
1
Ys
%
%
116
Yz
Us
%
%
%
%
Yz
l1",
%
%
%
Yz
Us
%
~,
)4
3Yzx3Yz
Yz
l1",
%
116
)4
3x3
Yz
Us
%
%
)4
2Yzx2Yz
Yz
%
~,
)4
2x2
Back to Back of Angles, Inches
I
1
6x6
2
Angles
%
~,
)4
RADII OF GYRATION ABOUT AXIS Y - Y
AXIS X -X
Area
of
2
Angles
r
y
- -- - -In.3- - - - [n. 4
".
8x8
per Ft.
-
)4
0
".-
- ".-
-
%
Yz
%
%
- -- ---- ----
11 3.8
102.0
90.0
77.8
65.4
59.2
52.8
33.46 195.9
30.00 178.0
26.46 159.2
22.88 139.5
19.22 118.9
17.36 108.2
15.50 97.3
35.1
31.6
28.0
24.4
20.6
18.7
16.7
2.42
2.44
2.45
2.47
2.49
2.50
2.50
2.41
2.37
2.32
2.28
2.23
2.21
2.19
3.42
3.40
3.38
3.36
3.34
3.33
3.33
3.50
3.49
3.46
3.45
3.42
3 .41
3.41
3.55
3.53
3.51
3.49
3.47
3.46
3.45
3.60
3.58
3.55
3.54
3.51
3.50
3.50
3.64
3.62
3.60
3.58
3.56
3.55
3.54
3.69
3.67
3.64
3.63
3.60
3.59
3.59
74.8
66.2
57.4
48.4
43.8
39.2
34.4
29.8
22.00
19.46
16.88
14.22
12.86
11.50
10.12
8.72
70.9
63.8
56.3
48 .3
44.1
39.8
35.4
30.8
17.1
15.3
13.3
11.3
10.3
9.2
8.1
7.1
1.80
1.81
1.83
1.84
1.85
1.86
1.87
1.88
1.86
1.82
1.78
1.73
1.71
1.68
1.66
1.64
2.59
2.57
2.55
2.53
2.52
2.51
2.50
2.49
2.68
2.66
2.64
2. 62
2.60
2.59
2.58
2.58
2.72
2.70
2.68
2.66
2.65
2.64
2.63
2.62
2.77
2.75
2.73
2.71
2.69
2.68
2.67
2.66
2.82
2.80
2.78
2.75
2.74
2.73
2.72
2.71
2.87
2.85
2.82
2.80
2.78
2.77
2.76
2.76
54.4
47.2
40.0
32.4
28.6
24.6
15.96
13.88
11.72
9.50
8.36
7.22
35.5
31.5
27.2
22.5
20.0
17.5
10.3
9.1
7.7
6.3
5.6
4.8
1.49
1.51
1.52
1.54
1.55
1.56
1.S7
1.52
1.48
1.43
1.41
1.39
2.17
2.14
2.12
2.10
2.09
2.09
2.26
2.23
2.21
2.19
2.18
2.1 7
2.31
2.28
2.26
2.23
2.22
2.22
2.35
2.32
2.30
2.28
2.27
2.26
2.40
2.37
2.35
2.32
2.31
2.31
2.45
2.42
2.40
2.37
2.36
2.35
37.0
31.4
25.6
22.6
19.6
16.4
13.2
10.88
9.22
7.50
6.62
5.72
4.80
3.88
15.3
13.3
11.1 2
9.9
8 .7
7.4
6.1
5.6
4.8
3.9
3.5
3.0
2.6
2.1
1.19
1.20
1.22
1.23
1.23
1.24
1.25
1.27
1.23
1.18
1.16
1.14
1.12
1.09
1.74
1.72
1.70
1.69
1.68
1.67
1.66
1.83
1.81
1.78
1.77
1.77
1.75
1.74
1.88
1.86
1.83
1.82
1.81
1.80
1.79
1.93
1.91
1.88
1.87
1.86
1.84
1.83
1.98
1.96
1.93
1.92
1.91
1.89
1.88
2.03
2.01
1.98
1.96
1.95
1.94
1.93
22.2
19.6
17.0
14.4
11.6
6.50
5.74
4.96
4.18
3.38
7.3
6.5
5.7
4.9
4.0
3.0
2.6
2.3
2.0
1.6
1.06
1.07
1.07
1.08
1.09
1.06
1.04
1.01
.99
.97
1.50
1.49
1.48
1.47
1.46
1.59
1.57
1.56
1.55
1.55
1.64
1.62
1.61
1.60
1.59
1.68
1.67
1.66
1.65
1.64
1.73
1.71
1.70
1.69
1.68
1.78
1.76
1.75
1.74
1.73
18.8
16.6
14.4
12.2
9.8
5.50
4.86
4.22
3.56
2.88
4.4
4.0
3.5
3.0
2.5
2.1
1.9
1.7
1.4
1.2
.90
.91
.91
.92
.93
.93
.91
.89
.87
.84
1.29
1.28
1.28
1.26
1.25
1.39
1.38
1.37
1.35
1.34
1.43
1.42
1.41
1.40
1.38
1.48
1.47
1.46
1.44
1.43
1.53
1.52
1.5 1
1.49
1.48
1.58
1.57
1.56
1.54
1.53
15.4
11.8
10.0
8.2
4.50
3.46
2.94
2.38
2.5
2.0
1.7
1.4
1.4
1.1
1.0
0.8
.74
.75
.76
.77
.81
.76
.74
.72
1.1 0
1.07
1.06
1.05
1.1 9
1.16
1.1 5
1.14
1.24
1.21
1.20
1.19
1.29
1.26
1.25
1.24
1.34
1.31
1.30
1.29
1.40
1.36
1.35
1.34
9.4
7.84
6.38
2.72
2.30
1.88
1.0
0.8
0.7
0.7
0.6
0.5
.59
.60
.61
.64
.61
.59
.87
.86
.85
.97
.95
.94
1.02
1.00
.99
1.07
1.05
1.04
1.12
1.10
1.09
1.18
1.16
1.14
AMERICAN
IN ST ITU TE O F
STEEL CONSTRUCTION
124
UNEQUAL ANGLES
TWO
-,r
PROPERTIES OF S.E CTIONS
y
)t--=t-
S HORT LEGS BACK TO BACK
Size
'0.
9x 4
Thick-
1
Ys
%
%
1
Ys
%
%
~,
%
>1',
8x 4
1
Ys
%
%
%
%
>1',
7x4
Ys
%
%
~,
%
6x 4
>1',
%
Ys
%
%
~,
%
~
%
6x3%
%
%
~,
5x3Y2
%
%
%
>1',
%
~,
5x3
Area
of
81.6
72.2
62.6
52.6
47 .6
42.6
88.4
78.2
67.6
57.0
51.4
46.0
40.4
24.0
21.6
19.2
16.6
15.2
13.8
77.6
69.7
61.4
52.7
48.1
43.4
38.5
23.3
21 .1
18.7
16.2
14.8
13.5
12.0
20.4
18.1
15.7
14.4
13.0
11.6
10.2
8.0
7.2
6.2
5.2
4.8
4.4
17.8
15.9
13.8
11.8
10.7
9.6
8.5
7.9
7.0
6.1
5.2
4.8
4.3
3.8
60.4
52.4
44.2
40.0
35.8
31.6
27.2
24.00
21.22
18.38
15.46
14.00
12.50
26.00
22.96
19.88
16.72
15.12
13.50
11.86
22.00
19.46
16.88
14.22
12.86
11.50
10.12
17.72
15.38
12.96
11.74
10.50
9.24
7.96
54.4
47.2
40.0
36.2
32.4
28.6
24.6
15.96
13.88
11.72
10.62
9.50
8.36
7.22
30.6
23.4
19.6
Y
RADII OF GYRATION ABO UT AXIS V - V
Back to Back of Angles, Inches
2
2
0"" Angles
y
S
r
I
Angles
- - - -- - - - - - - - 0
4
In.3
. - - -}i- -%- -%- -%- -%'0. - Lb.- -In.'--In.-- -'0.- -'0-
%
%
8x 6
AX I S X - X
Weight
per Ft.
XJ.!
%
%
%
.87
4.51
4.48
4.46
4.43
4.42
4.41
3.64
3.62
3.60
3.58
3.57
3.56
3.55
3.95
3.93
3.90
3.88
3.87
3 .86
3.85
3.37
3.35
3.32
3.32
3.31
3.29
3.28
4.61
4.58
4.56
4.53
4.51
4.51
3.73
3.71
3.69
3.67
3.66
3.65
3.64
4.05
4.02
3.99
3.98
3.96
3.95
3.94
3.46
3.44
3.42
3.41
3.40
3.39
3.38
4.66
4.63
4.61
4.58
4.56
4.55
3.78
3.76
3.73
3.72
3.70
3.69
3.68
4.10
4.07
4.04
4.02
4.01
4.00
3.99
3.51
3.49
3.47
3.46
3.45
3.43
3.42
4.71
4.68
4.65
4.63
4.61
4.60
3.82
3.81
3.78
3.76
3.75
3.74
3.73
4.15
4.12
4.09
4.07
4.06
4.05
4.04
3.56
3.54
3.51
3.50
3.49
3.48
3.47
3.87
3.85
3.83
3.81
3.79
3.78
3.77
4.20
4.17
4.14
4.12
4.10
4.09
4.07
3.61
3.59
3.56
3.55
3.54
3.53
3.52
4.80
4.78
4.75
4.73
4.71
4.70
3.92
3.90
3.87
3.85
3.84
3.83
3.82
4.25
4.22
4.19
4.17
4.1 5
4.14
4.12
3.66
3.64
3.61
3.60
3.59
3.57
3.56
1.12
1.08
1.03
1.01
.99
.96
.94
2.82
2.80
2.78
2.77
2.76
2.75
2.74
2.92
2.90
2.87
2.86
2.85
2.84
2.83
2.97
2.95
2.92
2.91
2.90
2.88
2.87
3.02
2.99
2.97
2.96
2.95
2.93
2.92
3.06
3.04
3.01
3.00
2.99
2.98
2.97
3.11
3.09
3.06
3.05
3.04
3.03
3.02
.97
.99
1.00
.83
.79
.76
2.83
2.81
2.80
2.92
2.90
2.89
2 .97
2.95
2.94
3.02
3.00
2.99
3.07
3.05
3.03
3.12
3.09
3.08
4.4
3.8
3.1
2.8
2.4
2.0
.98
.99
1.01
1.01
1.02
1.03
1.00
.95
.91
.88
.86
.84
2.34
2.31
2.29
2.28
2.27
2.26
2.43
2.40
2.38
2.37
2.36
2.35
2.48
2.45
2.43
2.41
2.40
2.38
2.53
2.50
2.48
2.46
2.45
2.43
2.58
2.55
2.63
2.51
2.50
2.48
2.63
2.60
2.5Q;
2.56
2.55
2.63
2.3
1.8
1.5
.83
.84
.85
.75
.70
.68
2.36
2.34
2.33
2.46
2.43
2.42
2.50
2.48
2.47
2.55
2.63
2.52
2.60
2.58
2.57
2.65
2.63
2.62
6.9
6.1
5.2
4.8
4.2
3.8
3.3
1.00
1.01
1.02
1.04
1.04
1.05
1.73
1.74
1.76
1.77
1.78
1.79
1.80
1.03
1.04
1.05
1.07
1.07
1.08
1.09
1.07
1.09
1.10
1.11
1.11
1.12
1.1 3
1.00
.95
.91
.86
.83
.81
1.65
1.61
1.56
1.52
1.50
1.47
1.45
1.05
1.00
.95
.91
.88
.86
.83
1.05
1.01
.96
.94
.92
19.5
17.4
15.0
13.8
12.5
11.2
9.8
6.8
5.9
5.1
4.6
4.2
3.7
3.2
1.1 1
1.12
1.13
1.14
1.15
1.16
1.17
9.00
6.84
5.74
8.5
6.7
5.7
3.2
2.5
2.1
39.6
33.6
27.2
24.0
20.8
17.4
11.62
9.84
8.00
7.06
6.10
5.12
11.1
9.7
8 .1
7.3
6.4
5.4
25.6
19.6
16.4
7.50
5.72
4.80
5.2
4 .1
3 .5
74.8
66.2
57.4
48.4
43.8
39.2
34.4
AMERICAN
~ 89
INSTITUTE OF STEEL. CONSTRUCTION
4.76
4.73
4.70
4.68
4.66
4.65
125
TWO UNEQUAL ANGLES
y
I
Jt
X==UF
I
SHORT LEGS BACK TO BACK
Y
Si~6
'0.
4 X 372
Thic k~
o" s
%
)i
%
Yz
J10
%
~,
)i
Yz
l{,
%
%
)i
3Yz x2Yz
Yz
l{,
%
VJ6
)i
3x2Yz
Yz
l{,
%
%
)i
3x2
Yz
l{,
%
%
)i
%;
2% X 2
0'
I
S
r
RADII OF GYRATION ABOUT AXIS
y_y
Back to Back of Angles, Inches
y
-- -- -- - - - 0 )i % Yz % %
1
. -'0'0. - Lb.- - In.!- - In,4- -In.. - - - - --- - - - --'0J10
%
%
371 X 3
AXIS X - X
Area
2
2
Angles Angles
-
Yz
4x3
Wei oht
per Ft.
-,r
PROPERTIES OF SECTIONS
%
~,
)i
l{,
-
29.4
23.8
21.2
18.2
15.4
12.4
8.60
7.00
6.18
5.34
4.50
3.62
9.0
7.6
6.8
6.0
5.1
4.2
3.7
3.0
2.7
2.3
2.0
1.6
1.03
1.04
1.05
1.06
1.07
1.07
1.04
1.00
.98
.96
.93
.91
1.77
1.76
1.75
1.74
1.73
1.72
1.87
1.85
1.84
1.83
1.81
1.80
1.91
1.89
1.89
1.88
1.86
1.85
1.96
1.94
1.94
1.92
1.91
1.90
2.01
1.99
1.98
1.97
1.96
1.94
2.06
2.04
2.03
2.02
2.00
1.99
27.2
22.2
19.6
17.0
14.4
11.6
7.96
6.50
5.74
4.96
4.18
3.38
5.7
4.8
4.4
3.8
3.3
2.7
2.7
2.2
2.0
1.7
1.5
1.2
.85
.86
.87
.88
.89
.90
.87
.83
.80
.78
.76
.74
1.84
1.82
1.81
1.80
1.79
1.78
1.94
1.92
1.90
1.89
1.88
1.87
1.99
1.96
1.95
1.94
1.93
1.92
2.03
2.01
1.99
1.98
1.97
1.96
2.08
2.06
2.04
2.03
2.02
2.01
2.14
2.11
2.09
2.08
2.07
2.06
20.4
18.2
15.8
13.2
10.8
6.00
5.30
4.60
3.86
3.12
4.7
4.2
3.7
3.2
2.6
2.2
2.0
1.7
1.4
1.2
.88
.89
.90
.90
.91
.88
.85
.83
.81
.79
1.56
1.54
1.53
1.52
1.52
1.65
1.63
1.62
1.61
1.61
1.70
1.68
1.67
1.66
1.65
1.75
1.73
1.72
1.71
1.70
1.80
1.78
1.77
1.76
1.75
1.85
1.83
1.82
1.81
1.80
18.8
16.6
14.4
12.2
9.8
5.50
4.86
4.22
3.56
2.88
2.7
2.5
2.2
1.9
1.6
1.5
1.4
1.2
1.0
0.8
.70
.71
.72
.73
.74
.70
.68
.66
.64
.61
1.62
1.61
1.61
1.60
1.58
1.71
1.70
1.69
1.68
1.67
1.76
1.75
1.74
1.73
1.71
1.81
1.80
1.79
1.77
1.76
1.86
1.85
1.84
1.82
1.81
1.91
1.90
1.89
1.88
1.86
17.0
15.2
13.2
11.2
9.0
5.00
4.42
3.84
3.24
2.62
2.6
2.4
2.1
1.8
1.5
1.5
1.3
1.2
1.0
0.8
.72
.73
.74
.74
.75
.75
.73
.71
.68
.66
1.35
1.34
1.34
1.32
1.31
1.45
1.44
1.43
1.41
1.40
1.50
1.49
1.48
1.46
1.45
1.55
1.54
1.53
1.51
1.50
1.60
1.59
1.58
1.56
1.55
1.65
1.64
1.63
1.60
1.60
15.4
13.6
11.8
10.0
8.2
6.1
4.50
4.00
3.46
2.94
2.38
1.80
1.3
1.2
1.1
0.9
0.8
0.6
0.9
0.8
0.7
0.6
0.5
0.4
.55
.55
.56
.57
.57
.58
.58
.56
.54
.52
.49
.47
1.42
1.41
1.40
1.39
1.38
1.37
1.52
1.51
1.49
1.48
1.47
1.46
1.57
1.56
1.54
1.53
1.52
1.51
1.62
1.61
1.59
1.58
1.57
1.56
1.67
1.65
1.64
1.63
1.62
1.61
1.73
1.71
1.69
1.68
1.67
1.66
10.6
9.0
7.2
5.5
3.10
2.62
2.12
1.62
1.0
0.9
0.7
0.6
0.7
0.6
0.5
0.4
.58
.58
.59
.60
.58
.56
.54
.51
1.13
1.12
1.11
1.10
1.22
1.21
1.20
1.19
1.27
1.26
1.25
1.24
1.32
1.31
1.30
1.29
1.38
1.37
1.35
1.34
1.43
1.42
1.40
1.38
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
126
TWO UNEQUAL ANGLES
lr
Thick-
0'"
1
%
%
%
%
%
8x6
1
%
%
%
l{,
%
!{,
8x4
1
%
%
%
%
%
}{,
7x4
%
%
%
%
%
}{,
6x4
%
%
%
%
%
%
!{,
%
6x3%
%
%
%
5x3%
%
%
Yz
}{,
%
%
5x3
x
'00' ~~
I
LONG L EGS BACK TO BACK
per Ft.
2
Angles
AXIS X - X
Area
of
2
An gles
y
RADII OF GYRATION ABOUT AX IS
Y _V
Back to Back of Angles, Inches
y
I
S
r
--
0
'0. -Lb.- -In.2- -In.'- -In.3- -'0.- -'0.- - - -U- -%- -%- -%- -%-
In.
9x 4
I
PROPERTIES OF SECTIONS
Weight
sa.
y
%
%
%
60.4
52.4
44.2
40.0
35.8
31.6
27.2
54.4
47 .2
40.0
36.2
32.4
28.6
24.6
24.00
21.22
18.38
15.46
14.00
12.50
26.00
22.96
19.88
16.72
15.12
13.50
11 .86
22.00
19.46
16.88
14.22
12.86
11 .50
10.12
17.72
15.38
12.96
11.74
10.50
9.24
7.96
15.96
13.88
11 .72
10.62
9.50
8.36
7.22
194.0
173.6
152.2
129.8
118.2
106.4
161.6
144.6
126.8
108.2
98.5
88.6
78.4
139.3
124.9
109.8
93.8
85.6
77.0
68.2
85.8
75.6
64.8
59.2
53.3
47.4
41.1
55.5
49 .0
42.1
38.5
34.8
3 1.0
26.9
35.2
31.4
27.2
23.0
20.8
18.6
30.2
26.8
23.3
19.7
17.9
16.0
14.1
28.1
25.0
21.8
18.4
16.8
15.0
13.2
19.3
16.8
14.3
13.0
11.6
10.2
8.9
30.6
23.4
19.6
9.00
6.84
5.74
39.6
33.6
27.2
24.0
20.8
17.4
25.6
19.6
16.4
81.6
72.2
62.6
52.6
. 47.6
42.6
88.4
78.2
67.6
57.0
51.4
46.0
40.4
74.8
66.2
57.4
48.4
43.8
39.2
34.4
3.50
3.45
3.41
3.36
3.33
3.31
2.65
2.61
2.56
2.52
2.50
2.47
2.45
3.05
3.00
2.95
2.91
2.88
2.86
2.83
2.55
2.51
2.46
2.44
2.42
2.39
2.37
2.39
2.37
2.35
2.34
2.33
2.32
2.31
1.47
1.44
1.42
1.40
1.39
1.38
1.37
1.50
1.48
1.46
1.45
1.45
1.43
1.43
14.3
12.5
10.6
9.7
8.7
7.7
6.6
2.84
2.86
2.88
2.90
2.91
2.92
2.49
2.51
2.53
2.54
2.55
2.56
2.57
2.52
2.53
2.55
2.57
2.58
2.59
2.60
2.20
2.22
2.24
2.24
2.25
2.26
2.27
1.86
1.88
1.90
1.90
1.91
1.92
1.93
2.12
2.08
2.03
2.01
1.99
1.96
1.94
33.2
25.7
21.8
8. 5
6.5
5.5
1.92
1.94
1.95
11.62
9.84
8.00
7.06
6.10
5.12
27.8
24.1
20.0
17.8
15.6
13.2
8.6
7.3
6.0
5.3
4.6
3.9
7.50
5.72
4.80
18.9
14.7
12.5
5.8
4.5
3.8
AMERICAN
1.41
1.39
1.37
1.35
1.33
1.33
1.50
1.47
1.45
1.43
1.41
1.41
2.48
2.46
2.44
2.42
2.41
2.40
2.39
1.56
1.53
1.50
1.49
1.47
1.46
1.45
1.60
1.57
1.55
1.52
1.50
1.49
2.57
2.55
2.52
2.51
2.50
2.48
2.47
1.66
1.63
1.60
1.58
1.56
1.55
1.53
1.68
1.66
1.64
1.62
1.62
1.60
1.59
1.57
1.55
1.53
1.52
1.52
1.50
1.50
1.59
1.57
1.55
1.54
1.53
1.51
1.51
1.66
1.64
1.62
1.61
1.60
1.59
1.58
1.55
1.52
1.50
1.47
1.46
1.45
2.52
2.50
2.48
2.46
2.46
2.44
2.43
1.61
1.58
1.55
1.53
1.51
1.51
1.49
1.64
1.62
1.59
1.58
1.57
1.55
1.55
1.71
1.69
1.66
1.66
1.65
1.63
1.62
2.08
2.04
2.01
1.27
1.26
1.26
1.36
1.34
1.33
1.55
1.56
1.58
1.59
1.60
1.61
1.75
1.70
1.66
1.63
1.61
1.59
1.40
1.37
1.36
1.35
1.34
1.33
1.59
1.61
1.61
1.75
1.70
1.68
1.11
1.09
1.09
1.65
1.62
1.59
1.56
1.55
1.54
2.61
2.59
2.57
2.55
2.54
2.53
2.52
1.71
1.68
1.64
1.62
1.60
1.60
1.58
1.70
1.67
1.64
1.61
1.59
1.58
2.66
2.64
2.61
2.60
2.59
2.57
2.56
1.76
1.74
1.71
1.70
1.69
1.68
1.67
1.73
1.71
1.68
1.67
1.66
1.65
1.64
1.81
1.79
1.76
1.75
1.74
1.72
1.71
1.76
1.72
1.69
1.67
1.65
1.64
1.62
1.78
1.76
1.73
1.72
1.71
1.69
1.68
1.86
1.84
1.80
1.79
1.78
1.77
1.76
1.40
1.39
1.38
1.45
1.43
1.42
1.49
1.48
1.46
1.55
1.53
1.51
1.49
1.46
1.44
1.43
1.42
1.41
1.54
1.51
1.49
1.47
1.46
1.45
1.59
1.56
1.54
1.52
1.51
1.50
1.64
1.60
1.58
1.57
1.55
1.54
1.69
1.65
1.63
1.62
1.60
1.59
1.21
1.18
1.17
1.25
1.23
1.22
1.30
1.27
1.26
1.35
1.32
1.31
1.40
1.37
1.36
INSTITUTE OF STEEL CONSTRUCTION
127
x
TWO UNEQUAL ANGLES
-i- ~J
I
LONG LEGS BACK TO BACK
Y
Size
'0.
4x3Yz
Thickness
%
>1,
%
'"
"74
%
Y,
%;
%
%
U
3Y, x 3
Y,
%;
%
~i6
U
3Y, x2Y,
Y,
%;
%
%
U
3x2Y,
Y,
%;
%
%
U
3x2
Y,
%;
2Y, x 2
AXIS X-X
RADI I OF GYRATION ABOUT AX IS V-Y
We ight
per Ft.
2
Area
Angles
Ang les
I
S
r
y
29.4
23.8
21.2
18.2
15.4
12.4
8.60
7.00
6.18
5.34
4.50
3.62
12.7
10.6
9.5
8.4
7.1
5.8
4.7
3.9
3.4
3.0
2.5
2.1
1.22
1.23
1.24
1.25
1.26
1.27
1.29
1.25
1.23
1.21
1.18
1.16
1.46
1.44
1.44
1.43
1.42
1.41
1.55
1.53
1.52
1.52
1.50
1.49
1.60
1.58
1.57
1.56
1.55
1.54
1.65
1.63
1.62
1.61
1.59
1.58
1.70
1.67
1.66
1.66
1.64
1.63
1.75
1.72
1.71
1.70
1.69
1.67
27.2
22.2
19.6
17.0
14.4
11.6
7.96
6.60
5.74
4.96
4.18
3.38
12.1
10.1
9.0
7.9
6.8
5.5
4.6
3.8
3.4
2.9
2.5
2.0
1.23
1.25
1.25
1.26
1.27
1.28
1.37
1.33
1.30
1.28
1.26
1.24
1.22
1.20
1.18
1.18
1.17
1.16
1.31
1.29
1.27
1.26
1.25
1.25
1.36
1.33
1.32
1.31
1.30
1.29
1.41
1.38
1.36
1.35
1.35
1.34
1.46
1.43
1.41
1.40
1.39
1.38
1.51
1.48
1.46
1.45
1.44
1.43
20.4
18.2
15.8
13.2
10.8
6.00
5.30
4.60
3.86
3.12
6.9
6.2
5.4
4.7
3.8
2.9
2.6
2.3
1.9
1.6
1.07
1.08
1.09
1.10
1.11
1.13
1.10
1.08
1.06
1.04
1.25
1.23
1.22
1.22
1.21
1.34
1.32
1.31
1.30
1.29
1.38
1.37
1.36
1.35
1.34
1.43
1.41
1.40
1.39
1.38
1.48
1.46
1.45
1.44
1.43
1.53
1.51
1.50
1.49
1.48
18.8
16.6
14.4
12.2
9.8
5.50
4.86
4.22
3.56
2.88
6.5
5.8
5.1
4.4
3.6
2.8
2.5
2.2
1.9
1.5
1.09
1.09
1.10
1.11
1.12
1.20
1.18
1.16
1.14
1.11
.99
.98
.97
.96
.95
1.08
1.07
1.07
1.05
1.04
1.13
1.12
1.11
1.10
1.09
1.1 8
1.17
1.16
1.1 5
1.1 3
1.23
1.22
1.21
1.20
1.1 8
1.29
1.27
1.26
1.24
1.23
17.0
15.2
13.2
11.2
9.0
5.00
4.42
3.84
3.24
2.62
4.2
3.8
3.3
2.8
2.3
2.1
1.9
1.6
1.4
1.1
.91
.92
.93
.94
.95
1.00
.98
.96
.93
.91
1.04
1.03
1.02
1.01
1.00
1.14
1.12
1.11
1.10
1.09
1.18
1.17
1.16
1.14
1.1 3
1.23
1.22
1.21
1.1 9
1.18
1.28
1.27
1.26
1.24
1.23
1.34
1.33
1.31
1.29
1.28
15.4
13.6
11.8
10.0
8.2
6.14
4.50
4.00
3.46
2.94
2.38
1.80
3.8
3.5
3.1
2.6
2.2
1.7
2.0
1.8
1.6
1.3
1.1
0.8
.92
.93
.94
.95
.96
.97
1.08
1.06
1.04
1.02
.99
.97
.80
.79
.78
.77
.75
.75
.89
.88
.87
.86
1.00
.98
.97
.95
.93
.93
1.04
1.03
1.02
1.00
.83
.94
.93
.92
.90
.89
.88
.98
1.10
1.09
1.07
1.06
1.04
1.03
10.6
9.0
7.2
5.5
3.10
2.62
2.12
1.62
1.8
1.6
1.3
1.0
1.1
0.9
0.8
0.6
.77
.78
.78
.79
.83
.81
.79
.76
.82
.81
.80
.79
.91
.91
.89
.88
.96
.95
.94
.92
1.01
1.00
.99
.96
1.06
1.05
1.04
1.02
1.11
1.10
1.09
1.07
of
2
Back to Back of Angles, Inches
0
- - - Lb.- - In.2- -1r..4- - In.l- - '0-. -. - - - - - - - - - - - '0.- - - - U- -%- - Y,- - %- - %:-'0Y,
4x3
lr
PROPERTIES OF SECTIONS
%
%
U
!i'o
%
'"
U
!i'o
AMERICAN
.84
INSTI T UTE OF STEEL CONSTRUCTION
.99
128
BEAM BEARING PLATES
When a beam is supported by a masonry wall or pier it is essential that the beam
reaction be distributed over an area sufficient to keep the average pressure on the
masonry within the allowable limits. Steel bearing plates are generally used for this
p~pose.
Standard sizes of rolled steel bearing plates are listed on page 60. These sizes
should be used wherever possible.
The following method of design, using a maximum bending stress of 20,000 pounds
per square inch, is recommended .
R =Reaction of beam, in kips.
A =BXC=Area of plate, in square inches.
t =Thickness of plate, in inches.
p =Bearing pressure on masonry, in kips per square
inch.
k = Distance from outer face of beam flange to web toe
of fillet in inches.
1. Detennine the required area A = R i p.
When p is not given in the building code or specification, a bearing value may be obtained from the table on page 346.
2. Determine C and solve for B.
The length of bearing, C, is usually governed by the available wall thickness or some
other structural consideration.
3.
Determine n, and solve for t2 by substituting in the formula t2 = .15pn 2•
Example: An 18 'IJIF 50 beam has a span of 16 feet and supports a uniform load
of 69 kips including its own weight. One end of the beam rests on a masonry wall
with an allowable bearing pressure of .250 kips per square inch. The length of bearing
C is limited to 10 inches. Design the bearing plate.
R ~ ~ ~34.5 kips
34.5 =. 246 k"IpS per sq. m.
.
p = 14XlO
A ~ 34.5 138
.
.250 =
sq. Ill.
t' ~.15X.246X6X6~1.33 in.'
t
B -_138
10 =138"·
. , use 14"
n = 14" - 1!1s"=51%;"-say 6"
2
=1.15";uselki"
UselO"Xl~"Xl'-2"
BearingPlate.
Steel bearing plates may be materially reduced in size and weight by setting them
upon strong masonry, locally built into the wall or pier to distribute the load over the
weaker masonry. For this purpose, templates of bluestone or other hard stone, or
rich concrete masonry may be used. In designing such masonry the overhang of any
course beyond the course above should not exceed 3/4 of the thickness of the course
and the stronger masonry should be carried down far enough to obtain an adequate
base area on the weaker masonry.
Steel beams supported by masonry should always be properly anchored to the
wall. Recommended details are shown on page 155.
Some designers prefer to compute the required section modulus of bearing plates.
The table on page 60 will be found useful for this purpose.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
129
COLUMN BASE PLATES
Steel base plates are generally used under columns for distributing the column
loads over a sufficient area of the concrete foundations.
Standard sizes of rolled steel base plates are listed on page 60. These sizes should
be used wherever possible. For many of the heavier columns, single or double tier
grillages may often be found to be lighter and more economical than base plates on
concrete.
The following method of design, using a maximum bending stress of 20,000 poWlds
per square inch, is recommended.
r-
B
-
P = Total column load, in kips.
A = BXC = Area of plate, in square inches .
t = Thickness of plate, in inches.
p = Bearing pressure on foundation, in kips per square inch.
.9 d
The column load, P, is assumed to be uniformly distributed within a rectangle
whose dimensions are .95 d and .80 b, and the base plate is assumed to have a uniform
bearing pressure, p, on the foundation.
1. Determine the required area A = P / p.
2. Determine Band C so that dimensions m and n are approximately equal.
3. Determine m and n, the projections of the plate beyond true assumed dotted
rectangle, and use the larger value to solve for t by one of the followng formulas:
t2= .15 pm2
or
Example: A 14W' 95 column has a reaction of 450 kips and rests on a concrete
foundation with an allowable bearing pressure of .600 kips per square inch. Design
a steel base plate for this column.
450
.
A ~ .600 ~ 750 sq. 10.
n
Assume C = 28"
B=
750
28 = 26.8"; use 27/1
. 95d~.95XI4.12 ~ 13.4"
.80b~.80XI4.545 ~11.6"
m=
28-13.4
2
7.3"
27-11.6
2
7.7"
450
P ~ 27 X28 ~ .595 kips per sq. in.
t' ~.15X.595X7.7X7.7 ~5.29 in.'
t=2.30 1l ; use 3"
Use 28"X3"X2'·3/1 Base Plate
The column base plate tables. pages 249 to 251. are for base plates on concrete
foundations, for allowable bearing values of 600 and 800 pounds per square inch and
the maximum values given in the column load tables.
Some designers prefer to compute the required section modulus of base plates.
The table on page 60 will be found useful for this purpose.
AMERICAN
INSTITUTE OF STEEL CON S T RUCTI ON
r--130
CRANE RAILS
r--t -
l )
;
'---,
X-:-::-;~
-
---
,I
C9
I
V
1
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R
I
b
t-I
} 'I
~T ~ ~
A. A. A.
II
'-:-J
,--J
A. A. E. A.
BETHLEHEM 104 LB.
~H )
~ )
f-
H
I----i
u. S. STEEL 105 LB.
BETHLEHEM 171 LB.
A. S . C. E.
l )
r
,-- ----.
)--j
r" '---,
~
'----.
U. S. STEEL 175 LB.
Nomenclature of sketch for A. S. C. E. Rails also applies to other sections.
Th e A. S. C. E. rails a nd the 104-175 lb. ralls tabulated below are recommended for crane
run way use.
Other rails, of gird er trcpe, though not recommended for crane run ways, are much used
in t rack, and their dimens ons are given as a co nvenience to drafts m en . For complete details
of rail contours consult the ra il m a nufacture r.
Whenever possible. crane ra ils should be ordered by co mpl ete length of run , allowing the
manu fact urer to determine t he lengths of individual pieces.
Type
BASE
lI!.' ~
..
- "-
§.:
:n•
>-
~
'"
i':
b
A.A.A.-A.
"
A.RA- B.
A.A.E.A.
"
"
~
Width c
m
0
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90 5% 5Ys1
100 6
5)4!1li:
100 5'lt4 5~11 5
100 6
1l16
11 5 ~% 5%
5 )411Ys
132
6 1%;
l!%'4
%
'lt4
'¥
116
116
AMERICAN
--'--
.
I ,
~
(Degr's)
~H
17%
Siopa
;0
~
d
HEAD
Thickness
ll{, %
30
~h % l{,
3)4
40
,?t< l6
60 Ji
70 % 4% 1!{6 l6
80
5
%
19
85 5%; 5%;
l?t<
90 5% 5%
100 5% 5%, 'J{, j{,
Bethlehem 104 5
5 1%; 72
I~
U. S. Steel 105 5%;
1
Bethlehem 171 6
6 1 Ji %
51
U. S. Steel 175 6
6 1?t< )4
A.S.C .E.
"
"
"
"
"
"
"
PROPERTIES
DIMENSIONS IN INCHES
~
-<
Top Bot.
WEB
.E ~
a:•
";::
....':....
t
.,
'C
a:•
h
On Horiz. Axis
Gross
Gage
R
9
Area
In.2
I
-
S
Y
-,-In. 4 In.3
-
-
'0.
13 PH', 11!{6 12 'lt4 ,, ~ 12 1'¥
3.00 4.1 2.5 1.5
13 'YS 1% 12 '¥ 55 12 177b8 3.94 6.6 3.6
1 " 12 1 11 ,hs 5.93 14.6 6.6 2.
13 ~}> 2% 12 'lt4 ~!lt4
13 ~ti6 2116 12 ,?t< I ~ 12 ?t<
6.81
8.2
13
7.86 ~]
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272 12 '¥ ~rs 12 %;
13
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8.33 0.1 11.1
13 2% 2% 12 U6 2'¥ 12 4}'i 2s 8.83 4.4 12.2 2.
13 2 ~ 2% 12 '!{, ¥
12 6% 28
9.84
14.6 2.!,
13 272 272 12 1
.7 10.6 2.21
Z116 3)1 116 10.29 ~:O
13 ~ti6 2% 12 1916 :~ijl 12 l?t<
10.30 ~~.4 12.4 2.41
4!-{6 Flat l Ji ~}4 v"'. %
12
16.85 3.6 24.5
12 \4
17.15 1.5 23] 3.
4Ji 24 1% "lJi:. Com:J. 2J{,
\~
::~
::~
~i{.
14 21;{2 2U, 14
14 21 ~ 2% 14
13 2U, 2'J{, 12
14
14
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14 EiiJ{,
2'~ 10
14 ~Il{, 3
10
•
t~
'!{, ~!!2 14
8.82 "~.7 12.6 2.~
Ut
'!{, 3% 14 2%
9.84 48.9 15.0
'!{, 2;j(, 12 26 ~/b8
9.85 1.3 13.7 2.
'!{, 3%2 14 ~i?6.
9.95 49.0 15.1 2.7
11.25
18.0
% fl~j{, Compo 2 %
' J{, j{, Compo ~
12.85 .2 22.5 3.
23
INSTITUTE OF STEEL CONSTRUCTION
~:~
~:~
~:~
131
CRANE RAIL SPLICES AND FASTENINGS
SPLICES
For splice bar contours consult rail manufacturer. Many bars require cutting of bottom
flange to clear girder ri vet heads. Splice bars are used in pairs. Rails have circular and splice
bars have slotted holes to provide for expansion. Bolts should have spring washers und er nuts
I
~I
M
A:-
\
30ib. Asa.
, .~ r . c.
lb. "_"i.e.F:.
4·
.",. 4·
5·
5"
5·
sJti 5·
II
~.~
5·
{ 70 to 100 lb. A.S.C.E.
105 lb. U. S. Sleel
S" 5"
10 4 eo 111lb. BeThlehem
6- 5"
5!.;: .5" S
."
5" S"
4"1'" 5'1." • 4"
17S lb.U. S. Sleel
Unless otherwise specified, mill will drill for and furnish standard splice barsj for crane
up to 25 tons capacity, however. some fabricators use flat bars.
FASTENINGS
Eccentric Fillers
~ litA-r
'---'
Hook Bol ts
Clamps
The two types of fa stenings illustrated above incorporate adjustable features for the
alignment of the rails, suc h as length of thread for h oo k bolts or one-hole eccentric fillers for
clamps.
Use bolts with hexago n h eads and nuts, and spring wash ers or other locking device.
Two bolt connections should always be used for each clamp.
Hook bolts are used only on beams with flange too narrow to permit the US 9 of clamps.
Spacing between pairs of fastenings is in general: hook bolts about 2 f eet on centers of
pairs, 3 inches between bolts of a pair; clamps 3 feet centers up to l00-ton s capacity, then 2
feet centers.
The fabricator should a lways be consulted as to the type of fastenings shown, or any other
type, Which he manufactures and recommends.
HOOK
BOLTS
STANDARD SPliCES
T,,,,,
.
Length
,
sion
of
No.
Dia.
Lgth.
"
CLAMPS
(Two Bolts per Pit)
Weight
1- - - . - - -1 j
2
8M'
Set of
Bolts and
Washers
.•
o
- - - - - - - - - r--- - A.S.C.E.
A.S.C.E.
A.S.C.E.
A.S.C.E.
A.S.C.E.
A.S.C.E.
A.S.C.E.
A.S.C.E.
Beth.
105 U. S. Steel
171 Beth.
175 U. S. Steel
30
40
60
70
80
85
90
100
104
2
2%
2%
3
3%
3%
3Y,
3%
3Y,
2%
3
4
4
4
4
6
6
6
6
6
6
6
6
6
AMERICAN
% 2%
16Y8
%
20
24
34
34
34
34
34
34
34
34
26
3%
% 4
% 4
% 4Y,
% 4Y,
1
4%
1
5
1
5
% 4Y,
1
6
1 Y, 6Y,
10.5
16.1
32.4
54.6
62.6
67.6
72.7
85.7
60.6
54.6
76.7
79.6
1.9
3.0
3.3
5.4
7.5
7.5
11.4
11.7
10.7
7.5
12.2
18.2
% ·1.8
%
Y8
%
%
%
%
2.6
3.8
4.0
4.0
4.2
4.2
INSTITUTE OF STEEL CONSTRUCT ION
%
%
2 1%i
3
3%
3%
3%
3%
5
5
6
8
8
8
1
1
1
1
1
4Y,
3%
3%
4%
4%
11
11
11
12
12
%
%
%
%
%
3 1Yt6
8
,..
132
CLEVISES
u(J f ~I
k"~a~
o(~ : 1 : :~rlP
Thread: American Stand·
ard-Class 2 Fit
a
Dimensions, Inches
Cle vis
Number
M ax. 0
Max. p
b
n
2)1
3
3)1
4
5
6
7
Ys
1)i
1)i
1)1
1
1)i
1)1
2Ys
2%
3
4
2
2)1
3
3%
4)i
2)1
3
3)1
4
5
6
7
S
4
1%
172
1%
S
5
5
6
6
7
1~
2)i
2%
3
Grir, = th;ckness
pate + 1A"
s
9
10
w
t
1)i
%
)1
)1
)1
%
%
Ys
1)i
172
1%
2
2)1
3
3)1
4
Wei ght
Pounds
2.5
4.0
6.0
S..O
16.0
26.0
36.0
71.0
CLEVIS NUMBERS FOR VARIOUS RODS AND PINS
Upset Aods
Nominal Size
Round
Square
- -- - - -
%
Ys
1
1Ys
1Ys
1%
%
Ys
1
1Ys
1%
1Ys
1%
1%
1)1
1%
1%
1Ys
2
2Ys
2Ys
2%
1%
1Ys
2
2Ys
Diameter of Pin, Inches
Diam-
oter
of Tap
D
- %
%
Ys
1
1Ys
1Ys
1%
H1
1%
1%
1Ys
2
2Ys
2Ys
2%
2)1
2%
2%
2Ys
3
3Ys
2)4-2% 2Ys
3Ys
3%
3)1
2%
2%
3%
2Ys-3 2)1-2% 3%
3Ys
4
3Ys-3 )i 2%
Ys
1
1Ys 1)1 1% 2
2Ys 2)1 2% 3
3Ys 3)1 3% 4
4U
- - - - - - -- - - -- - - -- - - - - -- - - - - - - -2)1 2)1 2)1
2)1 2)1 2)1
2)1 2)1 2)1
...... 3 3 3 3Yz
...... 3 3 3 3)1
...... 3 3 3 3)1 4
._--_. -_ ..-. 3)1 3)1 3)1 4
4
...... _._.- . 3Y2 3)1 4
...... 4 4 5
......
.. __.. . .... ... _- 4
...... . _---. --_ ... 5
...... -----. ...... 5
5
5
5
5
5
5
5
5
5
5
5
5
5
5
6
6
6 6
6
...... --_._. ----_. 5
...... ----- ------ ------ .... _. 6 6 6 6
...... ------ ---_.. ... ._- ... _-- 6 6 6 6
...... _..... ---_.. ------ ...... 6 6 6 7
...... ... _-- ------ ------ ...... ----_ . .... 7 7
---_.. ... ..... ... ... " ' - ' ------ ._---. 7 7
7 7
------ -.'.-- ..... .. .... .... - . ......
7
...... .... ....-- ... ... .... - . ...... . _--- . 7
. ..... 8
...... ..... . ..... . ... _. ..._.. ......
5
5
6
6
7
7
7
7
7
S
S
...... .. .... ...... ...•.. ...... ...... . _.. ...... S S
...... ...... ...... ...... ..... . ...... ...... . ..... S
S
...... ...... ...... ...... ..... . ...... ...... . ..... S
S
...... ... _. ...... ...... ...... ...... ...... ...... S 8
.•.•.. ...... ...... ...... ...... ...... ...... . ..... S
S
...... ...... ...... ...... ...... ...... ...... ...... ...... S'
...... ...... ...... ...... .... .. .... .....~ . ..... ... .. . S'
7
7
7
7
7
S
S
S
S
S
S
S
S
S'
S'
7
7
7
7
S
S
S
S
S
8
S
8
S'
S'
S'
S
s
s
s
S
S
S
S
S
S
S'
S'
S'
S'
S
S
S
S
S
S'
8'
S'
S'
Above Table of Clevis Sizes is based on t he Net Area of Cl evis through Pin Ho le be ing equ a l
to or greater t han 135 per cent of Net Area of Rod. Table a pplies t o round a nd squ a re rods
with upset en ds and ro und rods without upset ends ;" denotes th a t c levis is n ot suffi c ient for
round rods n ot u pset. Pin s a re s uffici en t fo r shear but mu st be in vestigated for bending. For
othe r co mbin a tions of pin a n d rod or n et a rea ratios, requ ired clevis s ize ca n be calcula t ed by
referen ce to th e tab ulated d imensi ons .
Weights and dim e ns ions of clevises are Cleveland City Forge Co. Standard. Similar products of other m a nufacturers are essentia lly the same.
AMERICAN
INS TITUTE OF STEEL CONSTRUCT I ON
s
s
s
s
s'
s'
S'
s'
S'
133
TURNBUCKLES AND SLEEVE NUTS
0 ,!II
/ 11
~:
Cf! ~
,
1'1
Thread:
~a~
p
It@~l
,'
L
American Sta ndard-C lass 2 Fit
Standard Turnbuckl es
Weight of Turnbuckles, Lb.
Dimensions, Inches
Length, a, Inches
Size
D
I,.
Eye and H ook Stubs
,,,
Std. (av.)
Weight Lb.
, , 9 6 9 12 18 24 36 48 In. 3=6" E,. Hook
- -- - - -- - - - - - -- - - - - -- - - - - - - - - .41. ------.. ------ ------ +------ ----_.. ._---.--- % 19
6 U, 7Ya ji6 1lj2
.25
.30
%
.75 1.00 -----_. -_ .._-- ------- ....... __ . 1 19
.61
6 % 7Y, 1 ~ 1 ~6
.70
.48
Y,
6 ,%, 7 %;
lYz .89 1.38 1.50 ._....... -------- -------- ... _----- - 1~ 19Yz 1.07 .95
%
p
a
n
1
%
%
1
lYa
1%
1%
l Y,
1%
1%
1%
2
2%
2Y,
2%
3
3%
3Y,
3%
4
4%
4Y,
4%
5
l i}(6
6 1~ 8Ya l~ 1'%, 1.20 1.63 2.13 3.06 4.38
1.70 1.52
l Y,~l
6 1lj2 8U, 1%, 1 % 1.46 ._----_.. 2.83 4.33 5.47
~%f.13% 2.44 2.19
6 lYs 8% 1%, 2lj2 2.27 -_._---.-. 3.80 4.13 4.45 5.12
2 ~~~ 3.42 3.10
6 lUG 9Ya P :Ji2 2%, 2.72 -- ---_.. _- 4 .00 7.25 9.15 12.95
2%26% 4.92 4 .50
2Y,'28
6.35 5.82
6 1% 9Y, 1 ~ 2'lj2 3.58 ---------- 4.70 7.1 3 12.11 16.75
8.42 7.79
6 1 1'16 9 % l'116 2% 4.13 ---------------- .... _. _._---- -_..- .. . ....... _._10.83 10.08
6 2Ya 10% 12~ 3lj2 5.25
8.00 9.13 11.75 17.75 24.00 32%r
32
13.91 12.94
6 2% lOY, 1'lj2 3%, 5.88
3% 4
17.40 16.38
6 2% 11
15.00 21.59 29.35 37.85 3Y,'35
2Ya 3ji6 7 .05
20.62 19.45
6 2% 11 Y, 2% 4
9.95
3%~7Y,
9.95
6 2% llY, 2% 4
15.23
28.35 37.95 48.45 4
OYz 25.45 24.13
6 3% 12% 21!1l; 4 % 18.00
37.80 51.00 63.95 4Y,~3Y, 39.02 37.35
57.02 54.94
5
23.25
49.38 65.30 82.50 5 50
6 3% 13Y, 3
104.30 5Y,55
81.80 79.28
6 4Ya 14% 37i 5% 31.50
6 4Y, 15
... ------ ... _-".- ---_._- .__ .... . 126.406 60 106.06 103.06
3% 6Ya 39.50 ..
6 5% 16Y, 3% 6% 61.00 70.00 ------- .- ...__.. -..__ ... .
.. ..... __... ...... ........ .... _..._- --_..__ ...
. ... __ .-. 203.00 .. .. -- --- -- .. .......... ---_. __ ...
6 5% 16Y, 3% 6% 61.00 70.00
.. -----_ . ...
18
.. --------- ..... - ... --.- ... ----- ._-_.__ .. .
6 6
4% 8Y, 89.00 ._------_ . ._-_.-. ------ _.. . .
. . .. ._---- ._---- 314.00 ---_.. -. ....... _---- .... _---6 6
18
4~ 8Y, 89.00 ._------_ . .
---_. __ ...
..... _. __. - - ..... . _.._-- .. __
9 6% 22Y, 5% 9% ._ .. _... 152.00 ._. __... . _----- . __.__ . .
9 6% 22Y, 5% 9% ._._---- 152.00 ..._--.- ------- ._--- . ._--_ ... ._--_._ ... ------ _... -- ... _. __ ... ...
9 6% 22 Y, 5% 9% -_._-_. 152.00 ----_.
._-_.- .... _.. -----_. -_._--_.
... ------ ------ ...
6
10 ._--_. 200.00 ._--_. . ...
9 7Y, 24
... . . ... . ......----_._- ---_._-- --_ .......
._
---_
_---
-----
_--_ __ _.
_-_
_-_ _--_
._---
_--_.-
---_
I
_-_ ---_ _---_ _---_-"._
_._ ---
Weights and dimension s of Turnb u c kles, Eyes and Hooks are Cleveland City Forge Compa ny
Standard. Simila r products of other companies are essentia lly the sa me .
SLEEVE NUTS
ffir.'t£9 OS"hn
?':I'I,!/,Imi\~ . JIo
n
QQJu
n
,
4"
1!'
y
n
,
1)1
~OI~Y
Ola.
,
Thread : American Standard-Class 2 Fit
Material: Cast Steel
AMERICAN
Oia.
of
Long
Screw Dia.
Nut
Clear Short Thick- Length
Dia. ness
we
,
- In.- I,. I,. -I,.- In.t - I,.I - -Lb.I,.
- - - - -- -- - - - - - - - D
n
4
4%
4Y,
7116 4%
7% 4%
7 1'16 5
4~
8% 5%
5
8 % 5Y,
5% 9% 5%
5Y, 9% 6
5% 10Ys 6%
6
10% 6Y,
INS TITUTE OF STEE L
4Ya
4%
4%
5
5%
5Y,
5%
6
6%
6Ya
6Y,
6%
7%
7%
8
8%
1
1 !{6
1 !{,
l Ya
1~
l >i
l l{,
8% 1%
9Ys
CONSTRUCTION
Hi'6
13
55
13Y, 65
14
75
14Y, 98
15
110
15% 122
16
142
16Y, 157
17
176
134
RECESSED PIN NUTS AND COTTER PINS
I'T"!F'---GrlP- -- -oI
Thread
Shape: American Standard
Class 2 Fit
f
Pitch:
6 per inch
Material: Pressed Steel
Diameter
of Pin
o
d
1%
2
2%
3
3%
4
4%
5
5%
5%
6
6
6
6
Weight
e
T
1'
1Ys
1>i
1%
1%
1%
1~
l Ys
2
2
2>i
2>i
2%
2%
Ys
1
lYs
l >i
3
3%
4%
4 Ys
3%
4Ys
5
5%
1%
5%"
6%
1%
1%
1%
l Ys
l Ys
2Ys
2 Ys
2)4
2)4
6>i
7
7%
8Ys
8%
9%
10)4
ll >i
11)4
7)4
8Ys
8Ys
9%
10
10Ys
11 Ys
13
13
~~
3Ys
4%
5>i
s
Pounds
e
1
2
3
5%,
%
%
%
6%
%
7
%
7%
8
%
%
8%"
4
5
6
8
10
12
14
19
24
32
32
%
%
9%
10%
10%
%
%
*;'''~>\I<---Grlp------
Recessed Pin Nuts similar to those listed above
are available, in cast steel, for pins up to 24
inches in diameter.
For pins over 10 inches in diameter, however,
the preferred practice Is a detail sim ilar to that
I
I
d+I" ~'"
shown at the left, in which the pin is held in
TY P I CAL PIN
OVER 1 0
pl ace by a recessed cap at each end and secured
by a bo lt passin g compl et e ly through the caps
and pin. S uitab le provision must be made for
attach ing pil ots and driving nuts .
c . . P DETAIL FOR PINS
IN CHES IN D I A METER
Dimensions shown are approx imate.
HORIZONTA L OR VERTICAL PIN
HORIZONTAL PIN
.I~Go1P+I'~'·h-
.." !
..
,..
'''D
I:.:J'
--,.'~
~
I I
I
"'
"I I
u
u
l = Length of Pin , in inches.
Pin
Dia.
d
l >i
1%
1%
2
2)4
2Yz
DT
P INS W ITH HEADS
~i:~
II
17'2
1%
2
2%
2%
2%
Woight
of One.
Lb.
Length
.19 + .351
.26+ .501
.33+ .681
.47+ .891
.58+1.131
2
2%
2%
3
3>i
3%
7n _, ,n,
e
AMERICAN
D~'.
We ig ht
per tOO.
Lb.
>i
)4
)4
%
%
2.64
3.10
3.50
9.00
9.40
10.9
%
P in
Dia.
d
2%
3
3)4
3%
3%
I HEADS
l:
3Ys
37'2
3%;
4
4>i
we~ht
of ne.
Lb.
.82+1.681
1.02 +2.001
1,17+2.351
1.34+2.731
1.51 +3,131
INSTITUTE; OF STEEL CONSTRUCTION
length
D;,.
e
-p
%
%
%
%
%
4
5
5
6
6
We ight
per tOO.
Lb.
11.4
28,5
28.5
33.8
33.8
135
EYE BARS
EYE BAR
ADJUSTABLE EYE BAR
F~~f~-::;>-\-ll ietFF' lut .~ --l
/--A----1
L
1+-.
'I
A----..J
Mi nimu m length, L, for short end is 6'-6", preferably 7'·0". Left thread.
Thread:
American Standard- Class 2 Fit
HEADS FOR ALL BARS
I
Size of Bar
Head
Thickness
Oia.
Width
In.
Max. Min.
In.
In.
b
'0.
~i~'
In.
SCREW ENDS FOR ADJUSTABLE BARS
Size of Bar
1-- 1--4--~-+-+--I--
0-10Yz
4Y2 1 ~
Y2 5Y2 2 ~ 37.5 1- 2Yz 2
* 6J.1 3~
1- 7Yz
2
Upset End
Add. 1----';=~7_-+--;--.,_::.::c7-:::.::____c=c_-,__ Add.
MaAt Root of Thread
Ma~:~s te~a[ Width T~I~k- Aroa Dba. L!!fh. Tllds.
teri al
over Ft. In.
In.
ness
In.l
In.
In.
I~~h Diam. Area2 ~:~s Ft.8,n.
Bar %
In.
In.
10. Bar %
, % 1.25 1~ 4
% 1.50 1 %
% 1.75 2
5
4Yz 5
4Yz 4Yz
1.49 1.7439.6 1- 0
1.62 2.05 36.6 1- 0
1.71 2.3031.4 0-11
---f6
2Yz
%
1
7
, 8
2Yz
3Yz
4Yz
1- 1 ~
40.0 1- 5 ~
* % 1.88 2% 4Yz 4Yz 1.84 2.65 41.2 1- 0
% 2.19 2Ji 5
2Yz
1 - 10 ~
2.50 2% 5
1
4Yz
4
1.96 3.0238.1 1- 0
2.09 3.42 36.7 1- 0
1-----I--+--+--r--+--1r-+-~---~-~-1---I--I---I--4--- 1
7Yz 3U
8Yz 4U
3
1- 4Yz
41.7 1- 9YzI 3
2- 2%
• %' 2.25 2U 5
4Yz
% 2.63 2Yz 5Yz 4
1
3.00 2Yz 5Yz 4
1.96 3.02 34.3 1- 0
2.18 3.7241.6 1- 1
2.18 3.72 23.9 1- 1
- - --I--I--e--+---jf.--I'---I---+--f---~-f----I-- - -- ---f--~
4
10
1% Ys 11
1
·12
4Yz
5Yz
6Yz
1- 9
37.5 2- 3
2- 8
4
• ~
%
1
1%
3.00 2Yz 5Yz 4
3 .50 2~ 5Yz 4
4.00 3
6
3Yz
4.50 3U 6Yz 3Yz
2.18
2.43
2.63
2.88
3.72 23.9
4.62 32.0
5.43 35.7
6.51 44.6
1- 1
0-11
1- 1
1- 2
---1 --1·--1--4--+---j---~--+--4---~-f---~-1---·1--1---f--~
,
~
5
2
2
1
1
5U
1-10Yz
13Yz 6 ~ 35.0 2- 6
1
1
*158 X(
~
6
12
5
3-3
2- 1
14 5~
14% 6Yz 37.5 2- 4
3- 2
*16Yz 8~
3Yz
6.00
3Yz 7
2.55 5.11 36.2 1- 0
2.63
2.88
3.10
3.32
0-11
1- 0
1- 1
1- 2
3Ji
3.10 7.55 25.8 1- 0
3.32 8.64 28.0 1- 0
3.57 9.99 33.2 1- 1
3.80 11.3 37.3 1- 2
Pin holes to be deducted in estimat in g weight.
* Bars are special.
AMERICAN
5.43 24.1
6.51 30.2
7.55 34.2
8.64 38.3
1 % 6.75 3~ 7
3
1 Ji 7.50 4
7Yz 3
1 % 8.25 4Ji 8
2%
'1
6
3.75 2 % 6
% 4.38 3
6
3Yz
1
5.00 3U 6Yz 3Yz
3U
1% 5.63 3Yz 7
3
1 Ji 6.25 3% 7
INS TITUTE OF STEEL CONSTRUCTION
136
UPSET SCREW ENDS FOR SQUARE BARS
.. f 1
_L\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\1
Thread:
American Standard-Class 2 Fit
BAR
UPSET
Weight
Side of
Square
Diameter
lb.
0.563
0.766
1.91
2.60
1% ,
1.000
1.266
1.563
1.891
3.40
4.30
5.31
6.43
lYz
2.250
2.641
3.063
3.516
7.65
8.98
10.41
11.95
4.000
4.516
5.063
5.641
13.60
15.35
17.21
19.18
6.250
6.891
7.563
8.266
21.25
23.43
25.71
28.10
9.000
9.766
10.563
30.60
33.20
35.91
1
lYs
1)1'
1%
1%
lYs
2
2Yz
2)1'
2%
2Yz
2%
2~
2Ys
3
3Ys
3>i
at
Inches
4
4
4
4
0.939
1.064
0.693
0.890
23.2
16.2
4
4
4
1%
lYs
471
3Yz
1.283
1.389
1.615
1. 711
1.294
1.515
2.049
2.300
29.4
19.7
31.1
21.7
1.961
2.086
2.175
2.425
3 .021
3.419
3.716
4.619
34.3
29.5
21.3
31.4
2.550
2.629
2.879
3 .100
5.108
5.428
6.509
7.549
27.7
20.2
28.6
33.8
3.317
3.317
3.567
3.798
8.641
8.641
9.993
11 .330
38.3
25.4
32.1
37.1
3.798
4.028
4.255
11.330
12.741
14.221
25.9
30.5
34.6
10<
Upset
Inches.
lYz
2
4Yz
4Yz
4
5
4%
471
5
2%
3
6
6
3)1'
6Y2
3Yz
5
4Yz
7
5Yz
6Yz
7
7
5Yz
7Yz
7
6Yz
8
7Yz
4)1'
8
6
431
871
7
4~
8Yz
7Yz
*Upsets are special .
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
At Aoot
Excess
Inches
T
D
+10%
Sq. In.
Area
Diameter
Root of
Thread
K
Inches
Foot
Area
AdJitional
Length
d
Inches
length
poe
01
Thread
Sq. In.
Over
Area of
S"
%
137
UPSET SCREW ENDS FOR ROUND BARS
•
JIIIIITI
fb
Thread:
American Standard- Class 2 Fit
BAR
UPSET
Diameter
d
Area
Inches
Sq. In.
*%
* %
0.442
0 .601
1
1%
1)4
1%
0.785
0.994
1.227
1.485
1 )1
1%
1%
1%
2
Weight
Dial116tar
Length
~:~t
0
T
Additional
Length
Area
Diameter
"
At Root
Thread
Inches
K
Inches
Sq. In.
S"
%
f"
Upset
+10%
Root of
Thread
of
Excess
Ovor
Area of
Lb.
Inches
Inches
1.50
2.04
1
4
4
5
5)1
0.838
1.064
0.551
0.890
24.7
48.0
2.67
3.38
4.17
5.05
1%
1)1
1%
1%
4
4
4
4
4
4
4
4
1.158
1.283
1.389
1.490
1.054
1.294
1.515
1.744
34.2
30.2
23.5
17.5
1.767
2.074
2.405
2.761
6.01
7.05
8.18
9.39
2
472
2Ys
2)4
2%
4)1
5
5
4)1
4
4
4
1.711
1.836
1.961
2.086
2.300
2.649
3 .021
3.419
30.2
27.7
25.6
23.8
3.142
3.547
3 .976
4.430
10.68
12.06
13.52
15.06
2)1
2%
2%
3
5)1
5}'2
6
6
4
2.175
2.300
2.550
2.629
3.716
4.156
5.108
5.428
18.3
17.2
28.4
22.5
4.909
5.412
5.940
6.492
16.69
18.40
20.19
22.07
3)4
3)4
3)1
3%
6%
6}2
4 )1
7
7
6
2.879
2.879
3.100
3.31 7
6.509
6.509
7.549
8.641
32.6
20.3
27.1
33.1
3)4
3%
7.069
7.670
8.296
8.946
24.03
26.08
28.21
30.42
3%
4
4
7%
5
6
5
4%:
8
5Yz
3.317
3.567
3.567
3.798
8.641
9.993
9.993
11.330
22.2
30.3
20.5
26.6
3)1
3%
3%
3%
9.621
10.321
11.045
11.793
32.71
35.09
37.55
40.10
4)4
8
8)1
8)1
8)1
5
5)1
6
5)1
3.798
4.028
4.255
4.255
11.33C
12.741
14.221
14.221
17.8
23.4
28.8
20.6
2Ys
2)4
2%
2)1
2%
2%
2%
3
3Ys
,
r
Hi
4Yz
4%
4~
7
7%
3Y2
4%
4)1
5%
571
*Upsets are special.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
138
LOOP RODS AND STUB ENDS
- fo'-t'f
1'-2 i P-=i
t'~
,"n "."' T"." _ !------" T~~
--. (, ,--,
,
.
A:
-----~
I
---~ -- _oj
L
ForTu rnbuckle oI-~
.i.
Sho rt E nd
Min. L ength 4'7
For ste eve Nut ~~
Ll
A
I 4.1 7p + 5.B9d
American Standard- Class 2 Fit
Th read:
LENGTH " A " F:OR ONE L OOP IN FEET AND INCHES
Pin
Diam.
Size of SQuare or Round Bar, d, in Inches
p
Inches
%
l Ys
1,.
l Y,
0- 9 72
0-10
0-11
1- 0
0-11 Y,
0-11
0-10
1- 1
0-10Y2 0-11 Y, 1- 0
1- 2
0-11 31 1- 07'2 1- 1
11
Y,
12
1- 3
1- Oy,
2
2,.
2Y,
1- 1
1- 2
1- 3
1- 4
1- 1Y,
1- 3
1- 4
1- 5
3
*3U
3Y,
1- 5
1- 6
1
Ys
lYs
1»
1%
1%
1- 2Y,
1- 3Y, 1- 4Y, 1- 5
1- 6
1- 4Y,
1- 5Y,
1- 7
1- 8
1- 5Y, 1- 6
1- 6:Yf 1- 7
1- 7 :Y2 1- s
1- 8}-'2 1- 9Y,
1- 7
1- S
1- 9
1-10
1- 9
1-10
1-11
2- 0
1- 9% 1-10}2 1-11
1-1071 1-11 72 2- 0
1-11 )1 2- Oy, 2- 1
2- 071 2- 171 2- 2
2- 0
2- 1
2- 2
2- 3
2- 2Y,
2- 3Y,
2- 2Y,
2- 3Y2
2- 4Y,
2- 5Y,
2- 4
2- 5
2- 6
2- 7
2- 4Y,
2- 6
2 -7
2- S
1%
l Y,
l Ys
2
- - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - -
lU
1- 2Y,
1- 3Y,
1- 4Y,
1 -5Y,
1- 3
1- 4Y,
1- 5Y,
1- 6Y,
*3%
1- 6
1- 7
,- 77'2 1- s
1- SY, 1- 9
1- 6Y,
1- 7Y,
1- SY,
1-10
1- 7Y, 1- s
1- BY2 1- 9
1- 9Y, 1-10
1-10Y, 1-11
4
*4 7.4'
4Y,
*4%
1- 9Y, 1-10
--------- 1-11
---------- 2- 0
.. _------ 2- 1
1-11
2- 0
2- 1
2- 2
1-11 72 2- Oy, 2- 1
2- 072 2- 1 Y, 2- 2
2- 1}2 2- 2Y, 2- 3
2- 2Y, 2- 3Y, 2- 4
5
*5)4
5Y,
--.-----_.. 2- ~ Y, 2- 3
2- 4
.. -'..--.. . _--_. __ ... ---.-----.. 2- 5
... _------- ---------- . 2- 6
2}4
*5%"
1- 4
1- 5
1- 6
1- 7
2- 3Y, 2- 4Y,
2- 5
2- 5Yz
2- 6
2- 6Y,
2- 7
2- 7Y,
'
2- 5
2- 6
2- 6
2- 7
2- 7Y, 2- S
2- SY, 2- 9
*6%"
2- S
------_.. ---------.. 2- 7
... _--_._- ._-----_ . ....
. 2- 9
.. 2-10
--------. . _... _---- ....
...-. 2-11
... _------ -----------
2- SY, 2- 9Y,
2- 9Y, 2-10Y,
2-10% 2-11 Y,
3- 0
3- OY,
7
--._------- ---------- --- .. _--_.. 3- 0
3- 1
6
*6 7,(
6Y,
_---_----
---_.__
2- 2
2- 3
2- 4
2- 5
1- 7Y, 1- 8Y,
1- 8Y, 1- 9Y,
1- 9Y, 1-10Y,
1-11
1-11 Y2
2- 3
2- 4Y,
2- 5Y,
2- 6Y,
2- 6Y, 2- 7Y, 2- S
2- 7}1 2- SY, 2- 9
2- 9
2- 9Y, 2-10
2-10
2-10Y, 2-11 Y,
2- OY2
2- 1 Y2
2- 9
2-10
2-11
3- 0
2-11
3- 0
3- 1
3- 2
2-11 Y, 3- 0 72 3- 1
3- OY, 3- l Y, 3- 2
3- 1 Y, 3- 2Y, 3- 3
3- 2Y, 3- 3Y, 3- 4
3- 1 Y, 3- 2Y, 3- 3
3- 3Y, 3- 4Y, 3- 5
2-10
2-11
3- 0
3- 1
M axi mum shipping length of long end =: 35 feet.
"'Pins are special.
,r-:--T----;l
RIght Hand T hread
fE--T- - - j Left Han d Th read
I
I
?
,L
Dia. of Round, I n.._......___ ... %
I
J
.. '
fl:f'"/,1,'
YiFl.1'FI:FiiFl
I
I
Side of Square, In ... ,.........
0
I
l Ys 1174' 1%
- - 1Ys
- - Ys - - -1 - - - -- - - -l Y, 1% 1%:
l Ys
1.\<' 1%
% Ys
- - - - - - - - -- - - - - - - -- - - -- - -
1
--
l Y,
1% 1%
2
Dia. of Upset, 0, In. _......... 1
2Ys 2,. 2 % 2Y,
lYs 134 1% l Y, 1% 1M l Ys 2
Length of Upset, T, In ..____ 4
5Y,
4
4
4
4
4
5
4
47'2 4Y, 4Y, 5
Lengt h, I, In .. ___ ................. 9Y2 9Y, 10 l OY, 10Y2 11 11 Y, 11 Y, 11 Y, 11 7!i 12
12Y, 13
AMERI CAN
INSTITUTE OF
STEEL CONSTRUCTION
139
PIPE
COUPLINGS
DIMENSIONS
Dia.
Nom.
In.
Im"- I W,;ghL~' ITh'"' °"";" 1 I '
I0"";"1
Oia.
In.
Inside
Dia.
In.
.405
.540
.675
.840
1.050
1.315
1.660
1.900
2.375
2.875
3.500
4.000
4.500
5.563
6.625
8.625
8.625
10.750
10.750
10.750
12.750
12.750
.269
.364
.493
.622
.824
1.049
1.380
1.610
2.067
2.469
3.068
3.548
4.026
5.047
6.065
8.071
7.981
10.192
10.136
10.020
12.090
12.000
.24
.068
.42
.088
.57
.091
.85
.109
1.13
.113
1.68
.133
2.27
.140
2.72
.145
3.65
.154
5.79
.203
7.58
.216
9.11
.226
.237 10.79
.258 14.62
.280 18.97
.277 24.70
.322 28.55
.279 31.20
.307 34.24
.365 40.48
.330 43.77
.375 49.56
.405
.540
.675
.840
1.050
1.315
1.660
1.900
2.375
2.875
3.500
4.000
4.500
5.563
6.625
8.625
10.750
12.750
.215
.302
.423
.546
.742
.957
1.278
1.500
1.939
2.323
2.900
3.364
3.826
4.813
5.761
7.625
9.750
11.750
.31
.095
.119
.54
.1 26
.74
.147
1.09
.154
1.47
.179
2.17
.191
3.00
.200
3.63
5.02
.218
.276
7.66
.300 10.25
.318 12.51
.337 14.98
.375 20.78
.432 28.57
.500 43.39
.500 54.74
.500 65.42
ness
In.
Foot
Plain 1 Thread
Ends
&. Cplg.
Oia.
In.
I~~
PROPERTIES
Length Weight
In.
lb.
In.4
I I
A
r
In'
10.
.03
.04
.07
.12
.21
.35
.55
.76
1.23
1.76
2.55
4.33
5.41
9.16
10.82
15.84
15.84
33.92
33.92
33.92
48.27
48.27
.001
.003
.007
.017
.037
.087
.195
.310
.666
1.530
3.017
4.788
7.233
15.16
28.14
63.35
72.49
125.9
137.4
160.7
248.5
279.3
.072
.125
.167
.250
.333
.494
.669
.799
1.075
1.704
2.228
2.680
3.174
4.300
5.581
7.265
8.399
9.178
10.07
11.91
12.88
14.58
.12
.16
.21
.26
.33
.42
.54
.62
.79
.95
1.1 6
1.34
1.51
1.88
2.25
2.95
2.94 ,
3.70
3.69
3.67
4.39
4.38
.05
.07
.13
.22
.33
.47
1.04
1.17
2.17
3.43
4.13
6.29
8.16
12.87
15.18
26.63
44.16
51.99
.001
.004
.009
.020
.045
.1 06
.242
.391
.868
1.924
3.894
6.280
9.610
20.67
40.49
105.7
211.9
361.5
.093
.157
.217
.320
.433
.639
.881
1.068
1.477
2.254
3.016
3.678
4.407
6.112
8.405
12.76
16.10
19.24
.11
.15
.20
.25
.32
.41
.52
.61
.77
.92
1.14
1.31
1.48
1.84
2.20
2.88
.22
.33
.47
1.04
1.17
2.17
3.43
4.13
6.29
8.16
12.87
15.18
26.63
.024
.058
.140
.341
.568
1.311
2.871
5.992
9.848
15.28
33.64
66.33
162.0
.504
.718
1.076
1.534
1.885
2.656
4.028
5.466
6.721
8.101
11 .34
15.64
21.30
I
STANDARD
,..
)1
%
)1
1
~
Hi
1 )1
2
2)1
3
3)1
4
5
6
8
8
10
10
10
12
12
,..
Ys
%
)1
1
~
I,..
1 )1
2
2)1
3
3%
4
5
6
8
10
12
.25
.43
.57
.85
1.1 3
1.68
2.28
2.73
3.68
5.82
7.62
9.20
10.89
14.81
19.19
25.00
28.81
32.00
35.00
41.13
45.00
50.71
27
18
18
14
14
11 )1
11 )1
11 )1
11 )1
8
8
8
8
8
8
8
8
8
8
8
8
8
.562
.685
.848
1.024
1.281
1.576
1.950
2.218
2.760
3.276
3.948
4.591
5.091
6.296
7.358
9.420
9.420
11.721
11.721
11.721
13.958
13.958
%
1
1 )1
1%
1%
1%
2)1
2%
2%
2Vs
3%
3%
3%
4Ys
4Ys
4%
4%
6Ys
6Ys
6Ys
6Ys
6Ys
EXTRA STRONG
.32
.54
.75
1.10
1.49
2.20
3.05
3.69
5.13
7.83
10.46
12.82
15.39
21.42
29.33
44.72
56.94
68.02
27
18
18
14
14
11 hi
11 )1
11 )1
11 )1
8
8
8
8
8
8
8
8
8
.582
.724
.898
1.085
1.316
1.575
2.054
2.294
2.870
3.389
4 .014
4 .628
5.233
6.420
7.482
9.596
11.958
13.958
l Ys
1%
Hi
1%
2Ys
2%
2%
2%
3%
4Ys
4Ys
4%
4%
5 Ys
5 Ys
6Ys
6%
6%
3.63 ,
4 .34
DOUBLE-EXTR A STRONG
)1
1
~
1;4
1 )1
2
2%
3
3%
4
5
6
8
.840
1.050
1.315
1.660
1.900
2.375
2.875
3.500
4.000
4.500
5.563
6.625
8.625
.252
.434
.599
.896
1.100
1.503
1.771
2.300
2.728
3.152
4.063
4.897
6.875
.294
.308
.358
.382
.400
.436
.552
.600
.636
.674
.750
.864
.875
1.71
2.44
3.66
5.21
6.41
9.03
13.70
18.58
22.85
27.54
38.55
53.16
72.42
1.73
2.46
3.68
5.27
6.47
9.14
13.87
18.79
23.16
27.95
39.20
53.92
73.76
14
14
11 )1
11 )1
11 )1
11 )1
8
8
8
8
8
8
8
1.085
1.316
1.575
2.054
2.294
2.870
3.389
4.014
4.628
5.233
6.420
7.482
9.596
1%
2Ys
2%
2%
2%
3%
4Ys
4Ys
4%
4%
5Ys
5Ys
6Ys
.22
.28
.36
.47
.55
.70
.84
1.05
1.21
1.37
1.72
2.06
2.76
o.
LARGE
D. PIPE
Pipe 14" and larger Is sold by actua l O. S. diameter and thickness.
Sizes, 14", 15", and 16" are available regu larly in thicknesses vary ing by ¥16" from :!A" to 1 ", inclusive.
All pipe is fu rnished random length unless otherwise ordered, viz: 12 to 22 feet with privilege of
furnishing 5 per cent in 6 to 12 feet len gths. Pipe railing is most economica ll y detailed with
slip joints and random lengths between couplings.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
140
MALLEABLE IRON PIPE RAILING FITTINGS
SEE NOTE ON PAGE 158
AMERICAN
INSTITUTE OF STEEL CON S TRUCTION
141
CAST IRON FITTINGS FOR PIPE RAILING
SEE NOTE ON PAGE 158
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
142
CORRUGATED SHEET METAL CONSTRUCTION
Corrugated steel, in addition to its extensive application as roofing and siding for
buildings, is adaptable to other varied requirements such as lining of shafts, supports
and forms for floor arches, partitions, enclosures and culverts.
Corrugated sheets are available in steel of regular analysis or in rust-resisting
alloys, usually copper-bearing steel, either black (unpainted mill finish), painted or galvanized. Although the mills offer a wide choice in types and widths of corrugations, the
curved type illustrated below is generally used. Standard lengths range from 60 inches
to a maximwn of 144 inches varying by 12 inches. Other lengths are available but
subject to an extra charge.
DATA FOR ESTIMATING
•c
0
~
~
SIDING
~
Standa rd S heet 26"
0
,
~ ~
0
:c. j,0
~
:i
0
ROOFING
ROOFING
I" 9 Corru~atlo n5 a t 2:t
Standard Sheet
1
24" I"
~ '"
I""~
/'
"4, ':.e
I"
-
2"L
Standard She et 26"
r ~
~
........../
B Co rru g3tio ns at 3':..24" J I"
27t"
,~I'-1"1i'9-=C=o""":,ga,,,tlo n5 at 2 t'6
r24'
---< "-1-=,2"
,-:;;2"!,
~N:;;0i;im"
I"::;';-'
"_f-""~2411'~_~~"",,
2 '-,"p'0'1P ( Corrui at ons
c
AND SIDING
a"
Corrua:atlons
-
~4"
-
2 -!"
,
a Lap
~I---.
J.LOP
I" BCo rrugations a t3': "24{ 2 ¥'
Stand3rd Sheet 27t"
Corrugations: Nominal 2}2 inches (actual 2% inches), is preferred for domestic
work, and 3 inch for export.
Roofmg sheet is 27}2 inches wide after corrugating and has one edge turned up
and the other down. It is laid 'with a side lap of 1% corrugations (covering approxi·
mately 24 inches net width) and a minimum end lap of 6 inches for roof pitch of 4 inches
in 12 inches or over. For roofs under 4 inch pitch the minimum end lap should be 8
inches.
Corrugated steel roofing is seldom used for roof pitch under 3 inches in 12 inches.
Siding sheet is 26 inches wide after corrugating and has both edges of sheet turned
the same way. It is laid with a side lap of one corrugation (covering approximately
24 inches net width) and a minimum end lap of 4 inches.
For export work, corrugated sheets are frequently furnished with 3 inch corrugations and in 32 inch width, covering 27 inches net when laid with 2 corrugations side
lap for roofing, and 30 inches net with one corrugation side lap for siding; also in 33%
inch width, covering 30 inches net with 1M corrugations side lap, for roofmg and siding.
Sheet steel flashing must be provided at roof ridge, eaves, windows and wherever
necessary to insure watertight results.
The following approximate method of obtaining the gross area required may be used:
Roofing = Net area + end laps + 15% for side laps of 1Yz corrugations.
Siding = Net area + end laps + 10% for side laps of 1 corrugation.
AMERI CAN
IN STITUTE OF STEEL CONSTRUCTI ON
143
CORRUGATED SHEET METAL CONSTRUCTION
u. S.
Manufacturers
Standard
Gage
Thick_
"""
Inches
(Black)
231" and 3" Corrugations
Per-
missible
Variation
%ofWt.
.105
.075
.060
.048
.036
.033
.030
.027
.024
.021
.018
.015
3.5
3.5
3.5
3.5
2.5
2.5
2.5
2.5
2 .5
2.5
2.5
2.5
26" Sheets
Pounds per Sq. Fl
+or -
- -- ---
12
14
16
18
20
21
22
23
24
25
26
28
Flat Sheats
Pounds per Sq. Ft.
---
Garv.
Slack
4.53
3.28
2.66
2.16
1.66
1.53
1.41
1.28
1.16
1.03
.91
.78
4.38
3.13
2.50
2.00
1.50
1.38
1.25
1.13
1.00
.88
.75
.63
27}f" Sheets
Pounds per Sq. Ft.
Garv.
Black
- - - - - - --Garv.
-- -Black
4.88
3.53
2.86
2.32
1.78
1.65
1.51
1.38
1.25
1.11
.98
.84
4.71
3.37
2.69
2.15
1.62
1.48
1.35
1.21
1.08
.94
.81
.67
4.94
3.58
2.90
2.35
1.81
1.67
1.53
1.40
1.26
1.13
.99
.85
Maximum Span
Between Supports
Roofing
Siding
5'9"
5'9"
5'9"
5'9"
5'9 '1
5'9"
4'9"
4'9"
3'9"
3'9"
2'9"
2'9"
5'10"
5'10"
5'10"
5'10"
5'10"
5'10 11
5' 10'1
5'10"
4'10"
4'10 11
3'10"
3'10"
---
4.77
3.41
2.73
2.18
1.64
1.50
1.36
1.23
1.09
.96
.82
.68
To obtain the weight of black painted sheets. add 0.01 lb. per sq. ft. to weight of
black sheets.
Coffilgated metal for export work is sometimes specified to Birmingham (B.G.)
gage.
Permissible variations apply to weight of steel sheets ordered by weight or gage '
number, in lots of 20 tons and over. For further details of pennissible variations see
American Iron and Steel Institute Manual, Section 11.
FASTENINGS FOR CORRUGATED STEEL
No.6
Gt1
~'62'
Umbre lla Head Clinch Ri~et
Maximum L ength
IS'Y'
Clinch rivets shown above are frequently used where high winds are not anticipated.
Closing rivets, ~" dia. and driven cold, are used for riveting side and end laps.
tA" Galv. Bolts; Galv. Wash ers with Lead or
Asphalt Saturated Felt Washers unde rneath
18 Ga. Ga~v. Metal' Straps, 1" wide.
In most localities, the strap fastenings Sh0WIl above are a required standard.
A fastening now gaining in favor comprises a No. 14 Hex. Head self-tapping Cap
Screw, applied wholly from outside the structure; with a soft lead washer against the
sheet and a steel washer under the head of the screw.
AMERlCAN
LNSTLTUTE IOF STEEL CONSTRUCTlON
144
I
BATTLEDECK FLOOR
I
+71 ?t
SIMPLE-SPAN CONSTRUCTION
STANDARD I-BEAMS
SPAN
MAXIMUM S T RINGER UNIT STRESS 18000 PS I. MAX . L. L. DEFLECTION """""5O'Q
DEAD LOAD INCLUDES 1. 1 LB. / SQ.
FT. FOR BITUMINOUS SURFACING
RECOMMENDED STRINGER SIZES
Span Le ngth c. to c. of Bearings, in Feet
S
Plate
Th'k- Live
ness LMd
14
16
18
20
22
24
26
28
30
32
34
36
• - - - - - - -- - - - - - - - - - - - - - - - -- - - - '".- --'". 10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131,8
H-1 5
8118.4 8118,4 8123
10 1I H-20
8118,4 8123
10125.4 10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12140.8 15142.9
811 8.4
811 8.4
8 11 804
811 8.4
811 8.4
8123
8118,4 8123
10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 2131.8
10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 2140.8 15142.9
12 ~.
~.
H-1 5
H-W
14 ~
16 ~
H-1 5 811 8.4
H-20 811 8.4
18 %.
H-15
H-20
20
H-t5 8118.4 8123
10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 12131.8 12140.8 15142.9
H-W 10125.4 10125.4 10125.4 12131 .8 12131.8 12131.8 12131.8 12140.8 12140.8 15142.9 15142.9 15142.9
'"
n
22 n
8118.4
811 8,4
8123
10125.4 10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12135
8118.4 8118.4 8123
8123
10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 12135 15142.9" 15142.9"
H-1 5 811 8.4f 811 8.4f 8123 f 10I25.4t 10125.4t 10125.4t 10125.4t 12131.8 12131.8 12131.8 2131.8 12140.8
H-20 8123 t 10125.4t 10125.4t 10125.4t 12131.8 12131 .8 12131.8 12131.8 12135 12140.8 15142.9 15142.9
8123
10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 12135 12140.8
8118.4 8123
8123
10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 12135 12140.8 12140.8 15142.9 15142.9
H-15 8123 t 10125.4 10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 12140.8 12140.8 15142.9
H-20 101 25.4 10125.4 12131.8 12131.8 12131.8 12131.8 12135 12140.8 15142.9 15142.9 15142.9 5142.9
IIA,
H-1 5 8123 10125.4 10125.4 10125.4 12131 .8 12131.8 12131.8 12131.8 12135 12140.8 15142.9 15142.9
H-20 10125.4 12131.8 12131.8 12131.8 12131.8 12135 12140.8 15142.9 15142.9 15142.9 15142.9 15150
';1i
26 ll'fSt
H-1 5 10125.4 10125.4 10125.4 12131.8 12131.8 12131.8 12131 .8 12135 12140.8 12140.8 15142.9 15142.9
H-20 10125.4t 12131.8 12I31.8 12131.8 12135
12140.8 12140.8 15142.9 15142.9 15142.9 15150 18154.7
In'
H-1 5 10125.4 10125.4 12131 .8 12131.8 12131.8 12131.8 12135 1214O.8 12140.8 15142.9 15142.9 15142.9
H-W 10125.4 12131.8 12131.8 12131 .8 12140.8 12140.8 15142.9 15142.9 15142.9 5150 18154.7 18154.7
30 li~
H-15 10125.4 10125.4 12131.8 12131.8 12131.8 12131.8 12135 15142.9* 15142.9. 15142.9* 15142.9* 15150 "
H-W 12131.8 12131.8 12131.8 12135 12140.8 15142.9 15142.9 15142.9 15150 15150 18154.7 18154.7
32 ~
H-1 5 10125.4 10125.4 12131.8 12131.8 12131.8 12135 12140.8 15142.9 5142.9 15142.9 15142.9 5150
H-W 12131.8 12131.st 12131.8t 15142.9 15142.9 15142.9 15142.9 15142.9 '5150 18154.7 18154.7 18154.7
24
28
.'"
1
ilIAs defined by American Association of State Highway Offici a ls.
" P late thickness ~6" less than stated . 1 Plate t h ickness :Ifl6" more tha n s tated.
Th e foregoin3 table is adapted from one of the seve ral t.a bles contain e d in the A. 1. S . C.
pamphlet "The attledeck Fl oor for Highway Bridg es."
Variou s a pplications of this ty pe of floor construction, shop or field welded, w ith or w ithout
bituminou s surfacing, and for u se on short or lo ng s pans, are di s cussed in t h e ~amphlet.
together with semi-rationa l design rules based upon research wi th full- sca le mode s.
AM ER I CAN
IN S TITUTE OF STEEL
CONSTRUCTION
145
AMERICAN
IN S TITUTE
OF STEEL CONSTRU C TI O N
146
AMER I CAN
INSTITUTE
OF STEEL CONSTRUCT I ON
147
PART II
ESTIMATING AND DETAILING
INFORMATION
This part contains such data on details and weights as
will be useful in preparation of estimates and detail drawings,
and have not already appeared in Part 1.
DETAILING
PRACTICE
STANDARD BEAM CONNECTIONS
SEPARATORS , TIE RODS, AND ANCHORS
FIELD RIVET AND ERECTION CLEARANCES
PIPE RAILING DETAILS
RIVET DIMENSIONS , WEIGHTS, ETC.
SCREW THREADS
BOLT AND NUT DIMENSIONS, WEIGHTS, ETC.
AMERI CAN
INS TITUTE OF S TEEL CON S TRUCTION
,..- -148
DETAILING PRACTICE
Maximum efficiency in the fabrication of structural steel by modern shops is
entirely dependent upon close cooperation between designing office, drafting room and
shop. Designs should be favorable to, the drafting room should recognize and call for.
and the shop should adapt its equipment to, the use of recurrent details which have
been standardized.
Consideration should be given to duplication of details and multiple punching or
drilling. Utilization of standard jigs and machine set-ups eliminates unnecessary
handling of material and aids drilling or punching holes in groups.
Column gage lines should conform to the standard machine set-ups illustrated
below. Once determined they should be duplicated as far as possible throughout any
one job. Gages on an individual member should not be varied throughout the length
of that member.
DRILL GAGES
Keep gages and longitudinal spacing alike, if possible, as drilling can be done
simultaneously in both flanges.
'
a
._
A}
~
"f
lit"
.1.
S<""do.d
I~
~,
H
f'+"i
M
;Jil'
, . --
..i:.
._.
.·~·
6!"
.,
~~"
M inimum "a"
3", Maximwn "a" controlled by size of member. Gages other
than standard should be multiples of 3".
PUNCH GAGES
Minimum "b" = 2"'''. Maximum "b" controlled by size of member. Gages other
than standara should be multiples of 3". Maximum "c" controlled by size of member.
Longitudinal spacing of holes for both punched and drilled work should be 3" or
multiples of 3". The adoption of such spacing facilitates the use of multiple drills and
punches and makes possible the use of the Standard Beam Connections detailed on
pages 151 and 153.
In general the principles governing the selection of gages and longitudinal spacing
of holes in beam webs and flanges are identical with those for columns. Sketches and
notes for "Punch Gages" apply to all sections. Minimum ga~cs are tabulated under
"Dimensions for Detailing;" pages 13 to 31. See page 156 for mformation and dimensions pertaining to clearance requirements.
Beams are connected to colwnns or other beams by framing angles or they are
seated. The need of providing for wind or other bending moments may require a combination of the two. Typical examples of seated and wind bracing connections are
illustrated on the opposite page.
Standard Beam Connections (A, H. HH. B, K and KK Series) should be used wherever suitable ; special heavy connections, pages 260 and 261, should be used only when
the capacities of Standard Connections are exceeded. Single angle connections should
be used only where construction details prevent the use of standard connections.
AMERIC A N
IN ST ITUTE OF STEEL CONSTRUCTION
149
SEATED CONNECTIONS
"
Column
FJ3'flge
."
Seated connections without stiffener angles may be used for the values of end
reactions up to 35 kips given in the table on page 263. Seated connections with single
or double stiffeners are used for values of end reactions given in the table on page 262
or for beams over 18" in depth. It should be noted that the rivets in the vertical leg
determine the capacity of the connection.
WIND BRACING
CONNECTIONS
Wind bracing connections, or connections designed to resist bending moments, are
usually made with angles or split beams. Brackets are frequently used where architectural features and clearances permit.
It is essential, for erection purposes, that sufficient clearance be provided between
the top angle and top of beam for all seated connections. For top angles riveted to
the column allow ~"and provide two Va" fills; if the angle is to be shipped loose provide
~" clearance with no fills. To insure web holes matching, beam details should be
dimensioned from the bottom flange. Always work with the actual depth of beams,
never the nominal.
Where flanges interfere
they must be c ut as show n
to ",lIow insertion of field
rivets or bolts.
1-
0
'=:::i-t
===1
COPE
.-----e:::=:J
~
T~~i;;l"
witb web unless c hipped
CUT
(
.
If essentla oote "Cut and chip"
Otherwise , !;Iote "Cut not chip"
These sketches indicate standard methods of providing clearance
for beams connecting to beams or columns. Where possib le, a minimum clearance of
is to be provided. Consult fabricator for dimension list of his standard copes and blocks.
*"
See pages 254 and 258 for
method of calcu lati ng val ue of connections for
beams framing opposite.
Coping or blocking of beams should be avoided wherever possible.
When construction will permit, the elevation of the top of filler beams
should be established a sufficient distance below the top of girders to
clear th e thickest girder flange. Unusually long or deep copes and
blocks, or blocks in beams with thi n webs, may materially affect the
capacity of the beam. Such beams must be investigated for both
shear and moment at lines A and B and, when necessary, adequate
reinforcement provided. Some fabricators designate all the operations pictUred above by the term "Cuts."
Forweights of standard connections and minimu m spans to which applicable, see pages 150to 153.
For allowable loads on standard connections, see pages 252 to 259.
For methods of calculating specia l connections and for detail of one sided connections, see pages
260 and 261.
AMERICAN
INSTITUTE OF STEEL C ONSTRUCTION
""
150
RI V ETS
Ys"
STANDARD BEAM CONNECTIONS
WIDE FLANGE BEAMS
WEIGHTS AND
MINIMUM SPANS
FOR ALLOWABLE UNIFORM
LOADS
Entering this table with s ize of beam, the sy mbols and wei g hts of Standard "A" , "H" and
"HH " Co nn ections are f o und , toget h e r with th e minimum s pa ns f or w hi c h th e y a fe res pectively
s ufficie nt. I nform ation fo r "H " Con nect io ns has bee n o m itt ed in th e t a bles w here shear in rivets
in outsta nd ing legs governs and , t herefo re. permit t he sa me valu es as "A " Co n nectio ns. Sta ndard
"A" , " H " a nd "HH " Co nnectio ns a re for use with %" rivets, a nd a re detailed o n page 1 51.
M ore gen era l inform ati on on capacity of a ny connection, Sta ndard or Specia l, will be found
o n pages 252 to 264.
Weight s include shop (web ) rivets only.
Section
~
D
Wt.
Lb.
36
300
280
260
245
230 A 10 62
194
182
170
160
150
E
~
w
Span
Lb. Feet E
~
w
'33 240
220
200 A9
152
14 1
130
30
-
24
56
210
190
172 A8
132
124
116
108
'"
177
160
145 A7
114
102
94
50
160
145
130
120
110 A6
100
94
Span
Lb. Feot
40.8
38.1
35. 1
33.0
30.9
24.5
23.0
21.4
20.0
18.6
bol
Section
30.0
27.1
24.4
17.5
HH a
90
79
16.4
43
37
!
26.0
23.4
2 1.3 H7
15.8
14.1
13.5t
25.5
23.0
20.4
18.4
17.lt H 6
16.91'
'1~
12.7t
13.
23.8
22.0
20.6
19.3
15.3
14.3
13.4
12.5
11.6
0
HH 7
70
96
82
73
68
18
"0
"0
D
W.O
18.0
16.3
11.7
10.9
10.1
9.4t
60
E
~
Wt.
Lb.
Min.
D
Min.
WI. Span
r,-.-
14.9
13.5
10.1
9.lt
A5
31
'iM
20.3
18.7
17.2t
14.4t
A4
22
~.!!i
10
8
~~:~
H4
32
13.8t
12.3t
-- --
96
88
78
71 A 4
64
58
50
45
40
36
38 A3
34
30
22
"'-r
14.3t
1'.8t
11.4tH4
Il.it
11.
32
'~H
16
A3
16
25 A2
21
16
29
20
17 A 2
'~:~
11.
10.
10·ot
9.Oj
36
31
12.4
11 .1
10.3
9.4
12.
11 .4
8·ot
8.6t
'1;
H5 43
12.
12.6
62
70
64
60
55
50
IN S TITUTE O F
Min.
Span
Lb. Feot
-14.7-
l Ut H 3
10·lt
17.0
14.4
13.1 HH 4
11.8
10.8
10.0
9.1
8.2
14.0
11. 8
10.7 HH 4
9.6
8.7
7.5
6.7
6.7 H H 3
6·21
5·lt
9.St
9.4 H 3
9.Oj
6.3
6.3
G.lt
24
24
5.7
5':1
4.3t
3.9t
50
37
i-
STEEL .C ON S TRUCTION
13.1
II.St
9.1
8·31
8.Oj
7.9t
7.7t
10.3t
10·21
1 0.~
8.3
8.4t
8·31
8.31
7.4t
7.1t
7.1 t
-9.8t
9.5t
7.St
37
7.6t
7.5t
7.5t
6.lt
6·lt
6.lt
6.1t
6.lt
9.8t
4.6
16
HH 5
6.1t
tThcse spans are governed by web bearing or web shear
AMERI C AN
"HH"
Connection
I
S"or we
21.0
18.4
27
11 .4
~
114
105
96
85
n
17.7
12.8
11 .8
10.8
15.3
13.8
12.4t 12
11.4
16.9 HH 6
15.3
13.6
12. 1
10.8
Connection
112
~ 14
12.8
52
"H"
Connection
127
116.6
60
WI.
Lb.
"A"
I
~!~ wE Lb . Feet
w
- -- - - - --i :25:5 -142
23.4
21
ru
19.5
H H9
~
"•
Lb. Feet
H H 10 101
33.3
30.4
27.5
20.0
18.3
16.6
15.1
13.8
- - -
84
76
" HH"
Connection
Connection
Min.
:g Wt. Min. "0 WI. Min. Sym- Wt. Span
"•
0
"H"
"A"
Connection
27
6.3t
6·21
5· lt
151
RIVETS
yg"
STANDARD BEAM CONNECTIONS
AMERICAN STANDARD BEAMS
WEIGHTS AND
MINIMUM SPANS FOR
ALLOWABLE UNIFORM
LOADS
Notes on page 150 app ly In ge neral.
For Channels u se same sta ndard connection as for American Standard Beam of sa me depth .
Soction
l'.
Q C
"A"
3
~- Lb.
>
"'
18
15
95
31
70 A.
54.7
22
50
42.9 A.
~
Span
>
15.5
14.4
12.2 H 6
11 .4
9.3
8.7
7.3
6.9
60
10.7
11.8
11.1 H5
9.3
.3
"HH"
Connection
Connection
Connection
9.4 H .
9.21
5.'
G.at H.
32
32
8.2
~
~
Span
>
>
12 50
6.2
40.8 A3
16
6.2t H 3
35
5.6t
31.S
6.5t
2.
6.2
5.5 HH3
'.7
,.4
27
HH 5
50
HH.
37
7.'
6.9
5.8
10 35
A2
16
5.'
'.5
G. l f
A2
8 23
18.4
16
3.0
3At
AI
8
4-:4
6" , 7.25 'At
8
3.2
3.Oj
14.75 AI
8
2.2
2.3t
14:7
~
5.4 HH4
37
'.OJ
4.9t
25.4
7 20
15.3
12.5
5
10
"~ serles
AIO
'
AO
AS
A7
A6
A5
A2
AI
-
4·o-r
SERIES
A4
A3
-
.~!li\I ·- ~·TlrTrl-r~·=
'" 1::+
U
, :+
STANDARD TWO_ANGLE CONNECTION S "H "
AND "HH "
SERIES
"H"Se rles
2·1! ex4x Jl
2-~ 6x6xi
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
4.1t
4.4t
tThese spans are governed by web bea ring or web s hear.
STANDARD TWO-ANGLE CONNECTIONS "A"
3. l t
3.St
7.4t
8.6
8.9t
22
HH 6
52
11.Of
85 A5
75
65.4
.-
" H"
"A"
Section
Min.
Min.
M in.
M in.
M in.
Sym- Wt. Span
"E Wt.
"E Wt.
" Wt. Span
S~:;r- WI.
";; WI.
Lb. ~'"
Lb. Feet
Lb.
Lb. Feet E Lb. Foet bol
Lb. Feet
o.t
"
"'
"'
"'
- -- -- - - - - --
Lb. Feet
37
"HH"
Connection
Connection
Min.
~ WI. Span
E
2. 12(1
105.9
100 A6
90
79.9
2(1
"H"
I Connection
152
RIVETS
~"
STANDARD BEAM CONNECTIONS
WIDE FLANGE BEAMS
WEIGHTS AND MINIMUM SPANS FOR
ALLOWABLE UNIFORM LOADS
Entering this table with s ize of beam , the symbols and weights of Standard "B", "K" and
"KK" Connections are found, together with the minimum spans for which they are respectively
sufficient. I nformation for I I K'f Connections has been omitted in the tables where shear in rivets
in outstanding legs governs and, therefore, permit the same values as "B" Connections. Standard
" S", "K" and "KK" Connections are for use with %" rivets and are detailed on page 153.
More general information on capacity of any connection, Standard or Special, will be found
on pages 252 to 264.
Weights include shop (web) rivets only.
Section
"8"
Connection
"K"
Connection
~
"0
~
E
"0
~
E
0•
Wt.
Lb.
36
300
280
~
Min.
we Sp,"
Lb .
'"
260
245
230 .,0 57
19.
182
170
160
150
220
200
152
141
130
30
-27
2.
••
210
190
17"2 8.
132
12.
116
108
46
160
145 87
11 .
102
9.
160
145
130
120
110 86
100
84
76
55.6
34.7
32.4
21
51.9
47.9
45.0
42.1
'"
Lb. F..t
bol
29.'
28.0
KK 10 .3
45.3
41.4
37.4
27.2
25.0
22.6
KK.
29.1
26.6
83 24.1
KK.
73
15.9
14.9
13.7
12.5
31.9
29.0
KK7
64
21.5
19.2
17.5
85
n
31.3
27.7
25.1
23.0 K6
20.9
16.5
16.5
14.8
KK6
47
55
16.8
16.6
15.0
13.8
12.5
11 .1
9.9
14.7
Lb. Feet
.5 2.
••
20
8. 20
38 83
14
~
28
83
.6
'.OJ
'.OJ
13
20 82
17
13
••••••
~~
7.1i
7.1
-KK.
2.
11.6
11.7
10.5
'!:~
9.1
'.1
7.1
'H! K3 20
9.1 KK3
'.1
7.0
33
'.0
7.6t
7.5t
7.5t
6.71
6.71
6.7i
6.1
- 2'
6.5t
6·31
5.7t
17 ,7 - - - - - -
II.U K3 20 6.6
-7-:8
6.7
5.'
33
'.31
11 .8
10.2
10.5
29
25 82
21
KK.
10.4
9.5t
1Ut
14
17.9
15.7
12.4
10.6
'.5
16.1
14.7
13.5
12.4
11 .2
-
i~
tThese spans are governed by web bearing or web shear
AMERICAN
Lb. Feet
14.1
12.7
11.
'i:~
30
31
KK5
39
11.
34
•
K'
78
36
a.9t
'l:~
20.9
36
bol
13.8
12.7
11.6
19.0
16.1
14.6 K'
13.1
50
45
40
10
19.9 K5
16.9
15.2
14.5
14·ot
96
88
58
12
~!~
20.0
16.
16.1
14.4t
14.ot
13.8t
64
14
Lb.
'"
27.7
25.4
23.2
19.6
50
71
Min.
we Min. .Sym- WI. Span
28.6
25.1
.,
16
~
Connection
31.9
60
2Q8
34.7
Min.
we Span
64
20.3
18.4
13.7
12.2
11.1
"0
~
E
~
11.
105
70
-22.5
35.4
34
22.1
"0
~
E
96
17.5
16.0
14.6
20.6
18.8
40
18
"KK"
Connection
'"
142
127
112
"K"
"8"
Connection
.2
73
68
62
20.'
27.3
24.6
40.9
36.9
33.2
23.9
Wt.
Lb.
96
26.3
19.5
18.2
17.0
15.8
22.3
1n
94
Min.
Min.
we Span
Sym- we Span ~
0•
~
31.3
29.2
27.2
25.3
51
Section
Lb. Feet
F~t
33.'
240
33
"KK"
Connection
INSTITUTE OF STEEL CONSTRUCTION
6.lt
--
----"
153
RI V ETS
:UN
ST A N DARD B EAM C ONNECTIONS
A MERI CAN STANDA R D BEA M S
W EIGHTS AND
MIN IMUM SPA N S
ALLOWAB L E U NI FORM
FOR
LOADS
Notes o n page 1 52 app ly in ge n e ra l.
For C h a n n e ls use s a me s ta ndard connection as for Am er ica n Sta nd a rd Bea m of s am e d e pth.
Connection
M in. e
~ WI. Span
~
~
~.£ WI.
Lb.
E
KK 6
KK 5
65.4
16.1
15.1
12.7
11.8
54.
11.1
34
95
8 5
28
"'
50
84
20
- -
l~
K4
8.
42.9
~
55
9.9
9.3
8.8
28
46
9.4
7.9
7.4
"8"
uK"
Connection
Connecti on
e
e
Min.
~
W1. Sp,"
Lb. F",
E
~
"'
83
12 50
40.8
35
12.6
11.8
1-;0.;-
- --18 70 04 20 12.8
15
Min.
Min.
100 86
90
79.9
~
, Section
Wt. Span SI::I WI. Spa" g~ WI.
Lb. Feet
Lb. Feet 0
Lb.
21.1
19.7
16.6
15.6
14.6
120
105.9
85
75
-
" KK"
Co nnection
Lb. F.. ,
"'
20
E
I
~
0
24
uK"
Connection
"8"
Section
C;o
14
W1.
L b.
- -"'
20
8.4 K3
7.5
6.5
~
S
13
7.3
6.1
82
13
4.0
3.6
6.0
5.2
25.4
18,4
33
6..
5.6
7
20
81
15.3
7
I KK4
33
4.0
4.9t
6
17.25 81
12.5
7
81
7
5
14.7
~
M in.
~!7
bol
Min.
WI. Span
Lb. Feet
KK 3
24
Sy~
4.11
3.8t
4.4t
.-
--
4:4 -
- - --r--- - - --
1
3.7
10
4.2
6.3
6.0
7.6t
KK4
7.'
E
31.8
23
~
"KK"
Con nection
--
3.0
2.5
tThese spans arc governed by we b bearing o r web s hear.
. rlyrIT1tllt-S T A N DA R D T WO- ANGLE CO N NECTIONS "B"
j. t±::itit
"B " Series
B 10
.11,
.
tilt
t t'it
.1, ,
~
BO
B B
~ .
B7
B6
B 5
..
.
.
2· ~ 4xS!-" Ii
!42t"Always
~. 1JI~
±i ±
t:
±: t.
"
~
"KK" Series
t, ::t
+1'
+-: ,it1
+-t:t:,!l't
K 10
K9
B 1
KB
AND
K7
2- t! 6 x 4 "A
" K K" SER I ES
K6
K 5
K4
K 3
'~'"llftlfiij
tt:lh+
" ---'
~ AIWaYS 2f~2t"
AMER I CAN
L.
t~2k Alw ays
2- 1!! 4 x3~)t-i
S T AN D A R D T W O_A N G LE CONNECTIONS " K "
•• K " Series
B3
.
.
.-
SER IES
B4
IN S TITUTE O F
"K" sero BS 2-1! 6 lt 4 xlG:
2.1! 6x4xt
:z·e 6· x6·~fI.
2-t! 6x 8 xfi
" KK ''' Se rles
STE EL CON S TRU CT I O N
r
I
154
SEATED CONNECTION S
MAX IMUM REACTION S AND M I NIMUM SPANS FOR
ALLOWABLE U N IFOR M LOADS
Seated conn ectio ns witho u t stiffe n er a ngles m ay be used for the va l ues of end reactio n s u p to
35 ki ps g ive n in the table on page 263. Seated con nectio n s w ith sing le or double stiffe n ers are
used for val u es of e nd react ions g iven i n t h e t a ble on page 262 or for beams over 18" in depth.
W'
Section
Depth
-36
33
30
27
24
31f2 In.
5'12 In.
Bearing
Bearing
.,
- - ---WI.
Lb.
Max.
React.
Kips
M in.
3% In.
51f2 In.
Bearing
Bearing
Standard
Section
3'12 In.
Bear ing
5'12 In.
Bearing
Max. Min.
W I. Max. Min. Max. Min.
WI. M ~. Min . Max. Min
React. Span Depth Lb. React. Span React. Span Depth Lb. React. Span React. Span
~'" Kips
Feet
- -I-
300
280
260
245
230
194
182
170
160
150
143
132
123
114
108
104
97
89
84
80
51.5
52.1
51.6
52.2
51.6
42.5
42.7
43.4
42.9
42.0
188
174
164
152
145
141
132
122
115
110
240
220
200
152
141
130
118
108
98
82
76
45.8
45.7
45.6
39.5
39.2
37.5
158
145
132
112
105
100
n
W
Section
210
190
172
132
124
116
108
108
97
87
77
72
69
66
40. 1
40.3
40.5
32.9
32.8
31.7
30.2
145
131
177
33.5
33.6
34.4
28.5
28.2
28.0
133
160
145
114
102
94
98
88
78
70
63
58
160
145
130
120
110
100
94
84
76
87
78
71
69
63
57
61
55
50
31.7
31.9
31. 1
28.9
29.0
29.1
24.1
23.8
23.4
118
107
98
96
87
79
118
107
100
96
92
120
107
97
88
82
86
78
71
39.2
39.5
21
38.7
39.2
38.4
31.4
31.4
31.6
31.4
30.5
18
24.7
24.7
25.1
20.6
20.2
19.8
23.4
23.3
22.5
20.8
2 1.0
21.0
17.1
16.8
16.5
Feet
Kips
Feet
142
127
112
96
82
73
68
62
85
74
65
70
59
24.9
25.6
25.6
18.8
19.0
19.0
19.0
18.8
117
102
90
98
83
75
70
64
18.1
18.6
18.5
13.4
13.5
13.4
13.3
13.2
53
49
45
114
105
96
85
77
70
64
60
74
68
62
63
51
46
47
43
39
78
71
64
58
50
45
40
36
66
61
64
57
51
46
42
38
33
32
16.8
16.5
13.3
13.6
13.6
13.6
12.8
12. 7
13.0
11.7
48
46
"
12.0
'1.9
9.6
9.7
9.6
9.5
9.0
8.8
8.9
8.2
14
38
34
30
34
31
28
10.7
10.4
10.0
49
45
41
7.4
7.2
6.8
12
36
31
27
33
28
25
9.3
9.4
9.1
48
41
36
6.4
6.4
6.4
10
29
25
21
30
26
24
6.8
6.8
6.0
33t
381
311
5.4t
5.4
4.6t
20
17
25
23
4.6
4.1
261
241
4.4t
3·91
56
"50
16
8
.
96
103
14.2
14.2
14.1
11.8
12.0
11.9
12.0
10.8
10.6
10.6
19.8
19.8
19.8
16.5
16.9
16.8
17.0
15.3
15.2
15.2
34.2
34.1
33.8
29.0
28.4
27.0
29.9
29.8
29.8
23.7
23.6
22.8
21.7
Kips
------------ - -
95
87
88
79
72
65
67
62
56
92
85
89
80
72
66
60
24
KIps
Feat
K Ips
Feet
120
104
105.9 82
100
92
90
77
79.9 62
16.1
19.0
14.3
16.1
18.7
142
112
128
107
86
11.8
13.9
10.3
11.6
13.5
95
- - -- - - - - - -
85
75
65.4
101
82
78
61
10.6
12.2
10.8
12.8
139
113
109
85
7.7
8.9
7.7
9.2
18
70
54.7
83
54
8.2
10.9
117
76
5.8
7.8
15
50
42.9
63
6.8
8.4
89
67
4.8
5.9
20
12
50
40.8
35
31.8
48
39
4.2
5.6
5.3
6.2
1071
721
671
"I
3.1t
4. 1t
3.8t
4.4t
10
35
25.4
64
34
3.0
4.8
771
40
2.5t
4.1 t
8
23
18.4
46
28
2.3
3.4
tThcsc spans are governed by web shear.
AMER 1CAN
I NSTIT U T E
OF S TEE L
47
CON STRUCTION
79
53
155
BEAM SEPARATORS
TYPICAL BUILT-UP SEPARATORS
f;i
8
H
P
111
VarIable
fn~----·~ i
B.EAMS 10" ANO U'NU'["R
.tImI
,r
l:.£!
PIPE
PLATE AN"D ANGLE
ANGLE
~---- ;--
~
,
1
[
BEAMS 12" TO 2711
~
uf:~~'; ::~:
;".-
Quare ou t s.
m ][1 ~
SEAMS OVER 27(1
Above sket ches i nd icate representative pract ice. Separators should be spaced approxim ate ly 5'0" center to center; thickness and si ze of material an d number of bolts a nd r ivets to
be ada pted t o conditio ns.
TIE
T'E
RODS AND ANCHORS
SWEDGE BOLTS
BU ILT-IN AN C HOR BOLTS
RODS
2i"t 'f.' i"to It"
Jt1
c, to c. of beams
"
£,.1
I
Square
N"'
H ex.
N"'
H ex. Nut
~
~~
"
fE--a
fl
Diameter
".
Total Weight
~
including two nuts, l b.
%
.0871
.1 251
.1701
.2231
%
~
1
+ .21
+ .28
+ .46
+ .70
~
_1,
~
T
~t'
Sq.NwtI
Diam.
Length
Weight
". - - - - - - -1
1,.
1%
l' 0"
l' 3"
l' 3"
Lb.
3.1
6.0
8.7
A NGLE W ALL ANCHOR S
Depth
of
Beam
".
d
".
Weight
with
Belts
Lb.
10
and
under
12-14
15-16
18
20-21
~~" Rod l' 9" Long. Weight 3 pounds
24 & over
AMERICAN
Weight includes
one h exagon nut
Plate
In ge neral, built-in anchor bolts
s hould extend Into the masonry
not less than 2' 6" , and farther
when n ecessa ry_
GOVERNMENT ANCHOR S
{
t"
H
Lengt h "/" o. to o. of rod s hou ld
be specified in multiples of 3 inch es.
7
6
9
9
12
12
- --
~
~
~
~
'0
'"-
'•"
;I'
•
•
~
c;IJ ·
w
14
INST ITUTE OF STEEL CONSTRUCTI O N
a
c
«
156
FIELD RIVET AND ERECTION CLEARANCES
RIVET CLEARANCE-
for W co lumn sections
f sa m e nominal depth.
14 'IF 426 to 43 lb.
~l
4%
12 'IF 190 to 40 lb.
;ll
·t
atl at.
2ll! 2H
10 W' 112 to 33 lb.
I.,!-
.'';-
t
t
0
E
"0
~
-
T
,'J,.b
-
.. ~ "" ~
~ " ."t ~
~
~ <F= "9}P"
ii
'
It'
Q
0- «. ..
't
•
8W'STto24Ib.
,
Q
a
5.f- 5~
4!.!.
ThIs dImension cOlll'fant
W' COLUMNS
"
~
.b
"
entr::;~~ 'r;::J~rvet.
6j-'- 6 -'- 14 YF 426 to 43 lb. 6"- 6}
14YF 426t043 lb.
12'11" 190to401b. 4f 4"•
12YF 190 to 40 lb•
4t 6~
ali 41. 10 W' 112 to SSlb. 3 2• 3"-•
at&: 3-'- B YF e7to 24 lb. 3 &
3*
3 "-
I~f
IOYF112to331b.
"
,.1.
B VF 67 to 24 lb.
~
f
Based on Dimensions of Structural Rivets, page 160, and Length of Structural Rivets, page 162.
FLANGE CUTS FOR COLUMN
.. . ... ..
.
..
0
N
~ ~
.
!! 51
2
<f!I!t
I~
~I
., -"
'" ..~.~
"
'" 'l,
!!
0
II
., 2 2 "2
...
" e
2
."., . ~I ."
.. e .,...
!! !!
!! !! !!
!!
0
-
WEB CONNECTIONS
2
0
~
!< ~
!! 51
2
~
.. -.1;.... "
-.. "
-- ";l;'" -" " -""
--------
-----
-~
,
When beams tramlna to the
"anges of columns Inte rfe rewld'l
beamli framing to the web afthe
column, the latter must ba c;:ut
as shown.
In all cases where mem b, ..
must' be erected by droppl
down, allow 4t leilst chi! aranco
at rivet heads.
til
""
0- ~
9
14 'IF 426 to 14~ Ib.
6
14 YF 136 to 871b.
7
14 ¥F 84 to 78; 12 W' 190 to 85 lb.
6
14W 74t061; 121/1F 58 and 53: 10 I/IF 112 to 491b.
6
14W 53 t043: 12 'W' 60 to 40: 10 W' 46 to 33: 6W'6 7to 811b.
4
8 W' 28 and 24 lb.
Based on Dimensions of Structural Rivets, page 160.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
157
ERECTION CLEARANCES
FOR INSERTING AND DRIVING RIVETS
No.
Max.
Diam.
Str.
D
Rivet I ns.
Ins.
B
A
WI. Length Clear. Leng th Clear.
Lbs.
L,
L
C
C
Ins.
-- -- - - - - - - - - -
Ins.
Ins.
Ins.
--
130
}ji 3l{,
4
15 ----- --_.- -_......
9
12
50
% 2%
5
20 ---------- -_ ..... 14
17
60
% 2%;
6
23
19)-<2
24
15)-<2
19
2Ws
8
25
21 )-<2
26
17% 121
90 1U 2%;
9
26
23%
28
19%;
All hammers except No. 130 and No.11 can be
fitted with in verted handl es. These are for
crowded work and are only provided by siJecia l
arrangr.ment. No. 130 is a j a m riveter for close
quartf.r wor k.
}USed only to drive in close quarters.
80 1
11
1)-<2 2'!{s 11
,
~
Rarely used .
Used for all except heaviest riveting.
23 )
JUsed for heaviest riveting.
31 ---'...... ... _...
32 26)-<2
~
~
~ _IIIIIII
D1
m
l
I~
j
r='
IU
rP
1 ~
C·
}
(
~
~
~
,,
,,
,,
,,
,
r-p
E
F
3" 2"
4
5
6
214
2%
2'%
7
2'i'e
8
3
"
I
I
_+"_R_O.!-~ \
~ '---- ... -~
)
If hammer can be "rolled," easier driving and more symmetrical heads are obtained. To permit this, distance "F" must be as given here and field rivets must
have a perfect stagger with shop rivets.
I>
~III~
4'L
L
~"'Y
01
3.,,;
1 ~,.~
A-STANDARD OPEN HANDLE
J AM RIVETER
111 111=
L,
l
B-INVERTED HANDLE
No. 130
AMERICAN
01 00
INSTITUTE OF STEEL. CONSTRUCTION
158
PIPE RAILING
TYPICAL. DETAIL.S SHOWING USE OF STANDARD FITTINGS
The typical details illustrating the use of standard
fittings in the assembly of pipe railing, which were
shown in earlier editions and earlier printings of this
edition, are now deleted. In recent years consid ..
erable difficulty has been experienced in the procurement of these fittings, because of the widespread
substitution of welded pipe railing for the earlier
threaded type. Variations of some of the items
formerly shown are still procurable from rnanufac ..
turers of plumbing supplies.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
159
PIPE RAILING
TYPICAL DETAILS SHOWING USE OF SPECIAL FITTINGS
SEE NOTE ON PAGE 158
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
160
DIMENSIONS OF STRUCTURAL RIVETS
r
G*~
;<'" ~~ 1:1
!--A- ~G~H
~ 11-
f-"-'
r=
T
f...~"
tcD_~
R
,~ -
K
~C_~39O
,~B~
MANUFACTURED HEADS
DRIVEN HEADS
"Basic Dimensions", High Button (Acorn) Heads:
y,
Di a. of Rivet, Inches
,
"0
'"
I"0"
e "5
"e -
..
A
H
F
~
~-
0
-
i5'"
C
K
,
A
H
F
M
N
-- -"0
'"
I"
I~.;10~
~
~-"
.~ ~
e
:;;'"
- s
0
'"
Die, In.
DIE
DRIVING CLEARANCE
American Institute of Bolt, Nut and Rivet Mfrs., 1937.
%
%
Ys
1
1Ys
lJi
1%
1)1
2%
1
I~
1.5D+Ys
Ys
1 !16
1~
1~6
1%
11;{6
2
2;{6
.425 A
1.5 H
1.81 D
.5 D
1.5 D + lij
.75 D + Ys
.75 D + %
.50
%
'k'G
1~2
%
l K'G
%
1~6
%i
1!16
IYJ6
l}{G
1~2
1%!
2lij
1%
11%2
1Yz
2% Iw ,
%'6
Ji
1 1!{z
11%!
11;{6
2l-f,
2X
2Y2
22%2
%
2%
lJi
.W',
%
2%! 1
%
!i6
Yz
%
%
l}U
1 %'2
11~
11~
12%2
Y,
'lij
Y,
l~
2%2
2lij
Ys
1';;;'
'lij
2;;;'
1%
l~
Y,
;;;,
lYs
y,
;;;,
llij
Yz
1l-f2
Y,
10/, 1 !{z ....2L
11%2
11;{6
~6
2lij
%
'lij
2lij
2Ji
2Yz
22%2
1!16
%
3%
G
.750 -%'2
;;;,
;;;,
C
K
B
1.81 D
.5 D
2%
)4
oe
.
L-l
.fw
l
~
N
f-A~
E (min.)
E (pref.)
Driving
Clearance
Inches
'%
%
Y,
%'2
;;;,
%
%
;;;,
'%
1
1% I~
%
l{,
Y,
2%;
2%
%
I----y,
1
2Yz
lYs
lYs
174
1%
1Yz
?{6
1
1~
10/t6
Yz
;;;,
y,
;;;,
-%
- -%
3
lJi
11%2
Y,
;;;,
3)4
3Yz
1% 11y,
1%
1%
lYs
2
1%
1%
CONVENT IONAL SIGNS FOR RIVETING
Shop Rivets
"••"
r
.,
,,
~
Countersunk
and Chipped
".
:g~
".
111:2
£~
o!!
I
Countersunk
N.ot over
high
f!
I;· "
~
Q):2
",:9
:5~
"
'"
l~atten~,? to 4'
2" and B Rivets
i"
,
l3:!:!
".
"
:a~
<~
o!!
i"
'" "
Flattened to
Rivets and o>(er
~~
~~
:5~
"
Field Rivets
Countersu nk
"••
r
.,
,,
~
;
"
,
~~
<"
.
'
"
;;;;;l;===~=
USUAL GAGES FOR ANGLES, INCHES
I
f3
,
Leg
8
g
g,
g,
3
7
4% 4
3
6
5
371 3
~13Y, 3 271 2 1% 171 1% 17,:i 1
2Y:; 2 1% 1% 1Ys 1
Ys Ys % %
2Y, 2)4 2
3 271 1%
AMERICAN
INSTITUTE: OF STEEL CONSTRUCTION
CRIMPS
b-t+l76"
Min. = 2"
~
161
, ,}
1
I
:I : 1" 11H~~
~[
~~ ~
I
" ' 111
I
'
:-drii: i
I
I
,1 , 1
I'll
•
Dia. of
Rivet
%
)1
%
%
Ys
1
l Ys
134
1%
1)1
C
Ys
1
l Ys
134
1%
17'2
•~
I
.
I
RIVET SPACING
I
I
~g1
MINIM UM PITCH FOR MACHINE RIVETING
k
Distance, f, Inches
lYs 134 1% 1)1 1% 134 l Ys
-
2
2Ys 234 2% 2)1 234 - 3-
1%
34 0
% )1 0
l UG lYs 1
% % 0
1% .. _----- 134 l Ys 1
% 0
2
......,. .- .... -. 1)1 1% l Ys Ys % 0
2h'6 .. _-_.-- -._--_.- -- .. _.. - 1% 1)1 1% l Ys
Ys Ys 0
lYs 2% . .. . -----.'- ........ -------- 1% 1% 1)1 1% l Ys Ys 0
..... ... 2
1% 2% ._------ .. _-_ ... --._-_.'
l Ys 1% 1)1 134 1
% 0
2 1Yt'6 -- ... .. ...... -- -----.-- ........ ...... . _.... _-- 2Ys 2
l Ys 1% l Ys 134 )1 0
3 -_ .... ... _----- -----_ .. ...... -. ...... -- -..... -- -- ...... 234 2Ys 2
l Ys 1% I Ys 0
l Ys
,.,
"
I~Ys
--- , ' -
MINIMUM PITCH TO MAINTA I N 3 DIA M ETERS C. TO C .
Dia. of
Rivet
m
%
Ys
%
%
Ys
l Ys
Distance, g, 1nches
1
134 1)1 1%
2
234 2)11 2%
3
334 ~ 3%
4
434 4)1
)1 0
17'2 I Ys
I Ys
234
2%
3
3%
3%
4Ys
47'2
I
I Ys
134
1%
1)1
Ys 0
1% 1% I Ys % 0
2
0
I Ys 1% 1% I
2)1 2% 2Ys 2
1% 1%
2% 2% 2% 272 234 2
3,. 3Ys 3
2Ys 2% 2)1
3% 3)1 3% 3% 334 3
4
4
3Ys 3% 3% 3)1
4% 4% 4,. 4Ys 4
3Ys
% 0
1% I Ys
2,. 2
2% 2)1
3,. 3Ys
3% 3)1
0
172 Ys
2,. I Ys
2Ys 27'2
3% 3Ys
0
1% 0
2Ys 1% I
2Ys 2)1 2
0
1)1 0
COVER PLATE RIVETING
a
d
b
d
In.
In.
In.
In.
)1
2)1
2%
2%
2%
2Ys
2Ys
3
3Ys
--- 1
I Ys
2
2Ys
3
3Ys
4
5
·6
----
-~. ·~~_::~~~~~f~~~c-·
------------------------------ b'iJ;~~f~~I~~~~~~o~~f~=~c=
3~
3%
Ys
%
2Y,
2%
2,.
2,.
2Ys
2
1%
I Ys
1
I
134
1Yz
1%
2
234
2Ys _.__ ..
' .'
AMERIC A N
I NST I TUTE OF STEEL CONSTRUCTI ON
162
LENGTH OF STRUCTURAL RIVETS
LENGTH OF
UNDRIVEN
IN
RIVETS.
INCHES,
FOR VARIOUS GRIPS
@J
f+--Gr1p----;
I;B~
I--Lellgth~
Grip
)1
%
%
Ys
1
%
,.
%
)1
%
%
Ys
2
%
Ji
%
)1
%
%
Ys
3
%
,.
%
Y,
%
%
Ys
,.
4
Ys
%
Y,
%
%
Ys
,.
5
%
%
)1
%
".
Ys
Diameter of Rivot, Inches
1 1)1 1,.
". Ys -2%
1Ys 2
2
2% 2,.
2%
2%
2U 2% 2)1
2% 272 2% 2% 2Ys
27-'2 2% 2% 2Ys 3
2% 2% 2Ys 3
3%
2% 2Ys 3 3% 3,.
3
3% 3,. 3% 3)1
3% 3,. 3% 3)1 3%
3,. 3)1 3% 3% 3Ys
3% 3% 3% 3Ys 4
3% 3% 3Ys 4
4%
4% 4)i
3% 3Ys 4
3Ys 4
4% 4,. 4%
4
4% 4,. 4% 4)1
4% 4,. 4% 4)1 4%
4% 4% 4)1 4% 4~
4% 4)1 4% 4% 4 7,
4% 4% 4% 4Ys 5
5% 5,.
4% 4Ys 5
5% 5,. 5%
...... -. 4Ys 4Ys 5
........ 5
5
5% 5,. 5% 5)1
........ 5% 5% 5Ji 5% 5Y, 5%
........ 5% 5% 5% 5)1 5% 5%
........ 5}2 5V2 5)1 5% 5% 5Ys
........ 5% 5% 5% 5% 5% 6
... _-_ .. 5% 5% 5% 5Ys 6
6%
6
.. _-- .. - ._ ... _- 5Ys 6
6Ys 6,.
........ ... _- ... 6
6% 6,. 6% 6)1
........ '.--_." 6Ys 6,. 6% 672 6%
6%
6)1 6)1 6% 6%
........ ........
........ ....•... 6Y2 6% 6% 6% 6Ys
6%
........ ....•...
6iO 6% 6Ys 7
........ ........ 6". 6Ys 6Ys 7
7%
6Ys
7
........ ........
7
7Ys 7,.
........ .....•.. ........ 7% 7% 7,. 7%
........ ........ .. -- .... 7,. 774 7% 7)1
........ ........ ---- .... 7% 7% 7)1 7%
........ ........ .. -... -- 7% 7% 7% 7%
........ ........ ...... -- 7 ~ 7~ 7% 7Ys
........ ........ ........ 7Ys 7% 8 8
8
........ ........ ....... 8
8Ys 8%
........ ........ -- ..... B% B% 8,. 8,.
)1 %
1% 1Ys
1% 2
1Ys 2%
2
2,.
2,. 2%
2% 23--2
2)1 2%
2% 2".
2Ys 3
3
3%
3% 3,.
3,. 3%
3)1 3)1
3% 3%
3% 3%
4
4
4% 4%
4,. 4Ji
4% 4%
4% 4%
_._ ... -- 4%
2"
I
<!fr-:
f!--Length~
COUNTERSUNK HEAD
FULL HEAD
Inches
~Grl~~
76'
@L'"'~
fJ=-l
Diameter of Rivet, Inches
Grip
[nchell
)1
%
%
Ys
1
%
,.
%
)1
%
%
Ys
2
,.
%
%
Y,
%
%
Ys
3
%
Ji
%
)1
%
".
Ys
4
%
)i
%
Y,
%
%
Ys
5
,.
%
%
)1
%
".
Ys
)1 %
1
1
1% 1,.
1% 1%
1Y, 1)1
1% 1%
1 1)1 1,.
". Ys -1% 1,. 17;1;
Hi 1% 1%
1% 1)1 1)1
H1 1% 1%
1% 1% 1 ~ 1Ys 1Ys
1% 1;l4 1Ys 1Ys 1Ys 2 2
2
2
2
2
2
2% 2%
2% 2% 2% 2)i 2)i 2% 2%
2)i 2)i 2,. 2% 2% 2)1 2)1
2% 2% 2% 2Y, 2)1 2% 2%
2% 2% 2% 2% 2% 2% 2%
2". 2% 2% 2". 2% 2% 2Ys
2Ys 2Ys 2Ys 2Ys 2Ys 3
3
3
3
3
3% 3
3% 3%
3,. 3% 3% 3% 3,. 3,. 3,.
3% 3% 3% 3% 3% 3% 3%
3)1 3Y, 3Yz 3)1 3)1 3% 3%
3%, 3% 3% 3% 3% 3% 3%
3Ys 3% 3% 3% 3% 331 3Ys
4
3Ys 3% 3Ys 3Ys 4
4
-_ .. __ .. 4% 4% 4% 4% 4Ys 4%
........ 4,. 4% 4~ 4)i 4,. 4,.
--_ ... -' 4% 4% 4% 4% 4% 4%
- ....... 4 )1
4)1 4)1 4Y, 4)1 4)1
-..... -- 4% 4%
4% 4% 4% 4%
---_ .. -' 4% 4% 4% 4% 4Ys 4Ya
5
5
._ ..... - 5
5
5
5
........ 5% 5% 5% 5% 5% 5Ys
........ .. __ .... 5)i 5,. 5,. 5,. 5Ji
.. -' ........ 5% 5% 5% 5% 5%
- ..... -- _....... 5)1
5)1 5)1 5)1 5)1
- ...... . ........ 5%
5% 5% 5% 5%
.... . .. .. ...... 5% 5 ~ 5% 5~ 5~
.... .... .. ...... 6
6
6
6
6
... ... . ........ 6% 6Ys 6Ys 6Ys 6Ys
...... ......... 6,. 6)i 6)i 67,i 6Ji
..•..... ........
6% 6% 6% 6%
........ ........ ..... 6)1 6)1 6% 6Y,
........ ........ ........ 6% 6% 6% 6%
........ ........ ..... _.. 6% 6% 6% 6%
........ ........ . ... ._.. 6Ys 6Ys 6Ys 6Ys
.......... ......
7
7
7
7
.- ...... ....
7)i 7,. 77.4: 77,i
. _. _.. -- 7% 7% 7% 7%
.........
"
'-
" ' --. "
'
-'
Above table may vary from sta ndard practice of individual fabricators and should be checked
against such standards by user.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
163
WEIGHT OF STRUCTURAL RIVETS
WEIGHT WITH ONE HIGH BUTTON (ACORN) MANUFACTURED HEAD IN POUNDS PER 100
Diameter of Rivet, Inches
length
Inches
Yz
%
'!i
%
~
1
Vs --
lYs
1M
50
74
76
78
79
81
82
84
85
104
106
108
110
113
115
117
119
180
183
187
190
194
197
201
204
226
230
234
239
243
247
252
258
87 121 161 208
89 123 163 212
--.-_.-- ...... -- 90 125 166 215
._------ ...... -- 92 127 169 219
--._--- . .._----- 93 130 172 222
--- ---- --.- .. -- 95 132 174 226
._--_.-- ...... -- 96 134 177 229
-._--_.. ------_. 98 136 180 233
261
265
269
274
278
282
287
291
100
101
103
-------- ._------ 104
.... -.-- ........ 106
-- .- .- ... _----- 107
_._-- .... _- .. -- 109
-- ...... ... _---- 110
Diameter of Rivet, Inchea
Length
1 l Ys 1M
Vs --
Inches
Yz
5
1%
%
Yz
%
%
Ys
2
Ys
M
%
Yz
%
~
Vs
3
Ys
%
%
Yz
%
%
Ys
4
Ys
%
%
Ys
11
12
12
13
14
14
20
21
22
23
31
32
33
35
45
47
49
51
60
63
66
69
81
85
88
92
104
108
113
117
15
16
17
17
18
19
19
20
24
25
26
27
28
29
31
32
37
39
40
42
43
45
46
48
53
55
57
59
62
64
66
68
72
74
77
80
83
85
88
91
95
99
102
106
109
113
116
120
122
126
130
135
139
143
148
152
6
21
21
22
23
23
24
25
26
33
34
35
36
37
50
51
53
54
56
57
59
60
70
72
74
76
79
81
83
85
94
97
99
102
105
108
110
113
123
127
131
134
138
141
145
148
156
161
165
169
174
178
182
187
7
26
27
28
28
41
42
44
45
62
64
65
67
68
70
71
73
87 116
89 119
91 122
93 124
96 127
98 · 130
100 133
102 135
152
155
159
162
166
169
173
176
191
195
8
%
%
38
39
40
Yz
29
46
%
30
30
31
47
48
49
"
Ys
WEIGHT
WITH
ONE
%
%
Ys
Ys
%
%
Yz
%
%
Ys
Ys
%
%
Yz
%
~
Ys
%
%
204
208
21 3
217
221
Yz
%
"Ys
COUNTERSUNK
_
138
141
144
147
149
152
155
158
._------ ._-- ....
-- ------ .. _-----
138
140
142
144
147
149
151
153
183
186
188
191
194
197
199
202
236
240
243
247
250
254
257
261
295
300
304
308
313
317
321
326
_--.- . ........ . -.... .. 155
-------- ._-_ .... -----.-- 157
-----_.- ._------ ._._---- 159
-_._- .. ...... .. ........ 161
- ..... .. .....•.. ........ 164
--- .... . ........ ........ 166
-- ........ ..... .... -... 168
.. _-- -- ....... - ........ 170
205
208
211
213
216
219
222
224
264
268
271
275
278
282
285
289
330
334
339
343
347
352
356
360
------_. .. _----.. _- .- .. _---.. _---_.- ..... _..
.
Ys
200
For Countersunk Rivets, use weight
given above with follow ing deductions.
Deduction, Lb.
Yz
51
52
···. -0- · 53
------. 54
.. _--_ .. 55
-- ......
57
.. __ .- 58
.. _------ .....
HEAD
IN
POUNDS
PER 100
Diamete r of Rivet, Inches
~1--1L12L1-.lL+s1~I~
3
4
7
12
18
26
36
WEIGHT OF HIGH BUTTON (ACORN ) HEADS AFTER DRIVING
Diameter of Rivet, Inches
Weight per 100 Heads, Lb.
1~1--1L12L1~I_l
4
7
12
18
26 I~I~
36
48
AMERICAN INSTITUTE OF STEE L CONSTRUCTION
.-~
16
~
4~
_____________________________________________.. __
SCREW THREADS
American Nationa l Form
American Standard, B 1.1 - 1935.
l'i .t==P=j,
'""'<>~o.
..
,
1
ci ci
-i
0.
,,R
60 0
1i
0
~J~.
AREA
D IAMETER
Total
o
Total
Net
Number
DIAMETER
AREA
Number
'f
C"'-"-I --.---N-" ---I--T
::,C'."C,"--;--CN:7'C",-1 Th~ads
Threads ! -T
o
K
Dia.• 0
Dia., K
per
P"
I",h
In.
In.
Sq. In.
Sq. In.
Inch
K
In.
Dia., 0
SQ. In.
N"
Dia., K
Sq. In.
.185
.294
.400
.507
.620
.731
.049
.110
.196
.307
.442
.601
.027
.068
.126
.202
.302
.419
20
16
13
11
10
9
.838
.939
1.064
1.158
1.283
1.490
.785
.994
1.227
1.485
1.767
2.405
.551
.693
.890
1.054
1.294
1.744
8
1.71 1
1.961
2.175
2.425
3.142
3.976
4.909
5.940
2.300
3.021
3.716
4.619
In.
"'K
7
7
2.675
2.925
3.1 75
3.425
3.675
7.069
8.296
9.621
11.045
12.566
5.621
6.720
7.918
9.214
10.608
4
4
4
4
4
3.798
4.028
4.255
14.186
15.904
17.721
11.330
12.741
14.221
2%
19.635
21.648
23.758
25.967
15.766
17.574
19.268
21.262
28.274
23.095
2~
2%
6
6
5
5
5)i
5)1
4 )1
4)1
4
5~
4.480
4.730
4.953
5.203
6
5.423
4
Si zes over 4" are old U. S. Stand ard; there is no America n Sta ndard.
Dimensions are maximum; specify " Free Fit- Class 2, " For Bolts f rom 2*" t o 6" d ia m et er it
is always necessary to bi ll the number of threads per inc h.
LENGTH OF BOLT THREADS
American Standard, B 18.2-1 941.
Diamoter of Bolt, Inches
Length
1:0'!,"::
)i
I
1
% 1 % 1 % 1
~ 1 % 1 1 1 ~t1 1 ~ ~ ~~ 1 1~ 1 2 )i 12% 1 2~ 1 3
M inimum Thread Length
1
l)i
172
1~
2
2%
2
2%
2%
3
4
2~
5
3)i
6
3U
8
10
12
16
20
30
3)i
3)i
3U
4
4
For interJ11ediate bolt lengths, same minimum thread length as for ne)(t shorter tabulated lengt h .
AMERICAN
INSTITU TE OF STEEL
CONSTRUCTION
165
BOLT HEADS AND NUTS
'" ,.aian
~
F1
>- ~ ~
f--<
I<-F-
[J1.~0 ~ 1\\
NUT
H,;,ht. H
%0
Short Oia., F
,,. 0
H,;,ht. N
;00
rounded to the nearest ~6 inch, are those adopted
by American In stitute of Bolt, Nut and Rivet
Manufacturers, American Standard B 18.2-1941.
"American Standard Regular" fo rmerly call ed
~4 0 +%6"
ManufacturersSt a ndard, American Standard, etc.
"American Standard Heavy" form erly called
l¥.r:O +%" United States Sta ndard. Som e fabri cators have
Heavy
1¥.r:D+~6"(O=W'or less)
In.
·
--•
U>
I--)i
%
)1
%
%
%
1
lYs
l)i
1%
1)1
1%
1%
1%
.,"
5
5)i
5%
5%
6
%
%
%
l;(s
l Ys
1;{,
Height
In.
%
)i
Square
Diameter, In.
Long
Short
)1
%
;{,
1
Yz
l %;
l UG
ltYJ6
l{,
!{,
•
II:
11 ~
~
l'
1 I%;
;\l
<
.~
E
"'
~
"~
",
":i1
<
"E
~
2Ys
2%
2~
2~
3
3%
3}{s
3Ys
474'
41 H6
5Ys
5?{6
6
6'!{6
6%
7)i
71!16
8Ys
8%
9
9%
1)1
l'li6
1%
%
%
2)i
1
l li6
1%
l)i
2!{6
2U6
2%
2t;{6
3
3%
3%
4Ys
4)1
4%
5)i
5%
l~
I%;
1 ~,
172
1 1h6
1 I%;
2
2U6
2§{6
2)1
1%
2li6
2)i
2}{,
2%
21;{6
4Ys
4%
5Ys
5 1!{6
6;{6
~
7~
7%
6
6%
6%
7Ys
21l{,
8)i
3
9)i
7)1
7%
a%; 10',{.
3)1 10 1;{6
21;{6
3~,
8%
91~
11!{6
.,"
)1
' li6
1:
l Ys
;\l
1)1
l'l{,
1
lYs
l )i
1%
1)1
i
l'
<
.~
E
"'
f-f% - 1)1
3
3%
3%
4Ys
4)1
4%
5)i
5%
1%
2
2)i
2)1
;\l
2%
<
731
91~
8%
8>4
3 1!16 11 ;{6
31;{6 111%;
10 )i
9
4
9
AMERICAN
)i
%
)1
%
%
%
1%
1%
6
6%
6%
7Ys
NUT
He)(agon
Diametar, In.
Long
Short
U>
21 %;
7%
8)i
8%
12%
.~
In.
1 ~,
2~
3l{,
3%
3%
3%
Dia.
of
Bolt
l Ys
1)1
See page 160 for dimensions.
DIMENSIONS
1;{6
2~
2%;
rivets.
%
%
%
a
2
2)i
2)1
2%
3
-3)i
3)1
3%
4
4)i
4)1
4%
He)(agon
Diameter, In.
Long
Short
%
%
lli6
Hi,
1)1
the incl uded a ngle is 78 degrees, the same as for
greater than ~") l'f.:D +W'
HEAD
}{,
from the table. For bolts with countersunk heads
0
STANDARD
0'
Bolt
American Standard Bolt and Nut dimensions
StamJard
standard heads a nd nuts differing only slight ly
Short Dia., F 1 ~ D (
Dia.
~H
.N
American
American
Standard
I
I
t-
H
Regular
HEAD
0
t---
N
H EADS AND NUTS
o
~
~
I%;
l~
.~
3>4
E
5 1!{s
3)1
33i
4
4U
4)1
4%
5
5)i
5%
5%
6
~
<
"'
6Ys
6U6
-- 7
7!{,
~
'"
0;
E
"
~
l ~ti
1%
2l{,
2)i
2%
3
1:
}{,
%
l l%;
3Ys
3%
3!{,
4
4?-t6
4%
5)i
:l'
I~
1
l Ys
2Ys
2%
2%
2)1
2t~
7 1%i
8)i
81!1G
9Ys
9%
10
10%
In_
- - )i
l{,
;{,
%
1}'2
11!{(i
21;{6
Height
2%
2?{6
2%
21%;
3Ys
372
3%
4)i
4%
5
5%
1!1ij
%
%
1
1Ys
1}i
Square
Diameter, In.
~ Short
%
%
lYs
1%
1~
1 1U6
2l{,
2;{,
2%
2 1U6
3Ys
1% - 3- 3)i
172
1~
1%
1%;
1%
2
2)i
2)1
2%
3
3)i
3)1
3%
4
4)i
4)1
3J,t2
3%
4>16
4%;
41%;
5%;
5 1%i
6%
6%
7%
l{,
%
1U6
1
l Ys
1 ~,
1)1
11 ~6
1%
2~
2)i
2%
2%
2?i6
2%
21;U
3Ys
3)1
3%
4)i
4%
5
4%
9 1%;
9l{,
5%
5%
6Ys
6)1
6%
8%
5
574'
5%
5%
9Ys
6
10)1
11
11 )1
12
12)1
7%
8
8%
8%
9Ys
5%
6Ys
6)1
6%
7)i
7%
8
8%
I NSTITUTE OF STEEL CON S TRUCTION
7 Ys
8~
8 t%;
774'
166
WEIGHT OF BOLTS
WITH
SQUARE HEADS AND HEXAGON NUTS
IN POUNDS PER tOO
This head and nut combination , using "American Standard Regular" dimensions, is usual
practice with many fabricators.
Diameter of Bolt in Inches
length
under head
Inches
I
1%
1Yz
1%
2
2~
2'Y2
2%
3
3%
3%
3%
4
4U
4Yz
4%
5
5%
572
5%
6
6%
672
6%
7
7%
7Y,
7%
8
8Y,
9
9Y,
10
lOY,
11
11 Y,
12
12Y,
13
13Y,
14
14Y,
15
15Y,
16
Per Inch
addi tional
Yt6
Y,
11.2
12.2
13.3
14.4
15.4
16.5
17.5
18.6
19.7
20.7
21.8
22.9
14.9
16.3
17.7
19.0
20.4
21.8
23.2
24.6
26.0
27.4
28.8
30.2
28
30
32
35
37
39
41
43
45
48
50
52
23.9
25.0
26.1
27.1
28.2
29.3
30.3
31.4
31.6
33.0
34.4
35.7
37.1
38.5
39.9
41.3
42.7
44.1
45.5
46.9
48.3
49.7
51.1
52.4
54
56
58
61
63
65
67
69
71
74
76
78
80
82
84
87
53.8
56.6
59.4
62.2
65.0
67.8
70.5
73.3
76.1
78.9
81.7
84.5
87.2
.. _--- 90.0
-------._--- .... __ ...... - ..... ------------- -------- ------ --- -- ------------ 92.8
------ ----- ------ ----- - -- - ------ ------------ 95.6
--_. __ .98.4
--------3.1
4.3
5.6
1.4
2.2
89
93
98
102
106
111
115
119
124
128
132
137
141
145
150
154
158
8.7
%
l{,
2.7
3.1
3.4
3.8
4.1
4.5
4.8
5.2
5.5
5.9
6.2
6.6
6.9
7.3
7.6
8.0
8.3
8.6
9.0
9.3
5.0
5.S
6.1
6.6
7.2
7.7
8.2
8.8
9.3
9.9
10.4
11.0
%
- -
7.2
8.0
8.8
9.6
10.4
11.1
11.9
12.7
13.5
14.3
15.1
15.8
11.5
12.0
12.6
13.1
13.7
14.2
14.8
15.3
9.7
15.9
10.0
16.4
10.4
16.9
10.7
17.5
11.1
18.0
18.6
11.4
19.1
11.8
19.7
12.1
20.2
12.5
21.3
---_ .. -_.
22.4
--------23.5
-------------.----_. 24.6
-._-_.--" " --_._---_ ...
16.6
17.4
18.2
19.0
19.8
20.5
21.3
22.1
22.9
23.7
24.5
25.2
26.0
26.8
27.6
28.4
29.2
30.7
32.3
33.9
35.4
37.0
.... -.------ .. __ ._-_ .... 38.6
.-.. -.-_ .. _- ._-_... _... - 40.1
---.------_. ---- ...... 41.7
--- -
32.4
33.5
34.6
35.6
36.7
37.8
38.8
39.9
41.0
43.1
45.2
47.4
49.5
51.6
53.7
55.9
58.0
-- .... ---- .. _. _-- ---- -----_ .... _- 60.1
. __ ... ------ ---_.. --_ .. .-.-.------ 62.3
64.4
---_.. - -- .. ---.-. . --- ... _--_.
------_._--- ._---_ .. _--- ... ... _- 66.5
_
_
AMERICAN
%
%
--- 43
46
49
52
55
58
61
64
68
71
74
77
80
83
86
89
93
96
99
102
105
108
111
114
118
121
124
127
130
136
143
149
155
161
168
174
180
186
193
199
205
211
218
224
230
Yo
1
68
73
77
81
85
90
94
103
109
115
120
126
131
lYs
1%
144
151
158
165
172
179
187
194
201
208
215
222
229
· 236
190
199
208
216
225
234
242
251
260
268
277
286
294
303
312
321
329
338
347
355
364
373
381
390
399
407
416
434
451
468
486
503
520
538
555
573
590
607
625
642
660
677
694
34.8
- -- -- - - -
98
102
107
111
115
119
124
128
132
136
141
145
149
153
158
162
166
170
175
179
183
192
200
209
217
226
234
243
251
260
268
277
285
294
302
311
320
12.5 17.0
INSTITUTE OF STEEL CONSTRUCTION
137
142
148
153
159
165
170
176
181
187
192
198
204
209
215
220
226
231
237
242
248
259
270
281
293
304
315
326
337
348
359
370
382
393
404
415
426
22.3
243
250
257
264
271
278
285
292
299
306
313
320
327
341
356
370
384
398
412
426
440
454
468
482
496
510
525
539
553
28.2
167
WEIGHT OF BOLTS
SPECIAL CASES
IN POUNDS PER 100
VARIATIONS IN HEADS OR NUTS
As stated on page 166. usual practice is Square Head and Hexagon Nut, "American
Standard Regular ". For other combinations of head and nut, or for" American Standard Heavy", make the appropriate deductions and additions of weights of heads and
nuts as tabulated below, from the weights per 100 found on page 166.
Dia me te r of Bolt, Inches
Weigh t of 100 each
Square Heads
," Hexagon Heads
l Square Nuts
Hexagon Nuts
~
- - -%- - .7
.6
.81
.64
-_ ...,.
Square Heads
?;' Hexagon Heads -_ .....
f Square Nuts
Hexagon Nuts
--_."
-----
%
-
%;
-
Y,
- - -%- - %- -Yo- - - - - - 1
1%
1~
84
73
67
54
1.4
1.2
1.7
1.4
2.2
1.9
2.3
1.9
3.2
2.8
4.1
3 .7
5.1
4.5
5.6
4.2
10
9
10
9
18
15
14
12
29
25
23
18
42
36
35
28
60
52
49
42
----..-_.,.
--_... . _-_.,
--_._- ._ .....
----- --_...
8.2
7.9
6.6
14
24
23
19
36
35
28
53
50
41
73
66
56
--- - - - ----- - ----- ._..... . ---- . __ ... 9.5 17 28 42 61 84
--_ ...
14
11
-112
94
92
73
HEAVY BOLTS
Weights of bolts over l>i inches in diameter may be calculated from the following
data. Standard practice is" American Standard Regular" head with" American Standard Regular" or "Heavy" nut. as specified.
Diameter of Bolt. Inches
Weight of 100 each
1 Yz
1%
2
1- , - - - - - 1- - - - - - -- --
-
3
- - -
4
- - - - -- - -
Square Heads
143
226
343
484
660
881
1148
1452
1830
2241
2710
~ Hexagon Heads
124
116
196
184
297
276
419
391
577
539
764
666
994
874
1257
1585
1941
2350
Hexagon Nuts
102
162
231
337
472
606
825
Sq uare Heads
190
295
432
608
825
1087
1401
1775
2115
2715
3312
Hexagon Heads
162
254
377
538
727
890
1214
1526
1906
2344
2845
Hexagon Nuts
154
123
242
208
355
303
496
422
674
573
831
742
1082
1008
1767
11 96
2043
1485
2303
1789
2969
2184
inch of Shank
.5007 .6815 .8900 1.127 1.391 1.683 2.003 2.348 2.723 3.126 3.556
i SQuare Nuts
1-:-------1- - -- - ~
~ Square Nuts
1--::,----,--'---,:-- -Pounds per linear
AMERICAN
-
-
- - - -- - - -- - -
---
- -- - - - -
INSTITUTE OF STEEL CONSTRUCTION
168
MINIMUM RADIUS
FOR COLD FLANGING
The following T able gives safe minimum inside radius for structural steel, A.S.T.M .
Specification A7, when cold flanged with the bend transverse to the direction of final
rolling. Limiting thickness, one inch.
For cold flanging thicker plates, or plates of harder steel, or for flanging with the
bend parallel to the direction of fmal rolling, greater radii will be required, and can
best be determined by experiment on representative samples.
Length of Piece
Minimum Inside Radius of Bend
T
Not over 18 in.
Over 18 and not ove r 120 in.
Hi T
Over 120 in.
2Yz T
in which T is the thickness of the material.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
I
169
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
170
AMERlCAN
INSTITUTE OF STEEL CONSTRUCT I ON
171
PART III
ALLOWABLE LOADS
BY
A. I. S. C. SPECIFICATION
CAPACITIES OF
WIDE FLANGE, AMERICAN STANDARD AND
MISCELLANEOUS SHAPES USED
AS BEAMS
WIDE FLANGE, AMERICAN STANDARD AND
MISCELLANEOUS SHAPES USED
AS COLUMNS
COMPOUND SECTIONS USED AS COLUMNS
PIPE COLUMNS
COLUMN BASE PLATES
BEAM CONNECTIONS
PINS, RIVETS AND BOLTS
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
172
ALLOWABLE LOADS ON BEAMS
The tables of allowable loads for Wide Flange, American Standard. and Miscellaneous Shapes used as simple beams, give the total allowable uniformly distributed
loads in kips, for ordinary spans laterally supported, based on the stresses specified in
the A. 1. S. C. Standard Specification. The loads include the weight of the beam.
which should be deducted to arrive at the net load which the beam will support.
The tables are also applicable to simple beams laterally supported, carrying a single
concentrated load at the center of the span. For this condition the allowable concentrated loa~ is one-half the allowable uniformly distributed load for the same span.
It is assumed in all cases that the loads are applied normal to the X-X axis as shown
in the tables of properties of shapes, and that the beam deflects vertically in the plane
of bending only. If the conditions of loading involve forces outside of this plane, the
allowable loads must be determined from the general theory of flexure, in accordance
with the character of the load and its mode of application.
SHEARING STRESSES. ,\\' ith relatively short spans the allowable loads for beams
and channels may be limited by the shearing or buckling strength of the web, instead of
by the maximum bending stress allowed in the flanges. This limit is indicated in the
tables by solid cross lines. Loads shown above these lines will produce the maximum
allowable shear on the beam web.
CRIPPLING VALUES OF BEAM WEBS. Beams sh0.lId be desi<ned S<) the compression stress in the web at the toe of the fillet, resulting trom reactions or c.Jncentrated
loads, shall not exceed 24 kips per square inch figured as follows, for webs without
stiffeners :
Maximum end reaction = 24t (a+k)
Maximum interior load = 24t (al+2k)
where t = thickness of web in inches.
k = distance from outer face of flange
to web toe of fillet in inches.
a = length of bearing in inches.
a l = length of concentrated load in
inches.
When the above values are exceeded the web$ of the beams should be reinforced,
or the length of bearing increased. Lack ,of proper lateral support for the top flanges
of beams at the reaction point SO decreases the crippling strength of the webs as to
render such practice inadmissible.
LATERAL DEFLECTION OF BEAMS. The allowable loads given in the tables are
calculated on the assumption that the compression flanges of the beams are properly
secured against yielding.
These loads are however also allowable on the same spans, without side support,
provided that the quantity ld/ bt does not exceed 600. (See A.I.S.C. Specification Sect.
15 (a) for definition of terms.) Therefore the function d/ bt, which is a beam property,
is tabulated under each beam weight, and immediately below is tabulated, as Lu, the
greatest span in feet for which ldjbt does not exceed 600.
AMERI CAN
INSTITUTE OF STEEL CONSTRUCTION
173
When ldjbt exceeds 600, the permissible unit stress must be reduced below 20,000
p.s.i., in accordance with the formula
12,000,000
f ~
ld
bt
This formula may be solved by the aid of the tabulated values of d/ bt. The allowable load must then be reduced below that tabulated for the span, in the same ratio
as the value of f thus calculated bears to 20,000.
However, the selection of a beam for trial calculation may not be simple. It will
usually be simplified by the use of the charts which appear on pages 203 to 206 hereafter.
VERTICAL DEFLECTION. In the column at the right of each page of allowable
loads are given the deflections for beams of various spans carrying the tabulated allowable loads. These deflections are based on the nominal depth of beam. The following
fonnula may be used for calculating the maximum deflection of any symmetrical beam
or girder uniformly loaded:
5Wl'
A= 384E I
where tJ. =defiection in inches. W = total uniform load including weight of beam in
pounds, and I = span in inches. For E = 29,000.000 pounds per square inch and flexural
stress 20000 IX>unds per square inch the formula reduces to.
0.02069 L2
d
where L = span in feet, and d = depth of beam or girder in inches.
The live load deflection of floor beams carrying plastered ceilings should be limited
to not more than 1/360 of the span length. This limit is not reached on the span lengths
herein tabulated.
STANDARD BEAM CONNECTIONS. Maximum loads are indicated in the tables
on pages 175 to 199 by long horizontal dash lines for Standard" A" Series Beam Connections and by short horizontal dash lines for Standard" B" Series Connections Load
shown above these lines cause the capacities of these connections to be exceeded and
.. H", .. HH ", "K" or "KK" Series or Special connections must be used.
AMERICAN
INSTI rUTE OF STEEL CONSTRUCTlC;)N
174
SUMMARY
OF
NOTES ON BEAM TABLES
SYMBOLS
d
bt
depth of beam
breadth X thickness
of flange
-;---=~::"::'::";::::CC"-- •all in inches.
Lu = length of span, in ft., up to which the tabulated loads are safe with or without
lateral supxx>rt.
S = Section modulus, in inches'.
v = Maximum web shear, in kips
~
R = Maximum end reaction. in kips, for 3}1 inch bearing
~ G(3J.-Hk)
13 dt
G = Increase in R, in kips, for each additional inch of bearing = 24 t
N ~ Length of bearing, in inches, to develop V
~ (V+G)-k
HORIZONTAL LINES
- - - - - Load next above is maximum allowable shear on web.
-
Load next below is maximum for Standard" A" Series beam connection.
- - - - - Load next below is maximum for Standard" B" Series beam connection.
(For greater loads use .. H". "Ill-I" ... K .. or .. KK " Series, or special connections.)
AMERICAN
INSTITUTE OF STEEL
CONSTRUCTION
175
BEAMS
36
V'F BEAMS
I
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beam s laterally uns upported, see page 202.
Nominal Depth and Wi dth- Weight per Foo t
Span
36x 167'2
'"
Feet
300
--dj bt
1.31
--L,
38
- 1-1-
- --
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
70
72
280
1.40
35.5
260
1.52
32.5
245
1.62
30.5
- - - - --
230
1.73
28.5
194
2.39
20.5
36 X 12
182
-170
- - - 160
- - 150
2.55
2.73
2.94
- - - 3.19
19.5
18
17.0
15.5
Deflec-
tion
--- Inches
----- 612 582 ---:0'7
730
684
640 651 ssg
681 637 5 § 4 555
516
.08
.1 0
632
592
552
515
479
.11
796
752 ~ 590
552
515
481
447
.13
902
840
793
744
696
553
518
483
451
419
.15
746
487
454
867
809
700
655
521
424
394
.17
661
819
764
705
619
492
460
429
401
373
.19
724
627
466
436
406
776
668
586
380 -353.21
414
634
595
386
737
688
557
442
361
335
.23.
702
655
604
566
531
421
394
368
344
319
.25
670
625
577
540
506
402
377 -351- 328
305
.28
517
484
385
641
598
551
360
336
314
292
.30
345496
464
614
573
528
369
322
301
279
.33
-354589
550
507
476
446
331
309
289
268
.36
488
458
428
567
529
340
319
297
277 -258.39
441
413
470
509
546
307
328
286
267
248
.42
526
491
453
425
398
316
296
276 -258- 240
.45
508
474
437
410
384
305
286
266
249
231
.48
491
458
423
397
371
295
276 -257- 240
224
.52
461
430
396
372
348
277
259
241
225
210
.59
433
404
373 -350- 328 -260- 244
227
212
197
.66
409
382 -352- 331
310
246
230
215
200
186
.75
362
388
334
313
293
233
218
203
190
177
.83
368 -344- 317
298
279
221
207
193
180
168
.92
351
327
283
302
265
211
197
184
172
160
1.01
313
335
288
271 -25i- 201
188
176
164
152
1.11
299
276 -259- 242
320
192
180
168
157
146
1.22
307
287 -264- 248
232
184
173
161
150
140
1.32
295
275
254
238
223
177
166
154
144
134
1.44
283
264
244
229
214
170
159
149
139
129
1.55
273
255
235
220
164
206
153
143
134
124
1.68
-263'- 246
227
213
199
158
148
138
129
120
1.80
254
237
219
205
192
153
143
133
124
116
1.93
229
246
211
197
186
148
138
129
120
112
2.07
238
222
205
192
180
143
134
125
116
108
2.21
'230
215
198
186
174
138
129
121
113
105
2.35
223
208
192
181
169
134
126
117
109
102
2.50
217
202
187
175
164
130
122
114
106
99
2.66
211
196
181
170
159
126
118
110
103
2.82
96
191
176
165
205
155
123
115
107
100
93
2.98
PROPERTIES AND REACTION VALUES
S in.S 1105.1 1031.2
V kips
R kips
G kips
N in.
451
143
22.7
17.1
420
132
21.2
17.1
951.1
398
123
20.3
17.1
AMERICAN
892.5
376
114
19.2
17.1
835.5
357
108
18.4
17.1
663.6
365
104
18.5
17.6
621.2 I 579.1
342
320
97
89
17.4
16.3
17.6
17.7
541.0
306
84
15.7
17.6
INS TITUTE OF STEEL. CONSTRUCTION
502.9
291
80
15.0
17.6
s"
Page
173
176
33
BEAMS
I
'IF BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see page 202.
Nominal Depth and Wi dth-Weight per Foot
S,?an
'"
Feet
d/bt
L,
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
58
60
62
64
66
68
33 x 15%
220
1.65
240
1.51
33
I
30
200
152
1.82
27
2.74
18
33 X 11 Y,
141
130
3.01
16.5
3.36
15
498
490
449
415
385
359
337
554
54u
499
463
432
405
382
360
341
324
309
295
282
270
259
249
240
524
496
458
614
426
670
724
595
397
721
658
372
558
676
617
-317525
350
581
636
496
331
601
549
300
-314470
520
569
284
541
494
446
298
269
470
425
515
284
257
492
449
406
271
245
-234-388
470
429
259
412
372
451
248
225
-"238-433
395
357
216
380
343
416
207
229
401
366
221
199
_331,_
-232-386
353
319
213
193
341
373
308
224
205
186
361
329
298
216
199
179
338
279
203
186
168
309
-318263
291
191
175
159
248
300
274
180
166
150
-235-285
260
171
157
142
270
247
149
223
162
135
----258
154
235
213
142
128
246
224
203
147
135
122
-235-141
215
194
130
117
225
206
186
135
124
112
216
198
179
130
119
108
190
172
125
115
104
208
200
183
165
120
110
100
193
176
159
116
106
96
187
170
154
112
103
93
165
149
108
99
90
180
175
159
144
105
96
87
169
154
140
101
93
84
164
150
135
98
90
82
159
145
131
95
88
79
---
---
Deflection
Inches
.06
.08
.09
.11
.12
.14
.16
.18
.20
.23
.25
.28
.30
.33
.36
.39
.42
.46
.49
.53
.56
.64
.73
.81
.91
1.00
1.11
1.21
1.33
145
1.57
1.70
1.83
1.97
2.11
2.26
2.41
2.57
2.73
2.90
PROPERTIES AND REACTION VALUES
S in. 3
V kips
R kips
G kips
N in.
811.1
362
118
19.9
15.7
740.6
335
108
18.6
15.7
AMERICAN
669.6
307
98
17.2
15.7
486.4
277
82
15.2
16.3
446.8
262
76
14.5
16.3
404.8
249
72
13.9
16.3
INSTITUTE OF STEEL CON S TRUCTION
S..
Pa{l6173
177
30
BEAMS
W
I
BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see page 202.
Nominal Depth and Widttt-Welght per Foot
Sl;lan
'"
Foet
dj bt
L,
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
32
34
36
38
40
42
44
46
48
50
52
54
56
68
60
62
S in.3
V kipS
R kips
G kips
N in.
30 X 10Y,
124
116
108
3.08
3.36
3.74
16
15
13
440
424
437
399
484
458
430
460
397
363
422
394
364
332
508
389
364
307
336
-285612
556
503
362
338
312
521
470
315
578
338
292
266
488
'273
440
542
296
316
249
-278414
460
510
298
257
235
-~81434
391
481
263
243
222
--216"'371
456
411
249
267
230
391
352
433
236
219
253
200
---- 335
413
372
241
225
208
190
320
355
394
215
230
199
181
-"200-340
306
377
220
190
173
fo- - 21f'294
326
361
197
182
166
-28~189
313
203
175
160
347
301
271
195
182
168
153
333
289
261
188
175
162
148
321
-279252
181
169
156
143
310
163
270
243
175
151
138
299
261
235
169
158
146
133
289
244
220
158
148
137
125
271
- -207139
255
230
149
129
117
131
122
111
241
217
196
141
--206-124
228
185
133
115
105
217
195
176
127
118
109
100
----121
113
168
104
95
206
186
160
115
107
99
91
197
178
153
110
103
170
95
87
188
106
181
163
147
99
91
83
141
101
173
156
95
88
80
91
84
135
167
150
97
77
130
161
145
94
88
81
74
155
140
126
90
84
78
71
121
87
82
75
69
149
135
117
144
130
84
79
73
67
140
82
76
71
114
126
64
210
1.53
32.5
30 X 15
190
1.69
29.5
172
1.87
26.5
132
2.87
17.5
---
---
649.9
306
108
18.6
14.2
PROPERTIES AND REACTION
VALUES
354.6
229
72
14.0
14.7
327.9
220
69
13.5
14.7
586.1
278
97
17.0
14.1
AMERICAN
528.2
254
87
15.7
14.1
379.7
242
77
14.8
14.7
I NSTITUTE OF STEEL CONSTRUCTION
299.2
212
66
13.2
14.7
Deflection
Inches
.06
.07
.08
.10
.12
.14
.16
.18
.20
.22
.25
.28
.30
.33
.37
.40
.43
.47
.50
.54
.58
.62
.71
.80
.89
1.00
1.10
1.22
1.34
1.46
1.59
1.72
1.87
2.01
2.16
2.32
2.48
2.65
s"
Page 173
178
27
BEAMS
I
w
BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see page 202.
Nominal Depth and Wi dth
Weight per Foot
Sp,"
'0
Feet
d/ bt
lo
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
46
48
50
52
54
56
27 X 10
27 X 14
160
1.80
177
1.63
30.5
27.5
145
1.97
25
114
2.91
17
404
399
363
332
307
285
266
249
235
102
94
3.27
3.61
15
13.5
364
344
356
324
323
294
296
270
274
249
- 231 254
-237216
420
514
464
413
505
455
384
469
423
358
438
395
370
336
222
411
202
348
316
387
209
190
--1"80-298
365
329
222
197
283
210
187
346
312
170
--178-269
200
329
296
162
313
282
256
190
169
154
- 2 4 4 - - -181-299
269
162
147
234
286
257
173
154
141
-247224
166
274
148
135
215
160
263
237
142
129
207
253
153
137
228
125
-243199
219
148
132
120
192
143
127
211
235
116
--185-204
138
123
227
112
219
197
179
133
119
108
212
191
173
129
115
104
- - 185-168
125
205
111
101
121
163
199
179
108
98
158
117
193
174
104
95
154
114
101
169
92
- -188
--111
149
99
164
90
183
108
145
96
160
178
87
141
105
93
156
173
85
102
138
91
152
169
83
134
164
148
100
89
81
141
128
95
157
85
77
91
81
149
135
122
74
87
77
143
129
117
70
112
83
74
137
123
67
lOB
131
118
80
71
65
103
77
114
68
62
126
110
100
74
66
60
122
96
71
117
106
63
58
- --
PROPERTIES AND REACT ION
S in.3
V kips
R kips
G kips
N in.
492.8
257
98
17.4
12.7
444.5
232
88
15.8
12.6
402.9
210
78
14.4
12.6
AMERICAN
INST~TUTE
299.2
202
70
13.7
13.1
Deflection
Inches
.06
.08
.09
.11
.13
.15
.17
.20
.22
.25
.28
.31
.34
.37
.41
.44
.48
.52
.56
.60
.64
.69
.74
.79
.83
.89
.94
.99
1.05
1.11
1.17
1.23
1.35
1.48
1.62
1.77
1.92
2.07
2.24
2.40
VALUES
266 .3
182
63
12.4
13.1
242.8
172
58
11.8
13.1
OF STEEL CONSTRUCTION
80.
Page 173
179
.'
BEAMS
24
w: BEAMS
I
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see page 202.
Nominal Depth and Wi dth- Weight per Foot
Span
'"
24 X 14
Feet
d/bt
L,
160
1.55
32
145
1.71
29
130
1.93
388
356
120
2.16
23
26
24 X 12
110
2.34
100
2.58
19
21
--- -
8
9
10
11
12
13
14
15
352
422
---a94
""""3li2 339
307
285
266
368
315
294
16
17
18
19
20
345
324
306
290
276
311
292
276
261
248
276
259
245
232
221
249
235
21
22
23
24
25
263
251
240
230
210
200
192
184
176
190
181
173
166
-'58-
191
184
177
171
166
160
170
163
153
149
145
141
138
131
125
120
115
110
118
113
108
104
99
413.5
211
87
15.7
11.4
372.5
194
78
14.6
11.4
-]~-
147
142
138
134
130
126
153
148
142
138
133
129
125
121
117
114
123
119
11 6
11 3
110
105
100
96
92
88
111
108
105
102
100
95
91
87
83
80
-'58152
-'55151
146
142
138
134
131
127
124
281
261
244
255
237
221
174
166
R kips
G kips
N in.
330.7
178
71
13.6
11.4
AMERICAN
299.1
176
69
13.3
11.5
164
146
-'54138
145
130
.10
.12
.15
.17
.19
138
131
123
117
.22
.25
.28
.31
.35
153
146
158
151
144
138
133
140
134
128
123
118
125
119
114
109
105
112
106
102
98
94
.38
.42
.46
.50
.54
141
136
131
126
122
118
114
111
108
105
102
99
96
94
92
87
83
80
76
73
128
123
119
114
111
107
104
101
98
95
92
90
87
85
83
79
75
72
69
66
113
109
105
102
98
95
92
89
87
84
82
80
78
76
74
101
97
93
90
87
84
82
79
77
75
73
71
69
67
65
62
59
57
55
52
90
87
84
81
78
75
73
71
69
67
65
63
61
60
58
56
53
51
49
47
.58
.63
.68
.73
.78
.83
.88
.94
1.00
1.06
196.3
147
55
11.3
1.1.7
175.4
137
50
10.6
11.7
-'59-
PROPERTIES AND REACTION
S in.s
V kips
- --
268
238
213
245
218
195
227
202 -1 80-210- -187- 167
196
174
156
207
184
229
215 -195- 173
222 -203- 184
164
-210- 193
175 -'55199
166
183
147
---
236
226
-216207
199
_~L
212
204
197
190
184
178
172
167
162
292
"""332 ----w5 2'f7
355
331
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
46
48
50
320
24 x 9
Deflection
84
76
, Inches
3.47
3.90
12.5
- - - - 14.5
294
274
.06
326 291 26ll
.07
295
262
234
.09
94
3.07
16
274 .4
160
63
12.2
11 .5
248.9
146
57
11.2
11.4
70
67
64
61
59
1.12
1.18
1.25
1.31
1.38
1.52
1.67
1.82
1.99
2.16
VALUES
220.9
163
61
12.4
11.7
INSTITUTE OF STEEL CONSTRUCTION
s..
Page 173
180
21
BEAMS
I
'/IF BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported , see page 202.
Nominal Depth and W idth
Span
'" I 142
Feet
-
1.49
33.5
127
1.65
30
112
1.a7
27
11
12
13
14
15
368
352
325
302
282
326
316
292
271
253
288
277
256
238
16
17
18
19
20
264
249
235
223
212
237
223
211
199
189
21
22
23
24
25
201
192
184
-'76169
26
27
28
29
30
163
157
151
146
141
146
140
135
- 1 31-126
31
32
33
34
136
-132-128
124
121
d.JJt
-
Lo
-
7
8
9
10
35
36
37
38
39
40
41
42
43
44
118
114
111
109
106
103
101
98
96
. S in.s
V kips
R kips
G kips
N in.
317.2
184
85
15.8
9.7
--180
Weight per Foot
21 x 8M
21 x 9
21 X 13
222
Deffec-
tion
68
62
Inches
3.73
4.15
13.5
12
236
.05
218
_06
270
251
316
233
211
187
.08
249
223
293
207
264
224
201
187
169
.10
240
204
183
170
153
.12
-141- .14
220
187
167
155
- ' 7 2 - - ' 5 5 - -144203
130
.17
-120-- .19
160
144
188
133
-124--176149
134
112
.22
- - - -.-
96
2.50
20
82
2.93
17
140
208
165
-132-196
155
124
146
_'8~_
175
139
118
r-13r112
166
73
3.46
14.5
126
118
112
106
101
117
110
104
98
93
105
99
94
89
84
.25
.29
.32
.36
.39
159
151
145
139
133
126
120
115
110
105
107
102
97
93
90
96
91
87
84
80
89
85
81
78
75
80
77
73
70
67
.43
.48
.52
.57
.62
128
123
119
115
111
101
98
94
91
88
86
83
80
77
75
77
74
72
69
67
72
69
67
64
62
65
62
60
58
56
.67
.72
.77
.83
.89
122
118
115
111
108
105
102
100
97
95
107
104
101
98
95
93
90
88
85
83
85
82
80
78
75
73
71
69
68
66
72
70
68
66
64
62
61
59
57
56
65
63
61
59
57
56
64
53
52
50
60
58
57
55
53
52
50
49
48
47
54
53
51
50
48
47
45
44
43
42
.95
1.01
1.07
1.14
1.21
1.28
1.35
1.42
1.50
1.58
92
90
88
86
81
79
77
76
64
63
61
60
55
53
52
51
49
48
47
46
46
44
43
42
41
40
39
38
1.66
1.74
1.82
1.91
139.9
118
49
10.3
10.2
126.4
109
45
9.6
10.2
Page
173
172
165
158
152
-----
PR OPERTIES A ND REACTION VALUES
284.1
163
74
14.1
9.8
249.6
144
65
12.7
9.8
.AMERICAN
197.6
158
70
13.8
9.9
168.0
135
59
12.0
9.9
150.7
126
53
10.9
10.2
INSTITUTE OF STEEL CONSTRUCTION
s..
181
BEAMS
18
\IF BEAMS
I
ALLOWABLE UNIFORM L.OADS IN KIPS
FOR BEAMS LATERALL.Y SUPPORTED
For beams laterally unsupported, see page 202.
Nomin~ Depth and
Span
In
18xll%
Foet
105
114
--- - - - 96
d/bt
1.58
1.71
1.86
- -- - L.
31.5
29
27
- -7 -
Width- Weight per Foot
- -
85 I
2.28
22
--
18x 8%
70
77
2.49
2.74
18
20
- --
64
2.99
16.5
250
231
208
224
210
189
206
190
171
188
173
156
155
142
132
142
130
120
-111104
--
8
9
10
286
264
242
11
12
13
14
15
267
245
226
210
196
245
225
207
193
180
224
205
189
176
164
16
17
18
19
20
183
173
183
155
147
21
22
23
24
25
140
133
128
122
117
128
123
117
112
108
26
27
28
29
30
113
109
-;05-
189
172
173
157
160
145
149
135
-'39- -'26-
-'22114
169
154
130
118
107
159 _'.!~_ 122
111 -'01- 150
137
116 -'0595
-142- 129
110
99
90
135
123 -'0495
86
117
112
107
99
87
79
.14
.17
.19
.23
.26
90
84
80
75
72
82
74
70
66
83
59
.29
.33
.37
.42
.46
88
62
65
62
60
57
60
57
55
52
50
49
47
45
44
42
41
-'10102
96
60
58
56
54
52
55
53
51
49
48
54
55
53
52
50
49
50
49
47
46
45
46
45
43
42
41
53
51
50
48
46
45
43
42
41
39
38
80
77
74
72
69
73
101
98
95
91
88
85
82
31
32
33
34
35
95
92
89
86
84
87
84
82
79
77
79
77
75
72
70
67
65
63
61
60
61
59
57
36
37
38
82
79
77
75
68
73
67
65
58
56
55
71
108
99
91
66
63
61
59
57
104
100
96
93
90
70
68
65
83
56
62
I
1'84 1"68 --:os
119
109
- '0'-
130
120
74
71
68
98
Deneetion
Inches
""T48-
81
78
74
71
88
65
18 X 7 Joi
50
- 55
- - - 4.22
3.82
12
13
164
146
131
90
86
82
79
76
95
91
87
83
-;03'-
98
9287
82
78
60
3.48
14.5
198
179
160
144
132
119
- 94- -'85-
77
73
69
86
57
54
52
49
48
46
.07
.09
.12
.51
.56
.61
.66
.72
42
41
40
.78
.84
.90
.97
1.03
39
37
38
37
36
35
34
1.11
1.18
1.25
1.33
1.41
36
35
35
33
32
31
1.49
1.57
1.66
98.2
92
43
9.4
8.7
89.0
84
39
8.6
8.7
Page
40
40
44
PROPERTIES AND REACTION V ALUES
S in. s
V kips
R kips
G kips
N in.
220.1
143
74
14.3
8.3
202.2
132
68
13.3
8.3
184.4
121
62
12.3
8.3
AMERICAN
156.1
125
63
12.6
8.4
141.7
112
56
11.4
8.5
128.2
103
51
10.5
8.4
H7.0
94
46
9. 7
8.4
107.8
99
47
10.0
8.7
INSTITUTE OF STEEL CONSTRUCTION
s••
173
183
A L L O WAB L E
BEA M S
14
w
I
BEA M S
U N I FO RM
L OADS IN K I P S
F OR B EAMS L AT E RAL L Y SUPP ORTEO
Fo r beams laterally un su pported, see page 202.
Nominal Depth and Width- Weight per Foot
S~a n
14 X 14Yz
'"
Feat
119
111
103
95
87
- - - - -- - - d/--1.06
- - 1.1
bt
3
1.20
1.30
1.40
- L,-- -47- - 44- - 41- - 38 35.5
- -9 - - - - - - - - - 10
11
12
13
14
15
214
21 0
194
180
168
202
196
181
168
157
184
182
168
156
145
170
167
155
143
134
16
17
18
19
20
158
149
140
133
126
147
138
131
124
118
136
128
121
11 5
109
126
118
11 2
106
100
115
108
102
97
21
120
11 5
11 0
105
101
112
107
102
98
94
104
99
95
91
87
96
91
87
88
84
77
80
74
97
90
87
84
81
78
84
77
81
78
75
73
74
69
67
71
68
66
64
61
76
70
68
66
64
62
65
63
61
59
57
59
57
56
60
59
57
56
54
53
51
22
23
24
25
26
27
28
29
30
94
90
87
84
31
32
33
34
35
81
79
76
74
72
71
69
67
36
37
38
70
68
66
65
63
62
S in.3
V ki ps
R kips
G kips
N in .
189.4
107
69
13.7
6. 3
176.3
101
65
13.0
6.3
73
72
14 X 12
14 x lO
Deft...
tion
61
74
78
68
i nches
- - 2.16
- 1.52
-- -1.63- -1.80- - 1.95
- - - 30.5
- - 28- 25.5
23
33
-- -- - - '
.1 2
136
166
152
--166
156
150
123
.1 5
137
84
----
152
--142
132
123
92
84
80
159
145
134
125
11 6
147
135
124
115
108
109
103
97
92
87
101
95
90
83
79
76
73
70
77
73
-136
125
11 5
107
100
125
114
106
98
92
94
86
81
76
112
102
95
88
82
.1 8
.21
.25
.29
.33
77
.38
69
72
68
65
62
.43
.48
.53
.59
70
67
65
71
68
65
62
60
65
62
60
57
55
59
56
53
51
49
.65
.72
.78
.85
.92
60
62
60
58
56
58
56
54
52
58
54
50
53
51
49
47
46
47
46
44
42
41
1.00
1.08
1.16
1.24
1.33
103.0
76
48
10.0
6.3
92.2
68
43
9.1
6.3
50.
Page
173
67
65
62
85
81
88
83
79
75
72
56
54
53
54
53
P ROPE RTI ES AND R EACTION VA LU E S
163.6
92
59
11.9
6.3
A MER I C A N
150.6
85
55
11.2
6.3
138.1
76
49
10.1
6.3
I NSTITU T E
OF
130.9
83
53
10.8
6.3
121.1
78
49
10.3
6.3
11 2.3
83
53
10.8
6.3
STEEL
CON S TRU C TION
184
BEAMS
14
I
\/IF BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, s ee page 202.
Nominal Depth and W idth- Weight per Foot
Span
'"
Feet
djbt
L,
5
6
7
8
9
10
11
12
13
14 X 6 ~
14 X 8
53
2.63
19
134
130
115
104
43
3.24
15.5
38
4.06
12.5
34
4.58
11
122
117
104
94
110
105
93
84
116
104
91
81
73
104
92
81
72
65
76
70
64
48
2.90
17
•
94
85
15
86
80
74
69
78
72
67
62
16
17
18
19
20
65
61
58
55
52
59
55
52
49
47
52
49
46
44
42
21
22
23
24
25
49
47
45
43
42
45
43
41
39
37
40
26
27
28
29
30
40
38
37
36
35
36
35
33
32
31
S in.s
V kips
R kips
G kips
N in.
77.8
67
42
8.9
6.3
14
80
56
38
36
35
33
32
31
30
29
28
- --
30
5.37
9.5
98
93
80
70
62
- -56 -
59
_66_
51
- -- - 61
54
46
-- - - ----56
50
43
52
46
40
49
43
37
.18
.21
.25
.29
.33
.38
.43
.48
.53
.59
31
29
28
27
26
27
25
24
23
22
.65
.72
.78
.85
.92
25
24
23
21
21
19.9
19.2
18.6
1.00
1.08
1.16
1.24
1.33
40
38
36
34
.32
35
33
32
30
28
27
26
25
24
.04
.05
.07
.10
.12
.15
J5
33
31
29
28
46
43
40
38
36
29
Deflection
Inches
22
22
PROPERTIES AND REACTION VALUES
70.2
61
38
8.1
6.3
AMERICAN
62.7
55
34
7.4
6.3
INSTITUTE
54.6
58
34
7.5
6.7
48.5
52
31
6.9
6.6
41.8
49
28
OF STEEL. CONSTRUCTION
6.5
6.6
s..
Page 173
185
BEAMS
w
12
I
BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally un s u~ported, see page 202.
Nominal Depth and Width-Weig ht per Foot
Sl?an
'"
Feet
12 X 10
12 X 12
Lo
85
1.29
38
79
1.39
36
8
9
10
160
154
11
12
13
14
15
1.52
33
65
1.67
30
58
1.90
26
152
143
138
130
122
117
114
104
140
129
119
110
103
130
119
110
102
95
118
108
100
93
87
107
98
90
84
78
95
87
80
74
69
16
17
18
19
96
81
77
73
69
65
62
59
65
61
20
89
84
79
75
71
21
22
23
24
25
74
70
67
62
59
57
62
68
65
62
60
57
56
53
51
49
47
50
47
45
43
42
26
27
28
29
30
59
57
55
53
51
55
53
51
49
48
31
32
33
34
35
50
48
47
45
46
45
43
42
41
36
37
38
43
42
41
d/bt
91
86
81
64
44
72
77
72
68
65
54
52
50
48
46
45
43
58
55
52
53
2.09
24
108
105
94
86
79
73
67
63
59
56
52
50
47
45
43
41
39
38
Deflection
Inches
.11
.14
.17
.21
.25
.29
.34
.39
.44
.50
.56
.62
.69
.76
.63
.91
.99
1.08
45
43
42
40
39
42
41
39
40
PROPERTIES AND REACTION VALUES
S in.3
V kips
R kips
G kips
N in.
115.7
80
58
11.9
5.4
107.1
76
54
11.3
5.4
AMERICAN
97.5
69
49
10.3
5.4
88.0
61
44
9.4
5.4
78.1
57
41
8.6
5.4
INSTITUTE OF STEEL CONSTRUCTION
70.7
54
39
8.3
5.3
s..
Page 173
186
BEAMS
12
w: BEAMS
I
AL LOWA BLE UN I FOR M LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams latera ll y unsupported, see page 202.
Nominal Depth and Width
Span
'"
Feet
12 X 671
Lo
2.35
21
45
2.60
19
40
2.89
17.5
6
7
8
9
10
118
108
96
86
106
97
86
78
92
87
78
72
66
62
58
71
65
63
58
53
49
46
54
49
51
48
45
43
46
43
23
24
25
41
39
38
36
35
S in.:!
V kips
R kips
G kips
N in.
64.7
59
42
8.9
5.4
d/bt
11
12
13
14
15
16
17
18
19
20
21
22
Weight per Foot
12 x 8
50
77
69
36
3.45
14.5
98
87
77
--68
61
27
4.60
10.5
74
57
50
45
.06
.08
.11
.14
.17
48
.21
.25
.29
.34
.39
.50
.56
.62
.69
65
56
51
47
44
41
40
37
35
41
38
35
32
30
41
39
43
41
38
36
35
38
36
34
32
31
33
31
29
27
26
28
27
25
24
23
37
35
34
32
31
33
32
30
29
28
29
28
27
26
25
25
24
23
22
60
55
52
-----
Deflection
Inches
31
3.98
12.5
82
75
65
58
52
44
22
21
21
20
19
18
.44
.76
.83
.91
.99
1.08
PROPER TIES AND REACTION VALUES
58.2
53
38
8.1
5.4
AMERICAN
51.9
46
33
7.1
5.3
45.9
49
33
7.3
5.7
39.4
41
28
6.35
5.6
IN ST ITUTE OF STEEL CONSTRUCTION
34.1
37
25
5.75
5.7
80.
Page 173
187
BEAMS
W
10
I
BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see page 202.
Nominal Depth and Width
Weight per Foot
Spa"
;"
Feet
10 X 10
10 X 8
10 X 5%
Deflec~
tion
49
45
66
60
64
39
33
29
25
21
- -- - -- --- --- - - - - - - - - - - - - --- - - - - -- Inches
dlbt
2.04
1.49
1.63
1.79
1.37
2.36
2.83
3.52
4.08
5.07
- -- - -- - -- - - - - -- - - - -- --Lo
36
33.5
30.5
28
24.5
21
17.5
14
12
10
- -- - -- - -- - - - - - - - - - - - - - -- --- - - - - -4
62
.03
--5
76
66
57
.05
--- --- -----
6
7
8
9
10
124
123
109
98
11
12
13
14
15
74
67
44
51
47
43
40
37
46
43
40
38
36
41
39
36
35
33
31
30
28
27
110
99
90
90
81
89
82
76
70
66
81
75
69
73
67
62
58
64
16
17
61
10
60
47
45
42
20
55
52
49
56
53
50
47
45
43
41
39
37
36
38
36
35
33
32
35
33
32
30
31
30
29
28
27
28
27
26
19
66
64
60
21
47
22
44
23
24
25
42
41
39
26
27
28
29
30
38
36
35
34
32
34
33
32
31
30
S in. s
73.7
62
52
11 .0
4.4
67.1
55
47
10.0
4.4
96
82
80
70
62
56
40
88
81
73
66
61
56
52
49
92
82
73
66
--60
55
50
47
68
59
---- 51
46
41
59
50
42
39
36
33
31
37
34
32
35
33
31
30
28
29
28
26
25
23
26
24
23
27
22
66
52
47
.07
.10
.13
39
35
48
41
36
32
29
32
29
27
25
23
26
24
22
21
19.1
.25
.30
.35
.41
.47
22
21
21
19
18
17
17.9
16.9
15.9
15.1
14.3
.53
.60
.67
.75
.83
19.6
16
13.7
.91
26.4
33
21.5
31
24
5.8
4.7
Page
173
44
29
27
22
.17
.21
29
i
PROPERTIES AND REACTION VALUES
V kips
R kips
G kips
N in.
60.4
48
41
8.8
4.4
AMERICAN
64.6
44
37
8.2
4.4
49.1
46
39
8.4
4.4
42.2
41
35
7.65
4.3
35.0
37
31
7.0
4.3
30.8
38
30
6.9
4.7
26
INSTITUTE OF STEEL CONSTRUCT I ON
6.05
4.7
See
lSS
BEAMS
8
w
I
BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsup ported. see page 202.
Nomi nal Depth and Width- Weight per Foot
Spa"
d/ bt
L,
35
2.05
24
Sx5,.
8x6Y2
SxS
;"
Feet
31
2.31
21.5
28
2.66
18.5
24
3.07
16
20
4.08
12
3
52
4
5
F
45
17
4.95
10
48
Deflection
Inches
47
.04
38
.07
31
27
24
21
.09
.13
.17
.21
.26
60
50
54
38
32
28
25
22.6
1.• ~.8
.02
6
7
8
9
10
66
59
52
46
42
60
52
46
41
37
40
36
32
46
40
35
31
28
11
12
13
14
15
38
35
32
30
28
33
30
28
26
24
29
27
25
23
21
25
23
21
19.8
18.5
20.6
18.9
17.4
16.2
15.1
17.1
15.7
14.5
13.4
12.5
.58
16
17
18
19
20
26
24
23
22
21
23
22
20
19
18
20
19
18
17
17.3
16.3
14.2
13.3
11.7
11.1
.66
.75
21
22
23
24
20
19
18
17
17
16
S in. 3
31.1
33
33
7.6
3.5
14.1
24
23
5.5
3.7
Page 173
46
.31
.37
.44
.51
PROPERTIES AND REACTION VALUES
V kips
R kips
G kips
N in .
27.4
30
30
6.9
3 .5
AMERICAN
24.3
30
30
6.85
3.6
20.8
25
25
5.9
3.5
17.0
26
25
5.95
3.7
INSTI TUTE OF STEEL. CONSTRUCTION
S"
189
I
BEAMS
24-20
AMERICAN STANDARD BEAMS
I
ALLOWABLE UNIFORM L.OADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported , see pages 172-3.
Nominal Depth and Widttt-Weight per Foot
Sl?an
'"
Foot
djbt
L,
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
46
48
50
24x 7%
105.9
120
2.71
2.76
18.5
18
498
4'78
!
24 X 7
100
3.81
13
466
439
376
329
293
264
240
220
90
3.87
13
79.9
3.94
12.5
- ----
390
---a54
312
310 2§()
390
418
275
258
372 347
232
312
248
335
225
211
284
304
-206- -;93279
260
178
240 1-~3- 191
257
188
177
166
239
165 -15"5-176
223
195
165
155
145
209
136
197
184 -'55-- 146
146
138
129
186
174
130
122
139
176
164
124
116
132
167
110
118
159
149
126
--152- 142
120
113
105
108
101
115
145
136
110
103
97
130
139
105
93
134
125
99
101
95
89
129
120
86
98
92
124
116
112
94
89
83
120
108
91
85
80
115
104
88
83
77
112
101
85
80
75
108
82
98
77
73
105
95
80
75
70
101
92
78
73
68
98
75
71
66
96
89
69
64
73
93
87
71
67
63
90
84
69
65
61
82
88
64
80
68
60
86
62
78
66
58
84
74
63
59
55
80
71
60
56
53
76
57
54
50
68
73
65
55
52
48
70
50
46
53
67
63
-~
-,&r
D
.03
.04
.06
.07
.09
.10
.12
.15
.17
.19
.22
.25
.28
.31
.35
.38
.42
.46
.50
.54
.58
.63
.68
.73
.78
.83
.88
.94
1.00
1.06
1.12
1.18
1.25
1.31
1.38
1.52
1.67
1.82
1.99
2.16
20 X 6)i
20 X 7
D
65.4
75
85
95
3.97
4.05
3.09
3.03
12.5
12
16.5
16
334
----:03
340
416
281
260
.04
356 334
.05
241 223"""
286
303
195
.07
211
267
250
.08
187 -173223
237
.10
213
200 -169- 156
142
.13
194 _1 8~_ 153
-f78- 167
.15
140 -13"0.18
154 1-130-- 120
164
111
.20
143
120
152
.23
112
104
142 _.!=!.4..
.27
105
97
125
133
-126-- 118
.30
99
92
87
.34
111
94
118
82
.37
105
89
112
.41
78
100
64
107
74
.46
95
80
102
71
.50
77
91
97
.55
73
68
87
93
.60
70
65
84
89
62
.65
67
80
65
60
.70
77
65
82
.75
62
58
74
79
.81
60
56
72
76
.87
58
54
74
69
.93
56
52
71
67
.99
54
50
65
69
49
1.06
53
67
63
47
1.13
61
51
65
1.20
50
46
63
59
48
45
1.27
61
57
47
43
1.34
56
59
42
1.42
54
46
58
44
41
1.49
56
53
51
43
40
1.57
55
42
39
1.66
53
50
48
40
37
1.83
51
Note:
o = Deflection in Inches.
PROPERTIES AND REACTION VALUES
S in.s
V kips
R kips
G kips
N in.
250.9
249
104
19.2
11.1
234.3
195
82
15.0
11.1
197.6
233
92
17.9
11.4
AMERICAN
185.8
195
77
15.0
11.4
173.9
156
62
12.0
11.4
Se.
Page
173
160.0
208
101
19.2
9.1
150.2
170
82
15.7
9.1
126.3
167
78
15.4
9.3
INSTITUTE OF STEEL. CONSTRUCTION
116.9
130
61
12.0
9.3
...
Page
173
190
18-15-12
BEAMS
I
AMERICAN STANDARD BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTE D
For beams late rally unsupported , s ee pages 172-3.
Weight per Foot
Nominal Depth and Wi dth
Span
18 X 6
Feet
70
- - - -54.7
-d/bt
4.17
4.35
- -- - - - - -Lo
12
11.5
- -3- - - -
- --
D
- --
332
4
5
2'72
6
7
8
9
10
226
196
194
168
170
147
131
151
-1 36- -lT8-
.04
.06
.07
.09
.12
11
12
13
14
15
124
107
113 --98--'05-91
84
97
91
79
216
12 X 5 ~
15 X 5 )1
;"
.03
50 \ 42.9
4.28 ~
11
11.5
D
214
.02
.03
160
"""'1"'71 ----;sr
---
50
3.32
15
214
168
134
40.8
3.47
14.5
144
120
12 X 5
35
4.34
11.5
134
31.8
4.41
11.5
---;-26
110
101
--"'96
D
.02
.03
.04
.06
--so--
.08
.11
.14
.17
86
79
.05 1-1E_ 100
84
80
.07
96 -85- --72-- -89.09
84 --75-63
.11 --75- 66
56
53
.14
48
67
60
50
.14
.17
.19
.23
.26
78
71
66
61
57
71
65
60
56
52
.17
.20
.23
.27
.31
61
56
52
48
45
54
50
46
43
40
46
42
39
36
34
44
40
37
34
32
.21
.25
.29
.34
.39
143
131
122 -iT2107 --98---95-87
16
17
18
19
20
85
80
76
72
68
74
69
66
62
59
.29
.33
.37
.42
.46
54
50
48
45
43
49
46
44
41
39
.35
.40
.45
.50
.55
42
40
37
35
34
37
35
33
31
30
32
30
28
27
25
30
28
27
25
24
.44
.50
:56
.62
.69
21
22
23
24
25
65
62
59
57
54
56
54
51
49
47
.51
.56
.61
.66
.72
41
39
37
36
34
37
36
34
33
31
.61
.67
.73
.79
.86
32
31
29
28
27
28
27
26
25
24
24
23
22
21
20
23
22
21
20
19.2
.76
.83
.91
26
27
28
29
30
52
50
49
47
45
45
44
42
41
39
.78
.84
.90
.97
1.03
33
32
31
30
29
30
29
28
27
26
.93
1.01
1.08
1.1 6
1.24
31
32
33
34
35
44
43
41
40
39
38
37
36
35
34
1.11
1.18
1.25
1.33
1.41
28
27
25
25
1.33
1.41
36
37
38
38
37
36
33
32
31
1.49
1.57
1.66
S in.s
V kips
101.9
166
83
17.1
8.4
88.4
108
54
11.0
8.4
.99
1.08
Note:
D = Deflection in Inches.
PROPERTIES AND REACTION VALUES
R kips
G kips
N in.
Se.
Page
173
AMERICAN
64.2
107
63
13.2
6.9
58.9
80
47
9.8
6.9
S..
Page
173
50.3
107
79
16.5
5.2
44.8
72
53
11.0
5.2
37.8
67
48
10.3
5.4
I NSTITUTE OF STEEL CONSTRUCTION
36.0
55
39
8.4
5.4
So.
Pago
173
191
10-8- 7
BEAMS
AMERICAN STANDARD
I
BEAMS
A L LOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see pages 172-3.
Nominal Depth and Width
Span
We ight par Foot
8x4
7x3%
2
3
10 X 4%
25.4
35.0
4.37
4.1 2
12
11.5
154
130
4
97
80
.03
p.71
53
78
65
.05
43
38
.07
6
7
8
9
10
65
56
- ---49
43
39
54
----47
36
31
27
24
21
32
27
24
21
18.9
.09
41
36
33
.07
.10
.13
.17
.21
.13
.17
.21
.26
27
23
20
17.8
16.0
23
19.8
17.3
15.4
13.9
.11
.15
.19
.24
.30
11
12
13 '
14 '
15
35
32
30
28
26
30
27
25
23
22
.25
.30
.35
.41
.47
19.4
17.8
16.4
15.2
14.2
17.2
15.8
14.6
13.5
12.6
.31
.37
.44
.51
.58
14.5
13.3
12.3
11.4
10.7
12.6
11.6
10.7
9.9
9.2
.36
.43
.50
.58
.67
16
17
18
19
20
24
23
22
21
19.5
20
19.1
18.1
17.1
16.3
.53
.60
.67
.75
.83
13.3
12.5
11.8
11.1
.66
.73
21
18.5
15.5
.91
'"
Feet
df bt
L,
5
-
--
0
.01
.02
23.0
4.51
11
92
18.4
4.71
56
0
10.5
-
47
-
.01
.02
.04
20.0
4.62
15.3
4.88
11
82
53
10
46
.01
.03
40
35
.05
-----32
28
---------
0
- --
.07
.
Note:
D = Deflection in Inches.
PROPERTIES AND REACTION
S in ,3
V kips
R kips
G kips
N in.
29.2
77
64
14.3
4.4
24.4
40
34
7.4
4.4
s..
Page
173
16.0
46
46
10.6
3.5
14.2
28
28
6.5
3.5
VALUES
So,
Paoe
173
12.0
41
10.4
23
47
26
10.8
3.0
6.0
3.lJ
Values of R in italics exceed maximum web shear V.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
s..
P""
173
192
BEAMS
6-5-4-3
I
AMERICAN STANDARD
BEAMS
ALLOWABLE UN IFORM LOADS IN KIPS
FOR
SEAMS LATERALLY SUPPORTED
For beams laterally uns upported, see pages 172-3.
Nominal Depth and W idt h
Spa"
6 x 3%
17.25 12.5
- -d/bt
4.69
5.02
--- - - - L,
10.5
10
'"
Feet
---
D
5x3
14.75 10.0
5.11
4.67
- - - 10.5
10
- -27
39
3
--32
.03
--29
24
4 x 2~
-- - -
- - -36- - .01- - -
2
Weight per Foot
D
9.5
7.7
---4.89
5.13
-10-
-
D
3 x 2%
7.5
5.7
-4.60 4.95
--
-- - 9.5
11
10
- - - -- - - - -
D
--
- - -- =-===
.02
27
21
.04
14.7
13.3
.05
8.4
7.6
.06
16.0
12.8
.07
.10
11.0
8.8
10.0
8.0
.08
.13
6.3
5.1
5.7
4.5
.11
.17
7.3
6.3
5.5
4.9
6.7
5.7
5.0
44
19
.25
4.2
3.6
3.8
3.2
.25
.34
1.9
13.6
1.7
6.6
34
16.6
8.4
1.1
4.1
1.1
:-;;.:"-=
-23-- 19.5
.09
20
16.0
6
7
8
9
10
19.3
16.6
14.5
12.9
11.6
16.2
13.9
12.2
10.8
9.7
.12
.17
.22
.28
.35
13.3
11.4
10.0
8.9
8.0
10.7
9.1
8.0
7.1
6.4
.15
.20
.27
.34
.41
11
12
13
10.5
9.7
8.9
8.8
8.1
7.3
.42
.50
.58
7.3
5.8
.50
4
5
.06
.33
.42
Note:
D = Deflection in Inches.
S in ,s
V kips
8.7
36
7.3
17.9
R kips
47
24
G kips
11 .2
2.5
6.5
2.5
N in.
PROPERTIES AND REACTION
VALUES
...
3.3
17.0
3.0
9.9
32
18.8
7.8
1.5
4.6
1.5
Pog.
173
6.0 I 4.8
32
13.7
21
30
11.9
50
2.0
2.0
See
pog.
173
S ••
Page
173
Values of A in italics exceed maximum web shear V.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
...
Page
173
193
MISCELLANEOUS
I
LIGHT BEAMS
ALLOWABLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally unsupported, see pages 172-3.
Nominal Depth and Width-Weight per Foot
Span
'"
Feltt
d/bt
L,
t14 X 4
17.2
12.8
3.8
22
7.2
7
*8 X 4
t12 X 4
tl0 X 4
19
16.5
19
17
15
15
13
--- --- - - - -11.2
8.7
6.5
7.7
9.3
6.5
7.9
---- - - 4.5
7.5
5.5
6.5
5.5
7.5
6
- -- - - - - -- - - --48
52
44
76
72
66
64
60
71
58
63
54
46
39
33
47
57
50
43
37
32
26
--
---
2
3
4
5
70
56
64
-68
--
6
7
8
9
10
46
40
35
31
28
58
48
42
38
34
48
41
36
32
29
11
12
13
14
15
25
23
21
20
18.7
31
28
26
24
23
26
24
22
16
17
18
19
20
17.5
16.4
15.5
14.7
14.0
21
22
23
24
25
13.3
12.7
12.1
11 .6
11.2
26
27
28
29
30
10.7
10.3
10.0
9.3
8.7
S in.8
V kips
21.0
38
20
5.0
7.0
--
29
26
23
36
31
27
24
20
19.0
21
19.4
17.9
16.7
15.6
21
19.8
18.7
17.8
16.9
17.8
16.8
15.9
15.0
14.3
16.1
15.3
14.7
14.1
13.5
13.6
13.0
12.4
11.9
11.4
--
-- --
--
42
36
31
28
25
*6 X 4
16
12
3.8
5.4
- -13
9
42
34
27
--
432
24
19.3
22
23
20
18.4
26
23
19.7
17.5
15.7
22
18.8
16.5
14.6
13.2
22
19.2
16.8
15.0
13.5
16.1
13.8
12.1
10.7
9.7
23
21
19.3
17.9
16.7
19.6
18.0
16.6
15.4
14.4
16.7
15.3
14.2
13.1
12.3
14.3
13.1
12.1
11.2
10.5
12.0
11.0
10.1
9.4
8.8
12.2
11.2
10.4
8.8
8.0
7.4
14.6
13.7
13.0
12.3
11.7
15.7
14.7
13.9
13.2
12.5
13.5
12.7
12.0
11.4
10.8
11.5
10.8
10.2
9.7
9.2
9.8
9.3
8.2
7.7
11.1
10.6
10.1
9.7
9.3
11.9
10.3
8.8
10.1
21
26
6.2
2.7
7.24
17.9
22
5.5
2.7
39
33
31
26
PROPERTIES AND REACTION VALUES
R kips
G kips
N in .
25.3
42
27
6.2
5.9
21.4
38
24
5.8
5.9
17.5
36
23
5.5
5.9
18.8
33
25
6.0
4.9
16.2
32
24
5.8
4.9
13.8
30
22
5.5
4.9
11 .8
26
24
5.9
3.8
tRolled by Bethlehem Steel Co. United States Steel Corp. and Inland Steel Co.
tRolled by ~ones & Laug hlin Steel Corp.
*Rol!ed by ethlehem Steel Co. and United States Steel Corp.
Values of R in italics exceed maximum web shear V.
AMERICAN
INST ITUTE OF STEEL CONSTRUCTION
9.88
24
22
5.5
3.8
194
MISCELLANEOUS
I
LIGHT BEAMS AND JOISTS
ALLOWA BLE UNIFORM LOADS IN KIPS
FOR BEAMS LATERALLY SUPPORTED
For beams laterally un supported, see pages 172-3.
Nominal Depth and Width-Weight per Foot
Span
L,
112x4 110 X 4 ·8 x 4
14
11.5
10
13.4
12.3
9.S
--3.5
4
5
2
3
4
5
62
49
40
46
35
28
35
26
21
*6 X 4
S.5
7.7
6.5
26
23
16.9
13.5
6
7
8
9
10
33
28
25
22
19.7
23
20
17.5
15.6
14.0
17.3
14.8
13.0
11 .5
10.4
11
12
13
14
15
17.9
16.4
15.2
14.1
13.2
12.7
11.7
10.8
10.0
9.3
9.4
8.7
8.0
7.4
6.9
16
17
18
19
20
12.3
11.6
11.0
10.4
9.9
8.7
8.2
7.8
7.4
7.0
6.5
6.1
21
22
23
24
25
9.4
9.0
8.6
8.2
7.9
6.7
S in.3
14.8
31
19.5
4.8
5.9
10.5
23
17.3
4.3
4.9
in
Foot
d!bt
- --
tlO X 5')i
25
4.5
11
21
4.6
11
ts X 6Yf
28
3.2
15
24
3.3
15
ts X 5><
20
4.S
17
4.9
10
63
58
60
51
10
72
67
51
41
11.3
9.7
8.5
7.5
6.S
52
45
39
35
32
48
41
36
32
29
50
43
38
33
30
46
40
35
31
28
34
29
25
23
20
31
27
23
21
18.7
6.1
5.6
5.2
29
26
24
23
21
26
24
22
21
19.3
27
25
23
21
20
25
23
21
19.9
18.6
18.4
16.9
15.6
14.5
13.5
17.0
15.6
14.4
13.3
12.4
19.7
18.5
17.5
16.6
15.7
18.1
17.0
16.1
15.2
14.5
18.7
17.6
17.4
16.4
12.7
11.9
11 .7
11.0
15.0
13.8
20.9
25
25
5.9
3.5
15.2
36
35
8.4
3.6
14.0
25
24
5.8
3.6
90
--62
79
- -82
--75
--47
37
PROPERTIES AND REACTION VALUES
V k ips
R kips
G kips
N in.
7.79
17.5
16.3
4.1
3.8
5.07
12.9
16.1
4.1
2.7
23.6
45
36
8.4
4.6
21.7
31
25
5.8
4.6
22.5
41
41
9.4
3.5
"'Rolled by Bethlehem Steel Co. and United States Steel Corp.
1Rolled by The Phoenix Iron Co.
tRolled by United St ates Steel Corp., Bethlehem Steel C o. , Inland Steel Co. and Jones & Laughlin Steel Corp.
Values of R in italics exceed maximum web shear V.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
195
• JUNIOR BEAMS
AND
I
JUNIOR CHANNELS
ALLOWABLE UNIFORM LOADS IN
KIPS
FOR BEAMS AND CHANNELS
LATERALLY SUPPORTED
For beams and channels laterally unsupported, allowable loads must be redu ced .
Nominal Depth and Width
m
Weight per Foot
Channels
Beams
Sl?an
Feet
12 x 3
dfbt
11.8
16
8.4
10 X 1 Ys
6.5
59
41
31
25
29
20.6
17.3
19.5
14.7
11.7
9.8
8.4
7.3
6.5
5.9
2
3
4
5
3
54
53
40
32
20
2.5
40
35
26
21
6
7
8
9
10
27
23
20
17.8
16.0
17.3
14.9
13.0
11.6
10.4
10.4
9.0
7.8
7.0
6.3
5.3
4.6
4.0
3.6
3.2
20.6
17.7
15.5
13.8
12.4
14.4
12.4
10.8
9.6
8.7
11
12
13
14
15
14.5
13.3
12.3
11.4
10.7
9.5
8.7
8.0
7.4
6.9
5.7
5.2
4.8
4 .5
4.2
2.9
2.7
2.5
11.3
10.3
9.5
8.8
8.3
7.9
7.2
6.7
16
17
18
19
20
10.0
9.4
8.9
8.4
8.0
6.5
6.1
5.8
5.5
5.2
3.9
3.7
21
22
23
24
25
7.6
7.3
7.0
6.7
6.4
5.0
S in .'
12.0
27
16.8
4 .2
6.0
6 X 1:Va
10.7
8.0
6.4
4.4
17
3
12 X 1%
10.6
10 x 131
8x2)4
6.5
19
2.5
28
21
15.7
12.5
L,
10 X 2%
9.0
7.7
7. 3
PROPERTIES AND REACTION VA LUES
V kips
R kips
G kips
N in.
7.8
20
14.7
3.7
5. 0
4.7
14.0
12.6
3.2
4.0
2.4
8.9
10.6
2.7
2.9
9.3
29.6
Rolled by Jones & Laughl in Steel Corp.
Values of A in italics exceed maxImum web shear V.
@I
AMERICAN
JNSTITUTE OF STEEL CONSTRUCTION
6.5
22.1
4.4
19.5
196
18-15
BEAMS
[
AMERICAN STANDARD CHANNELS
ALL OWABLE UNIFORM LOADS IN KIPS
F OR CHANNELS LAT ERAL L Y SUPPORTED
For channe ls latera ll y unsupported, a ll owable loads must be reduced.
N ominal Depth and Wid th
Span
'"
Feet
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
42
44
58
328
248
199
166
142
124
110
99
90
83
76
71
66
62
58
55
52
50
47
45
43
41
40
38
37
36
34
33
32
31
30
29
28
28
27
26
25
25
24
23
42.7
280
230
184
154
132
115
102
92
84
77
71
66
61
58
54
51
49
46
210
203
163
136
116
102
90
81
74
68
63
58
54
51
48
45
43
41
234
212
170
142
121
106
94
85
77
71
65
61
57
53
50
47
45
43
40
39
37
35
34
44
42
40
38
37
35
34
33
32
31
30
29
28
27
26
33
32
30
29
28
27
27
26
25
24
24
23
26
25
24
24
23
22
22
21
20
19.3
22
21
WO lght per Foot
DefJec-
18 X 4
51.9
45.8
39
37
35
34
33
31
30
29
28
27
26
25
25
24
23
23
22
21
21
20
19.4
18.5
t ion
Inches
.01
.02
.03
.04
.06
.07
.09
.12
.14
.17
.19
.23
.26
.29
.33
.37
.42
.46
.51
.56
.61
.66
.72
.78
.84
.90
.97
1.03
1.11
1.1 8
1.25
1.33
1.41
1.49
1.57
1.66
1.75
1.84
2.03
2.23
Daf lee-
15 X 3Y2
50
280
238
178
143
119
102
89
79
71
65
59
55
51
48
45
42
40
38
36
34
32
31
30
29
27
26
26
25
24
40
33.9
202
154
123
103
88
77
68
62
19.9
19.3
18.7
18.1
17.6
17.1
16.7
16.2
156
139
111
93
79
70
62
56
51
46
43
40
37
35
33
31
29
28
27
25
24
23
22
21
21
19.9
19.2
18.5
17.9
17.4
16.8
16.4
15.9
15.4
15.0
14.6
46.2
101
60
12.5
6.8
41.7
78
46
9.6
6.8
56
51
47
44
41
39
36
34
32
31
29
28
27
26
25
24
23
22
21
21
23
22
22
21
20
19.8
19.3
18.7
tion
Inches
.01
.01
.02
.03
.05
.07
.09
.11
.14
.17
.20
.23
.27
.31
.35
.40
.45
.50
.55
.61
.67
.73
.79
.86
.93
1.01
1.08
1.16
1.24
1.33
1.41
1.50
1.60
1.69
1.79
1.89
1.99
PROPERTIES AND REACTION VALUES
S
in. 3
V kips
R ki ps
G kips
N in.
74.5
164
81
16.8
8.4
69.1
140
69
14.4
8.4
63.7
117
58
12.0
8.4
AMERICAN
61.0
105
52
10.8
8.4
Seo
Page
173
53.6
140
83
17.2
6.8
INSTITUTE OF STEEL CONSTRUCTION
S..
Page
173
197
BEAMS
12-10
AMERICAN STANDARD CHANNELS
[
ALLOWABLE UNIFORM LOADS IN KIPS
FOR CHANNELS LATERALLY SUPPORTED
For channels laterally unsupported , allowab le loads must be reduced.
Nominal Depth and Width
SI>'"
Weight per Foot
oefleo·
30
160
120
90
12 X 3
25
120
106
80
72
64
88
71
57
6
7
8
9
10
60
51
45
40
36
53
46
40
35
32
48
41
36
32
29
.06
.08
.11
.14
.17
46
39
34
31
28
35
30
27
24
35
30
26
23
21
30
26
22
19.9
17.9
.07
.10
.13
.17
.21
11
12
13
14
15
33
30
28
26
24
29
27
25
23
21
26
24
22
20
19.0
.21
.25
.29
.34
.39
25
23
21
19.6
18.3
22
20
18.6
17.2
16.1
19.0
17.4
16.1
15.0
14.0
16.2
14.9
13.7
12.8
11.9
.25
.30
.35
.41
.47
16
17
18
19
20
22
21
19.9
18.9
17.9
19.9
18.7
17.7
16.8
15.9
17.8
16.8
15.9
15.0
14.3
.44
.50
.56
.62
.69
17.2
16.2
15.3
14.5
13.7
15.1
14.2
13.4
12.7
12.1
13.1
12.3
11 :6
11.0
10.5
11.2
10.5
9 .9
9.4
8.9
.53
.60
.67
.75
21
22
23
24
25
17.1
16.3
15.6
14.9
14.3
15.2
14.5
13.9
13.3
12.7
13.6
13.0
12.4
11.9
11.4
.76
.83
.91
1.08
13.1
12.5
11.9
11.4
11.0
11 .5
11.0
10.5
10.1
9.7
10.0
9.5
9 .1
8.7
8.4
8.5
8.1
7.8
7 .4
7.1
.91
1.00
1.10
1.19
1.29
26
27
28
29
30
13.8
13.3
12.8
12.4
12.0
12.3
11.8
11.4
11.0
10.6
11.0
10.6
10.2
9.8
9.5
1.17
1.26
1.35
1.45
1.55
Sin, s
26.9
80
56
12.2
5.4
23.9
60
42
9.3
5.4
;"
Feet
2
3
4
5
20.7
Defleetion
Inches
30
10 X 2%
25
20
15.3
Inches
.01
.02
.03
.04
92
69
55
80
60
48
98
70
52
42
62
60
45
36
.01
.02
.03
.05
.99
40
tion
.83
PROPERTIES AND REAC TION VALUES
V kips
R kips
G kips
N in.
21.4
44
31
6.7
5.4
AMERICAN
Se.
Page
173
20.6
88
72
16.2
4.5
18.1
68
56
12.6
4.5
15.7
49
40
9.1
4.5
INS TITUTE OF STEEL CONSTRUCTION
13.4
31
26
5.8
4.5
Se.
p,,,
173
198
9-8-7
BEAMS
[
AMERICAN STANDARD CHANNELS
ALLOWABLE UNIFORM L OADS IN K I PS
FOR CHANNE L S LATERA L LY SUPPORTE D
For channels laterally unsupported, allowable loads must be reduced.
Nominal Depth and Width-Weight per Foot
Span
DeflecD efleo8 x 2)4
9x2%
7 x 2~
tion
tion
15
13.4 Inches 18.75 13.75 11.5 Inches 14.75 12.25
- -- - - - - - - - - - - -- - - - - - - - - .01
46
.01
54
66
50
47
.02
48
40
36
.02
34
31
35
.04
36
30
27
.04
38
26
23
30
28
.06
29
24
22
.07
21
18.4
'"
20
2
3
4
5
60
45
36
6
7
8
9
10
30
26
23
20
18.0
25
22
18.8
16.7
15.1
23
20
17.5
15.6
14.0
.08
.11
.15
.19
.23
24
21
18.2
16.1
14.5
20
17.1
15.0
13 .3
12.0
18.0
15.4
13.5
12.0
10.8
.09
.13
.17
.21
.26
17.1
14.7
12.8
11.4
10.3
11
12
13
14
15
16.4
15.0
13.8
12.9
12.0
13.7
12.6
11.6
10.8
10.0
12.7
11.7
10.8
10.0
9.3
.28
.33
.39
.45
.52
13.2
12.1
11.2
10.4
9.7
10.9
10.0
9.2
8.6
8.0
9.8
9.0
8.3
7.7
7.2
.31
.37
.44
.51
16
17
18
19
20
11 .2
10.6
10.0
9 .5
9.0
9.4
8.9
8.4
7.9
7.5
8.7
8.2
7.8
7.4
7.0
.59
.66
.75
.83
.92
9.1
8.5
8.1
7.6
7.3
7.5
7.1
6.7
6.3
6.0
6.7
.66
6.4
.75
6.0 .84
5.7 .93
5.4 1.04
21
22
23
8.6
8.2
7.8
7.2
6.8
6.6
6.7 1.01
6.4 1.11
6.1 1.22
S in. s
13.5
52
47
10.8
4.0
11 .3
33
30
6.8
4.0
Faet
--- - - -
Deffeetion
9.8
Inches
----.0138
- --
-2720
16
.03
.05
.07
15.3
13.1
11.5
10.2
9.2
13.3
11 .4
10.0
8.9
8.0
.11
.15
.19
.24
.30
9 .3
8.6
7.9
7.3
6.8
8.4
7.7
7.1
6.6
6.1
7.3
6.7
6.2
5.7
5.3
.36
.43
.50
.58
.67
6.4
6.0
5.7
5.7
5.4
5.1
5.0
4.7
4.4
.76
.85
.96
7.7
38
43
10.1
3.0
6.9
29
33
7.5
3.0
6.0
19.1
22
5.0
3.0
Page
173
.58
PROPERTIES AND REACTION VALUES
V kips
R kips
G kips
N in.
10.5
27
24
5.5
4.0
Soo
Page
173
10.9
51
50
11.7
3.5
9.0
32
31
7.3
3.5
8.1
23
23
5.3
3.5
Soo
Page
173
Values of R in italics exceed maximum web shear V.
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
Se.
199
BEAMS
6-5-4-3
AMERICAN STANDARD CHANNELS
[
A LLO WABLE UNIFORM LOADS IN K I PS
FOR CHANNELS LATERALLY SUPPORTED
For channels laterally unsupported, allowable loads must be reduced.
Sran
Nominal Depth and Width- Weight per Foot
3
4
5
5 X 1% Deflee- 4 X 1%
tion
tion
8.2 I nches 9.0 6.7 I nches 7.25 5.4
- - - - 1 . -26 22 19.1 .03 ,5 6 13.3 .04 1D.2 8.4
7.7 6.3
19.3 16.7 14.3 .06 11.7 10.0 .07
9.3 8.0 .10
6.1 5.1
15.5 13.3 11.5 .09
6
7
8
9
10
12.9 11.1
11.0 9.5
9.7 8.3
8.6 7.4
7.7 6.7
9.6
8.2
7.2
6.4
5.7
.12
.17
.22
.28
.35
7.8
6.7
5.8
5.2
4.7
6.7
5.7
5.0
4.4
4.0
.15
.20
.27
.34
.41
11
12
13
14
15
7.0
6.4
5.9
5.5
5.2
5.2
4.8
4.4
4 .1
3.8
.42
.50
.58
.68
.78
4.2
3.9
3.6
3.6
3.3
3.1
.50
.60
.70
'"
Feet
6x2
13.0 10.5
6.1
5.6
5.1
4.8
4.4
Deflee-
5. 1
4.4
3.8
3.4
3.1
4.2
3.6
3.2
2.8
2.5
Deflectioo
Inches
.05
.08
.13
.19
.25
.33
.42
.52
6.0
6.2
4.7
3.7
3xl Y,!
5.0 4.1
5.3
4.0
3.2
Deflection
Inches
-4.9- - .063.7
2.9
.1 1
.17
2.4
2.1
1.8
.25
.34
.44
1.4 1.2 1.1
13.9 10.1 6.6
35
26
16.9
8.5 6.2 4.1
1.0 1.0 1.0
Page
3.1
2.7
2.3
2.7
2.3
2.0
PROPERTIES AND REACTION VA LU ES
Sin.!
V kips
R kips
G kips
N in.
5.8 5.0 4.3
34
25
15.6
45
32
20
10.5 7.5 4.8
2.5 2.5 2.5
s••
Pago
173
3 .5 3.0
21
12.4
33
19.1
7.8 4.6
2.0 2.0
So.
Pags
173
2.3 1.9
16.6 9.4
17.8
32
7.7 4.3
1.5 1.5
s..
Page
173
Values o f R in italics exceed maximum web shear V.
AMERICAN
INST ITUTE OF STEEL CONSTRUCTION
So.
173
200
BEAMS
L.
REGULAR SERIES ANGLES
ALLOWABLE UNIFORM LOADS IN KIPS
FOR ANGLES LATERALLY SUPPORTED
NEUTRAL AXIS PARALLEL TO HORIZONTAL LEG
For angles latera lly unsupported, allowable loads must be reduced.
For angles subject to torsion, make special investigation.
Hori~
Span in Feet
WI.
zontal
Angle
log
Size
per Ft.
8"
8 X8 x l
~
51.0
45 .0
38.9
32.7
26.4
25.7
20.2
17.2
8
9
10
12
14
16
4
5
6
7
- - ------- ---- - 26
23
21
17.6 15.0 13.2
52
42
35
30
26
23
20
18.7 15.6 13.3 11 .7
46
37
31
27
20
18.1 16.3 13.6 11.6 10.2
23
40
32
8.6
34
27
22
19.6 17.2 15.3 13.7 11.4
9.8
18.7 16.0 14.0 12.4 11.2
9.3
8.0
7.0
28
22
5.0
8.8
7.8
7.1
5.9
17.6 14.1 11.8 10.1
6.2
5.6
4.7
4 .0
14.0 11.2
8.0
7.0
9.3
3.2
2.8
2.5
5.1
4.2
3.6
6.3
26.2
22.1
17.9
15.8
10.0
8.7
7.0
6.2
8.0
6.9
5.6
5.0
6.7
5.8
4.7
4.2
5.7
5.0
4.0
3.5
5.0
4.3
3.5
3.1
4 .4
3.9
3.1
2.8
39
33
26
23
13.7
11.7
6.3
31
26
21
18.9
10.9
9.3
5.1
26
22
17.8
15.8
9.1
7.8
4.2
22
18.9
15.2
13.5
7.8
6.7
3.6
19.5
16.5
13.3
11 .8
6.8
5.8
3.2
17.3
14.7
11.8
10.5
6.1
5.2
2.8
15.6
13.2
10.7
9.5
5.5
4.7
6x4x 'Us
33.8
28.5
23.0
20.2
17.2
14.9
14.3
5"
5 X5 X %
)-2
%
5x3 )-2x %
;{,
20.0
16.2
12.3
10.4
8.7
13.0
10.7
8.0
4.0
3.3
10.4
8.5
6.4
3.2
2.7
8.7
7.1
5.3
2.7
2.2
7.4
6.1
4.6
2.3
1.9
6.5
5.3
4.0
2.0
1.7
5.8
4.7
3.6
5.2
4.3
3.2
4"
9 X4 X1
~
40.8
36.1
31.2
26.3
23.8
21.3
59
52
45
38
35
31
47
42
36
31
28
25
39
35
30
26
23
21
33
30
26
22
19.8
17.7
29
26
23
19.1
17.3
15.5
26
23
20
17.0
15.4
13.8
24.2
19.6
17.2
30
25
22
24
20
17.6
20
16.7
14.7
17.5
14.3
12.6
15.3
12.5
11.0
13.6
11.1
9.8
%
%
)-2
8 X 6X %
li',
8x4x 'U6
7"
7 x4 X ~
%
)-2
>i6
6"
8 X6 X %
%
)-2
>i6
6x6x Us
%
%
%
~,
)-2
4"
8x4x %
)-2
>i6
--
AMERICAN
13.0
11.0
8.9
7.9
4.6
3.9
11.1
9.4
7.6
6.8
3.9
3.3
9.7
8.2
6.7
5.9
23
21
18.1
15.3
13.8
12.4
19.6
17.4
15.1
12.8
11.5
10.3
16.8
14.9
13.0
10.9
9.9
9.0
14.7
13.1
11.3
9.6
8.7
7.8
12.3
10.0
8 .8
10.2
8 .3
7.3
8.8
7.1
6.3
7.7
6.2
5.5
I NSTITUTE OF STEEL CONSTRUCTION
18
11.7
10.4
9.0
7 .6
6.2
201
BEAMS
L
REGULAR SERIES ANGLES
ALLOWAB L E UNIFORM LOADS IN KIPS
FOR ANG L ES L ATERALLY SUPPO RTED
NEUTRA L AXIS PARALLEL TO H OR IZONTA L
LEG
Fo r angles latera lly unsupported , allowable loads mu st be reduced.
For ang les subject to torsion, make specia l investigation.
Hori·
zontal
Span in Feet
WI.
Angle
Size
per Ft.
- - - - - - - - -7- -8- -9- -10- -12- -143
4
5
6
. .....
.. __ ..
17.0
14.7
11.0
5.0
4.3
3.3
2.4
2.0
13.6
11.7
8.8
4.0
3.5
2.7
1.9
1.6
11.3
9.8
7.3
3.3
2.9
2.2
1.6
1.3
9.7
8.4
6.3
2.9
2.5
1.9
1.4
1.1
8.5
7.3
5.5
2.5
2.2
1.7
7.6
6.5
4.9
2.2
1.9
6.8
5.9
4.4
3%" 5 x 3Y2xYz 13.6 20.0 13.3 10.0
4.4
3.4
2.8
1.9
4.0
3.1
2.5
L"
4"
7 X 4 X %
-- -
2
15.8
......
-
% 13.6 ...._-
6 x 4 x % 12.3
4 x 4 X % 9.8
li',
4 X 3 72X~6
4x3x ~6
)i
8.2
7.7
7.2
5.8
.....
......
......
---_..
....--
-----.... -
......
.. _...
......
......
7.7
7.2
5.8
5.4
15.3
12.7
8.7
6.5
5.3
3.9
10.2
8.4
5.8
4.4
3.5
2.6
7.7
6.3
4.3
3.3
2.6
1.9
8.0
6.1
5.1
3.5
2.6
2.1
1.5
6.7
5.1
4.2
2.9
2.2
1.8
1.3
5.7
4.4
3.6
2. 5
1.9
1.5
1.1
5.0
3.8
3.2
2.2
1.6
1.3
11.1
8.5
7.2
j{,
5.8
)i
5.4
3}'2x3 X )i
3x3x ;{ 4.9
3 X 2YzxU 4.5
12.7
10.0
S.O
6.7
5.2
3.9
2. 7
8.4
6.7
5.3
4.4
3.5
2.6
1.8
6.3
5.0
4.0
3.3
2.6
1.9
1.3
5.1
4.0
3.2
2. 7
2.1
1.5
1.1
4.2
3.3
2.7
2.2
1.7
1.3
3.6
2.9
2.3
1.9
1.5
3.2
2.5
2.0
1.7
6.6
5.6
4.5
4.1
3.62
5.4
4.6
3.7
2.6
1.7
3.6
3.1
2.5
1.7
1.1
2.7
2.3
1.9
1.3
0.8
2.2
1.8
1.5
1.0
1.8
1.5
1.2
% 10.4
h6 8.7
4 x 3}v2x}}6
372X3.72x~6
)i
3:!1x3 x )i
3"
.. _---
4 X 3 X Yz
%
2}12" 3 X 2Yzx %
j{,
)i
2Yzx2%x};i
2Yzx2 x U
AMERICAN
I NST ITUTE OF STEEL CONSTRUCT I ON
5.7
4.9
3.7
4.9
4.2
202
ALLOWABLE LOADS ON BEAMS
WITHOUT LATERAL SUPPORT
Up to a certain span (called in the tables on pp. 175 to 195 "Lu "), a beam will
carry the same load without, as with, lateral support. On greater spans the danger of
lateral buckling enters, and the beam must be protected by reducing the allowable load
below what would be permitted (as tabulated on pages 175 to 201) in the presence of
full lateral support.
The span "Lu" is defined by the formula" ~~ not to exceed 600," (See page 172) .
This span length is tabulated for each I beam, and the designer of a laterally unsupported
beam will know automatically that if its span does not exceed" Lu" the tabulated load
may be applied.
If the span does exceed "Lu" the unit stress is to be reduced below 20,000 p.s.i.,
in accordance with the formula
12,000,000
f ~
ld
"
bt
, ~t" is entered at the top of each I beam table, and will be multiplied by the
span in inches to solve this formula for "f". The tabulated beam capacity will then
be reduced in the ratio of f/ 20,000.
In the most general case, however, the designer will be confronted with a given
(laterally unsupported) span and a calculated moment, from which to select a beam.
This is not easy to do by direct consideration of section modulus, as the depth and the
flange proportions (determinants of torsional strength) have an influence comparable
to that of bending strength. The selection of the proper beam can be immediately
made by referring to the following four charts.
The moment capacities shown on the charts take into account the moment due to
the weight of the beam, thereby avoiding any need for guessing a weight of beam in
the course of the moment 'calculations.
For instance, suppose that concentrated loads on a beam with laterally unsupported
span of 40 ft. produce a moment of 260 kip ft. without including the weight of the
beam. Entering the chart on page 204 with the figure 40 on the bottom scale, proceed
upwards to meet the horizontal line coming in from 260 on the left-hand scale. Any
beam listed above or to the right is safe. These include 24 \/IF @ 120
18 IfF @ 114
33 \IF @ 141, etc. It is seen
that the 18 \/IF, although its section modulus is only 220 compared to 299 for the 24 \/IF,
is equally able to carry the moment because of having a more compact and torsionally
resistant section.
Because several of its dimensions are thus involved, a given beam is the lightest
available for a certain combination of span and moment, over only a limited range of
length. This is indicated on the charts by using a full line for this range and a broken
line for the range or ranges in which some lighter beam is available. In the example
above cited, it will be seen that the 18 \/IF @ 114 is shown by a full line in the region
where the 40 ft. line and the 260 kip ft. line intersect.
The charts include several beams of relatively square cross-section which under
the capacity loads indicated will deflect vertically more than may be admissible. The
symbol X is shown on the upper or flat curve for each such beam, at the span length
which equals 24 times the depth (A.1.S.C. Spec. Sect. 17(a»; at which point the deflection under full uniform load equals 1/ 290 or d / 12.1. If the span length ordinate for a
given case intersects the curve for a beam so marked, to the right of the symbol X, the
deflection for uniform load is greater than 1/290, and requires consideration by the
designer. In any other case, the deflection of the unsupported beam as selected from
the charts is less than 1/ 290. The curves have arbitrarIly been stopped at a point
where the total capacity equals four times the weight of the beam itself.
The charts are not extended to include channels and angles, for which safe loads on
fully supported spans have been tabulated on pages 195 to 201. It is so difficult to
load an unstayed channel or angle on the one vertical axis which eliminates torsion,
and the actual torsIOnal moment involved in any unsupported span is so uncertain,
and so relatively great, that it is deemed impracticable to offer any short cut solution
for such deSIgns.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
203
LENGTH OF SPAN IN FEET
o
~
40
45
~
40
45
50
1800
1100~
0:
III
~
....
III
III
"-
a.
so:
I
....
ti 900
~
~ 850
hi
..J
ID 800
"
W
i4, .
121
~
5
\1\
~
J!1
\'t
'~
20
AMERICAN
~
I NSTITUTE OF STEEL.. CONSTRUCTION
55
204
LENGTH OF SPAN IN FEET
5
10
55
45
50
~': ~­
~
390
~
380
.
w
o """
.. -
370
~
S80
-.,
350
340
~
~ 330
ti 320
18
10
6
24
W
"-
a.
iii:
310
I
!zW 300
9
,,
:Ii
o 290
:ll
'''l :
24
. ''.9
W
15 280
~
82
270
9
4(
-8
18
250
21
16
240
230
18'
21
7
68
220
210
-18
21 'IF 62
14 'IF 78
5
10
15
AMERICAN
20
25
~ f""c""""TIIT~
, .., ...
30
35
40
45
STEEL CONSTRUCTION
50
55
205
LENGTH OF S PAN IN FEET
30
miL
35
40
''''~
,"~O'
8i
45
55
L- '
f'lil~
ftM
~~ ,
~ ,~'IAA\~
g
r~
,
~.~
'"
i=:
w
~
l-
...n.
,
Ii
,
w
W
,
i:
I
I-
Z 150
W
::IE
0
,
::IE
w
-'
m
<
3
,
0
-'
-'
<
~
I
~
14-
~
110
11\
'"
11
r:1(
100
0
15
AMERICAN
20
25
0
35
•
•
INSTITUTE OF STEEL CONSTRUCTION
50
55
207
ALLOWABLE LOADS ON COLUMNS
The loads given in the following column tables are based on allowable unit stresses
as follows (A. I.S.C. Spec. Section 15(a)(2) ):
Columns with values of ll r not greater than 120. main or secondary members;
f = 17,000 - 0.485 ~ inp.s.i.
Columns with values of l/ r greater than 120;
18,000
a. Bracing and secondary members. f =
1
+
b. Main members, f ~ _ _...:1::8",,0=00-c=-_ X (
l'
1 +
18,000r'
I'
18,000 r'
1.6 -
1
r
200 )
For convenience in using these formulas a table of allowable unit stresses derived
therefrom is given on page 209.
In the column tables which follow, allowable loads given below the horizontal
heavy lines are for main members with ll r greater than 120. Allowable loads for
bracing and secondary members of the same ll c may be derived therefrom. by the sliderule process illustrated in Example 1 on page 210.
ECCENTRIC LOADING. The allowable loads given in the column tables are for
columns axially or symmetrically loaded. For columns subjected both to direct loads
and to bending produced by eccentric loads, the A. I.S.C. Specification in Section 12 (a)
requires that the quantity
.
-~- + -~- shall not exceed umty.
Fa
Fb
The use of Bending Factors (Bx and By) tabulated at the bottom of the load tables
provides a convenient method of converting bending moments into equivalent direct
loads in order to select a trial section from the load tables. B;.; and By are respectively
equal to the area divided by the appropriate section modulus.
EXAMPLE. A 14 \/IF column with an unbraced length of 12 ft. carries a concentric
load of 300 kips and an eccentric load of 50 kips applied 18 inches from the major axis.*
Design the column.
Assume the average bending factor of the group, say, B;.; = 0.185, then
Bending Moment = M = 50 X 18 = 900 inch kips.
Equivalent Direct Load = ME;.; = 900 X 0.185 = 167 kips.
Approximate column load = 300 + 50 + 167 = 517 kips.
A trial column section ( 111 pounds) is first selected from the tables as having a carrying
capacity of 517 kips or more on an unbraced length of 12 feet. Since this selection is
only tentative, it will be necessary to investigate the selected column as to its compliance
with Section 12 (a) .
*The major and minor axes are frequently referred to in technical liternture as the strong and
weak axes.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
208
Allowable Stress
Section
Allowable
Column
Load,
Kips
Axial
F,
Bending
Fb
Actual Stress
Axial
Bending
p
M
fb=S
+ Fb
Fa
5.10
5.98
5.50
0.913
1.069
0.986(Use)
f[1 =---';:-
I
fa
fb
Kips per Square Inch
14W" 111
14W"95
14 W" 103
531
455
493
16.28
16.27
16.27
20.00
20.00
20.00
10.72
12.53
11 .57
As shown in the above table, the 14 W 111 column section first selected was found
more than adequate. A 14 '\/IF 95 section was next tried and found to be inadequate.
A 14 'IF 103 section was then investigated and found allowable. The lighter of the two
adequate sections is used .
In designing columns subjected to bending about the minor axis only. Fb may be
taken at 20.0 ksi. In designing columns subjected to bending about the major axis
only. Fb must be limited in accordance with ld/bt, to the value permitted for unsupported beams under the provisions of Section 15(a) (3).
In designing columns subjected to bending about both axes, the expression
~
+~
becomes~
+ (~)
+ (~)
Fa
Fb
Fa
Fb xx
20.0 yy,
in which Fb for the xx term is determined in accordance with [dfbt.
RAT IO rx /ry o Allowable loads for columns are given in the tables for various lengths
unbraced along the minor axis. It may be necessary, however, to investigate the
capacity of columns with reference to both major and minor a."{es. The Ratio rx/ ry
included in these tables provides a rapid and convenient method of investigating the
strength of the column with respect to the major axis.
Selection of a column from the tables is necessarily based on the greatest unbraced
length I with reference to the radius of gyration ry about the minor axis. To obtain the
maximum unbraced length with reference to the radius of gyration rx about the major
axis it is only necessary to multiply the length I by the Ratio rx/ ry. If the actual unbraced length with reference to the major axis is equal to or less than the length thus
obtained, the selected section is adequate. If, however, the actual unbraced length
with reference to the major axis is greater than the length thus obtained, the section is
inadequate and must be redesigned.
EXAMPLE. A 12 \/IF column is required to carry a concentric load of 590 kips. The
greatest unbraced length along the minor axis is 16 feet. The column is unbraced along
the major axis for 31 feet .
Entering the column tables we find, on page 218 that at 16 feet a 12 VIF 133 will
carry an allowable load of 595 kips. This section will carry 590 kips at about 16.5 feet.
The Ratio rx / ry is 1.77. The maximum length at which the column may be unbraced
along the major axis is 16.5 x 1.77 =292 feet. The section is therefore inadequate.
The next heavier column is the 12 VF 161 which will carry 590 kips at about 25.S,
feet. The Ratio rx/ry is 1.78. The maximum length at which the column may be
unbraced along the major axis is 25.8 x 1.78=46.0 feet. The section is adequate.
AMERICAN
INSTI T U T E
OF STEEL CONSTRUCT I ON
209
ALLOWABLE STRESSES PER SQUARE INCH
FOR
COMPRESSION MEMBERS
Secondary Members,
J/f 121 to 200,
Main and Secondary Members,
+y
Ilr not over 120,
f = 17()()(}----{).485 (
Unit
Unit
Main Members,
l/r 121 to 200,
18000
f -
Unit
'+
Unit
DoX
I'
1 BOOOr z
Unit
(1.6- 200
", )
Unit
,
Unit
,
Stress
,I
Stress
,I
Stress
ksi.
,I
Stross
ksi.
,I
ksi.
,
Stress
kst.
,I
Stres8
ksi.
Stress
ksi.
1
2
3
4
5
17.00
17.00
17.00
16.99
16.99
41
42
43
44
45
16.19
16.14
16.10
16.06
16.02
81
82
83
84
85
13.82
13.74
13.65
13.58
13.50
121
122
123
124
125
9.93
9.85
9.78
9.71
9.64
161
162
163
164
165
7.38
7.32
7.27
7.22
7.16
121
122
123
124
125
9.88
9.75
9.63
9.52
9.40
161
162
163
164
165
5.87
5.78
5.71
5.63
5.55
6
7
8
9
10
16.98
16.98
16.97
16.96
16.95
46
47
48
49
50
15.97
15.93
15.88
15.84
15.79
86
87
SS
89
90
13.41
13.33
13.24
13.16
13.07
126
127
128
129
130
9.56
9.49
9.42
9.35
9.28
166
167
168
169
170
7.11
7.06
7.01
6.96
6.91
126
127
128
129
130
9.27
9.16
9.04
8.93
8.82
166
167
168
169
170
5.47
5.40
5.33
5.25
5.18
11
12
13
14
15
16.94
16.93
16.92
16.91
16.89
51
52
53
54
55
15.74
15.69
15.64
15.59
15.53
91
92
93
94
95
12.98
12.90
12.81
12.72
12.62
131
132
133
134
135
9.22
9.15
9.08
9.01
8.94
171
172
173
174
175
6.86
6.81
6.76
6.71
6.66
131
132
133
134
135
8.71
8.60
8.49
8.38
8.27
171
172
173
174
175
5.11
5.04
4.97
4.90
4.83
16
17
18
19
20
16.88
16.86
16.84
16.83
16.81
56
57
58
59
60
15.48
15.42
15.37
15.31
15.25
96
97
98
99
100
12.53
12.44
12.34
12.25
12.15
136
137
138
139
140
8.88
8.81
8.75
8.68
8.62
176
177
178
179
180
6.62
6.57
6.52
6.47
6.43
136
137
138
139
140
8.17
8.06
7.96
7.86
7.76
176
177
178
179
180
4.77
4.70
4.63
4.56
4.50
21
22
23
24
25
16.79
16.77
16.74
16.72
16.70
61
62
63
64
65
15.20
15.14
15.08
15.01
14.95
101
102
103
104
105
12.05
11.95
11.86
11.75
11.65
141
142
143
144
145
8.55
8.49
8.43
8.36
8.30
181
182
183
184
185
6.38
6.34
6.29
6.25
6.20
141
142
143
144
145
7.65
7.56
7.46
7.36
7.26
181
182
183
184
185
4.43
4.37
4.31
4.25
4.19
26
27
28
29
30
16.67
16.65
16.62
16.59
16.56
66
67
68
69
70
14.89
14.82
14.76
14.69
14.62
106
107
108
109
110
11.55
11.45
11.34
11 .24
11 .13
146
147
148
149
150
8.24
8.18
8.12
8.06
8.00
186
187
188
189
190
6.16
6.12
6.07
6.03
5.99
146
147
148
149
150
7.17
7.08
6.98
6.89
6.80
186
187
lSS
189
190
4.13
4.07
4.01
3.95
3.89
31
32
33
34
35
16.53
16.50
16.47
16.44
16.41
71
72
73
74
75
14.56
14.49
14.42
14.34
14.27
111
112
113
114
115
11.02
10.92
10.81
10.70
10.59
151
152
153
154
155
7.94
7.SS
7.82
7.77
7.71
191
192
193
194
195
5.95
5.91
5.86
5.82
5.78
151
152
153
154
155
6.71
6.62
6.53
6.45
6.36
191
192
193
194
195
3.84
3.78
3.72
3.67
3.61
36
37
38
39
40
16.37
16.34
16.30
16.26
16.22
76
77
78
79
80
14.20
14.12
14.05
13.97
13.90
116
117
118
119
120
10.47
1036
10.25
10.13
10.02
156
157
158
159
160
7.65
7.60
7.54
7.49
7.43
196
197
198
199
5.74
5.70
5.66
5.62
5.59
156
157
158
159
160
6.27
6.19
6.11
6.03
5.94
196
197
198
199
3.56
3.51
3.45
3.40
3.35
I
AMERICAN
200
JNSTITUTE OF STEEL CONSTRUCTION
200
ks;.
21 0
COMPRESSION MEMBERS WITH [Ir OVER 120
Safe loads on Columns with l/r over 120, pp. 211 to 233, are tabulated on the basis
of reduced unit stresses applicable to main members (A.I.S.C. Spec. Sect. 16(b) ), since
the column sections are such that they would not often be used as bracing or as secondary
members.
Conversely, the safe loads on angle struts which follow on pp. 235 to 247, are
tabulated on the basis of the full Wlit stress (Sect. 15(a)(2) ), since the sections are
more often used as bracing and as secondary members than as main members.
By the use of the table of comparative unit stresses given below, a tabulated safe
load for a main member may be changed to the safe load on the same member used as
bracing or secondary; or vice versa; by a continuous slide-rule operation.
In so doing, column weights in the main member tables, pp. 211 to 233, may
conveniently be transformed to areas by dividing by 3.4 . The double-angle strut
tables, however, pp. 235 to 247. show the areas and render this step unnecessary.
EXAMPLE 1. Reqd .. Safe Load on 8 x 6M '/IF @ 24. 20' long, used as a bracing member.
Tabulated safe load on main member ~ 49 kips (Page 221).
49 X 3.4
~ 6.94 in Col. 11.; opposite in Col. I., f ~ 8.09 (by interpolation)
24
49 X ~:~ ~ 57 kips.
EXAMPLE 2. Reqd .. Safe Load on 2 angles 9 X 4 X U. 9/1 legs b. to b., 21' long, used
as a main column.
Tabulated safe load as a bracing member = 151 kips (Page 238).
2i5~ ~ 7.11 in Col. I.; opposite in Col. II., f ~ 5.47.
151 X ;:~i ~ 116 kips.
ALLOWABLE STRESS PER SQ. IN., COMPRESSION MEMBERS WITH Ilr OVER 120.
I.
,I
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
"f" for
I.
II.
"Y
Members
"f" for
Main
Members
9.93
9.85
9.78
9.71
9.64
9.56
9.49
9.42
9.35
9.28
9.22
9.15
9.08
9.01
8.94
8.88
8.81
8.75
8.68
8.62
9.88
9.75
9.63
9.52
9.40
9.27
9.16
9.04
8.93
8.82
8.71
8.60
8.49
8.38
8.27
8.17
8.06
7.96
7.86
7.76
Seoond-
I
,
"f" for
Second-
I.
II.
I
"Y
,
Members
"f" for
Main
Members
8.55
8.49
8.43
8.36
8.30
8.24
8.18
8.12
8.06
8.00
7.94
7.88
7.82
7.77
7.71
7.65
7.80
7.54
7.49
7.43
7.65
7.56
7.46
7.36
7.26
7.17
7.08
6.9B
6.89
6.80
6.71
6.62
6.53
6.45
6.36
6.27
6.19
6.11
6.03
5.94
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
176
177
178
179
180
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
AMERICAN
II.
"f" fo r
Second-
"f" for
M ain
Members
Members
"Y
7.38
7.32
7.27
7.22
7.16
7.11
7.06
7.01
6.96
6.91
6.86
6.81
6.76
6.71
6.66
6.62
6.57
6.52
6.47
6.43
5.87
5.78
5.71
5.63
5.55
5.47
5.40
5.33
5.25
5.18
5.11
5.04
4.97
4.90
4.83
4.77
4.70
4.63
4.56
4.50
I.
-'..
,
"f" for
Second-
"Y
M embers
181
182
183
184
185
186
187
188
189
190
191
192
193
194
195
196
197
198
199
200
INSTITUTE OF STEEL CONSTRUCTION
6.38
6.34
6.29
6.25
6.20
6.16
6.12
6.07
6.03
5.99
5.95
5.91
5.86
5.82
5.78
5.74
5.70
5.66
5.62
5.59
II .
"f" for
Main
Members
4.43
4.37
4.31
4.25
4.19
4.13
4.07
4.01
3.95
3.89
3.84
3.78
3.72
3.67
3.61
3.56
3.51
3.45
3.40
3.35
211
II
ITI
COVER PLATED
' - I,----J
COLUMNS
X--- I ---X
,---- I'-------,
I
y
ALLOWA BLE C ONC EN TRIC
IN KI PS
14
Unbraced
W
LOADS
I
320 CORE SECTION
Cover Plates : Width and Thickness, 1nches
Length
Feet
c
24x3% 24x3!t2
24x3%
24x3%:
24x3Ys
24x3
23x3
23x2yg
23x2;4
8
9
10
4526
4517
4507
4424
4415
4406
4323
4314
4305
4221
4213
4204
4120
4112
4103
4018
4010
4002
3915
3906
3897
3818
3810
3801
3720
3712
3703
11
12
13
14
15
4497
4485
4472
4459
4445
4396
4384
4372
4359
4344
4295
4283
4272
4258
4244
4193
4183
4171
4158
4144
4093
4082
4070
4068
4044
3992
3981
3970
3957
3944
3887
3875
3864
3836
3791
3780
3768
3755
3741
3693
3682
3670
3658
3644
16
17
18
19
4329
4312
4295
4277
4257
4229
4213
4196
4178
4159
4129
4113
4096
4079
4060
4029
4013
3997
3980
3961
3929
3913
3897
3880
3862
3821
3805
3788
3770
3751
3726
3710
3693
3676
3657
3630
3614
3597
3580
3561
3850
0
co
e
i3
20
4429
4413
4395
4376
4357
;;;
21
22
23
24
25
4336
4314
4292
4268
4243
4237
4216
4194
4170
4146
4139
4118
4096
4074
4049
4041
4020
3998
3976
3952
3942
3921
3901
3879
3856
3843
3823
3802
3781
3758
3731
3710
3689
3665
3641
3637
3617
3595
3572
3548
3542
3522
3501
3478
3456
26
28
29
30
4218
4191
4163
4135
4105
4121
4095
4067
4040
4010
4024
3998
3972
3944
3916
3928
3903
3877
3849
3821
3832
3807
3781
3754
3726
3734
3710
3684
3658
3631
3616
3590
3564
3537
3507
3524
3499
3473
3446
3417
3432
3407
3382
3355
3327
32
34
36
38
40
4043
3976
3906
3832
3752
3948
3883
3813
3741
3662
3854
3791
3722
3651
3575
3761
3699
3632
3560
3485
3668
3605
3539
3471
3398
3573
3512
3447
3379
3307
3446
3383
3314
3243
3167
3357
3294
3226
3157
3081
3268
3206
3140
3071
2979
42
44
46
48
50
3671
3585
3493
3399
3301
3582
3496
3408
3316
3217
3494
3412
3323
3233
3136
3408
3325
3238
3148
3056
3320
3231
3151
3066
2979
2888
3088
3003
2915
2824
2728
3002
2919
2833
2742
2650
2920
3239
3154
3065
2973
Wt. per Foot
912
24
24
1.50
.143
.322
891
23;4
24
1.49
.144
.324
871
810
22;4
24
1.47
.148
.334
789
770
22)-2
23
1.51
.150
.349
750
22)4
23
1.50
.151
.352
>,
0
'0
00
~
e
'"
!E.
.8
U
"
~
00
~
Z
.~
Z0
c
27
!E.
"0
"
0
.0'"
.C
:::J
2839
2754
2665
2573
PROPERTIES
Depth d
W idth b
Ratio rx/ ry
Bend ing
Factors
iBxBy
AMER IC AN
23 71
24
1.49
.145
.327
850
23)4
24
1.48
.146
.329
830
23
24
1.47
.147
.332
I NSTI TU TE OF S TEE L
22~
23
1.52
.149
.346
C ONSTR U C TION
212
II
COVER PLATED
I
COLUMNS
I~Y--I
L-I-'
X--~ l ---X
ALLOWABLE CONCENTRIC LOADS
IN KIPS
I
14 W
Unbraced
Length
Feet
,--- -----,
~
320 CORE SECTION
Cover Plates: Width and Thicknoss, Inches
22x2~
22x2%
22x2Yz
22x2%
22x274: 22x2Ys
22x2
--~
22xl Ys
22xl%
8
9
10
3625
3617
3607
3532
3524
3514
3439
3431
3422
3346
3338
3329
3253
3245
3237
3160
3152
3144
3067
3060
3051
2974
2967
2958
2881
2874
2865
11
12
13
14
15
3597
3585
3573
3560
3545
3504
3493
3481
3468
3454
3412
3401
3389
3376
3362
3319
3308
3297
3284
3271
3227
3216
3204
3192
3179
3134
3124
3112
3100
3087
3042
3031
3020
3008
2995
2949
2939
2928
2916
2903
2857
2846
2835
2824
2812
16
17
18
19
20
3530
3513
3496
3477
3458
3439
3423
3405
3387
3368
3347
3331
3314
3297
3278
3255
3240
3224
3206
3188
3164
3149
3133
3116
3098
3073
3058
3042
3025
3007
2981
2967
2951
2935
2918
2890
2875
2844
2827
2798
2784
2769
2753
2736
21
22
23
24
25
3438
3416
3394
3370
3346
3348
3327
3305
3282
3259
3258
3238
3216
3194
3170
3169
3149
3128
3106
3083
3079
3059
3038
3016
2993
2989
2969
2949
2928
2905
2899
2880
2860
2839
2817
2809
2790
2770
2750
2728
2718
2699
2680
2660
2639
26
27
28
29
30
3321
3295
3267
3239
3209
3234
3208
3181
3153
3124
3146
3120
3093
3065
3037
3058
3033
3007
2980
2953
2970
2946
2920
2894
2866
2882
2858
2833
2807
2781
2794
2721
2694
2705
2682
2658
2633
2607
2617
2594
2570
2546
2520
32
34
36
38
40
3148
3082
3014
2940
2862
3064
2999
2932
2860
2783
2978
2914
2847
2776
2701
2895
2833
2766
2697
2624
2809
2747
2683
2616
2543
2724
2664
2601
2533
2462
2639
2580
2518
2452
2382
2552
2494
2433
2369
2299
2466
2409
2349
2285
2217
42
44
46
48
50
2781
2695
2605
2513
2415
2703
2620
2532
2440
2344
2623
2540
2454
2364
2270
2547
2466
2380
2292
2200
2467
2387
2304
2216
2127
2387
2310
2228
2142
2054
2309
2232
2152
2067
1980
2228
2152
2072
1990
1905
2147
2072
1996
1914
1828
wt. per Foot
731
638
21
22
1.52
.157
.382
601
582
22)i
694
21%
22
1.54
.154
.370
619
Depth d
Width b
713
22
22
1.55
.153
.366
20%,
20Yz
20)i
22
1.52
.159
.386
22
1.51
.160
.391
22
1.51
.161 ,
.397
"
0
~
"
'"
'0
0
~
'5
l'
.,..
2
.8
1:5
'"
2860
~
0
l'
"
"'"
.~
c
2771
2746
.'!!
'C
'"
l'
u
.0
c
::;)
PROPERTIES
Ratio rx/ry
1
Bending Bx
Factors By
22
1.56
.152
.363
AMERICAN
675
21J.-2
22
1.54
.155
.374
657
21~
22
1.53
.156
.377
INSTITUTE OF STEEL CONSTRUCTION
2 13
d.
COVER PLATED
COLUMNS
--x
x- ~
A LLOWABLE CONCENTRIC LOA DS
IN KIPS
y
I
Un braced
Length
Feat
8
9
10
2788
2781
2n3
2695
2688
2680
2590
2583
2574
2506
2498
2490
2422
2414
2406
2334
2326
2317
2259
2251
2242
2183
2175
2166
11
12
13
14
15
2764
2754
2743
2732
2720
2671
2662
2651
2640
2628
2564
2554
2543
2530
2517
2480
2470
2459
2447
2434
2397
2386
2375
2364
2351
2307
2297
2285
2272
2258
2232
2221
2210
2197
2184
2157
2147
2135
2123
2110
16
17
18
19
20
2706
2692
2678
2662
2645
2615
2601
2587
2571
2555
2503
2488
2472
2455
2437
2420
2405
2390
2373
2355
2337
2323
2308
2291
2274
2243
2228
2211
2194
2175
2169
2154
2138
2121
2103
2096
2081
2065
2048
2030
21
22
23
24
25
2628
2610
2590
2570
2550
2538
2520
2501
2482
2461
2418
2399
2379
2357
2335
2337
2317
2297
2276
2255
2256
2238
2218
2197
2176
2156
2135
2114
2092
2069
2083
2063
2043
2021
1998
2012
1993
1972
1951
1928
26
27
28
2528
2506
2482
2458
2433
2440
2418
2395
2371
2347
2312
2288
2263
2237
2209
2232
2208
2183
2158
2131
2154
2130
2106
2080
2054
2045
2020
1994
1967
1939
1975
1950
1924
1898
1870
1906
1882
1857
1831
1804
40
2380
2324
2265
2202
21 35
2295
2239
2182
2120
2054
2153
2094
2029
1962
1890
2075
2017
1954
1888
1817
2000
1942
1881
1816
1748
1880
1817
1751
1681
1607
1813
1751
1687
1618
1545
1748
1688
1625
1558
1488
42
44
46
48
50
2066
1994
1918
1838
1755
1987
1915
1839
1761
1680
1816
1738
1655
1744
1668
1587
1676
1601
1349
1272
1189
1218
1138
1169
1091
Wt. per Foot
563
544
524
507
490
473
458
442
Depth d
Width b
20
19 ~
19 ~
19Y,
19)i
19)i
c
0
~>,
~
'0
~
~
'0
~
00
"
~
.B
t:
'""~
l'
oS
.~
oS
~
29
c
30
"C
32
34
36
38
~
'"~
Q
.0
c
::J
22
1.50
AMER I CAN
20
1.59
20
1.58
I NSTITUTE OF STEEL
20
1.58
18
CONSTRUCT I ON
18 ~
18
1.64
.175
.449
214
14
COLUMNS
I
'IF SHAPES
Nominal Depth and Width
Feot
0
>,
'"
13
00
y
Weight per Foot
14 X 16
Length
~
,
ALLOWABLE CONCENTRIC LOADS
IN KIPS
Unbraced
c
x-·· ·-x
426
398
370
342
*320
314
287
264
246
- -- - - - - - - - - - - - - - - - - - - - - -
6
7
8
9
10
2113
2107
2100
2092
2083
1973
1967
1960
1953
1945
1834
1829
1823
1816
1808
1696
1691
1685
1678
1671
1586
1582
1576
1569
1562
1556
1551
1546
1540
1533
1422
1418
141 3
1407
1400
1308
1304
1299
1294
1288
1219
1215
1211
1206
1200
11
12
13
14
15
2073
2062
2051
2038
2025
1936
1925
1914
1902
1889
1799
1789
1779
1768
1705
1663
1654
1644
1633
1622
1554
1546
1536
1526
1515
1525
1516
1507
1497
1487
1393
1386
1377
1368
1358
1281
1274
1266
1258
1249
1194
1187
1179
1171
1163
16
17
18
19
20
2011
1995
1979
1962
1944
1876
1862
1846
1830
1813
1742
1729
1714
1699
1683
1610
1597
1584
1569
1554
1503
1491
1478
1464
1449
1476
1463
1450
1437
1423
1348
1337
1325
1312
1299
1239
1228
1217
1205
1193
1154
1144
1133
1122
1110
21
22
23
24
25
1925
1905
1884
1862
1839
1794
1775
1756
1736
1714
1666
1648
1629
1610
1589
1538
1521
1503
1485
1466
1434
1417
1400
1382
1364
1408
1392
1376
1359
1341
1285
1270
1255
1239
1223
1180
1166
1152
11 37
1122
1098
1085
1072
1058
1044
26
27
28
29
30
1815
1790
1765
1738
1711
1691
1668
1643
1619
1593
1567
1545
1522
1499
1474
1446
1425
1404
1381
1358
1345
1324
1303
1282
1260
1322
1303
1283
1261
1240
1205
1187
1168
1149
1130
1106
1089
1071
1053
1035
1029
1013
996
979
962
32
34
36
38
40
1653
1593
1528
1458
1386
1538
1480
1419
1354
1285
1423
1367
1309
1247
11 83
1310
1259
1203
1146
1085
1213
11 63
1110
1054
995
1195
1147
1095
1041
984
1087
1043
995
945
892
995
954
910
863
814
925
886
844
800
753
18)4
16%
1.66
.178
.447
18
16Y,
1.66
.1 79
.451
16Y,
16
1.63
.182
.467
16)4
16
1.62
.182
.470
~
'ii
~
10
2'"
.s
""'e
t>
00
05
.~
05
'"
c
2
"0
"~
0
.c
c
:0
PROPERTIES
18 ~
Depth
Width
16~
Ratio rx/ry
Bending Bx
Factors By
1
1.67
.177
.443
17Y,
16%
1.65
.1 80
.456
16 ~
17}i
16~
16 ~
16)4
1.64
.180
.459
16Ys
1.63
.181
.464
1.59
.1 91
.481
*Column Core Section.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
215
x--
--x
COLUMNS
14
w
I
SHAPES
ALLOWABLE CONCENTRIC LOADS
IN KIPS
,
y
Nominal Depth and Width- Weight per Foot
Unbraced
Length
Feet
c
0
~>-
""
'0
14 X 16
237
228
219
211
202
193
184
176
167
--------- - - - -
-- -
- - - -- - - - - 158
--
6
7
8
9
10
1174
1171
1166
1161
1156
1130
1126
1122
1117
1112
1084
1081
1077
1072
1067
1046
1042
1038
1034
1029
1001
998
994
989
984
956
953
949
945
940
911
908
904
900
896
871
868
865
'861
857
827
824
821
817
813
783
780
777
774
770
11
12
13
14
15
1150
1143
1136
1128
1120
1106
1100
1093
1086
1078
1061
1055
1049
1041
1033
1024
1018
1011
1004
996
979
973
967
960
953
935
930
924
917
910
891
886
880
874
867
852
847
842
836
829
809
804
799
793
787
766
761
756
750
744
16
17
18
19
20
1111
1101
1091
1081
1070
1069
1060
1050
1040
1029
1025
1016
1007
997
986
988
980
971
961
951
945
937
928
919
909
903
895
886
877
868
860
852
844
836
827
822
815
807
799
790
780
773
765
757
749
738
731
724
717
709
21
22
23
24
25
1058
1045
1032
1019
1005
1017
1005
993
980
966
975
963
951
938
925
940
928
916
904
892
899
888
877
865
853
858
848
837
825
813
817
807
797
786
775
781
771
761
751
740
741
731
722
712
701
701
692
683
673
663
26
27
28
29
30
990
975
959
942
925
952
937
927
906
889
911
897
882
867
851
878
864
850
835
819
840
826
812
798
783
801
788
775
761
747
763
751
738
725
711
728
716
704
691
678
690
679
667
655
643
653
642
631
619
607
32
34
36
38
40
890
851
811
769
724
854
818
779
738
694
818
782
744
704
662
787
753
716
678
637
752
719
684
646
607
717
685
651
616
578
683
652
619
585
549
651
621
589
557
522
616
588
558
527
493
582
556
527
497
465
00
~
u
~
-:n
'"
.s
~
13
0
000
e
;0
'3
;0
""
c
~
u
0
u
~
.0
c
::J
PROPERTIES
Depth
Width
Ratio rx/ ry
Bending {Bx
Factors
By
16Ys
16
15Ys
15%
15%
15Y2
15%
157i
15Ys
15
15Ys
15Ys
15;.<
15Ys
15%
15%
15%
15%
15%
15Y2
1.62
1.61
1.62
1.61
1.61
1.61
1.61
1.60
1.60
1.60
.182
.182
.183
.183
.183
.183
.183
.184
.184
.183
.472
.473
.475
.477
.477
.479
.480
.483
.485
.485
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
216
I
COLUMNS
14
'I
w
"I
SHAPES
ALLOWABLE CONCENTRIC LOADS
IN KIPS
~
Nominal Depth and Width Weight per Foot
Un braced
Length
Feet
c
0
~>a
~
0
00
.=
"0
~
<;;
~
!E
.s
~
~
0.
00
e
;0
.~
.c
C.
c
!E
"0
"~u
D
c
::::J
14 x 16
11 9
14 X 14)1
111
103
- - -- --- --- - 95- - - 87
150
142
*320
136
127
6
7
8
9
10
742
740
737
734
730
705
702
699
696
693
1586
1582
1576
1569
1562
673
670
667
654
660
628
626
623
620
616
589
587
584
581
578
549
547
545
542
539
509
507
505
502
499
470
468
466
464
461
430
428
426
424
422
11
12
13
14
15
726
722
717
712
706
689
685
680
675
670
1554
1546
1536
1526
151 5
656
651
574
570
566
561
556
535
531
527
523
51 8
496
493
489
485
480
458
455
451
447
443
419
416
413
641
635
612
608
603
598
593
16
17
18
19
20
700
694
687
680
672
664
658
652
645
638
1503
1491
1478
1464
1449
629
623
616
609
601
587
581
575
568
561
551
545
539
532
525
513
508
496
490
475
470
465
459
453
439
434
429
424
418
401
397
392
387
382
21
22
23
24
25
664
656
647
638
629
630
622
614
605
596
1434
1417
1400
553
545
537
528
519
51 8
511
1364
593
585
576
567
557
495
486
483
476
469
461
453
447
441
434
427
419
412
406
400
393
386
377
372
366
360
353
26
27
28
29
30
619
609
598
587
575
586
576
566
555
544
1345
1324
1303
1282
1260
547
537
526
515
503
510
500
490
480
469
477
468
459
449
438
444
435
426
417
408
411
403
395
386
377
379
372
364
356
347
339
332
325
317
32
34
36
38
40
552
526
499
470
439
522
497
471
443
414
1213
1163
1110
1054
995
478
453
425
395
365
446
421
396
368
339
417
394
370
343
317
387
366
343
317
293
358
338
317
293
270
330
311
291
269
249
301
284
265
246
226
1382
646
503
502
409
405
346
PROPERTIES
Depth
Width
Ratio rx/ry
Bending ~ Bx
Factors
14)1
14)i 14% 14
16%: 14%, 14%
14Ys
14%
14%
14)1
14)1
15)1 16%: 14%
15)1
14%
14%
14%
1.59
1.67
1.67
1.67
1.67
1.67
1.66
1.66
1.60
1.59
.185
.185
.184
.185
.191
.1 85
.185
.185
.186
.185
.491
.481
.519
.520
.521
.525
.529
.530
.525
.487
14%;
By '
. Column Core Section.
Loads below heavy lin es are for main members with llr rati os between 120 a nd 200.
AME R I C AN
INSTITUTE OF STEEL CON S TRUCTION
217
x--
,
--x
COLUMNS
14
w
I
SHAPES
ALLOWABLE CONCENTRIC LOADS
IN KIPS
y
Nominal Depth and Width
Weight per Foot
Unbraced
length
Feet
c
0
~
'"
0
'0
14 X 12
14 X 10
14 X 8
84
78
74
68
61
53
48
43
6
7
8
9
10
413
411
408
405
401
384
382
379
376
372
361
358
354
350
345
332
329
325
321
317
297
295
292
288
284
254
251
246
241
235
230
227
223
218
213
206
203
199
195
190
11
12
13
14
15
397
393
388
383
378
368
364
360
355
350
340
334
328
321
314
312
307
301
295
288
280
275
270
264
258
229
222
207
199
207
201
194
187
179
185
179
173
166
159
16
17
18
19
20
372
366
359
352
345
344
338
332
326
319
307
299
290
281
271
281
273
265
257
248
252
245
238
230
222
190
180
169
158
146
171
162
152
142
131
152
144
135
126
116
21
22
23
24
25
337
329
320
311
302
312
304
296
288
279
261
250
239
228
215
238
228
218
207
195
213
204
195
185
174
135
125
115
106
97
121
112
104
95
87
107
98
90
83
26
27
28
292
282
272
261
250
226
270
260
250
240
230
202
190
179
168
157
184
172
162
152
142
164
154
144
135
127
90
82
75
69
63
80
74
67
61
56
70
64
59
54
49
139
121
106
93
80
125
109
96
83
72
112
97
85
74
64
52
149
207
188
169
152
136
14Ys
12
2.03
.189
.659
14
12
2.03
.189
.665
147i
lOY,
13Ys
10
2.44
.195
.834
14
13Ys
8
3.07
.201
1.102
13%
215
~
.2
"0
~
'"
~
~
.8
""
~
~
l'
"
"
.~
0
c
~
"0
"~
0
.c
c
29
::l
30
32
34
36
38
40
204
184
166
77
.
P ROPERTIES
Depth
Width
Ratio rx / ry
Bending
Facto rs
18x
By
2.44
.194
.821
14
10
2.45
.194
.830
8
3.07
.200
1.090
Loads below heavy lines are for main members with l l r ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
8
3.08
.202
1.119
218
12
COLUMNS
I
w
SHAPES
x-·
ALLOWABLE CONCENTRIC LOADS
IN KIPS
·-x
¥
Nominal Depth and Width- Weight per Foot
Unbraced
length
Feet
c
g
1!
>-
~
0
12 x 12
~I~
190
161
106
99
92
85
79
72
65
6
7
8
9
10
936
932
926
920
913
794
790
785
779
773
655
651
647
643
638
591
588
584
580
575
522
519
516
512
508
487
484
481
477
473
453
450
447
444
440
418
416
413
410
388
386
384
381
378
354
352
350
347
344
320
318
316
313
310
11
12
13
14
15
905
896
887
877
866
766
759
751
742
733
632
626
619
611
603
570
564
558
551
469
464
459
453
447
436
431
426
421
415
398
393
388
383
374
370
366
361
356
341
337
544
503
498
492
486
480
324
307
304
300
296
292
16
17
18
19
20
855
843
830
816
802
723
712
701
689
676
595
586
576
566
555
536
528
519
510
500
473
465
457
449
440
440
433
426
418
410
409
402
395
388
380
377
371
365
358
351
338
332
325
319
314
308
302
296
288
283
278
272
266
21
22
23
24
25
787
771
754
737
719
663
649
634
619
603
544
532
520
507
494
489
478
467
455
443
431
421
411
400
389
401
392
382
372
362
372
364
355
346
336
343
335
327
318
309
318
310
302
294
286
289
282
275
268
260
260
254
248
241
234
26
27
28
29
30
700
680
660
639
617
587
570
552
534
515
480
466
451
435
419
430
417
403
389
374
378
366
354
341
327
351
340
328
316
303
326
315
304
293
281
300
290
280
269
258
277
268
258
248
238
252
243
234
225
216
226
218
210
202
193
32
34
36
38
40
571
521
474
431
392
475
431
392
356
322
384
348
316
286
260
341
310
281
255
230
299
271
245
222
200
276
250
226
204
184
255
232
209
189
170
235
212
192
173
156
215
196
177
159
143
196
176
160
144
130
175
158
142
128
115
~
.~
"0
1!
"
~
~
.8
13
~
0~
e
£
.~
£
~
406
402
350
344
=
328
c
~
"0
~
0
.,1!c
:J
- -- -- -- -- -- -- -
PROPERTIES
Depth
Width
Ratio rx / ry
Bending ~ 8 ,,;
Factors
By
14 % 13Ys 13% 13% 12Ys 12 ~ 12% 12% 12% 12Ys 12%
12% 12% 12% 12% 12Ys 12Ys 12% 12% 12% 12
12
1.79 1.78 1.77 1.76 1.76 1.76 1.75 1.75 1.75 1.75 1.75
.212 .213 .214 .216 .216 .216 .216 .216 .217 .217 .217
.600 .610 .620 .631 .634 .637 .641
.642 .649
.653 .657
Loads be low heavy lines are for main members with l l r ratios between 120 and 200.
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
219
x---' --x
I
I
"
0>
~
0
0
I
12 X 10
Weight per Foot
58
53
50
12 X 8
45
6
7
8
9
10
283
281
278
275
271
258
256
254
251
248
240
237
233
228
223
216
213
209
205
200
192
189
186
182
178
548
544
539
534
528
490
486
482
477
471
11
12
13
14
15
267
263
258
253
247
244
240
235
230
225
218
212
205
198
190
195
190
184
177
170
174
169
163
157
151
521
513
505
496
487
465
458
451
443
434
16
17
18
19
20
241
235
229
222
214
220
214
208
201
194
182
173
163
154
142
162
154
145
136
127
144
137
129
121
113
477
466
455
443
431
425
416
406
395
383
21
22
23
24
25
206
198
190
181
172
187
179
171
163
154
132
122
113
104
96
117
108
100
92
84
104
96
89
81
75
417
403
389
374
358
371
359
346
332
317
26
27
28
29
30
161
152
143
134
126
145
136
128
120
113
88
81
75
68
63
78
71
65
60
55
69
63
58
53
49
341
324
306
289
273
302
286
270
256
241
32
34
36
38
40
111
98
86
75
65
99
87
76
66
58
53
46
41
243
216
191
169
149
214
190
168
148
131
12
8
2.65
.227
1.068
12
8
2.64
.227
1.070
11%
10%
1.75
.261
.728
10%
1.74
.262
.738
Feet
~
\/IF SHAPES
Nominal Depth and W idth
Unbracad
Length
0
12-10
ALLOWABLE CONCENTRIC LOADS
IN KIPS
y
c
COLUMNS
40
112
10 X 10
100
~
-c
~
1;;
"
.s
.!!
"
m
"0
~
£
.~
£0>
c
.!!
-C
~
u
~
D
c
:::J
I
PROPERTIES
Depth
Width
127,4
Ratio rx/ry
Bending {Bx
Factors
By
10
2.10
.218
.797
12
10
2.11
.221
.812
12}i
8Y,
2.64
.227
1.051
Loads below heavy line are for main members with Il r ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
11Y,
220
10
COLUMNS
I
VIP SHAPES
T,
ALLOWABLE CONCENTRIC L OADS
IN K IPS
Nom inal Depth and Width
y
Weight per Foot
Unbraced
77
72
10 X 10
66
Length
Feet
c
0
~>,
co
'0
~
.=-c
.,
~
'"
!E
.8
13
'"
e
0-
~
:5
'j
:5co
89
--- - -- - - -
'"
u
~
.0
c
:J
10 x 8
60
54
49
45
39
239
237
235
232
217
214
210
206
202
188
185
182
178
175
159
156
153
150
147
218
214
210
197
192
186
180
173
170
166
160
155
149
143
139
135
130
125
166
156
150
142
133
143
136
129
121
11 3
---
119
113
107
100
92
33
---
6
7
8
9
10
436
432
428
424
419
377
374
370
366
362
352
349
346
342
338
323
320
317
313
309
294
291
288
285
282
264
262
259
256
253
11
12
13
14
15
41 3
407
401
394
386
357
352
346
340
333
333
328
323
317
310
305
301
296
290
284
278
274
269
264
258
250
246
242
237
232
16
17
18
19
20
378
369
360
350
340
326
318
310
301
292
303
296
289
281
272
278
271
264
257
249
252
246
240
233
226
227
221
215
209
202
205
200
194
188
182
21
22
23
24
25
329
317
305
293
280
282
272
261
250
239
263
253
243
233
222
240
231
222
213
203
218
210
202
193
183
195
188
180
172
164
176
169
162
155
147
123
114
106
98
90
105
97
90
83
76
86
79
73
68
62
26
27
28
29
30
267
252
237
224
212
227
214
202
191
180
211
199
187
176
167
192
181
171
161
152
174
164
154
145
137
156
146
138
130
122
139
131
123
116
109
84
77
71
65
60
71
65
60
55
50
57
53
48
44
40
32
34
36
38
40
188
167
147
130
113
159
140
124
109
95
148
130
115
101
88
134
118
105
92
80
121
106
94
83
72
108
96
84
73
, 64
96
85
74
65
57
50
42
34
c
!E
-c
·-x
x- ·
229
226
222
--- ------- -- - --
PROPERTIES
Depth
Width
Ratio rx/ry
Bending {Bx
Factors By
lO Y,
lOY,
10
10Y2
10%
10..
10%
10
10
10..
lOY,
lOY,
l OY,
10 ..
1.73
1.73
1.72
1.72
1.72
1.71
1.71
.263
.264
.263
.263
.263
.264
.263
.744
.753
.759
.761
.765
.767
.774
'T"
8
2.17
.270
.995
Loads below heavy line a re for main members with fI r ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
8
2.16
.275
1.025
9%
8
2.16
.277
1.055
...
221
r
'I
COLUMNS
8
\/IF SHAPES
I
ALLOWABLE CONCENTRIC LOADS
IN KIPS
~
Nominal Depth and Width-We ight per Foot
Un braced
Length
Feet
~
0
~
-""
0
0
~
'0
~
..:,
0
'"
2
.B
""
"
~
0
~
.~
.c
C,
~
2
"0
"<>~
.Q
~
::;)
8 X8
67
58
48
40
35
31
8 X 6),<2
28
24
6
7
8
9
10
324
320
315
310
304
280
277
273
268
263
232
225
221
217
193
190
187
184
180
169
167
164
161
158
149
147
145
142
139
132
129
126
122
118
11 3
111
108
105
101
11
12
13
14
15
298
291
283
275
266
257
251
244
237
176
172
167
161
155
154
150
146
141
136
136
132
128
124
120
114
108
103
96
90
97
93
88
83
229
212
207
201
195
189
16
17
18
19
20
256
246
236
224
212
221
212
202
192
182
182
174
166
158
149
149
143
136
129
121
131
125
119
112
105
115
110
104
98
83
71
65
59
21
22
23
24
25
200
186
174
161
150
171
159
148
137
128
139
129
120
11 2
104
112
105
97
89
83
98
91
86
79
26
27
28
29
30
139
129
120
111
102
118
109
102
94
87
96
89
82
76
70
77
31
32
33
34
' 35
95
87
81
74
68
80
73
68
62
57
64
60
229
54
50
71
65
61
56
51
47
43
40
92
84
73
78
72
68
62
67
62
57
52
48
57
53
49
46
42
44
38
35
32
41
37
77
77
69
64
58
49
52
47
43
39
35
40
36
32
29
54
44
31
28
26
B!16
7%
6),<2
2.12
.339
1.261
PROPERTIES
Depth
Width
Ratio rx/ry
Bending ~ Bx
Factors
By
9
8U
1.75
.326
.921
8.%
8U
1.74
.328
.937
8),<2
8U
8Y,
8Y,
8Y,
1.74
.327
.941
1.73
.331
.972
8
1.72
.331
.972
8
8
1.73
.333
.991
6),<2
2.1 3
.337
1.244
Loads below heavy line are for main members with l fr ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTI ON
222
COLUMNS
I
P
0::::
AMERICAN STANDARD BEAMS
x-· ·-x
ALLOWABLE CONCENTRIC LOADS
IN KIPS
c:: ~
y
Nominal Depth and Width-Weight per Foot
Un braced
Length
Feet
c
0
~>'"
0
-
17.25
12.5
14.75
10.0
9.5
7.7
3 x 2%
7.5
5.7
2
3
4
5
82
79
73
66
59
56
54
49
70
66
61
54
47
45
37
45
42
38
33
36
34
30
26
35
32 "
28
23
26
24
21
18
6
7
8
9
10
58
44
38
31
25
20
46
36
28
22
16.8
32
26
20
15.3
12.1
26
20
15.2
17.2
12.6
9.1
13.4
9.9
7.3
11.4
22
16.6
12.7
9.5
11
18.3
4
2%
2.69
.824
4.246
4
2%
2.78
.737
3.810
3
3
2%
2.32
.982
4.100
5 X3
6x3 Ys
48
38
31
24
4 X 2%
41
~
~
"C
~
1;;
12
15.7
12
"
.s
~
<3m
0.
~
~
"
.~
.c
0,
c
~
"C
m
~
.0
C
::::>
,
PROPERTIES
Depth
Width
Ratio rx /ry
Bending {Bx
Factors By
6
3%
3.35
.579
3.862
6
3%
3.42
.497
3.282
5
3%
2.97
.715
4.290
5
3
3.15
.593
3.500
27'2
2.21
1.124
4 .617
Loads below heavy line are for main members with l jr ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
223
,I
'f
y
MISCELLANEOUS LIGHT
ALLOWABLE CONCENTRIC LOADS
IN KIPS
Nominal Depth and Width
Unbraced
Feet
c
0
~
>-
"
'0
0
"
'0
i.'!
..
~
~
-
.s
<:5
'"
e
0.
0
£
.~
~
0.
c
~
'0
'"i.'!
~
"'c
:J
6x6
8x8
Length
I
COLUMNS
Weight per Foot
6x4
4x4
5x5
\2.
'20
\20
115.5
\16
\12
118.9 118.5
\16
t13
013
4
5
168 121 122
166 119 120
97
95
97
96
76
75
75
71
55
52
89
86
89
87
77
75
60
57
61
58
6
7
8
9
10
164 116 117
162 113 114
159 109 111
155 105 107
151 100 103
92
89
94
91
89
85
82
73
71
69
66
63
67
63
57
51
44
49
45
41
35
29
83
80
76
71
66
84
81
78
74
69
54 55
70 50 52
67 46 48
63 40 43
-59 ~ 37
11
12
13
14
15
147 95
143 89
138 83
132
126 ~
68
98 74 78 60 37
93 69 74 56 32
69 53 27
88
~
82 58 64
22
52 ~ ~
43 19
25
20
17
61
55
48
42
37
65
59
53
47
41
55
50
44
39
35
16
17
18
19
20
21
22
23
24
25
26
120
113
106
32
28
25
21
19
37
32
28
25
21
19
30
27
23
20
18
15
*34.3
27
28
29
30
31
9s
90
83
76
70
65
59
54
49
45
41
38
34
'2'
61
55
49
43
39
86
83
79
~
68
61
55
50
45
34
40
31
27
36
32
28
25
46
41
37
33
29
25
22
20
53
48
43
39
35
31
28
25
22
19
39
35
31
28
25
22
20
17
15
15
14
11
72
30
25
21
17
15
32
27
23
19
16
14
T
T
'
"
T
T
PROPERTIES
Depth
Width
Ratio rx/ry
Bending ~ Bx
Factors
By
8
6 6%
6
8
6 4
6 6
6 6
4
5 5
5
4 4
1.82 1.77 1.77 1.85 1.77 1.77 .70 2.76 1.73 1.69 1.69 1.74 1.74
.346 .467 .439 .454 .440 .457 .467 .488 .576 .548 .551 .755 .701
1.1 36 1.466 1.316 1.54 1.341 1.444 2.2CY;; 2.451 1.76 1.5401.56 2.2452.065
*Rolled by Uaited States Steel Corp., Inland Steel Co. and The Ph I!nix Iron Co.
tROlled by Uilited States Steel Corp.
Rolled by Uaited States Steel Corp. and Bethlehem Steel Co.
°Rolled by Bethlehem Steel Co.
Loads below heavy line are for main members with l /r ratio ' between 120 and 200.
AMERICAN
I NSTITUTE OF STEEL CONSTRUCTION
/~---------------
224
y
T~·I
PLATE & ANGLE
COLUMNS
'Ir
-1L
1
Wab+t"
x
- -. ·-
ALLOWABLE CONCENTRIC LOADS
IN KIPS
x
II
~LJ
Web Plate
16xl Ys
16xll1i
4 Ang les
8.8x l l1i
8 X8 X 1
2 Cover Plates
24x3 %
24x3 o/a
- - - -- - - - - -
24x3V2
23x3 %
23x3~
23x3%
23l1:3 Ys
23x3
23x3 Ys
23x3
--
8
9
10
4538
4529
4519
4436
4427
441 8
4335
4326
4316
4214
4205
4194
4117
41 08
4098
4019
4010
4000
3923
3914
3904
3824
3816
3806
3740
3732
3723
3642
3634
3825
3538
3530
3520
11
12
13
14
15
4508
4496
4483
4469
4454
4407
4395
4382
4369
4354
4306
4294
4282
4268
4253
4183
4171
4157
4143
4127
4087
4075
4062
4047
4032
3989
3977
3965
3951
3935
3893
3882
3869
3855
3840
3796
3784
3771
3758
3743
3713
3702
3690
3677
3663
3615
3604
3593
3580
3566
351 0
3498
3486
3473
3458
16
17
18
19
20
4438
4420
4402
4383
4363
4338
4321
4303
4284
4264
4237
4221
4203
4185
4165
4111
4093
4074
4054
4033
4016
3998
3980
3960
3939
3919
3902
3884
3865
3844
3824
3807
3789
3770
3750
3727
3711
3693
3674
3655
3649
3633
3616
3598
3580
3551
3536
3520
3503
3485
3442
3426
3409
3390
3371
21
22
23
24
25
4341
4319
4295
4271
4245
4243
4221
4197
4173
4148
4143
4122
4099
4075
4051
4012
3988
3964
3939
3913
3918
3895
3871
3846
3820
3823
3801
3777
3753
3727
3729
3707
3684
3660
3635
3634
3612
3590
3566
3541
3561
3540
3519
3496
3473
3466
3445
3424
3402
3379
3351
3329
3307
3284
3260
26
27
28
29
30
4219
4191
4162
4132
4102
4122
4095
4067
4037
4007
4025
3998
3970
3940
3911
3886
3857
3828
3796
3764
3794
3766
3736
3706
3675
3703
3673
3645
3615
3585
3609
3582
3554
3525
3494
3515
3488
3461
3432
3402
3448
3423
3397
3370
3342
3355
3330
3304
3277
3250
3234
3207
3180
3151
3122
32
34
36
38
40
4037
3968
3895
3818
3737
3944
3876
3805
3727
3647
3849
3781
371 1
3636
3556
3698
3627
3552
3473
3389
3610
3540
3466
3388
3305
3520
3452
3379
3302
3221
3430
3363
3291
3215
3135
3339
3273
3202
3127
3048
3282
3219
3152
3082
3008
3192
3129
3064
2995
2921
3061
2996
2925
2851
2774
42
44
46
48
50
3651
3561
3467
3369
3267
,3563
3475
3383
3287
3187
3474
3387
3294
3200
3101
3301
3209
3218
3127
3032
2933
2829
3135
3046
2953
2855
2753
3051
2963
2871
2774
2674
2965
2878
2788
2693
2593
2930
2848
2763
2671
2578
2844
2764
2678
2590
2499
2693
2608
2516
2424
2326
c
0
~>-
C>
22,3
0
~
.2
-0
~
;;;
2
'"
.B
"
~
"~
~
"·3
~
.!!?
E
"
C>
c
2
-0
"~
.c
c
::>
311 3
3010
2904
I
PR O PERT IES
914
24
24
1.50
Bending {Bx .148
Factors By .334
Wt. per Ft.
Depth d
Width b
Rat io rx/ ry
894
874
850
811
791
734
830
772
754
714
23 )1 23 )1 23Ji 23
22U 2272 22U 22)1 22)1
24
24
23
23
23
23
22
23
23
23
1.49 1.49
1.55 1.54
1.53 1.52
1.52 1.53 1.52
1.58
.149 .1 50 .1 51
.153
.154 .155
.1 56
.150 .152
.153
.336
.339 .354
.356
.359 .363 .366
.354
.357
.373
23U
AMERICAN
INST ITUTE OF STEEL CONSTRUCTI ON
225
v
T>~
i1, - - ' I
x----
I' . I
~ J1
PLATE & ANGLE
WCb+.!.II
r-X
i
l--~~
SHORT LEGS CONNECTE D TO WEB
15 X 1
0
:g
>-
""0
8x6x Y8
8 X6 X1
4 Ang los
c
-.lL
ALLOWABLE CONCENTRIC LOADS
IN KIPS
Web Plato
2 Cover Plates
1'1
COLUMNS
d
22x3%
22,3
8 X 4 xl
22x2% 22x2% 22x2 % 22;.:2 'h 22x2% 22x2 % 2b2% 20)(2% 2Ox2 1,4 19x2 1A
f----'-C -
1----'- -
-
- - --- - - -
8
9
10
3447 3354 3261
3439 3346 3254
3430 3338 3245
3168 3075
3161 3068
3153 3060
2982
2975
2967
2880
2874
2866
2787
2781
2773
2706
2699
2691
2592
2584
2577
2507
2500
2492
2429
2422
2414
11
12
13
14
15
3421
3410
3399
3386
3373
3328
3318
3307
3295
3282
3236
3226
321 5
3203
3190
3144
3134
3123
3112
3099
3052
3042
3031
3020
3007
2959
2949
2939
2928
2916
2858
2848
2838
2828
2817
2765
2756
2747
2736
2725
2682
2673
2663
2652
2640
2568
2559
2548
2537
2525
2484
2475
2464
2454
2442
2405
2395
2384
2373
2361
16
17
18
19
20
3359
3344
3328
3311
3293
3268
3253
3237
3221
3203
3176
3162
3147
3130
311 3
3086
3071
3056
3040
3024
2994
2980
2966
2950
2934
2903
2889
2874
2859
2843
2804
2791
2777
2763
2747
2713
2700
2687
2672
2657
2627
2614
2600
2584
2568
2512
2498
2484
2469
2453
2429
2416
2402
2387
2371
2347
2333
2318
2302
2286
21
22
23
24
25
3274
3255
3234
3213
3190
3185
3166
3145
3124
3103
3095
3076
3057
3036
3014
3006
2988
2968
2948
2927
2916
2898
2879
2859
2838
2826
2808
2790
2771
2750
2731
2714
2696
2678
2659
2641
2625
2607
2589
2571
2552
2534
2515
2496
2476
2436
241 8
2399
2380
2360
2354
2337
2319
2300
2280
2268
2250
2230
2210
21 90
26
27
28
29
30
3167 3080
3143 3056
311 8 3031
3092 3006
3065 2979
2905
2882
2944 2858
2919 2834
2893 2808
2817
2794
2771
2747
2722
2729 2639
2707 2618
2684 2596
2661 2573
2636 2550
2551
2531
2509
2487
2464
2456
2434
2412
2388
2364
2339
2317
2294
2271
2246
2259
2238
2216
2193
2169
2168
2145
2122
2097
2072
32
34
36
38
40
3008
2948
2884
2816
2745
2924
2865
2802
2736
2666
2839
2781
271 8
2654
2586
2754
2698
2637
2574
2506
2670
2614
2554
2491
2426
2585
2530
2472
2410
2346
2501
2449
2394
2336
2274
2416
2365
2311
2254
2193
231 3
2259
2203
2142
2078
2195 211 9
2140 2065
2082 2009
2021 1949
1957 1885
2019
1963
1903
1840
1772
42
44
46
48
50
2670
2591
2509
2423
2333
2592
2515
2436
2350
2263
2512
2437
2358
2274
2189
2436
2361
2284
2204
21 19
2357
2283
2278
2210 2131 2011
2141 2065 1940
2070 1995 1868
1997 1922 1791
1919 1846 1710
1889
1818
1744
1666
1585
1703
1630
1552
1472
1408
~
00
~
'ii
l'
1;;
oS
2
B
"'"
0
00
~
Z
.~
i
~
oS
£
""c
2
I
"'"u
l'
""c
:OJ
2992
2968
mr
2209
2128
2045
2206
2132
2054
1972
1819
1750
1676
1600
1522
PROPERTIES
602
581
639 621
563
547 524
491
507
21 )1 21 U 21
20
2O ~ 2071 20)1 20U 20U
20U 20
21
20
19
22
22
22
22
22
22
22
22
20
1.47 1.47 1.46 1.52 1.57 1.57 1.63
Ratio rx/ry 1.50 1.49 1.49 1.48 1.47
Bend ing { Bx .154 .1 56 .157 .158 .1 59 .160 .158 .159 .160 .157 .158 .159
Factors By .352 .355 .358 .362 .365 .369 .364 .368 .383 .385 .389 .403
WI. per Ft.
Depth d
Wid th b
695
21%;
Loa ds below heavy lin e are for main members with l/ r ratios betwee n 120 and 200.
AMER I CAN
INSTITUTE
OF STEEL CONSTRUCTION
226
y
PLATE Be ANGLE
'I'
--1L
wIl!1 li~
lx~---
COLUMNS
ALLOWABLE CONCENTRIC
IN KIPS
LOADS
14 X 1
4 An gles
8 X 4 xl
- - - - ----
19",2 %
18x2 1J!
----
18x2 Y4
lS)(2 'n1
17)(2 1,4
8
9
10
2413
2405
2397
2334
2327
2318
2278
2271
2263
2202
2195
2187
11
12
13
2309
2299
2287
2275
2263
2253
2243
2232
2221
2208
2 Cover Plates
c
a
14 X 1 Yo
8x4x Ys
[-X 1
-~-J
SHORT LEGS CONNECTED TO WEB
Web Plata
I
14 x ~
14x l ;{S
3x4xYs
8x4x Ys
---- ----
17x2
17)(1 %
---- ---- - - - -
17xl %
17xllh
17xl %
21 12
2104
2096
1969
1962
1954
1826
1819
1812
1771
1764
1757
1698
1692
1685
1627
1621
1614
2178
2168
2158
2146
2134
2087
2077
2066
2054
2042
1945
1936
1926
1915
1903
1804
1795
1785
1774
1763
1749
1740
1731
1720
1709
1677
1669
1660
1650
1639
1606
1598
1589
1579
1569
0
14
'0
15
2388
2379
2368
2357
2344
16
17
18
19
20
2331
2317
2303
2287
2270
2249
2234
2218
2202
2184
2194
2180
2164
2148
2131
2120
2106
2091
2076
2059
2028
2014
1999
1982
1965
1890
1876
1862
1847
1830
1751
1738
1725
1710
1695
1697
1684
1671
1657
1642
1627
1615
1602
1588
1574
1558
1546
1533
1520
1506
21
22
23
24
25
2253
2235
2216
2196
2175
2166
2147
2127
2106
2083
2113
2094
2074
2054
2032
2041
2023
2004
1984
1963
1947
1929
1909
1889
1867
1814
1796
1777
1758
1738
1679
1662
1645
1627
1608
1626
1610
1593
1575
1556
1559
1543
1526
1509
1491
1491
1476
1459
1442
1425
26
27
28
29
30
2154
2132
2108
2084
2059
2060
2037
2013
1987
1960
2010
1987
1963
1938
1912
1941
1918
1895
1870
1845
1845
1822
1798
1773
1747
1717
1695
1672
1849
1624
1588
1567
1546
1523
1500
1536
1516
1495
1473
1451
1472
1452
1432
1411
1389
1407
1388
1368
1347
1326
32
34
36
38
40
2006
1951
1892
1830
1763
1905
1846
1784
1717
1648
1858
1801
1738
1673
1605
1792
1736
1676
1612
1546
1693
1636
1575
1510
1442
1573
1519
1461
1400
1336
1452
1401
1346
1289
1228
1403
1353
1299
1242
1183
1343
1293
1242
1188
1130
1281
1234
1184
11 30
1074
42
44
1694
1622
1574
1498
1533
1458
1476
1402
1370
1295
1268
1197
1164
1097
1120
1052
1069
1002
1015
951
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~
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PROPERTIES
Wt. per Ft.
Depth d
Width b
Ratio rx/ ry
Bending {Bx
Factors
By
488
19
19
1.53
.170
.400
473
19
18
1.59
.172
.414
461
19
18
1.60
.171
.416
·<or
18 3 ;i
19
18
1.59
.172
.420
17
1.68
.168
.422
399
371
18
18Ys
17
17
1.65
1.63
.170
.173
.428
.435
359
345
330
17')4
17Ys
17 ~
17
17
17
1.62
1.61
1.60
.175
.176
.178
.446
.451
.441
Loads below heavy lin e are for main members with l /r ratios between 120 and 200.
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
227
y
T --,
Wrr- ~
W
H\---x
II
COLUMNS
ALLOWABLE CON CEN TRIC
IN KIPS
~
i
y
f<-b~
I,r
PLATE & ANGLE
SHOR T
Web Plate
14 x 1Yt6
4 Angles
8x4x Ys
---1L
LOADS
LEGS CON N ECTED TO WEe
14 X ~
8x4)(%
7x4x %
7 x4x%;
14 x lM'G
14 x %
7x4 x .%
7x4x %
2 Cover Plates
17xP,4
17x1 %
16xlIA
16)(1
16)(1
16xYs
16xl~e
16)(%
16x 1 1A,
16x %
7
8
9
10
1561
1555
1549
1543
1489
1484
1478
1472
1415
1410
1404
1398
1307
1301
1295
1298
1228
1223
1217
1211
1161
1156
1150
1144
1127
1122
1117
1111
1079
1074
1069
1063
1045
1041
1035
1029
997
992
987
982
11
12
13
14
15
1535
1527
1519
1509
1499
1465
1457
1448
1439
1429
1390
1382
1374
1365
1355
1280
1272
1263
1254
1242
1203
1195
1187
1178
1168
1137
1129
1121
1112
1102
1104
1096
1088
1079
1070
1056
1049
1041
1033
1024
1023
1016
1008
1000
991
975
968
961
953
944
16
17
18
19
20
1489
1477
1465
1452
1438
1419
1408
1396
1383
1370
1344
1333
1321
1308
1295
1231
1219
1206
1193
1178
11 57
1146
1134
1121
1108
1092
1081
1069
1057
1044
1059
1048
1037
1025
101 2
1014
1003
992
980
968
981
971
960
948
936
935
925
914
903
892
21
22
23
24
25
1424
1409
1393
1377
1360
1356
1342
1327
1311
1294
1281
1266
1250
1234
1217
1163
1148
11 31
1114
1096
1093
1079
1063
1047
1030
1030
1016
1001
985
969
998
984
970
954
938
955
942
927
912
897
923
910
896
881
866
879
866
853
839
824
26
27
28
29
30
1342
1323
1304
1284
1264
1277
1259
1241
1222
1202
1200
1182
11 63
1143
1123
1077
1058
1038
1017
996
1013
995
976
956
936
952
934
916
897
877
921
904
886
867
848
881
864
847
829
810
850
834
817
799
780
809
793
776
759
741
32
34
36
38
40
1220
1174
1126
1074
1019
1160
1115
1068
101 8
966
1080
1035
987
936
883
950
902
851
797
738
893
848
800
749
693
836
792
745
696
642
807
764
717
667
616
770
729
685
636
587
741
700
657
608
561
704
664
623
576
531
316
17
17
1.60
.180
.457
287
301
17
16U
16
17
1.67
1.59
.178
.181
.466
.464
c
0
~>0
'0
00
~
"0
~
1;;
"
.!?
S
t>
~
~
00
~
"i
.~
~
.:
,,0
c
~
"0
~
"e
"'::Jc
---
---
---
PR OPERTIES
Wt. per Ft.
Depth d
W id t h b
Ratio rx/ry
Bending {Bx
Factors
By
249
265
236
229
219
16Y,
16Y,
16,.
16)1
16
16
16
16
16
16
1.74
1.75
1.75
1.75
1.75
.181
.1 84
.184
.1 85
.185
.538
.538
.552
.559
.563
Loads below heavy line are for m a in members w ith lf r ratios between 120 and 200.
AMERICAN
INST ITUTE OF STEEL CONSTRUCTION
212
202
15Ys
15U
16
16
1.75
1.75
.186
.186
.573
.578
228
~
wI.!!, i~J
PLATE & ANGLE
ilF
COLUMNS
-1L
ALLOWABLE CONCENTRIC LOADS
IN KIPS
r~·~ lrL
SHORT LEGS CONNECTED TO WEB
14 X Y2
14x% 14xYz 14x % 14xYz
Web Plute
14x?i'6 14x% 14x%
4 Angles
7,,4x %
7x4:<. %
7:<.4x%
2 Cover Plates
16 x ~16
16 x %
16 X ~6
16 X V2
15x )16
15 x %
15 x %
7
8
9
10
949
944
939
934
915
912
907
901
867
863
859
854
819
815
811
806
770
766
762
757
738
734
730
725
11
12
13
14
15
928
921
914
906
898
895
889
882
875
867
848
842
835
828
821
801
795
789
782
775
751
745
739
732
724
16
17
18
19
20
889
879
869
859
847
858
849
839
829
819
813
804
794
785
774
767
759
750
741
731
716
707
698
688
678
~
21
£
22
23
24
25
835
823
810
796
782
807
795
783
770
756
764
752
740
728
715
720
710
698
686
674
26
27
28
29
30
768
752
736
720
703
742
728
713
697
681
701
687
673
658
642
32
34
36
38
40
667
629
588
553
527
646
610
571
529
488
609
575
538
497
458
c
0
~
"
0>
~
0
~
~
l-LJ
7:<4 ... %
7... 4 ... %
7xfx %
7x4x %
697
694
690
685
678
674
670
665
629
625
621
616
600
596
592
588
548
545
541
536
720
714
708
701
693
680
674
668
662
655
659
653
647
639
632
611
605
598
591
584
583
577
571
565
557
531
526
520
513
506
685
647
639
631
622
612
624
615
606
596
586
576
677
668
658
648
568
559
549
539
550
542
534
525
515
499
491
483
474
465
668
657
645
632
620
638
627
616
603
591
602
592
581
569
557
575
563
552
539
526
529
518
506
494
481
505
495
484
473
461
455
445
435
424
412
661
648
634
619
605
606
593
578
563
548
578
564
550
535
521
545
532
519
505
490
513
499
485
469
453
468
454
440
425
410
449
436
423
409
395
400
387
374
361
347
574
540
505
465
431
516
481
443
405
371
488
455
41 8
380
356
460
428
392
358
328
421
385 350
319
290
378
343
312
283
256
365
332
302
275
249
316
287
260
235
212
7 x4 x %
7x4 x~6
-0
e
;;
"
~
.8
1>
~
~
~
.~
m
'"c'
£0>
c
~
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u
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15
c
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I
PROPERTIES
150
142
139
128
123
112
157
176
166
192
186
15% 15% 15% 15Y, 15Y, 15)i 15)i 14Yz 14Yz 14% 14Y,
15
14% 14Y, 14% 14 71
16
16
15
15
16
16
1.84
1.84 1.84
1.87
1.88
1.91
1.76 1-77 1.83
1-75 1-76
.1 87
.1 98
.203
.197
.204
.183
.183 .186
.188
.183
Bending ~ Bx .186
.710 .690
.624
.627
.669
.746
.579
.585 .592 .610
Factors By .585
Wt. per Ft.
Depth d
Widt h b
Ratio rx / ry
Loads below heavy line are f or main members w ith l/r ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
229
r
01.1:
r-I---J
y
LL~
PLATE & ANGLE
c
0
~>,
a
~
0
J~
COLUMNS
ALLOWABLE CONCENTRIC LOADS
IN KIPS
SHORT LEGS CONNECTED TO WEB
14 X %
Web Plate
4 Angles
/
7x4x!l~ 17)(4)(1/':1
14 X §{6
6x4x':/2.... 6x4x~5: 5)(3':12)( Y2 5:..3%)(116 5)(3'/2)( % 4x3x ).<i6
4)(3x %
4)(3 )(%
- - - - -- - - - - - - - -- - - - -
4)(3x 11:6
-
- -- -
-
7
8
9
10
478
475
472
468
437
434
431
427
400
396
391
387
362
358
354
349
345
340
334
328
314
309
303
297
282
277
272
266
262
256
248
239
237
230
223
215
224
218
211
204
198
193
186
179
11
12
13
14
15
463
459
454
448
442
423
418
414
408
403
381
375
369
362
355
344
339
333
326
319
321
313
305
296
286
291
283
275
267
258
260
253
246
238
229
230
219
208
196
183
206
196
185
173
195
186
176
166
154
171
163
153
143
132
16
17
18
19
20
436
429
422
414
406
397
390
384
377
369
347
338
329
320
310
312
304
295
286
277
276
265
253
241
228
248
237
226
214
202
219
209
199
188
176
169
147
140
126
115
121
110
99
141
128
116
106
96
120
108
98
88
80
21
22
23
24
25
397
389
379
370
360
361
353
344
335
326
299
288
277
265
252
267
214
257 199"""
246
185
234
172
222
160
188
174
162
150
139
163
150
140
129
119
104
94
84
76
68
89
80
73
65
72
64
58
86
78
70
63
56
26
27
28
29
30
349
338
327
315
303
316
305
295
284
272
238
224
211
199
187
209
197
185
174
164
148
137
127
118
109
129
119
110
101
93
110
102
94
86
79
61
52
50
290
260
154
144
135
127
119
100
92
85
78
72
86
79
72
66
61
111
97
84
161
-
00
~
'0
~
<;;
'"
~
.8
"
~
0-
00
l'
'i"
-~
~
~
c
oSa
c
~
-0
"~
0
D
c
::>
31
32
33
34
35
36
38
40
263
250
238
235
224
213
176
166
156
146
137
227
205
185
202
183
165
129
113
99
276 247
---
72
----r53 134
57
51
46
67
,
PROPERTIES
Wt. per Ft.
Depth d
Width b
97.9
89.5
14Y,
14Y2
82.7
14Y,
75.1
14Yz
72.3
14Yz
65.9
14Yz
59.5
14Y,
57.1
51.9
14}-2
14 71
48.9
14Yz
8§{ij
43.7
14Yz
8§{ij
14% 14% 12% 12% 10% 10% 10%
8%
8%
2.35 2.81
2.86
Ratio rx / ry
1.94
1.96 2.31
2.91
3.63 3.69 3.70 3.77
.198 .200
.205 .207 .207
.209
.212 .212 .216
.210
.215
Bending {Bx
Factors By
.736
.756
.939 .978 1.165 1.222 1.283 1.608 1.705 1.635 1.745
Loads below heavy line are for main members with l f r ratios between 120 and 200.
AMERIC:AN
INSTITUTE OF STEEL CONSTRUCTION
230
y
Il-.JL
PLATE & ANGLE
r
T~I
x-· ~
ALLOWABLE CONCENTRIC LOADS
IN KIPS
12 X ~
12 x % 12 x %
6x4x%
6x4x %
6x4x%
6x4x %
6x4J: %
6x4x~6
2 Cover Plates
13)( %
13 x %
13 x %
13x 1/2
13 x %.
13 x ~
c
0
~>,
0
~
0
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l' .-xII
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6x4x %
6x4x~,
6x4x%;
6x4x%
--- --- --- -----
7
8
9
10
936
930
923
916
864
859
852
845
785
780
774
767
718
713
707
701
651
646
641
635
587
582
577
572
486
482
477
471
449
445
440
435
425
421
417
412
388
384
380
375
11
12
13
14
15
907
897
887
876
864
837
828
819
809
798
760
752
743
733
723
694
687
678
669
660
629
621
614
605
596
566
559
552
544
535
465
458
451
443
435
429
423
416
408
400
406
400
394
387
380
370
365
359
352
345
16
17
18
19
20
852
838
824
809
793
786
773
760
746
731
712
701
688
675
652
650
639
627
615
602
586
576
565
554
542
526
517
507
496
484
425
416
406
395
383
392
382
373
362
351
372
363
354
344
334
338
330
321
312
303
21
22
23
24
25
776
758
740
721
701
715
699
682
664
645
647
632
616
529
515
501
486
471
473
460
447
433
419
371
359
346
332
318
340
328
315
302
288
324
313
301
289
276
293
582
588
574
559
544
528
26
27
28
29
30
680
626
606
455
438
421
403
404
389
373
356
283
248
235
. 564
541
511
493
475
456
437
274
636
613
589
564
546
526
506
485
303
658
510
486
462
516
492
468
446
424
453
440
419
398
379
415
395
375
357
339
365
347
329
312
296
439
397
358
403
364
328
360
325
292
322
289
260
281
252
226
191
14
13
1.79
.225
.677
177
14
13
1.82
.223
.682
161
0
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585
600
272
261
249
209
237
223
210
198
187
204
192
180
170
159
197
185
175
164
155
176
165
156
146
137
150
132
115
145
128
112
129
113
286 258
270
255
241
244
230
216
320
304
288
273
259
227
214
202
190
178
245
220
196
168
148
130
3ii4 337
283
222
2
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31
32
33
34
35
"~'"
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36
38
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564
536
99
PROPERTIES
Wt. per Ft.
Depth d
Width b
Ratio rX /fy
Bending ~ 8x
Factors
By
13%
13
1.82
.222
.694
147
134
120
87.7
100 92.8
BO.l
13%
13)i
13Ys 12%
12%. 12>--2
12%
13
13
13
12Yz
12%
12%
12%
1.82
1.83
1.92
1.84
1.89
1.92
1.94
.224
.227
.248
.249
.242
.228
.243
.715
.741
.766
.892
.917
.887
.910
Loads below heavy line are for ma in members with l /r ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CON S T RUCTION
231
y
T'------o ,---oJ
WT'~'~· ! --x
I
~~--J
ALLOWABLE CONCENTRIC LOADS
IN KIPS
SHORT LEGS CONNECTED TO WEB
Web Plate
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III
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COLUMNS
d
i
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PLATE & ANGLE
I
12x%
110 X Yz
12x§{6
6x4x o/s 5x3V2X:16 5x31M.Yl6 5)(31;1)(% 4x3)(U6
6x4xU6
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-- -- -- -- -- -- -- --
-- - -
--
- -- - - - -
I
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4x3xM6 5X3!j2X % 5x3!jlX % 5x3t;2x,/z
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11 )( 1\16
11 X ,*6
11 x ~6
-- -- - -
7
8
9
10
350
346
342
338
312
309
305
301
302
298
293
287
290
286
282
276
259
255
250
245
240
234
228
221
215
209
203
196
189
184
178
172
657
651
644
637
601
595
589
581
540
535
529
523
11
12
13
14
15
333
328
323
316
310
297
292
286
281
275
281
274
267
259
250
270
264
257
250
242
240
234
228
221
213
213
204
194
184
173
189
165
181
157
172
149
162
140
152 ~
628
619
609
598
586
573
565
555
545
534
516
508
500
490
481
16
17
18
19
20
303
295
287
279
270
268
261
254
246
238
241
231
221
210
199
233
205
224
197
215
188
205
178
194 -168
--
161
148
135
123
112
140
128
116
106
96
11 8
107
97
88
80
574
561
547
532
516
522
510
496
482
467
470
459
447
435
421
21
22
23
24
25
261
251
241
230
219
229
220
211
201
191
186
173
161
149
139
182
170
158
147
137
157
146
135
126
117
102
93
84
76
68
87
79
71
64
58
72
65
58
52
47
500
482
464
445
425
452
436
419
401
382
408
393
378
362
345
26
27
28
29
30
207
195
184
173
163
179
169
159
149
140
129
119
110
102
94
127
118
109
101
93
108
100
92
85
79
62
56
52
46
405
382
361
340
322
362
342
322
303
285
328
308
292
274
258
31
32
33
34
35
153
144
135
127
119
132
123
116
108
101
87
80
74
68
62
86
80
73
68
62
67
61
56
302
285
268
252
237
269
253
238
223
209
244
230
216
203
190
36
38
40
111
98
85
95
83
72
223
196
173
197
173
151
179
157
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PROPERTIES
WI. per Ft.
Depth d
Width b
Ratio rx / ry
1
Bending Bx
Factors By
M' ~.;
~"
136
124
111
. . . .,
1271 12;1 1272 12% 12Yz % .
12Yz
12% 11Ys 11% 11%
11
11
12% 12% 10 38 10§{6 10~6
8VtG
8Yt6
8Yt6 11
1-98 2.01
2.41
2.40 2.44 3.05 3.10 3.17
1.81
1-81
1-82
.244
.246
.245 .239 .242 .241
.244
.249
.263
.266 .259
.945 .983 1.174 1.141 1-188 1.492 1-564 1-660 .794
.816
.814
no
12Yz
I
Loads below heavy line are for main members w ith / j r ratios between 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
232
y
.1 =---- II
PLATE & ANGLE
F
--'I
dL
wI!.!'x 1M
COLUMNS
, --x
ALLOWABLE CONCENTRIC LOADS
IN KIPS
~LJ
SHORT L EGS CONNECTED TO W EB
5x3Y2X 12
4 Angles
10 X 34
10 X ~6
10 X %
Web Plate
5x 3 112 lC. % 5x3 1hlllj2 5x3V2X~6 5X3'12X% 4x3x~6
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-- -- -- -- -- -- -- -11 X ~6
-- - - - -- - - - - - - - - --
2 Cover Plates
11 x M6
7
8
9
10
484
479
474
468
438
433
428
422
382
378
372
366
312
308
303
298
281
277
272
267
239
236
232
228
217
211
205
196
192
187
181
171
167
162
157
145
141
137
132
11
12
13
14
15
461
454
446
438
428
416
409
402
394
385
359
352
344
335
326
292
285
279
271
263
262
256
250
243
235
223
218
212
206
200
198
190
182
173
163
174
167
160
152
143
151
144
137
130
122
127
121
115
108
101
16
17
18
19
20
41 9
408
397
386
373
375
365
355
344
332
316
305
294
282
269
255
245
236
226
215
227
219
210
200
190
193
186
178
170
161
153
142
133
113
112
102
93
94
86
78
93
84 >
76
69
62
21
22
23
24
25
360
347
333
318
302
319
306
293
279
256
242
226
211
197
204
192
178
166
155
179
168
156
145
135
99
90
82
75
68
85
77
70
64
26
27
28
29
30
285
269
253
238
224
247
233
219
205
192
185
172
160
149
139
145
134
125
11 6
108
126
117
108
100
93
106
99
91
85
78
61
55
50
52
47
42
31
32
33
34
35
21 1
198
186
174
163
181
169
159
148
139
129
120
111
103
96
100
93
86
79
73
86
80
73
68
62
73
67
62
57
52
36
37
38
40
153
143
134
117
130
121
113
98
88
81
67
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64
57
71
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53
47
42
38
56
51
46
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33
PROPERTIES
WI. per Ft.
Depth d
Width b
Ratio rx / ry
Bending ~ Bx
Factors By
50.1
47.7
42.5
37.3
31.7
SO.O
65.0
58.6
99.9
90.5
11 Y, lOY. lOY. lOY. l OY. l OY. lOY. lO Y. 10}1
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10 ~
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11
11
10%
10h".
874'
8~
8~
2.63
1.96
1.99
2.49
2.53
2.58
1.87
1.93
1.83
1.83
.287
.286
.287
.291
.292
.292
.297
.269
.298
.262
.893 1.028 1.064 1.101 1.111 1.393 1.447 1.513 1.611
.843
Loads below h~avy line are fo r main members with Ifr ratios betwee n 120 and 200.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
233
T
~p
r~-'-]
SHORT LEG S CONNECTED TO WEB
Wob Plata
0
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8 X ~6
8 X%
8 X li
4 x 3x %
4x3x lj2
4x3l1:M6
4x3x ~8
4x3x~,
4 x3x 1A
3x2':4.x~6
3x2 lj2 "' 1,4
5
312
263
230
204
170
143
134
114
6
7
8
9
10
307
302
296
289
282
259
254
249
243
236
226
222
217
212
205
200
197
192
187
181
167
164
160
156
151
141
138
135
131
126
130
125
119
112
105
110
106
100
11
12
13
14
15
273
264
254
243
232
229
221
212
202
192
199
191
183
174
165
175
168
161
153
144
146
140
133
126
119
122
117
111
105
98
97
88
78
68
60
80
71
63
55
48
16
17
18
19
20
220
206
192
177
162
181
169
156
143
131
155
145
133
122
111
135
125
115
104
96
111
102
86
78
91
83
76
69
63
53
46
40
35
30
42
37
31
27
21
22
23
24
25
149
137
126
115
105
120
110
101
91
83
101
92
84
77
70
87
79
72
65
59
71
64
58
53
48
57
52
47
42
38
26
27
28
29
30
96
87
79
72
65
76
69
62
56
63
57
51
46
53
48
43
43
39
35
34
31
35.6
30.0
29.2
24.8
4 Angles
~>-
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ALLOWABLE CONCENTRIC LOADS
IN KIPS
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COLUMNS
94
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PROPERTIES
Wt. per Foot
Depth d
Width b
Rat io rx/ ry
Bend ing {Bx
Factors By
64.6
8~
8%
1.82
.385
1.263
54.6
47.7
42.5
872
8%
8~
8~
8~
8~
8~
8~
8~
8%i
1.89
.382
1.337
1.94
.375
1.370
1.96
.376
1.421
8li
2.00
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1.442
8li
2.04
.374
1.525
6Ji
2.67
.384
2.054
6)4
2.73
.390
2.196
Loads below heavy line are for main members with Ifr ratios between 120 and 200.
AM ERICAN
INSTITUTE OF STEEL CONSTRUCTION
234
SINGLE AND DOUBLE ANGLE STRUTS
Allowable loads on single-angle struts are not tabulated in this Manual because it
is virtually impossible to load such struts concentrically; it could in theory be accomplished by milling the ends of an angle and loading it through bearing plates ; in practice
the actual eccentricity of loading is relatively large, and its neglect in design may lead
to considerable danger.
.
A satisfactorily approximate procedure is to compute the bending stress from the
actual eccentricity as scaled from a sketch, locating the center of gravity and the diagonal
(principal) axes of the angle by the right-hand columns in the tables of Properties of
Angles, pages 34 to 37. and placing the applied forces at the centers of the rivets, bolts
or welds; and then to apply the Specification rule for combined axial and bending stress
(Sect. 12(a) ). as exemplified on page 208.
In designing struts of two angles connected to opposite faces of a gusset plate, it
is customary to neglect any eccentricity between the rivet gage line and the gravity
axis of the strut. This has been done in the following tables of "Allowable Concentric
Loads on Double-Angle Struts".
These tables have been cast in a form believed to be new. Each angle size is
tabulated on a different set of lengths than its neighbors, in order (1) to locate more
precisely the length at which ll r = 120 and 200, and (2) to facilitate accurate interpolation for lengths which the page size forbids tabulating. A dash line indicates
the greatest center to center length in feet for which ll r is not over 120; and a solid
line, 200. An experienced designer will, in interpolating, recall that the curve of unit
stress is convex upward for ll r = 0 to 120, and convex downward thereafter.
The Institute will appreciate comment upon these tables, after they have been in
use over a trial period.
Tabulated capacities for struts with llr over 120 are applicable to bracing and
secondary members only (Specification Section 16(a» . For such struts used as main
members, the tabulated loads must be reduced as illustrated on Page 210 (Specification
Section 16(b) ).
The tabulated capacities of double-angle struts, referred to the Y-Y axis, assume
gussets %/1 thick. The effect on ll r of varying the gusset thickness is slight. If .r2/1
gussets are used, it is sufficiently accurate to increase the tabulated capacity on the
y - Y axis, when the length exceeds 10 feet, by the arbitrary fraction
length in ft.-l0
2000
T ransverse to the plane of a gusset plate the actual fixation of a strut is frequently
less than the column formula, on which the strut tables are based, presumes : and for such
construction the tabulated safe loads should be regarded as ideal limits and should be
reduced in practice.
The tabulated properties of two angles, on pages 123 to 127, will be found useful
when designing struts of this type in accordance with any particular conception of the
loading conditions.
Unit stresses for all types of compression members under concentric load, are
tabulated on page 209.
AMERICAN
INSTITUTE OF STEEL C ONS TRU C TION
235
I
x 1f-x
~I~%"
y
ALLOWABLE CONCENTRIC
LOADS IN KIPS
2.421 2.44
r"
ryy
Wt.2l.t
Area 2 11
2.49 2 .50 2 .50
30.00 26.46 22.88 19.22
lYs
1
Ys I l4
%
%
J1
0
10
14
18
569
529
491
440
295
276
257
232
264
246
376
358
339
324
290
251
218
188
450
419
389
350
301
327
305
284
257
22
23
24
25
28
32
fw 36
w
40
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r 41
510
475
441
396
340
324
«
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389
363
338
304
262
287 251
307 272 238
293 260 226
263 233 203
227 202 176
197 175 153
222 201
230
207
180
212 192 172
202 183 164
192 174 155
--172 156 140
149 135 121
129 118 105
171 152 133 113 102 91
1129 109 99 88
--- --
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374
8 344
10 327
12 306
14 281
16 253
331
304
289
271
249
225
287
264
252
236
218
197
0
%
%
J1
%;
'Vs
242 219 195 172 148
223 202 181 159 137
212 192 172 152 131
200 181 162 143 123
184 167 150 132 114
167 152 136 120 104
18 220
106 92
~~~- ~~3_ 147 134 120 -c_22 180 160 140 120 109 97 87 75
26 148 132 116 99 90 81
71
62
30 123 110 96 82 74 67 60 51
31
64 57 49
--
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- C -- --
374 331 287 242 219 195 172 148
lO 353 312 271 228 206 184 161 139
.J
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19.46 16.88 14.22 12.86 11 .60 10.12
6 X6
Thickness
~
X
22.00
17.36 15.50
8 X8
Size
><,
><
1.80 1.81 1.83 1.84 1.85 1.86 1.87 1.88
2.72 2.70 2.68 2.66 2.65 2.64 2.63 2.62
74.8 66.2 57.4 48.4 43.8 39.2 34.4 29.8
3.51 .49 3.47 3.46 3.45
3.55 3.53 2.45r
11 3.8102.0 90.0 77.8 65.4 59.2 52.8
33.46
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DOUBLE-ANGLE
STRUTS
y
35
40
45
50
55
56
57
58
59
341
298
263
233
206
201
196
192
188
510
493
472
443
405
359
450
435
416
390
356
315
389
376
359
336
307
271
316 276 237
304 .3~6_ 228
266 234 200
235 206 177
208 182 156
184 161 138
179 157 135
175 153 131
171 149 128
-- -
I-
327
316
302
282
257
226
198
191
167
147
130
115
112
110
295
285
272
254
264
254
243
227
232 207
204 182
178 ~~I!.
172 153
151 134
133 118
117 104
103 92
100 90
---
98
87
-- -- --
344 304
294
283
270
20
256
22
241
24
223
12
14
16
18
26
27
30
34
333
321
307
291
273
254
234
223
200
176
154
263
255
245
234
221
222 200 179 157 135
214
206
196
186
208 174
192 161
205 ~~~ 147
195 168 140
--- --176 152 127
154 133 111
135 116 97
38
42 136 120 102 85
43 132 116 99 83
44 128 11 2 96 80
45 124 108
193 173 152 131
186 166 146 126
177 158 138 11 9
166 149 131 11 3
157 140 122 105
145 129 113 97
132 118 103 88
126 11 3 99 85
114 102 89 77
100 89 78 67
87 78 68 58
77
74
68 60 51
66 58 50
---64
72
- - ------
Loads below horizontal dashed lines are for /Jr greater than 120, and apply only to bracing
and secondary members. For main m embers they must be reduced (A. I. S. C. Spec. Sect .
16 (b»; see Example 2 on page 210.
AMERICAN
INSTITUTE OF STEEL
CONSTRUCTION
236
y
DOUBLE-ANGLE
STRUTS
II
I
~I ~ -X
x
~I~l\"
ALLOWABLE CONCEN TRIC
y
LOADS IN KIPS
1.49 1.51 1.52 1. 5411.55 1.56
2.31 2.28 2.26 2.23("22 2.21
Wt.2 1! 54.4 47.2 40.0 32.428.6 24.6
1.19 1.2~1.22
1.24 1.25
1.88 1.861.83 1.1"23
1.8 1.81 1.80 1.79
37.0 31~25.6 22.619.6 16.4 13.2
Area 2 l.! 15.96 13.88 11 .72 9.50 8.36 7.2
10.88
r"
ryY
9.
7.50
Thickness
Ys
~
6.6
5.72 4.80
1.06 1.07 1.07 1.08 1.09
1.64 1.62 1.61 1.60 1.59
22.2 19.6 17.0 14.4 11.6
3.88
6.50 5.74 4.96 4.18 3.38
4 X4
5 X 5
Size
% J.> li6 %
ii % J.>
J{,
•
3% X 3%
%
~G
o 271 236 199 161 142 123 o 185 15 127 11 2 97
I ~ Fa
J.> li6 %
~
~
82 66
110 97 84 71 57
6 253 221 186 151 133 11 5 4 176 150 122 108 93 78 63 2 109 96 83 70 57
8 239 209 177 144 127 110 6 166 141 115 10:; 88 74 60 4 104 92 79 67 54
10 221 193 164 134 11 8 102 8 151 12 105 93 80 68 55 6 96 85 73 62 50
12 199 175 148 121 107 9310 131 11: 92 8: 71 60 49 8 85 75 65 55 45
X,
14 173 153 130 107 95 82 11 120 10 85 75 65 55 45 10 70 62 54 46 38
X
--- -- - --- -~
50 41 12 58 51 45 38 31
15 159 140 120 98 87 7612 108 92 77 6 59 --------X
51 43 35 14 49 43 38 32 26
18 132 117 99 82 72 63 14 93
5( 44 37 30 16 41 37 32 27 22
21 110 98 84 69 61 53 16 81
58 51 45 18 69 59 49 44 38 32 26 17 38 34 30 25 21
f- 24 94 82 71
- - 23
78 67 55 49 42 19 64 5 46 41 35 30 24 18
19
~ 25
~
3,
40
20
51
43
33
28
23
~ 26
--- ---
•
~
J:
f~
--
r
- 51
-
o 271 236 199 161 142 123 o 185 157 127 11, 97
82 66
.J
c 8258 224 189 153 135 116 8 171 145 117 103 89 75
w 10 250 217 183 148 131 113 10 163 138 112
f0 12241 209 176 142 125 108 12 154 130 105
14 230 199 168 135 119 103 14 143 120 97
~
z 16 218 188 158 127 11 2 97 15 136 11 4 92
18 204 176 147 118 104 90 16 130 109 87
20 188 161 135 108 95 82 17 123 103 82
22 170 146 122 97 85 73 18 115 96 77
23 161 138 116 92 81 69 20 103 - 86 69
25 148 128 107 85 75 64 22 94 78 63
28 131 114 95 76 66 57 24 85 71 57
31 1-1 8 101 85 67 59 51 26 77 65 52
34 105 90 75 60 53 45 28 71 59 47
37 94 80 67 53 47 ~ 29 67 56 45
30 64 54 43
38 91 78
••"
>-,
>~
X
•
"
"
o 110 97
84 71 57
6 104 92 80 67 54
61 8 100 88 76 63 51
58 10 93 82 71 59 48
54 12 86 75 65 54 44
49 14 77 67 58 48 39
47 15 7263 54 45 36
--44 16 67 58 50 42 34
---42 18 60 52 45 37 30
39 120 53 47 40 33 27
35 22 48 42 36 30 24
32 24 43 37 32 27 21
29 26 39 34 29 24 19
- - 26 27 ...E 32
24
zw 6264 229 193 157 138 119 6 177 15( 122 107 93 78 63
9, 85 71
9, 80 67
8~ 73
61
81 70 58
7€ 66 55
72 62 52
48
6
-~~61 52 43
55 47 39
5 43 36
4 39 32
41 35 29
39 33 28 ..E.
3 32 27
-:'
Loads below horizontal dashed lines are for l~ g reater than 120, and apply on ly to bracing
and secondary members. For main members t ey must be red uced CA. I. S . C. Spec . Sect.
16 (b»; see Exam ple 2 on page 210.
AMERICAN
INS TITUTE
OF STEEL. CONSTRUCTION
237
y
DOUBLE-ANGLE
x
x9F
~I~%"
I
ir
STRUTS
ALLOWABLE CONCENTRIC
LOADS IN KIPS
y
.74 .75 .76 .77 .78
.59 .60 .61 .62 .63
1.24 1.21 1.20 1.1 9 1.1 8
1.02 1.00 .99 .98 .97
15.4 11 .8 10.0 8.2 6.1
9.4 7.8 6.4 4.9 3.3
4.50 3.46 2.94 2.38 1.80
2.72 2.30 1.88 1.42 .96
2 X2
2hi x 2hi
Thickness
Y, I ~i6 ~ % Y,
Ys ~<r, ~ %
hi Y, l{, ~ l{,
-- hi '" = =
0 76 59 50 40 31
0 46 39 32 24 16
0 93 83 72 60 49 37
2 74 57 49 39 30
2 44 37 31 23 16
2 92 81 70 59 48 36
3 71 55 47 38 29
3 41 35 29 22 15
4 86 77 66 56 45 34
4 67 52 44 36 27
4 37 32 26 20 14
5 82 72 63 53 43 33
41
5
48
41
5
32 28 23 18 12
62
6
76
68
59
50
31
33
25
><
--6 56 43 37 30 23
6 27 23 19 15 10
7 70 63 54 46 38 28
X
r-8 63 56 49 42 34 26
7 48 38 33 26 20
7 23 20 16 13 8.7
~
-------X
8 20 17 14 11 7.5
9 55 49 43 37 30 23
8 42 32 28 23 18
<
- -- - -- - -- - -10 50 45 39 33 27 20
9 37 29 25 20 16
9 17 15 12 10 6.5
12 41 37 32 27 22 17 10 33 26 22 18 14 10
13 11 8.3 5.7
w 14 34 30 26 23 18 14 11 29 23 20 16 12
w
z 15 31 27 24 21 17 13 12 26 20 18 14 11
- ~
- - 13
10
f0 93 83 72 60 49 37
0
z 2 93 82 71 60 49 37
0 46 39 32 24 16
0 76 59 50 40 31
w
2 45 39 31 24 16
4 91 80 69 58 47 36
2 76 58 49 40 30
0
w
4 43 37 30 23 15
6 87 76 66 56 45 34
4 73 56 48 39 29
f8 82 72 62 52 42 32
6 69 53 45 36 27
5 42 35 29 22 15
0
7 66 51 43 35 26
6 40 33 27 20 14
9 78 69 60 50 40 30
0
>-, 0z 10 75 66 57 48 38 29 8 63 48 41 33 25 7 37 31 25 19 13
9 60 45 39 30 23
11 71 62 54 45 36 27
8 35 29 23 17 12
>12 67 68 50 42 34 25 10 56 42 36 29 22
9 32 26 21 16 - 10
-- - -X
13 62 54 47 39 31 23 11 52 39 33 27 20 10 28 23 19 14 9.3
<
------14 57 50 43 36 28 21 12 47 35 29 24 18 11 26 21 17 13 8.5
--- --- -- --15 53 46 40 34 27 20 13 43 32 27 21 16 12 23 19 16 12 7.8
16 50 43 37 32 25 18 14 40 30 25 20 15 13 21 17 14 11 7.1
18 44 38 33 28 22 16 15 37 28 23 18 14 14 20 16 13 9.7 6.5
20 39 34 29 25 19 14 17 32 24 20 16 12 15 18 15 12 8.9 5.9
22 34 30 26 22 17 13 19 28 21 18 14 10 16 16 14 11 8.2 5.4
- 20 26 20 16 - 1- 17 15
23 33 28 24 20 16
.90 .91 .91 .92 .93 .9
1.43 1.42 1.41 1.40 1.38 1.38
Wt.2l!. 18.8 16.6 14.4 12.2 9.8 7.4
Area 2 l!. 5.50 4.86 4.22 3.56 2.882.18
Size
3 X3
r"
ryy
---
---
-
,
-"
-
"
"
"•
•
•
•
---
---
--
- -
Loads belo w horizontal dashed lines are for l lr greater th a n 120, and apply only to bracing
a nd second ary members. For main members t hey must be reduced (A. I. S. C. Spec. Sect.
16 (b) ) ; see Exampl e 2 on page 210.
AMERICAN
INS TITUTE
OF STEE L
CONSTRUCTION
_.
-
-
238
I
T
DOUBLE-ANGLE
y
STRUTS
X~-X
ALLOWABLE CONCENTRIC
LOADS IN KIPS
-11,-%"
y
1
2.84 2.86 2.88 2.90 2.91 2.92
1.55 1.52 1.50 1.47 1.46 1.45
'yy
V.Jt. 2 I! 81.6 72.2 62.6 52.6 47.6 42.6
2.492.51 2.53 2.54 2.56 2'5~
2.522.50 2.48 2.462.44 2.43
88.478.2 67.6 57.046.040.
2.52 2.53 2.55 2.57 2.59 2.60
1.61 1.58 1.55 1.53 1.51 1.49
74.8 66.2 57.4 48.4 39.2 34.4
Area 2 t! 24.00 21.22 18.38 15.46 14.00 12.50
SUo
9 x 4
Thickness
1 Ys 1i % % Yz
26.00 22.96 19.88 l6.n 13.50 11.86
22.00 19.46 16.88 14.22 11.50 10.12
'n
8 x 6
8 x 4
Ys %: % Yz <16 11 Ys % % Yz -~
~
- - -- 0 408 361 312 263 238 213 0442 390 338 284 230 20211Qf3]4 331 287 242 195 172
10 387 342 297 250 227 202 10 413 365 316 266 215 189 10350 310 269 227 184 162
1
12 378 335 290 244 221 198 12400 354 307 258 209 18412339300
261 220 178 157
14 367 325 282 238 215 192 15376 333 289 244 197 173 14327 289 251 212 172 152
1
=== -Fe=;
.
x
X
!!
x
<
16 355314 273 230 208 186 18347 308 268 226 183 1611 6312 276 241 203 165 145
1
18 341 302 262 221 201 179 21 313 278 242 204 166 1461 8296 262 228 193 157 138
1
20 325288 251 211 192 1]2,12' }.?~ 244 214 180 147 129 120277 246 214 182 148 130
22 307 273 237 201 182 16325259 231 202 171
22257 228 199 169 138 121
-25 278247 216 183 166 14926250 222 194 164 133117 125223 198 174 148 121 107
f- 28 245219 191 162 147 132 ,2 9224 200 175 147 120 106 126214 190 166 141 115 101
~ 29 235 209 183 155 141 126b 202 180 157 133 108 95 128200 177 155 131 107 94
-z 32 214 191 167 141 128 11535181 162 141 119 97 86 130186 165 144 122 100 88
1
I 35 195 174 152 128 117 105 38 164 146 128 108 88 78 32173 154 134 114 93 82
1
~ 38 178 159 138 117 107 961 41~ 132 115 97 79 70 34162 143 125 107 87 77
~ 41 162 145 126 107 97 87 42
112 94 77 68 36 151 134 117 99 81 72
~
1
44
148
132
115
98
90
.
89
39136 121 106 90 73 65
0
1
~ 47 135121 106 90 82 73 0442 390 338 284 230 202 421123 109 96 81 67 59
o 48 - 1103 87 79 71 110413 365 315 265 214 188 431
64 57
12401 353 305 256 207 181 o 374 331 287 242 195 172
~
00
z o 408 361 312 263 238 213 15378 333 287 241 194 170 6352 311 269 226 183 160
~
6 383 338 292 245 221 198 18349 307 265 222 178 156 8336 296 256 214 173 152
8 364 320 276 231 209 186'21 316 277 238 199 160 14e 1031 4 276 238 199 160 140
10 338 297 255 213 192 171 24277 243 208 173 138 121 12288 252 216 181 145 126
12 308 268 230 191 172 153 25263 230 197 165 132 116 14258 224 191 158 126 109
14 271 235 201 165 148 131 29227 199 171 142 114 100 15240 208 177 146 116 101
15 251 216 184 152 137 -121133 197 172 148 123 99 8616 221 192 164 136 109 95
-18 208 180 154 126 114 10137 172 150 129 107 86 75120 177 154 130 108 86 74
21 175151 129 106 95
116 96 77 6724 143 123 104 86 68 59
136 112
24 148128 109 89 80 7141 150 131
93
25 135 117 99 81 65
- 42145 25 1401121 103
26 128 111
----
-1..4~-1l~ 1
---- ---
"
•
~
>>-•
m
X
<
••
---
- -- -
-- ---
- -- --- -- - ---
- - -- -- - -- - --
8~rr6
Loads below horizontal dashed lines are for I f r greater than 120, and apply only to bracing
and secondary members. For main membe rs they must be reduced (A. I. S. C. Spec. Sect.
16 ( b ) ); see Example 2 on page 210.
AMERICAN
INSTITUTE OF STEEl... CONSTRUCTION
-- -
239
DOUBLE-ANGLE
STRUTS
y
!
x9~:L%"
F
1
x
y
LOADS
IN
K I PS
1.00 1. 01 11.02 1.04 1.04 1 05
r"
4.63 4.61 4.58 456 4.55
4.66
r"
1
Wt.21!. 81.6 72.~62.6 52.6 476 42.6
1.76 1.77\1.79 1.80
!r1.74
3.783.76 3.73 3.723.69 3.68
.4 78.2 67.6 57.0( 6.0 40.4
Area 2 Ii 24 00 2121838 15.48 1400 1250
26.00 22.96 19.88 16.72 13.50 11 .86
8x6
9 x 4
Sizo
-,r
ALLOWABLE CONCENTRIC
r
1.04 1.05 1.07 1.08 1.09
4.10 4.07 4.04 4 .02 4.00 3.99
4.8 66.2 57.4 48.4 39.2 34.4
22.00 19.46 1688 14.22 11.50 10.1 2
8 x 4
Ys % % % ~
Ys % % ~ Us ~ Ys % % Y2 Us
o 408 361 ~ 263 238 213 0 442 390 338 284 230 202 of3?4 331 287 242 195 172
Thickness
1
1
1
4 382 338 293 247 224 200 8 403 356 309 260 211 185 4351 311 270 228 184 163
6348 309 268 227 206 18 12 355 314 273 231 187 165 6 322 286 248 211 171 151
X
8300 268 234 199 181 162 16 287 255 223 189 154 136 8281 250 219 186 151 134
X 10 240 216 189 163 148
_1.3~17 266 238 208 176 145 128 10 229 205 180 155 127 113
m
X
12200 179 157 135 122 11 1E 250 223 195 165 134 _1~~ 1, 190 170 149 127 104 92
<
14 169 151 132 114 103 93 20226 201 176 149 121 10 14 160 143 125 108 88 79
16 1421..11Z 111 96 87 79124 185 164 144 122 100 88 16 135 121 106 91 75 67
103 89 81 7328 151 135 11 8 100 82 73117125 112 98
17
I~ 69 62
29 128 11 3 96 78 69 1 8 64 57
>o 408 361 312 263 238 21330
66
c
16 388 343 297 250 226 202
331 287 242 195 172
~
289
242
219
100
0442
390
338
230
319
284
202
1
361
277 233 188 166
20
377
333
z
>- 24 364 321 278 233 211 18812424 374 324 272 220 193 16 351 310 268 226 183 161
z 28 348 306 266 222 201 179 16409 361 312 263 212 18E 20337 298 258 217 175 154
290 250 210 190 169 20391 345 298 250 202 177 Q4 321 284 245 206 167 146
0 32 329
272 234 196 177 158124 369 325 280 236 190 166 b8 302 266 230 194 156 137
36
308
>o 40 284 250 216 180 163 145 pE 342 301 260 218 175 154 ~2 280 247 213 179 144 126
>-, ~
258 227 195 164 147 1 31 ~; 312 274 236 198 159 139 36 256 224 193 162 130 11 4
>- ~ 44
1
252 220 190 159 143 _1~? 36 277 243 208 175 140 123'39 236 206 177 148 119 104
~
45
~
X o 46 244
_22~ 185 154 139 1233, 2~~ 235 202 169 135 11 , lIe 228 200 171 143 115 101
<
48234 206 177 148 133 118'4( 246 217 186 156 125 l1C r" 206 181 156 131 105 92
52 216 190 164 137 123 110 44 224 197 169 142 114 100 8 189 166 143 11 9 96 84
j
I
-
""
I
"
""
"
1'"
•
66 200 176 152 127 114 101 8204 179 154 129 103 915 173 152 131 109 88 77
60 185 163 140 117 105 94 5, 186 163 140 117 94 8~ 5E 159 140 120 100 81 71
64 172 151 130 109 98 87 56170 149 128 107 86 75 60 146 128 11 0 92 74 65
68 160 14( 121 100 91 81 60155 136 11 7 97 78 68 64 135 118 101 85 68 60
72 148 130 112 94 84
I~ 61 152 133 114 95 76 ...£. 66 129 11 3 97 81 - 65 57
62 148 130 111 93
76 138 121 104 87 78
67 126 110 95 79
1
1
63145
68 124
77 136 119
-
Loads below horizontal dashed lines are for il r g reater t han 120, and apply onl y to braci ng
and secondary members. For main m embers they must be reduced (A . I. S. C. Spec. Sect.
16 (b) ); see Example 2 on page 210.
AMER I CAN
I NSTITUTE
OF STEEL. CONSTRUCTION
240
STRUTS
X-T-X
ALLOWABLE CONCENTRIC
-111-%"
y
DOUBLE-ANGLE
lr
LOADS
IN
I
y
KIPS
2.20 2.22 2.24 2.24 2.25 2.26 2.21
1.64 1.62 1.59 1.58 1.57 1.55 1.55
Wt.2 !.l 60.4 52.4 44.2 40.0 35.8 31.6 27.21
1.86 1.88 1.90 1.90 1.91 1.92 1.93
1.71 1.69 1.66 1.66 1.65 1.63 1.62
54.4 47.2 40.0 36.2 32.4 28.6 24.6
Area 2 l!. 17.72. 15.38 12.98 11.7<1 10.50 9.24
15.96 13.88 11 .72 10.62 9.50
r"
ryy
7.96
6 x 4
7 X4
Size
Ys ii % ?i'6 J.1 ){, %
0 301 262 220 200 178 157 13 0
8 285 248 209 189 169 149 128 8
10 276 240 202 183 164 144 12 10
12 264 230 194 176 158 139 12( 12
14 251 219 185 167 150 132 114 14
16 236 206 174 157 141 125 108 16
18 218 191 162 146 132 11 6 100 18
X,
20
199 174 148 134 121 107 92 19
X
22 177 156 133 120 108 96 83 20
- -~
X
< ~ 24 163 143 122 11 0 99 87 76 22
26 151 132 112 102 91 81 70 24
28 139 122 104 94 84 75 65 26
~
30 128 112 96 87 78 69 60128
~
33 114 100 85 77 69 61 53 30
~
z 36 102 89 76 69 62 55 48 31
.J
86 73 66 60 53 46· 32
c 37
T hickness
•
•""
,
I-
"
"
~
~
0
8.36
0 301 262 220 200 178 157 13,
7.2
1
1.92 1.94 1.95
1.40 1.39 1.38
30.6 23.4 19.6
9.00 6.84
5.74
6 X 371
Ys ii % % J.1 Uo %
J.1 % %"
271 236 199 180 161 142 123 0 153 116 98
251 218 185 168 150 132 114 8 142 108 91
239 209 177 160 143 126 109 10 136 104 87
225 196 167 151 135 119 103 12 128 98 82
208 182 155 141 126 111 96 14 119 91 77
189 166 141 128 11 5 102 88 16 109 84 70
167 147 126 114 103 91 79 18 98 75 63
-- 157 138 117 107 96 85 7 19 91 70 59
--149 131 112 102 91 81 7( 20 87 66 56
136 11 9 102 93 83 73 64 22 79 61 51
123 108 93 84 76 67 51 24 72 55 47
11 2 99 85 77 69 61 53 26 66 51 42
102 90 77 70 63 56 48 28 60 46 39
93 82 70 64 58 51 44 30 55 42 36
89 79 67 61 55 49 42 32 50 39 33
- - - 47 41
---
-
0 271 236 199 180 161 142 123 0 153 11 6 98
,•• 6 285 247 207 188 168 148 127 6 258 224 189 171 153 134 11 6 4 148 11 2 94
235 197 178 159 140 121 8 247 214 180 163 146 128 11 0 6 141 107 90
,•z 108 272
255 221 185 167 149 131
10 233 202 170 154 137 120 1041 8 133 100 84
11~
>-,
>-
•;(
<
12 235 203 169 153 136 119 102 12
14 211 181 150 135 120 105 9C 14
15 198 169 140 125 111 97 83 16
16 183 157 129 116 103 89 7 17
--19 154 132 108 98 87 76 6E 18
22 131 112 92 83 73 64 5 21
25 111 95 78 70 62 54 ~ 24
26 106 91 74 67 59
27
27 101 86
28
-
-
216 187 156 141 126 110 95 10 121
197 169 141 127 114 99 85 12 107
174 149 123 110 99 86 74 13 99
-- ---- --- --161 138 115 104 92 80 -6~ 14 91
152 131 109 98 88 76 6 16 79
130 112 93 84 74 64 5E 18 70
11 2 96 79 71 64 55 47 20 62
96 82 68 61 54 47 40, 22 54
23 51
91 78
---
91 76
80 67
74 62
68 57
60 50
53 44
46 38
41 34
38 32
Loads below horizo nta l dashed l ines are for ll r greater than 120, and app ly on ly to bracing
and secondary members. For main members they must be redu c ed (A. I. S. C. Spec . Sect.
16 (b» ; see Example 2 o n page 210.
AM ER I CAN
INSTITUTE OF STEEL CONSTRUCTION
241
DOUBLE-ANGLE
STRUTS
v
!
x9~I~%"
F
1
x
-,r
ALLOWABL E CONCEN TRIC
I
v
LOADS IN
KIPS
1.07 1.09 1.10 1.11 1.1 I 1.12 I .,~!
3.51 3.49 3.47 3.46 3.45 3.43 3.421
Wt. 2 l! 60.4 52.4 44.2 40.0 35.8 31.6 27.21
1. I I 1.12 1. 13 1. 14 1.15 1.16 1.1 7
2.97 2.95 2.92 2.91 2.90 2.88 2.87
54.4 47.2 40.0 36.2 32.4 28.6 24.6
Area 2 !! 17.72 15.38 12.96 11.74 10.50 9.24
15.96 13.88 11.72 10.62 9.50
r"
r"
7.,,1
7 x 4
Size
B.36
7.22
6 x 4
.97 .99 1.00
2.97 2.95 2.94
30.6 23.4 19.6
9.00
'.84
6 x 3Y2
5.74
%
Ys U % % ~ l{, %
~ % ~,
- - - - - 0 301 262 220 200 178 157 1351 0 271 236 199 180 161 142 123 0 153 I I 6 98
.:l 284 247 208 189 169 149 128 4 257 224 189 171 153 135 117 4 142 108 91
6 262 229 193 175 157 139 120 6 239 208 176 160 143 127 log 6 129 99 83
8 232 204 172 156 140 124 107 8 213 187 158 144 129 114 99 8 I I 0 85 72
X,
10 193 171 146 133 119 106 92 10 181 159 135 123 111 99 86 9 99 77 65
-X
11 173 153 129 I I 9 107 94 82 II 162 142 121 II I 101 90 78 10 88 68 57
~
--X
12 159 141 120 109 97 86 75 12 148 130 I 11 101 91 81 70 12 73 57 48
<
14 135 I I 9 101 92 83 74 64 14 126 111 95 86 78 69 61 14 61 47 40
16 I I 5 102 87 79 71 63 55 16 108 95 81 74 67 60 52 16 51 40 34
92 81
f- 17 106 94 80 73 65 58 51 18
- - - 69 64 58 51 45
61
47
19
74
68
54
59 54 48 42 0 153 116 98
18
87
"
i~ "
8 148 113 95
~
200
178
157
135
0
271
236
199
180
161
142
123
12
143 lOS 91
301
262
220
0
I
f8 295 256 21 5 195 175 154 132 8 263 229 193 175 156 138 119 14 139 106 88
0
z
287 249 209 190 170 149 128 12 253 220 185 168 150 132 114 16 135 103 86
"coJ 12
16 276 239 201 182 163 143 123 15 243 211 178 161 144 126 109 18 130 99 82
"f- 20 261 226 190 172 154 135 1I 6 18 230 200 168 152 136 119 103 20 125 94 79
0 24 243 21 I 177 160 143 126 108 21 216 187 157 142 127 I I I 96 22 119 90 75
28 222 192 161 146 130 114 98 24 199 172 144 130 I I 6 102 87 24 112 85 71
>- z 32 198 171 143 129 115 101 87 27 179 155 130 117 104 91 78 26 105 79 66
>34 185 160 133 120 107 94 80 28 172 149 124 I I 2 100 87 75 28 97 73 61
X
35 178 154 129 I I 6 104 91 78 29 165 143 11 9 107 95 83 71 29 93 70 58
<
-- -- - -- - - 36 173 ISO 125 1I 3 101 88 76 30 158 137 115 104 92 81 69 30 89 67 56
40 156 135 11 3 102 91 80 68 34 140 121 101 91 81 71 61 33 81 61 51
44 141 122 102 92 82 72 62 38 124 107 90 81 72 63 54 36 74 56 47
48 128 I I 0 92 83 74 65 56 42 110 96 80 72 64 56 48 39 68 51 43
52 I 16 100 84 75 67 58 50 46 98 85 71 64 57 50 42 42 62 47 39
56 105 91 76 68 61 53 45 47 95 82 69 62 55 48 41 45 57 43 36
- 48 52
57 102 88 74 67 59 52 44 48 93 80 67 60 53 47
39 33
- - - - - 49 90 78
- 149 51 38 32
58 100 86
Thickness
Ys U % %
~
l{,
---
-
"-
•
"
,••
,•
--
-
-
-
loads below horiz.ontal das hed li nes are for I fr greater than 120 , and apply only to bracing
and second ary members. For main members they must be red uced (A. I. S. C. Spec. Sect.
16 ( b»; see Examp le 2 on page 210.
AMERICAN
INSTITUTE OF STEEL CONSTRUCT ION
r
242
lr
DOUBLE-ANGLE
STRUTS
X-T-X
ALLOWABLE CONCENTRIC
-111-%"
LOADS IN
y
I
y
KIPS
1.59 1.61 1.61
1.55 1.56 1.58 1.59 1.60 1.61
1.2211.23 1.24 1.25 1.26 1.27
1.25 1.23 1.22
1.60 1.58 1.57 1.56 1.55 1.54
1.54 1.51 1.49 1.47 1.46 1.45
25.6 19.6 16.4
29.423.8 21.2 18.2 15.4 12.4
Wt.2 t! 39.6 33.6 27.2 24.0 20.8 17.4
7.50 5.72 4.80
8.607.00 6.18 5.34 4.50 3.62
Area 2 11 11.62 9.84 8.00 7.06 6.10 5.12
Size
5x3
5x3Y2
4 X 3).<1
T hickness
Y, % ;{,
%: % Y, ~, % ;{,
% Y, !{, % %; }i
1==
0 128 97 81
0 197 167 136 120 104 87
0 146 119 105 91 76 61
2 127 96 81
2 145 11 8 104 90 76 61
4 192 163 132 116 101 85
4 124 95 79
4 140 114 101 87 73 59 ·
6 185 157 128 11 3 98 82
6 120 92 77
6 132 107 94 82 69 56
8 176 149 122 108 93 78
8
114 87 73
114
87
73
8 120 98 87 76 64 52
164
139
100
10
12 149 127 104 92 80 67 10 107 81 68 10 106 87 77 67
, 57 46
X,
14 131 11 2 92 81 71 60 12 97 75 63 12 88 72 64 56 48 _.
- -- - -- - - - -- 39X
15 121 104 86 76 66 56 14 87 67 56 14 75 62 56 48 41 33
~
- -- - -X
16 113 95 79 70 61 52 15 81 62 52 16 65 54 48 42 35 29
-- -<
18 101 86 71 63 55 46 16 75 57 49 18 56 46 41 36 31 25
f-20 90 76 63 56 49 41 18 67 51 43 20 49 40 36 32 27 22
-25 20
22 80 68 56 50 44 37 20 59 46 39 21
~
61
51
33
22
41
24
72
53
35
45
39
I
f68 58 48 42 37 31 24 48 37 31
0 25 -z 26
55 45 40 35 30 26 43 33 28
0 146 119 105 91 76 61
2 145 118 104 90 76 61
0
4 142 116 102 88 74 60
0 197 167 136 120 104 87
l0 128 97 81
0
4 192 162 132 117 101 84
6 138 112 99 85 72 58
8 131 108 93 81 68 55
6 185 156 127 112 97 81 2 126 96 81
148
120
91
76
4
122
123 99 87 75 63 51
106
93
78
10
176
8
z
6 11 5 88 73 12 112 91 80 69 58 46
10 163 137 11 1 98 84 70
>8 106 80 67 14 100 81 71 61 51 41
12 148 124 100 88 75 63
>14 130 108 87 76 65 54 10 94 71 59 15 93 75 66 56 47 37
-- - - - - - - -- - -- - - -X
15 120 99 79 69 60 50 12 80 59 49 16 86 69 60 52 44 35
- - -- - --<
16 11 2 93 75 66 56 47 14 67 50 42 18 77 62 54 47 39 31
18 100 83 66 58 50 41 16 58 43 36 20 69 55 48 41 35 28
20 89 74 59 51 44 37 18 51 38 31 22 62 49 43 37 31 25
79 .66 53 45 39 32 20 44 33 27 24 55 44 39 33 28 22
22
-- -- -- 25 52 42 37 31 26 21
71 59 47 40 35 29
24
- - ---67 55
26 50 40 35 30
25
r"
ryy
---
-- - -
- ---
•""
- ---
---- --
""
•"
••
•"
"
•
-
-- -- -
--
Loads bel ow horizontal dashed lines are for I /r greater than 120, and app ly on ly to bracing
and secondary members. For main m embers they must be reduced (A . I. S. C. Spec. Sect.
16 ( b» ; see Examp le 2 on page 210.
AMERICAN
INSTITUl E
OF STEEL CONSTRUCTION
~
243
DOUBLE-ANGLE
STRUTS
y
!
x-9]F x
~! I..%"
y
L O ADS
.98 .99 1.01 1.01 1.02 1.03
2.48 2.45 2.43 2.41 2.40 2.39
39.6 33.6 27.2 24.0 20.8 17.4
Area 211 11.62 9.84 8.00 7.06 6.10 5.1 2
Size
5 X 3Yz
r"
ryy
wt. 2 I!.
~
X
<
e
I~
""
"~
"e0
z
""0
"e
••"
>- •
"z
>•X "
0
<
IN
KIPS
.83
.84
0
8
10
12
14
16
18
20
22
23
24
26
28
32
36
39
40
41
'"
197 167 136 120 104 87
0
189 160 130 115 99 83 8
184 156 127 112 96 81 10
179 151 122 108 93 78 12
172 145 117 103 89 75 14
164 138 112 89 85 71 16
155 130 105 93 80 67 18
145 121 98 86 74 62 20
134 112 90 79 68 57 22
128 107 86 75 65 54 23
122 101 81 71 61 _~1 _ 24
111 93 75 66 57 47 25
103 87 70 61 53 44 26
90 75 60 53 46 38 28
78 65 52 46 39 33 32
70 58 47 41 35 I~ 36
40
68 56 45 40 34
-- - - - - -41
66
1.03 1.04 1.05 1.06 1.07 1.07
1.91 1.89 1.89 1.88 1.86 1.85
29.4 23.8 21.2 18.2 15.4 12.4
8.60 7.00 6.18 5.34 4.!lD 3.62
.8~
2.50 2.48 2.47
25.6 19.6 16.4
7.50 5.72 4.80
5X3
% % J4 >{, %
J4 % %;
0 128 97 81
0 197 167 136 120 104 87
2 124 95 80
2 194 164 134 118 102 86
4 115 88 74
4 184 156 127 112 97 82
6 167 142 116 103 89 75 6 101 77 65
8 143 122 101 89 77 65 8 79 61 52
- -- --9 129 110 92 81 70 59 10 62 48 41
---10 114 97 81 72 63 _5}_ 12 50 39 33
12 96 81 67 60 52 44 13 45 35 30
-- 32 27
14 80 68 57 50 44 37 14
16 67 57 48 42 37 31
--- - - - -- 34 29
17
Thickness
X,
X
-,r
ALLO WABLE CONC ENTRIC
128
122
119
115
111
106
100
94
87
97
93
91
88
85
81
76
71
66
81
78
76
4 X 3y!!
% Y2
0
4
6
73
8
71 10
67 12
64 14
60 16
55 18
83 63 53 19
79 60 50 20
- - - - -75 57 48 21
72 55 46 22
68 51 43 24
58 44 37 26
51 38 32 28
44 33 28 30
43 32 27 31
---
>{,
%
%;
146
144
140
136
130
122
114
104
93
87
82
79
75
-- 68
62
57
52
50
119 105 91 76 61
117 103 89 75 60
114 101 87 73 59
110 97 84 71 57
105 93 80 68 54
99 88 76 64 51
92 81 70 59 47
84 74 64 53 43
75 66 57 47 38
- -- -- - - -70 62 53 44 35
66 59 50 42 33
63 56 48 40 32
61 53 46 38 30
55 48 42 35 28
50 44 38 31 25
46 40 35 29 23
42 37 32 26 21
-40 35 30 25
---
Loads be low horizontal dash e d lines are for l /r greater than 120 , and app ly only to bracing
and secondary mem bers. For ma in members they must be reduced (A. I. S . C. Spec. Sect .
16 ( b» ; see Example 2 on page 210.
A MER I CAN
%
0 146 119 105 91 76 61
2 144 117 103 89 75 61
4 137 112 99 85 72 58
6 126 103 91 79 67 54
8 110 90 80 70 59 47
10 90 74 66 58 49 39
--- - -- - -- -- - -- 12 74 61 54 47 40 33
14 63 52 46 40 34 28
16 53 44 39 34 29 23
17 49 40 36 31 27 22
I N S TI T U TE OF STEEL CONS T RUCTION
244
lr
1.23 1.25 1.25 1.26 1.27 1. 28
1.36 1.33 1.32 1.31 1.30 1.29
Wt.2l!. 27.2 22.2 19.6 17.0 14.4 11.6
Area 2 l!. 7.96 6.50 5.74 4.96 4.18 3.38
Siza
4x3
r"
ryy
1
0
2
4
6
8
10
12
X,
X
~
X
•
14
f-
""c
~
~
16
18
20
21
y,
y
1.07 1.08 1.09 1 .10 1.11
1.38 1.37 1.36 1.35 1.34
20.4 18.2 15.8 13.2 10.8
6.00 5.30 4.60 3.86 3.12
372 x 3
-
-
0 135 110 97 84 71 57
2 134 109 96 84 70 57
J
4
. 131 106 93 81 68 55
0
6 125 101 89 77 65 52
f8 116 94 82 71 60 48
0
10 105 85 74 64 54 43
z 12 92 74 64 55 46 _3~_
13
85 67 59 50 42 33
--- ----14
78 62 54 47 39 31
16
68 54 47 41 34 27
18 60 47 41 36 30 24
20
52 42 36 31 26 21
21
49 39 34 29 24 ..22..
22
46 37 32
zw
"
"
••
•
>-, "
>- "
•
-ljl-%"
KIPS
l{fj
I
f-
~
X~f-X
1.09 1.09 1.10 1.11 1.12
1.13 1.12 1.11 1.10 1.09
18.8 16.6 14.4 12.2 9.8
5.50 4.86 4.22 3.56 2.88
37-'2 x 272
% ~, Ji - - Y2 l{, % ~, Ji
- 0 102 90 78 66 53
0
135 110 97 84 71 57
2 101 89 77 65 52
134 109 96 83 70 57
2
4 96 85 74 62 50
4
129 106 94 81 68 55
6 89 78 68 58 47
6
122 100 89 76 65 52
8 79 70 61 51 42
8
112 92 82 70 59 48
65 58 51 43 35 10
99 81 72 63 53 43 10 - -- -- --59 52 46 39 32 11
61 53 45 37 11
82 69 -------- ------70 58 52 45 38 31 12 54 47 42 36 29 12
61 51 45 39 33 27 14 46 41 36 30 25 14
16
53 44 39 34 29 23 16 39 34 30 26 21
46 38 34 30 25 21 17 36 32 28 24 19 17
- - - 23 19 18 - 29 26 22 18 18
%
0
X
I
ALLOWABLE CONCENTRIC
LOADS IN
Thickness
y
DOUBLE-ANGLE
STRUTS
---
-
-
-
0 102 90 78 66 53
2 101 89 78 65 53
4
98 86 75 63 51
6 94 83 72 60 49
8 88 77 67 56 45
10 80 70 61 51 41
12 70 61 53 44 36
13 65 57 49 40 32
---- - --- -14 59 52 45 37 30
16 52 45 39 33 26
18 46 40 34 29 23
20 40 35 30 25 20
22 36 31 27 23 18
- - - 23
34
Y2
l{, % ~6 Ji
93 83 72 61 49
92 82 71 60 48
88 78 68 57 46
82 73 63 53 43
73 65 56 48 39
61 54 47 40 33
- -54 ~8 42 36 29
--- --- --50 45 39 33 27
43 38 33 28 23
36 32 28 24 20
33 30 26 22 18
31 28 24 21 17
0 93 83 72 61 49
2 92 81 71 60 48
4 89 78 68 57 46
6 83 73 63 53 43
8 74 65 56 47 38
10 63 55 48 40 32
--11 57 50 43 36 29
--- ------12 52 45 39 33 26
14 44 38 33 28 22
16 38 33 29 24 19
18 33 28 24 20 16
-
- - - -
-
Loads below horizonta l dashed lines are for l l r greater than 120, and apply only to bracing
and secondary members. For main members they must be reduced (A. I. S. C. Spec. Sect.
16 (b»; see Example 2 on page 210.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
245
!
DOUBLE-ANGLE
STRUTS
-llI~%"
ALLOWABLE CONCENTRIC
y
x-9F x
.r
Y
LOADS IN
'u
.85 .86 .87 .88 .89 .9C
1.99 1.96 1.95 1.94 1.93 1.92
Wt.2~ 27.2 22.2 19.6 17.0 14.4 11.6
Area 2 I!. 7.96 6.50 5.74 4.96 4.1 8 3.38
Size
4x3
% y, l{, % % )i
l{,
% li', )i
135 110 97 84 71 57
132 108 96 83 70 56
123 101 89 77 65 53
108 88 78 68 58 47
86 71 64 56 47 39
--- --75 62 56 49 41 34
-68 56 50 44 37 31
55 46 41 36 31 25
37 34
21
14
- 45 - - 30 25 19
15
0 102 90 78 66 53
2 100 89 77 64 52
4 93 83 72 60 49
6 83 74 64 54 44
8 67 60 53 44 36
--- --9 59 52 46 39 32
--- --- -10 53 47 42 35 29
12 43 39 34 29 23
14
36 32 28 24 19
- 26 22 17
15
0 93 82
2 90 80
4 81 72
6 65 58
7 55 50
--8 48 43
10 38 34
11 33 30
12
72 60 49
69 59 47
63 53 43
51 44 36
44 38 31
--- --38 33 27
30 26 21
26 23 19
23 20 17
0
4
6
8
10
12
0 102 90 78 66 53
4 100 88 76 64 52
6 97 86 74 62 50
8 93 82 71 59 48
10 87 77 67 56 45
12 81 72 62 52 42
14 74 65 56 46 37
16 65 57 49 41 33
--- --- --- -17 60 52 45 38 30
--18 57 50 42 35 28
20 51 45 39 32 25
22 48 40 35 28 23
24 42 36 31 25 20
26 38 33 28 23 ~
27 36 31 26
0 93 82 72 60 49
4 92 81 70 59 48
6 89 78 68 58 46
8 86 76 66 55 45
10 81 71 62 52 42
12 76 67 58 49 39
14 69 61 53 44 35
16 62 54 47 39 31
17 58 51 44 37 29
--- --- --- --- --18 54 47 41 34 27
20 49 43 37 30 24
22 44 39 34 27 22
24 40 35 30 25 20
26 36 32 27 22 18
27 34 30 26 21 17
28 33 28 24 20
Thickn ess
0
2
4
6
8
9
10
12
~
X
<
---
- -
1-
~
I
~
"z
~
"0
~
~
•0
a
>-, a
>- z00
~
<
-
3Y2 X 272
72
-- ---
-
~
~
"~
~
X
.70 .71 .72 .73 .74
1.76 1.75 1.74 1.73 1.71
18.8 16.6 14.4 12.2 9.8
5.50 4.86 4.22 3.56 2.88
.88 .89 .90 .90 .91
1.70 1.68 1.67 1.66 1.6
20.4 18.2 15.8 13.2 10.8
6.00 5.30 4.60 3.86 3. 12
3)1 X 3
Y, ~ % li', )i
' yy
X,
X
KIPS
~
135 110 97 84 71 57
133 109 96 83 70 56
130 106 93 81 68 55
126 103 90 78 66 53
121 99 87 75 63 51
115 93 82 71 60 48
14 107 87 76 66 56 45
16
99 80 70 61 51 41
18 90 72 63 54 46 37
19 84 68 59 51 43 35
--- --- ----20
79 64 56 48 40 33
22
72 58 51 44 37 30
24
66 53 47 40 34 27
26
61 49 43 37 31 25
28
56 44 39 34 28 23
30 51 41 36 31 26 21
32
47 37 33 28 23
1..22..
33
45
--- ---
- - -
-
-
-
-
-
Loads below horizonta l dashed lines are for l / r greater than 120, and apply only to bracing
and secondary members. For main members they must be reduced (A. I. S . C. Spec. Sect.
16 ( b) );see Exa mple20n page 210.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
-
246
DOUBLE-ANGLE
STRUTS
lr
Area 2 II
.91 .92 .93 .94 .951
1.181.171.161.141 .13
17.0 15.2 13.2 11.2 9.01
5.00 4.42 3.84 3.24 2.62
Size
3x2Yz
ryy
Wt.2 l!
1
IN
X
00
X
<
>~
"z
I
=
r
o
z
W
.J
C
W
>-
.92 .93 .94 .95 .96 .97
.94 .93 .92 .90 .89 .88
15.4 13.6 11.8 10.0 8.2 6.1
.77
.96
10.6
4.50 4.00 3.46 2.94 2.38 1.80
3x2
3.102.622.121.62
2Yz X 2
00
z
>-, 0
>~
x
<
.78 .78 .79
.95 .94 .92
9.0 7.2 5.5
%
Hs
o
~{6
M
~
~
~
0
~
M
~
W
41
m
~i
~
0
~
~
~
~
2
~
M
M
M
~
2
M
~
M
W
~
m
2
m
~
4
m
~
~
m ~
3
n
~
5 74 66 57 49 39
4 71
67062544637567
63
60
7 6 4 5 7 5 0 4 3 3 5 6 6 3 56
8 58 52 45 39 32
7 58 52
9 51 46 40 34 _~8_ 8 53 47
10 46 41 36 31 25
9 46 42
-----41 37 33 28 23 10 42 38
11
38 34
12 38 34 30 25 20 11
14 31 28 25 21 17 12 34 31
15 28 25 22 19 16 15 26 23
16
u I ?{6 =
35 27
56 48 39 29
3 49 42 34 26
M
46 38 28
4 47 40 32 25
52 ~ 36 27
5 ~ 37 30 23
49 42 34 26
6 40 34 27 21
45 39 32 24
7 35 30 24 19
-----------41 35 29 22
8 30 26 21 16
37 32 26 20
-- ---- --- 9 27 23 19 14
33 28 23 18 10 24 20 17 12
30 25 21 16 11 21
18 15 11
27 23 19 15 12 ~ 16 13 10 ,
20 18 14 11 13
15 12
9
13 10
o
8575655545
2
M
M
M
M
~
0
~
M
~
W
~
m
2
~
~
~
4
~
n
~
~
~
~
~
M
W
~
m
m
~
~
~
ro
~
m
~
n
~
~.
w
~
~
W
~
~
•
~
6
7
8
9
10
11
12
13
14
16
18
19
052~3628
V
~
~
~
W
~
2
3
4
n
~
M
%
~
~
3
4
5
~
~
~
n
M
~
~
E
5 M
~
~
~
~
V
6
~
~
m ~
~
m
~
~
~
~
~
~
~
~
49
41
33
30
23
7
8
~
57
38
32
25
19
• 5 n
~
•o
~II-%"
y
KIPS
I=T:,;h;;;';;k";;";;'=lc",Y,~2 _1iI_6__%_,_ =%~6~lc",li",4~~=I=Y,
,,,J"'= IC,:,V",I6=I=%"'S,= }16
x,
x-lf-x
1
ALLOWABLE CONCENTRIC
LOADS
r"
y
65
60
54
49
46
42
36
31
29
6 M ~ W ~
7 59 52 45 38
53 45 38 3 1 8 M 47 41 34
48 41 34 27
9 48 42 36 30
---------------------44 37 31 25 10 43 38 32 27
40 34 29 23 11 39 34 29 24
37 32 26 21 12 36 31 26 22
32 27 23 18 13 32 28 24 20
28 24 19 16 14 3D 25 22 18
15 27 23 20 16
26 22 18
27 _22_ 9 _3~ __2.!l __2_2__1.?_
24 18 10 30 25 20 15
21
16 11 27 23 18 14
19 14 12 25 21
16 12
17
16
13
12
13
14
23
21
14 1-22... 15
16
19
17
19
17
16
15
14
13
Loads below hori zonta l dashed lines are for ll r gl'eater than 120, and apply only to bracing
and secondary members. For main members they must be reduced (A. I. S . C. Spec. Sect.
16 (b) ) i see Example 2 on page 210.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
11
10
9
247
DOUBLE-ANGLE
STRUTS
y
!
x9)~%"
Fx
1
A L LOWABL E CONCENTR IC
LOADS IN KIPS
I
y
-,r
.55 .55 .56 .57 .57 .58
.58 .58 .59 .60
.72 .73 .74 .74 .751
1.45
1.57
1.56 1.54 1.53 1.52 1.51
1.46
1.48
1.50 1.49
1.27 1.26 1.25 1.24
15.4 13.6 11.8 10.0 8.2 6.1
17.0 15. 213.2 11.2 9.0
10.6 9.0 7.2 5.5
1
2.62,
4.50
4.00 3.46 2.94 2.38 1.80
3.24
3.84
3.10 2.62 2.12 1.62
5.00
4.42
Area 2 l!.
Size
3x2
3 X2),<)
27> X 2
:v, !-f, U %
Thickness
i{,
:v, ~16 M ;{,
),<) 'U6 %
U =
7>
1= 0 85 75 65 55 45 o 76 68 59 50 41 30 0 53 44 36 I~
2 82 73 63 53 43 2 72 64 56 47 38 29 2 50 42 34 26
3 47 40 32 25
3 79 70 61 51 42 3 67 60 52 44 36 27
4 74 66 58 48 39 4 60 53 46 40 32 24 4 42 36 29 23
X
•
40 34 28 21
5 37 31 25 20
5 68 61 53 45 36 5 51 - - 46
X
- . -- - - -- - -- ---6 61 55 48 40 33 6 42 37 32 28 22 17 6 30 26 21 16
X
--<
7 52 47 41 35 29 7 35 31 28 24 19 15 7 26 22 18 14
-----8 45 40 36 30 25 8 30 27 24 20 17 13 8 22 19 15 12
9 19 16 13 10
10 35 32 28 24 19 9 26 23 20 18 14 11
-- 9
- 10
22
19
15
12
28
25
I-
r"
ryy
WI. 2 \>.
",
---
•
-- -
--
1-
~
~
•
Q
0
2
4
6
8
l-
10
~
"0
I-
z
~
.J
w
0• 11
•
>- •~ 12
• • 13
>- z
•X
<
~
85
85
83
79
75
69
66
63
59
55
75
75
73
70
66
61
59
56
52
48
14
15 50 44
-- 16 47 41
17 44 39
18 42 37
20 37 32
22 33 29
24 30
I~
25 28
65 55 45
65 55 44
63 53 43
61 51 41
57 48 39
53 44 36
51 42 34
48 40 32
45 37 30
41 34 27
- -38 32 25
36 30 24
34 28 22
31 26 21
28 23 19
25 21 17
22 18
---
--
I~
--
0 76 68 59 50 41 30 0 53 44 36 28
2 76 67 58 50 40 30 2 52 44 36 27
4 74 66 57 49 39 30 4 50 43 35 26
6 72 63 55 47 38 29 6 48 40 33 25
8 68 60 52 44 36 27 7 46 39 31 24
10 64 56 49 41 33 25 8 44 37 30 23
11 61 54 47 39 32 24 9 42 35 29 22
12 58 51 44 37 30 23 10 39 33 27 20
13 55 48 42 35 28 21 11 36 31 25 19
14 52 45 39 33 26 20 12 33 28 22 17
-- - -- 15 48 42 36 31 24 18 13 30 25 20 15
------ -- - - 16 44 39 33 28 23 17 14 28 24 19 14
17 42 37 31 27 21 16 15 26 22 18 13
18 40 35 30 25 20 15 16 25 21 16 13
20 35 31 27 22 18 13 17 23 19 15 12
22 32 28 24 20 16 12 18 21 18 14 11
24 28 25 21 18 14 11 19 20 17 13 10
25 27 23 20 17 13 ...!..2.. 20 19 16 13
- - - 926 25 22
21 18 15
--
- --
Loads below horizontal dashed lines are for l fr greater tha n 120, and app ly on ly to bracing
and secondary members. Fo r main members they must be reduced (A. I. S. C. Spec. Sect.
16 (b) ) ; see E){ample 2 on page 210.
AMER I CAN
I NST I T U TE OF STEEL
C O N STRUCT I ON
248
0
COLUMNS
STEEL PIPE
ALLOWABLE CONCENTRIC LOADS IN
KIPS
For Dimensions and Designing Properties of Pipe see Page 139.
STANDARD
Nominal Diameter
Unbrac&d
length
Feet
3
4
8
6
5
12
10
3Yz
-9.11 7.58
49.56 43.77 40.48 34.24 31.20 28.55 24.70 18.97 14.62 10.79 - --
-- - -
6
8
10
12
14
16
18
20
22
Weight par Foot
246
244
243
240
237
234
231
227
222
217
216
214
212
210
207
204
200
196
-- -- - -
200
199
196
194
190
187
182
178
172
169
168
166
164
161
158
154
151
146
140
138
136
133
129
125
121
115
109
154
153
151
149
147
144
141
137
133
121
120
118
115
11 2
109
105
100
95
- -
- -
-- - -
-- --
92
90
86
82
79
74
69
63
56
50
47
44
40
34
70
68
64
61
56
51
45
42
38
35
30
33
30
26
25
21
18
16
13
30 22
26
41 23
21
37
19
17
15
EXTRA STRONG
Nominal Diameter- Weight per Foot
Unbraced
l eng,h
Feet
6
8
10
12
14
16
18
20
22
24
12
65.42
10
54.74
8
43.39
6
28.57
5
20.78
4
14.98
325
323
320
317
313
309
304
299
293
286
271
268
265
261
257
252
246
239
232
224
213
210
205
201
196
189
182
173
164
155
139
135
131
125
119
112
103
94
84
77
99
96
91
85
79
71
63
56
51
46
70
65
60
54
47
40
36
32
28
25
3Yz
12.51
58
53
47
40
34
30
26
23
3
10.25
45
40
35
28
24
21
18
DOUBLE E XTRA STRONG
No mi nal Diameter- Weight per Foot
Unbraced
l ength
Feet
6
8
10
12
14
16
18
20
22
24
26
8
72.42
6
53.16
5
38.55
4
27.54
355
350
343
334
324
312
299
284
269
250
230
257
249
240
228
213
200
182
163
147
135
124
183
176
165
154
140
125
109
98
88
80
72
130
118
108
94
79
70
61
54
47
3>'2
22.85
103
93
82
68
58
50
43
38
3
18.58
80
70
59
48
40
34
Loads below heavr line are for secondary members with l lr ratios betwee n 120 and 200.
For main members 0 same length, reduce as shown on Page 210. Properties of steel from
which pipe is mad e are assumed to be those 01 A .S.T.M. A7. If p ipe is made of other steel,
safe loads shou Id be suitably modified.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
249
COLUMN
BASE PLATES
-8---<
I
I J
ALL OWAB LE BENDING STRESS
20000 POUNDS PER SQUARE INCH
600 Pounds per SQ. In.
Maxi -
m,m
Weight Dopth
P"
Foot
Unit Pressure on Support
Unit Pressure on Support
Column
Nominal
Sil:8
Width
Column
"
"
0
DIMENSIONS FOR
MAXIMUM COLUMN LOADS
Thickness of
Dimen-
Plate
sions
Load
Column Flange
Calc.
Fin. Rol'd B
C
800 Pounds per SQ. In.
Th ickness of
Gross
WI.
Calc.
Plate
D imensions
Fin. Rol'd
8
C
Gross
WI.
-- - -
-- - - -
60
7522
6.51
6~
7
51
52
5259
5'
6552
5.98
6~
6;';
48
52
.59£
55
56
610S
6.02
6»
6M
48
'8
4243
52
55
5257
5.43
5j{
6
44
48
3590
50
52
4419
5.39
5"
6
44
44
3291
3740
4.83
5)4
5;';
41
44
2811
3440
4.70
'%
'%
5
40
41
2323
5
56
40
2153
'"4,.
,.
'"• •
'".
Lb.
- - - - -- - - - - - - - -- Kips
- - - --- - - - - - - -
'".
'".
14 x 16
'26
18.69
16.695
2113
6.83
7
7M
59
398
18.31
16.590
1973
6.40
6~
7
56
370
17.94
16.475
1834
6.25
6%
7
342
17. 5G
16.365
1696
5.80
6»
6M
31.
17 . 19
16.235
1556
5.55
5"
6
287
16. 81
16.130
1422
5.23
5.l4
5M
48
50
26.
16.50
16.025
1308
4.95
5)4
5M
46
48
2'6
16.25
15.945
1219
4.70
4 ~1
5
44
46
2867
4.56
5
44
'5
2805
4.25
5
43
44
2680
4.14
5
41
44
2555
'.02
5
40
44
2493
4.01
-
-
- -
'". -'".- -'". -'". - '". '". '". '". -'". - - -'"-. --
237
16.12
15.910
1174
228
16 .00
15.865
11 30
219
15.87
15.825
1084
211
15.75
15.800
1046
."
'.54 ."
."
4.67
'.34
'.34
';(
15.00
15.550
783
3.50
150
14.88
15.515
7.2
3.36
142
14.75
15.500
705
3.28
150'
35
35
1428
33
36
1346
32
36
1305
'"
'"• •
';';
38
40
1938
3.69
36
41
1673
3.56
3M
3;';
32
34
1079
36
39
1591
3.35
3;';
3;';
32
33
1047
'84
3.82
158
1550
37
3.70
911
3.66
• •
38
3.87
15.660
3.95
36
2040
15.38
827
'M
2142
184
871
1790
40
.;(
4.11
15.600
1887
39
.2
4.10
'56
15.640
40
36
40
1001
15.710
15.1 2
37
4M
40
15.750
15.50
15.25
';';
'M
15.63
193
176
•
• •
• •
4
• •
• •
• •
36
37
1509
3.19
3;';
3;';
31
32
35
36
1428
3.09
3;';
3;';
29
32
920
33
36
1346
3.09
3;';
3;';
28
32
888
Plates4 inches thick, or under, may be flattened by pressing. For plates more th an 4 inc hes
th ick, rolled thickness includes a llowance for planing top s u rface. Additional allowance must
be made for fi nish ing bottom surface of base plates to be set on grillages. Structura l drawings
s hou ld show finished thickness. M ill orders should specify rolled thickness.
Above base plate sizes computed by method given on page 129.
AMERICAN
Lb.
'M
202
167
Lb.
INSTITUTE OF STEEL CONSTRUCTION
250
~B----l
COLUMN
BASE PLATES
0
I
I
DIMENSIONS FOR
MAXIMUM COLUMN LOADS
I
ALLOWABLE BENDING STRESS
20000 POUNDS PER SQUARE INCH
Column
mom
N ominal
Size
'0.
14 x 14711
14 x 12
14 x 10
14 x 8
12 x 12
Unit Pressure on Support
600 Pounds per Sq. In.
Maxi-
Weight Depth
PO'
Width
Column
Load
Thickness of
Dimen-
Plate
sions
Unit Pressure on Support
800 Pounds per Sq. In.
Gross
Thickness of
Plate
Dimensions
Gross
Wt.
"
Calc. Fin. Rol'd B C
Calc. Fin. Rol'd B
C
-- -- - - -- - - - -- -- - - - - - Kips
Lb.
. -'0-. -'0. '0. Lb.
'0. '0. to. '0. '0. Lb. - '0.- -'0- '-0. - - '-0. - - - - - - - - - - - -
Foot
"
WI.
Column Flange
-
-- --
--
-
--
136
14.75
14.740
673
3 . 15
3;';
3;';
32
35
111 1
2.81
3
3
2.
30
714
127
14.62
14.690
628
3.03
3;';
3;';
32
33
1047
2 . 82
3
3
2.
2.
666
119
14 . 50
14.650
589
2.88
3;';
3;';
31
32
984
2.61
3
3
27
2.
643
111
14.37
14.620
549
2.89
3
3
28
33
785
2.46
3
3
25
28
595
103
14.25
14.575
509
2 . 59
3
3
28
31
738
2.31
2;';
2;';
24
27
459
95
14.12
14.545
470
2.45
3
3
28
28
656
2.12
2;';
2;';
24
25
425
87
14. 00
14.500
430
2.19
3
3
26
28
619
1.95
2
2
23
24
313
84
14.1S
12.023
413
2.32
2;';
2;';
24
2.12
2;';
2;';
22
24
374
14.06
12.000
384
2.15
2;';
2;';
24
'"
493
78
27
459
1.84
2
2
20
24
272
258
74
14.19
10.072
361
2.40
2;';
2;';
24
25
425
1.88
2
2
19
24
68
14.06
10.040
332
2.25
2;';
2;';
23
24
391
1.81
2
2
18
24
245
61
13.91
10.000
297
1.93
2
2
21
24
286
1.84
2
2
16
24
218
53
'3.94
8.062
254
1. 72
2
2
18
24
245
1.65
2
2
16
20
181
16
24
218
1.46
2
2
15
20
170
22
150
1.21
2
2
13
20
147
48
13.81
8.031
230
1.63
2
2
43
13.68
8 .000
206
1.42
1;';
1;';
16
190
14.38
12.670
936
4 . 33
4%,
5
39
40
2210
3.93
4
4
33
36
1346
161
13.88
12.515
794
3.89
4
4
36
37
1509
3.64
4
4
31
32
1124
133
13.38
12.365
655
3 . 32
3;';
3;';
32
34
1079
3 . 15
3;';
3;';
2B
29
805
120
13.12
12.320
591
3.16
3;';
3;';
31
32
984
2.93
3
3
27
28
643
106
12 . 88
12.230
522
2 . 82
3
3
2B
31
738
2.57
3
3
24
27
551
99
12.75
12.190
4B7
2 . 74
3
3
2B
2.44
2;';
2;';
24
26
442
92
12 . 62
12.155
453
2.59
3
3
27
'"
690
2B
643
2.45
2;';
2;';
24
24
408
85
12.50
12.105
418
2.41
3
3
25
2B
595
2.12
2;';
2;';
22
24
374
79
12.38
12 . 080
388
2.28
2;';
2;';
24
27
459
2.08
2;';
2;';
21
24
357
72
12.25
12.040
354
2.14
2;';
2;';
24
25
425
1.80
2
2
20
22
249
65
12 . 12
12.000
320
1.88
2
2
22
24
"'9
1.80
2
2
20
20
227
Plates 4 inches thick, or under, may be flattened by p ress ing . For p lates m ore t han 4 inches
thick, rolled thickness includes a llowance for plan in g top surface. Additional allowance m ust
be made fo r finishing bottom surface of base p lates to be set on gril lag es. Str uctura l d rawi ngs
should show finishe d thickness. M i ll orders should specify rolled thickness.
Above base plate sizes computed by method given on page 129 .
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
251
I<-- B ------->
I
I
I
c
COLUMN
BASE PLATES
ALLOWABLE BENDING ST RESS
20000 POUNDS PER SQUARE INCH
Column
Nominal
Size
'".
12 x 10
12 x 8
10 x 10
10 x 8
8,8
a 'x 6M
pO'
Foot
Un it Pressure on Support
600 Pounds per SQ. In.
Ma;o;i-
Weight Depth
a
DIMENSIONS FOR
MAXIMUM COLUMN LOADS
Width
of
of
Column Flange
mom
Column
Load
Thickne ss of
Plate
Calc.
Fin.
Unit Pressure on Support
aoo Pounds per Sq. In.
Dimensions
Aor'd B
C
Gross
WL
- - - - -- - -- - - - - -- - K ips
Lb.
- -- - -- - -- - -- - - - - - - I - -
Thickness of
Oim en-
Plate
sions
Calc.
Fin . Rol'd
B
C
Gross
W'.
- - - - - - - - - - -Lb.'". '". '". '". '". - Lb.- -'". -'"-. -'"-. -'". -'". - -
'". '".
58
12.19
10.014
283
1.85
2
2
20
24
272
1. 72
2
2
18
20
204
53
12.06
10 . 000
258
1.88
2
2
18
24
245
1.52
2
2
17
20
193
50
12.19
8.077
240
1.84
2
2
17
24
231
1.48
2
2
15
20
170
45
12 .06
8 .042
216
1. 71
2
2
16
23
209
1.45
1),
1)2
14
20
119
40
11.94
8.000
192
1.44
1)2
1)2
16
20
136
1.28
1)2
1)2
14
18
107
11 2
11.38
10.415
548
3. 15
3)2
3)2
29
32
920
2.95
3
3
25
28
595
100
11.1 2
10.345
490
2.97
3
3
28
29
690
2.70
3
3
24
26
530
89
10.88
10.275
436
2.66
3
3
26
28
619
2.54
3
3
23
24
469
77
10.62
10.195
377
2.40
2)2
2)2
24
26
442
2.39
2)2
2)2
20
24
340
72
10.50
10.170
352
2.50
2)2
2)2
25
24
425
2.08
2)2
2)2
20
22
312
66
10.38
10.117
323
2 .21
2)2
2)2
23
24
391
2.02
2)4
2)2
20
21
297
'"
10.25
10.075
294
2.11
2)2
2)4
21
24
357
1.S7
2
2
19
20
215
54
10.12
10.028
264
1.86
2
2
20
22
249
1.77
2
2
17
20
193
49
10.00
10.000
239
1.79
2
2
20
20
227
1. 63
2
2
16
"
172
45
10.1 2
8.022
217
1.74
2
2
18
20
204
1.66
2
2
16
17
154
39
9 . 94
7 . 990
188
1.57
2
2
16
20
181
1.31
1)2
1)2
14
17
101
33
9 . 75
7 . 964
159
1.43
1)4
1)2
16
17
116
1.14
1)4
1)2
13
16
88
9.00
B.287
324
2 . 43
2)2
2ji
23
24
391
2.28
2)2
2)2
20
21
297
8.75
8.222
280
2.32
2Y,
2)2
20
24
340
2.00
2
2
18
20
204
48
8.50
8.117
232
2.00
2
2
20
20
227
1.72
2
2
16
18
163
181
1.48
1)2
1)2
15
16
102
1)2
14
16
95
1)2
14
14
83
.
67
40
8.25
8.077
193
1.83
2
2
16
20
35
8.12
8.027
169
1.53
2
2
16
18
163
1.40
1)4
31
8.00
8.000
14.
1.42
1)2
1)2
16
16
109
1.28
1)4
28
8.06
6.540
132
1. 30
l ji
1)2
14
16
95
1.16
1)2
1)2
12
14
71
24
7.93
6 . 500
113
1.29
1)4
1)4
14
14
83
1.08
1)2
1)2
12
14
71
Plates4 Inches thick, or under, may be flattened by pressing. For plates more than 4 inches
thick, rolled thickness includes allowance for planing top surface. Additional allowance must
be made for finishing bottom surface of base plates to be set on grillages. Structural drawings
should show finished thickness.
Mill orders should specify rolled thickness.
Above base plate sizes computed by method given on page 129.
AMERICAN
INSTITU TE O F
STEEL
CONSTRUCTION
252
RIVETS
'Va"
HOLE S
1*6"
STANDARD BEAM CONNECTIONS
"Aft SERIES
1-, t
mrn
. ' +
ALLO WABLE LOADS IN KIPS
A
Rivets
' ,-
· c
·0
"0
0_
Outstanding
"
Legs
~ .
" "13
••
'oc
A IO
. ~
No.
Shear
20
180.4
Rivets
M aximum Value
Web" l egs
Boaring
Shear
350 t
180.4
36 W
(al l wei ghts )
180.4
Section
A
2'5¥'
~Q
- '~
••
~~
L-
0_
o.C"
c:l;
2 1.:! 4 x atx
'-N
t=thick·
''''
fa
of web
~ .
-
0
'.
-
o~
~
.
· c
~o
c ..
~
A9
'; c
EC
.0
.0
~,
ox
"~0_-x
..• •
u
18
162.4
315 t
162.4
33 W (all weights)
162.4
16
144.3
280 t
144.3
30 W <all weights)
144.3
14
126.3
245 t
126.3
27 W 177 to 102
94
126.3
120.0 j
24 W 160 to 120
11 0
100
94
84
76
108.2
107.1j
98.3j
108.2
9s. 6j
92.4j
241 120 to 90
79.9
108.2
105.0j
2 1.!' 4 x 3 t x ta-
~.
~,
• c
......
o·
, ••
~o
~
~
.~f.. . ~
.
0
N
~ ~
~
0
~
~
; OIg :l
.... .. (\I E
(,I) 0
8,"
0 '"
U.LL. (II0~II-0
~1l c: t:
-
AS
.... 01'11
ci. .!2 V1GJ
: ::s .!!~
41 ~ .~
~ .... g:l
1tI .=;';: VI
~f C. .;
t~~:;
21.!' 4 xaj- xfG
.,[J
.... IU O
C: IO C:CL
r::O U a.
o .c: Cia
(.) +'0 01
~ ;;.=
.- .s: 0 E
~ ........ (\I
(1)"~
: ~.E III
!'~"EE
- 0I8:1l
~ .... u .o
41 0 1\l ..
,s: I: (1)0
I- VI 1:11.
c o
~t
o.
oC
2 1! 4 x 3txfe
.o m
12
108.2
210 t
2 12 4 )( 3-},, 1o
108.2
tTbc values tabulated fo r tbese connections have been reduced to those permitted by web bearing.
S ee pages 150 a nd 151 fo r wei ghts of Sta nd a rd Con nectio ns a nd m inim um s pa ns to whi c h applicable .
A M ERICAN
INSTI T U TE OF S TEEL
C ONSTR U CT I O N
253
RIVETS '%"
STANDARD BEAM CONNECTIONS
"A" SERIES
ALLOWABLE LOADS IN KIPS
A
Rivets in
Outstanding
Legs
No. Shear
A5
Rivets
BS3ri ng
175 t
10 90.2
Maximum Value
;"
Web legs
t =thick-
ness
of web
Shear
-
Section
-
--I
21 W"142 to 96
82
90.2
73
68
62
18W"114to 105
96
85
77
70
64
60
55
50
140 t
A2mJ
6 54.1
4 36.1
105 t
HOt
2L! 6x4x!
2 18.0
70 t
R
90.2 20 ! 95 to 75 90.2
87.5j
87.3 j
65.4
79.6j
75.3j
70.0j
68.0j
62.0j
57.0 j
53.2 j
48.4 j
43.0 j
41.9 j
14W" 38
34
30
32.9j
30.2j
28.41
54.1 12W" 36
31
27
32.0j
27.8j
25.2j
54.1
48.3 j
44.9 j
36.8j
lOW" 29
25
72.2*
21
8W" 20
17
36.1 10!(35and25.4) 36.1
36.1
33.0j
8! 23.0
30.9j
18.4
28.1 j
26.2j
23.9j
72.2
16W" 96
88
78
A3ru
Seclion
72.2 16W"71
71.7j
64
58
72.2
66.5j
50
61.3j
45
56.4j
40
58.3j
36
54.6j
50.1j 18! 70
54.7
72.2
15! 50
70.6 j
72.2
42.9
A41l:" \
8 72.2
R
7! 20
15.3
18.0
17.5j
6!
18.0
16.1j
36.1 ·
17.25
12.5
12! 50
40.8
35
31.8
5 ! 14.75
10
72.2
64.4j
72.2
57.4j
18.0
13.7j
*These values are theoretical. The y cannot be a ttained by webs of any of the listed beams.
trhe values labulated for these connections ha ve been reduced to those permitted by web bearing or web
shear, whichever governs.
See pages 150 and 151 for weights of Standard Connections and minimum spans to which applicable.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
254
RIVETS
%"
HOLES 1%(;"
STANDARD BEAM CONNECTIONS
"H" & "HH" SERIES
+1rn+
m
+, +
ALLOWABLE LOADS
·.
'N
KIPS
H
HH
Rivets in
/
;:S:::;:S:::
"" "X
Outstanding Legs
~~
H
HH
~~
No. Shear
No. Shear
~j
-
, ,
"''''
-·.
00
l:l:
l:
$:~
X"
X"
~~
~~
~j
"', ''',
""'"
l:l:
II
T')
-- - - -
Rivets in
Web Legs
Bearin!) Shear
-
-
-
-
Maximum Value
Section
40 360.8 560 1 288.6 36 W (all weighls)
t- thick-
H
HH
-288.6
ness
of web
-
- -
1.21'
·.
l:
-
- -
36 324.7 4901 252.6 33 W 240 10 141
130
252.6
249.6 j
-
-- -
;:s:::;s:
""
- -
--- -
---
--
~~
""
~~
jj
, ,
"''''
mo>
l:l:
l:
32 288.6 4201 216.5 30 W 210 10 116
108
",!.!!,
I'
·.
-- -
~;s:
0
IE
LtJ
" X
- -
--
28 252.6 3851 198.4 27Wlnlo114
102
94
~~
" X
~~
j':J
216.5
212.4 j
198.4
182.31
171.4 j
, ,
"''''
~~
l:l:
l:
·.
.." "
-
- -
;:S:::~
-
- - - -
24 W 160 and 145
130
120
110
24 216.5 350 1 180.4
100
94
84
76
~
""
~~
jj
~~
~~
l:l:
l:
180.4
178.1 j
175.7 j
160.2j
146.0 j
162.9j
147.2 j
136.8j
Note for all Connections;
' Vhere some of the rivets in outstanding legs frame opposite,
through a plate less than %" thick, reduce above values for
outstanding legs by 1.09 nk, where n- number of rivets framing
opposite and k- nurnber of sixteenths by which t is less than Yz".
Note that value of rivets in web legs may still control. Above
formula for }-S" rivets only_
tThe values tabu1a ted for these connections ha ve been reduced to those permitted by web bearing or web
shea\T~~!~~~~";~ ~<;';V~;~ections have been omitted where shear in rive ts in outstanding legs governs and, there-
fore permit t he same values as "A " Connections l.." lbulated on page 252.
See 'pages 1 50 and 1St for weig h ts of Standard Connections and minimum spans to which ap plicable .
AMERICAN
INSTITUTE OF STE E L
CONSTRUCTION
255
II
'Va"
RIVETS
HOLES 1* (5"
STANDARD BEAM CONNECTIONS
"H "
&
"HH" SERIES
ALLOWA BLE LOA DS I N KIPS
t it
~rn
HH
H
Rivets in
Outstanding Legs
H
I]
N,. Shear N,. Shear Bearing Shear
- - - - --- - --
-
12'2
H 5 · 2 ~ 6 x 4xh
;j;
Rivets in
Web l egs
HH
10 90.2
H H 6· 21! 6 x B )t~
N
•
~
,;
0
E
0
18 V'F 114
105
96
85
77
70
64
60
55
50
~
c
•
••
•
.."
~
0
~
n
0
~
0
D
i
72.2
8
H 4- 2 l! G }O; 4 x
t:lH4-2 l! 6 x6xt
E
~
•
E
••
~
~
u.
- -- -
IDJ
6
54.1
H
HH
---
90.2
90.2
90.2
90.2
144.3
143.9t
144.3
135.3t
125.6 t
11 81 t
109.2 t
72.2
72.2
72.2
72.2
72.2
72.2
72.2
72.2
142.9t
131 .9t
12O.9 t
125.3t
11 2.1 t
102.5t
93.6t
98.7t
91 .9t
83.8t
-- --
u.
!l0
z
Section
21 V'F 142 and 125
11 2
96
20 180.4 280 t 144.3
82
t= thick73
ness
68
of web
62
- - -
~
•
Maximum Value
16 144.3 280 t 144.3 16 V'F 96
88
78
71
64
58
50
45
40
36
11 3.5t
72.2 105.9 t
72.2 112.2 t
72.2 102.1 t
72.2 92.1 t
72.2 83.9t
72.2 80.3t
72.2 72.5t
63.9t 63.9t
61.6t 61.6t
--- ---
- -14 V'F 38
34
30
54.1
57.5 t
52.21 52.2t
48.6t 48.6t
12V'F 36
31
27
48.5 t
41.6t
37.3t
12 108.2 210 t 108.2*
H 3 · 21.!! 6x 4 xt
HH 3 - 2 1.!! 6 x6x-t
I
"H " and" HH " Connections are not treated as standard by all fabricators. When
so treated, the web rivets must be retained in number and position as shown in these
sketches. Those fa bricators who treat any connection heavier than the" A " Series as
special, detail both field and shop rivets according to the general principles given on
page 260. Whereas some fabricators fabricate" A" Connections by Symbol without
detail drawings, "H", "HH ", and special connections must always be detailed for all
fabricators.
*This value is theoretical . I t cannot be attained by the webs of any of the lis ted beams.
tThe values tabulated for these connections ha ve been reduced to those permitted by web bearing or web
shear. whichever ~vem s.
Values for" ., Connections have been omitted where shear in rivets in outstanding legs governs and. t herefore, permit the same values as "A" Connections tabulated on page 253.
See pages 150 a nd 151 for we ig h ts of Stand ard Connecti o n s a nd mi n i mu m span s to wh ic h a ppl icab le.
AMERI CAN
IN S TITU T E
OF
STEEL C O N S TR UCT I O N
256
RIVETS %"
HOLES 1716"
STANDARD BEAM CONNECTIONS
t it
~rn
"8" SERIES
ALLOWABLE LOADS IN KIPS
B
,.
Rive ts
'"
Outstanding
Legs
eo
.'"
o~
.
~N
~~
;
2'6f'
B 10
·0
• Ill
-.••••
~N
N,.
Shear
20
132.5
2C4 x
..
00
._ 0
"
_0
,.
00
~"
0';':
."
r
B 9
E'
••
~~o
~::s::
:;;:
o.
Shear
Section
R
300 t
132.5
36 \IF (al l weights)
132.5
18
119_3
270 t
119.3
33 \IF (all weights)
11 9.3
16
106.0
240 t
106.0
30 \IF (all weights)
106.0
14
92.8
210 t
92.8
27 \IF (all weights)
92.8
12
79.5
180 t
79.5
24 \IF 160 to 84
76
79.5
79.2j
24 I (all weights)
79.5
t ts
21! 4 xa x
~;1ii
.ON
~gg
..1::;;1'11
•
:g~~
2~oQ)
;'$~a
eB
:;; ~.~ ~ -
'C ..
I:
Bearing
of web
at"ro
.,L
00
~o
Maxi mum Value
ness
o~
•a"
'"
t =-thick-
'- -
.~
Rivets
We b Legs
1
jt"
U.!!
01.::
;:I
g:; c.!:
21! 4x3~1'>fo
.u.i\i~
l:!,;~'C
~!l~1:
-; I'll gJl'II
':'5Q)!1
• ,tl..l: 0
UI'II+'z
· ~o
I'll C .. ~
B
...-1;11'"
g f.!: ~
'.jJ~~~
o
o.
~ ·=8&.
'[J
21! 4xat;o;
C°l'lle.
o;
.. Q
fs
,m
.
~~lW
';:;~E
~;~~
:
.. 0'"
m:luE
: ~";I'II
..
. _!II
",+' U.Q
B
.. 0 .....
.s:. c c. o
I- .. "'u.
00
oa
:;; ';;;
o•
2~
4.xstxn
~
tTht' values tabulated {Of" these connections have been reduct:d to those permitted by web bearing.
See pages 152 and 153 for weights of Standard Connect ions and minimum spans to which applicable.
AM ER ICAN
INSTITUTE OF STEEL CONSTRUCTION
256
RIVETS
%/1
HOLES 1*6"
STANDARD BEAM CONNECTIONS
"8" SERIES
t it
rnrn
ALLOWABLE LOADS IN KIPS
B
Rivets
'0
,L
Outstanding
Legs
~o
L";
o~
~N
~~
B 10
00
~.
.
No.
Shear
20
132.5
- -
2'5¥'
Rivets
'0
Web Legs
M axi mum Value
Bearing
Shear
Soction
R
300 t
132.5
36 'IF (al l weights)
132.5
ro
.~
~N
-••
t _ thick·
'- -
LO
o.
ness
o~
•a,;
of web
21! 4xstxio
00
._ 0
Et
,.
0 0
~o
_0
~
0_"
.'"."E'
B 9
"L
~.o
~~
.. .
..u =•
g
18
11 9_3
270 t
119.3
33 'IF (all weights)
119.3
16
106.0
240 t
106.0
30 'IF (all weights)
106.0
14
92.8
210 t
92.8
27 'IF (all weights)
92.8
12
79.5
180 t
79.5
24 'IF 160 to 84
76
79.5
79.21
24 I (all weights)
79.5
2l! 4x3!x~
~:::I1D
o oN
LO.
0 00
;;~ ~
... <IIt: N
2~ Qg
•
.. III AI
e8
;'$~ a.
L. 1"11
a. •
~~'g~
t: 01._ :::I
c.f
g~
~-o
U . ~u.
...: ..... "'10
,~~:
:e~~~
00)_
B
DIn
g ~.= or
.. ~"E:~
~Pg:3
~8g~
00
0
00
.~~t·E
~~~:!
w .. c ....
:
+' Q
..,
CD~()E
: ~iii '"
::+,'u.8
~g~o
I- 00
I/I" ~
-~ .~
~.
u·
B
tc
IE]
If]
2L!4xat x
0;;..,0
"
Lf"
2l!4 xa:i- x
11.\"
' "T;l
Ulwl:
c
• ,c..t: 0
IU nI+'Z
1
i'ii
2L! 4.x 3txn
.~
t Th(' values tabulated for these conn~tions have been reduced to those permitted by web bearing.
See pages 152 and 153 for weights of Standard Connectio ns and minimum spans to which a pplicable.
AMERICAN
INSTITUTE OF" STEEL CONSTRUCTI ON
258
RI V ETS
JA/I
HOLES I j{6"
STANDARD BEAM CONNECTIONS
"K" & "KK" SERIES
+
+:
, 1.
mrn
+
ALLOWABLE LOADS IN KIPS
·.
Rivets in
Outstanding Legs
)
~;s!
XX
XX
K
q~
N,. Shear
<o~
':J~
~~
--:.:
·.
00
:.::.:
II
KK
K
-
-
KK
N,. Shear
-
T\
Rivets in
Web Legs
Bear ing Shear
- -- - - -
40 265.1
Maximum Value
Section
480 t 218.1 36 IfF (all weights)
K
KK
- - 212.1
t = thick-
ness
of we b
---
- --
~;:s!
XX
q<o
21
xx
<0 <0
':sj
36 238.6 420 t 185.6 33 IfF (all weights)
185.6
I'
, ,
NN
mm
:.::.:
:.:
·.
- -
~~
XX
XX
q<o
",\,-"
<0<0
·.
~;:s!
XX
XX
q~
~~
':J:'
NN
, ,
~~
:.::.:
·.
:.:
i$!~
XX
XX
q~
~~
jj
, ,
NN
~~
:.:":.:
32 212.1
r
':J':J
NN
, ,
"''''
:.::.:
:.:
c - - --
I]
...
'==
12 79.5
c - --24 159.0 300 t 132.5
159.0
- --
28 185.6 330 t 145.8 27 IfF (all weights)
--- -
fm
360 t 159.0 30 IfF (all weights)
145.8
- --
24 IfF 160 to 84
76
132.0 j
79.5 132.0 j
Note for all Connections :
Where some of the rivets in outstanding legs frame opposite,
through a plate less t han !16" thick, reduce above values for
outstanding legs by 0.94 nk, where n = number of rivets framing
opposite and k =number of sixteenths by which t is less than u6" ,
Note that value of rivets in web legs may still control. Above
formula for ~l/ rivets only.
tThe values tabulated for these connections have been reduced to those permitted by web bearing.
Values for " K" Connections have been omitted where shear in rivets in outstanding legs governs and, therefore, pennit the same val ues as "B" Connections tabulated on page 256.
See pages 1 52 and 153 for weights of Sta nda rd Connections and minimu m spa ns to which applicable.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
259
HOLES 1}{6"
1m
RIVETS
%"
STANDARD BEAM CONNECTIONS
"K"
&
"KK"
SERIES
mrn
ALLOWABLE LOADS IN KIPS
KK
K
Rivets in
Rivets in
Web Legs
Outsta nding Legs
IlJ
KK
K
Shear
N"
N"
Shear
iii
•m
.""" 1
K
Section
Sh,,,
12'2
10 66.3
Maximum Value
20 132.5 2401 106.0
t=thick·
ness
K 5-2Ls 6x4x~1.G
KK 5-2Ls 6x6xYi'
KK
---
21 W 1421073
68
62
106,0
66.3 103.2 t
66.3 96.01
18 W 1141077
70
64
60
55
50
106.0
53.0 102.51
53.0 93.61
53.0 98.71
53.0 91.91
53.0 83.81
16W 96
88
78
71
64
58
50
45
40
36
106.0
105.91
106.0
102.1 I
92.1 I
83.91
80.31
72.5t
63.9j
61.6j
of web
N
--- -
•
~
,
- -- ---
~
~
...
0
"•c
•0
~
z
••
•
,;
'.
n
~
K 4-ZLs 6x4x%
0
KK 4-Z L s 6x6x%
~
8
53.0
16 106.0 2401 106.0
~
0
m
c
E
,g
•E
••
- -- -
·
~
-- -
14W 38
34
30
...
0
ID1
6
39.8
12 79.5
180 t
53.0
53.0
53.0
53.0
53.0
.
- -39.8
39.8
39.8
56.3j
51.7j
48.6 j
79.5'"
12 W
36
31
27
39.8 48.5 t
39.8 41.6j
37.4 j 37.4t
K 3-2Ls 6x4x~
KK 3-2Ls 6x6x%
"K" and "KK" Connections are not treated as standard by all fabricators. When
so treated, the web rivets must be retained in number and position as shown in these
sketches. Those fabricators who treat any connection heavier than the "K" Series as
special, detail both field and shop rivets according to the general principles given on
page 261. Whereas some fabricators fabricate "B" Connections by Sympol without
detail drawings, "K", "KK", and special connections must always be detailed for all
fabricators.
*This value is theoretical. It cannot be attained by the webs of any of the listed beams.
tThe values tabulated for these connC(':tions have been reduced to those permitted by web bearing or web
shear, whiche ver ~ovems .
Values for" .. Connections have been omitted where shear in rivets in outstanding legs governs and. there~
fore, pennit the same values as "B" Connections tabulated on page 257.
See pages 152 a nd 153 for weights of Standard Connections and minimum spans to which applicable.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
260
HOLES
RIVETS
'!/a"
I~"
SPEC I AL BEAM CONNECTIONS
Examples below illustrat e methods of design i ng co n nections for beams with reactions too large to be
carr ied by Standa rd Connections.
Value of
One Rivet
Th in Webs
Heavy
Shears
Single shear in outstanding leg. _____________ .... _____ . ................................. 9.02 Kips
Enclosed bearing on web._________
----------.- ..... 35.0t Kips
Maximum (double shear) ..._____.._____ .... ____.. __ ............ ._... ------_ ......... . 18.04 Kips
Minimum web thickness" t" t o develop dou ble shea r.. __ ... 0 515 Inch.
M inimum web thickness" t" to develop single shear.. .. ___ ._.O.322 inch.
When web "t" is less than .515 11 it may occur that the standard" A"
Connection provides sufficient shear capacity in outstanding legs, but
insufficient web bearing capacity. For all such cases a standard "H"
OJnnection has been tabulated.
Y'lhen, as by reason of short span or heavy loading the shear exceeds
the shear capacity of a standard "A" OJnnection, three courses are
available:
1. If the web rivets of a standard "A" or "H " OJnnection are
adequate for web bearing, use I" rivets in its outstanding legs,
thus increasing its shear capacity by 30% .
2. Use a standard" HH" OJnnection as tabulated.
3. Detail both legs, using rivet values at top of this page.
24 W 130
~IDj
~
.c
!SI
~~
Shear : 140.0 Kips
140.0
o. S. Legs 9.02 = 15.6 rivets
HI"
-m
~.
t= .565"
'-'
N
.., A.lwa 5 Sr"
140.0
Web Legs - 0- = 7.8 rivets
18. 4
In all cases regard must be had to the note near t he foot of page 254.
Always 2t; [2¥
ra". IB 'I. 15"
~
[
' '11
:
I
One-sided
Connections
~
r---<i~
A/....ays 2.f'
i--t1
, ,
14/1. 12"
10"-S"
1". a"-s!/"
@J ID -E1
o.s
1.5
-
f2¥' 4 .2
2 .7
Coe!fJclents
Avoid, where practicable, and do not use for beams over 18". For
capacity. multiply least value of one rivet by coefficient shown. For gages
other than those shown, the coefficients will vary and must be computed
by the general formula for Case II, page 266. Eccentricity should be
provided for in the outstanding leg only. unless shop riveted leg of angle
exceeds 6" for %11 rivets or smaller, or 7" for I" rivets or larger, when
eccentricity should be provided for in both legs.
All the above connect ions are special and must be detailed.
AMERICAN
I NSTITUTE OF STEEL. CONSTRUCTION
.
261
RIVETS
HOLES
l%i"
~"
SPECIAL BEAM CONNECTIONS
Examples below illustrate methods of designing con-
nections for beams with reactions too large to be
carried by Standard Connections.
Value of
One Rivet
Thin Webs
Heavy
Shears
Single shear in outstanding leg.__ .______________ .____.... __.. ___ .......__ ..... ______ .. _ 6.63 Kips
Enclosed bearing on web....._...__ __ ._............. _____ ... __ ................ _____ ... 30.0t Kips
Maximum (double shear}.__ ....._........ __ ...._____ ..__ ............... __ ....... ___.... 13.25 Kips
Minimum web thickness .. t" to develop double shear .... ___.0.442 inch.
Minimum web thickness "t" to develop single shcar.......... O.276 inch.
When web" t " . is less than .442" it may occur that the standard" B"
Connection provides sufficient shear capacity in outstanding legs. but
insufficient web bearing capacity. For all such cases a standard uK"
Connection has been tabulated.
When, as by reason of short span or heavy loading. the shear exceeds
the shear capacity of a standard "B" Connection, three courses are
available:
1. If the web rivets of a standard .. B " or .. K" Connection are
adequate for web bearing, use Ys" rivetS' in its outstanding legs,
thus increasing its shear capacity by 36%.
2. Use a standard " KK" Connection as tabulated.
3. Detail both legs, using rivet values at top of this page.
21 W 112
Shear:
t = .527"
105.0 Kips
O. S. Legs ~o~~o ~ 15.8 rivets
105.0
Web Legs - 3 2 ~ 7.9 rivets
1 . 5
In all cases regard must be had to the note near the foot of page 258.
0.5
1.5
2.1
Coefficients
One-sided
Connections
Avoid. where practicable, and do not use for beams over 18", For
capacity, multiply least value of one rivet by coefficient shown. For gages
other than those shown. the coefficients will vary and must be computed
by the general fonnula for Case II , page 266. Eccentricity should be
provided for in the outstanding leg only, unless shop riveted leg of angle
exceeds 6" for Ys" rivets or smaller, or 7" for I" rivets or larger, when
eccentricity should be provided for in both legs.
All the above connections are special and must be detailed.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
262
STIFFENED -BEAM SEATS
f
a
~ A"ngle 4 "x 3 "a
x ' In all o a a . - -
04
~
I
F;Hod
"'-
%~q~
-~ @
S@O"o~ ,,-t:~I:
o 0
J~
M.
~'Fl ll er
0
lo.,
a'l
0
I~ "8 Fl ll er---'
Stiffener Angles
Rivet
Diam-
eter
Single
Shear
0",
Rivet
r---%,"
-
6.63
No. of
Ri vets
in One
Row
Size of
Seat Angle
Size
Outstanding Leg
Lisled First
Capacity of
Ri vet Group
Bearing
Gage
Val ue of
of
T wo Angles
Angle
in Kips
9.02
11.78
Two
0",
- - - -
Stiff.
Stiff.
Stiff.
Stiff.
- - - -- - --
Two
6 X4 X%
372 X 3
X §.is
51
1~
40
28
4
4
6 X 4x %
6 x4 X %
3}'2 X 3
X
H6
3}1 X 4
X h'6
51
51
53
38
35
42
5
5
6 X 4x %
3% X 3
X '!{6
l >i
2Yz
l>i
6 X4 X %
3.% X 4
X
66
51
48
50
6
6
6 X4 X%
6 X 4X %
3% X 3
372 X 4
x)1
7
6 X 4X %
3)1 X 4
71
51
2%
X ?i6
81
71
2.4
xYz
81
2)1
H6
l>i
-
3
6 X4 X %
3)1 X 3
4
4
6 X 4x %
3)1 X 3
x%
X Us
6 x4x %
3}-2 X 4
X §{6
5
5
6x 4 X %
6 X4 X%
331 X 3
xYz
3)1 x4
X ?i6
6
6
6 X6X%
6 X 6x %
5
4
7
6 X 6x %
5
X
371 X Us
xYz
X 3% X Yz
x4
6 x4 X %
3~~ X 3% X '!{s
6 X 4 X %
3% X 4
4
4
6 X 4x %
6 X 4x %
3Yz X 3Yz X Yz
3% X 4
5
5
6 X6 X%
6 X 6x %
5
4
x4
6
6 X6 X %
5
x5
X
39
- - - --
71
51
l>i
2Yz
1%
2Yz
1%
72
81
71
106
95
2)1
122
1%
2
2
?{s
81
71
3% X Yz
xYz
122
95
2
xYz
122
X
79
54
71
61
x%
40
1%;
90
69
2Yz
2Yz
2Yz
2Yz
0",
59
66
36
80
47
- - - - -33
36
44
45
56
62
36
54
72
81
45
51
88
53
- - - -
-
108
88
44
126
63
-- ---
39
42
71
44
94
67
47
52
56
35
118
91
59
45
71
75
46
49
115
58
97
61
Effective length of stiffener bearing is assu med 'n inch less than length of outstanding leg.
Capacit ies based on rivets are for single shear, and shou Id be investigated for bearing when
~i:::s 1~nc~~~~n:hin material or when seats on opposite sides of a carrying member have
Torsion on rivet groups is figured in accordance with the procedure outlined on Page 264
under Stiffened Beam Seats. Angles shown in contact in sketch above may be separated in
order that gage in angle may coincide w ith standard gage in column.
For capacities under 35 kips unstiffened seat angles should be used. (See Page 263.)
Weight of connection includes top and seat angles, fillers, stiffeners, and shop rivets shown
in sketch, computed by A. I. S . C. Code of Standard Practice. Top and seat angles are estimated
7'n" long where stiffe ner gage is 1~", and 9'n" lon 9 where it is 21h". Fillers under double
stiffeners are estimated same width as length of top and seat angles; under single stiffeners,
same width as stiffeners.
AMERICAN
30
46
50
-
3
3
80
65
61
--- - - -
1"
Weight of
Connection
Lb.
3
- - - --
Ys"
in Kips
INSTITUTE OF STEEL CONSTRUCTION
-
263
BEAM SEATS WITHOUT STIFFENERS
ALLOWABLE
LOADS
IN
KIPS
~~-;
jJ ~
Outstanding Leg of Angle 4"
Thickness
'f
Beam Web
%"
,.
Length - 6"
Length _ 8"
Thickn ess of Seat Angle
Thickness of Seat Angle
%"
%"
%"
%"
----
1"
- -
%"
%"
%"
%"
---------
Va"
-
6
9
11
14
16
7
10
13
15
16
8
11
14
17
20
23
9
12
16
19
22
23
%
%
10
15
18
21
25
28
11
16
20
24
27
31
11
17
22
26
30
34
12
19
24
28
32
35
116
12
18
25
30
34
35
13
21
27
32
35
Y,
12
20
28
34
35
14
22
31
35
%
14
21
30
35
15
24
34
35
%
Above values are to be used only when beam has a top angle or side lug.
For values over 35 kips stiffened beam seats should be used. (See page 262.)
Above table is based on effective bearing beginning 72/f from back cf seat angle.
Values for seat angles of lengths other than 6" or 8" may be interpolated from the
above table.
The following method of design, using a maximum bending stress of 24,000 pounds
per square inch, is recommended. (The 24,000 pound unit stress is used, as the seat
angle being fastened to the beam is restrained, and the true moment is somewhat less
than for a simple cantilever.)
R = Reaction of beam, in kips.
t = Thickness of seat angle, in inches.
I = Length of seat angle. (Max. effective length = 9")
a = Distance from back of seat angle to beam, in inches.
k = Distance from bottom of beam to top of fillet, in inches.
b
a- b
,
, •
t.
r
I
T'
-Point of
crikal
moment
t-
1"
--
-
- I-j"
10-1-
AMERICAN
b = Effective length of bearing = ~ - k = 2: - k,
I tl
tl
but not less than Y2 (0-0).
where fl = allowable stress at toe of fillet, A.I.S.C.
Specification, Sec. 26(h) = 24 kips p. s. i.; and
t l = thickness of beam web, in inches.
b
3
e ~ - +a-t-2
8
24 It'
M~Re~ -6
24 It' 4 It'
R~--~ 6e
e
INSTI rUTE OF STEEL CONSTRUCTION
264
ECCENTRIC BEAM CONNECTIONS
STIFFENED BEAM SEATS. See page 262 for table of Stiffened Beam Seats.
(a) Stiffeners up to 5" Outstanding Leg. Torsion should be figured on rivet
groups for gages 23;2" and over (Case I , page 266).
Double angles as well as single angles should be
figured for torsion because outstanding legs are
not riveted and, hence, the two angles act independently. Eccentricity on outstanding legs may
be neglected.
olr
(b)
Stiffeners over 5" Outstanding Legs and Gages under 27':!".
Eccentricity should be figured on outstanding leg and the use of method of
design shown for Fig. 3, page 265, is recommended. Assume lever arm as
M (outstanding leg minus 31"). See page 267 for required thickness of
stiffeners.
(c)
Stiffeners over S" Outstanding Legs and Gages 231" and Over.
Rivet the outstanding legs together and compute as for (b).
BEAM TO COLUMN CONNECTION. To avoid moment in the column full eccentricity in the rivets connecting plate to beam should
be figured. Lever arm I should be used . A coefficient for this rivet group, for ordinary cases, can be
found in the tables on page 266, and for other cases
!I:
may be calculated from the formulas given there.
~1iJ'fF=d
Field rivets connecting plate to column should be
-L
used (least number) if beam can be erected and if
there are no interfering details in the web of the
column. The plate should figure for a moment with lever arm ll. See page 268
for table of Net Section Moduli of Plates.
rh'~==j
:'ir
~~
,
SYMMETRICAL BEAM TO COLUMN CONNECTIONS. A Single plate across
the column may be used. If the reactions of the
rIrtwo beams are equal there is no eccentricity to
.,
figure on either beams or columns. The case of live
,
,
load on one beam only must, however, be considered.
,
Where for this or other reason the beam reactions
are unequal , figure the rivets in the column for the
sum of the reactions and the difference of the
t.
moments, taken to the center of the connection.
See page 266. Plate should figure for greater moment with lever arm ll. See page
268 for table of Net Section Moduli of Plates.
~,
ZEE CONNECTIONS. In general avoid the use of zee connections. Eccentricity in
I
rivets connecting connection angle to the beam
should be figured, using the lever arm I. Eccen- . .tricity in rivets connecting connection angle to
I.
column. with a lever arm of 11, should be figured.
1,
'I
The thickness of the angle should be ample to
t-4
resist the bending moment. See page 267.
Eccentricity in rivets connecting the two connection angles should be figured if
the lever arm 12 is 2%/1 or more. The least number of field rivets should be used.
4
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
265
RIVET GROUPS UNDER ECCENTRIC
APPLICATION OF LOAD
'
1
1
[[
When a group of rivets carries an eccentric load , as in Fig. I, the several rivets in
such a group are not equally stressed. Each carries an equal share (r = P / 20) of the
vertical load P; and each carries in addition a
force R due to moment, which is proportional to
its distance a from the centcr of the rivet group
and acts at right angles to the line connecting the
) ~J'i
rivet in question to the center of the group. The
~o1, L WJ
p
total stress on the rivet is the resultant of the two
I ~ '~I
components defined above; it is great~st for the
~-r >i _n~no.ofr.ivetsln
rivet which is on the side toward the load. and
f+---O--l
any o .. e vertical row
farthest from the center of the group.
Let 31, a2, etc. , be the distances of respective
FIG. 1
rivets from ccnter of group.
Let x =the Wlknown force due to moment on an imaginary rivet at unit distance
from center of group.
Then, on any rivet at distance a, the force=ax, and its moment=a 2x.
Adding (al )2x + (a2)2x + ... etc., and equating to the moment Pl, solve for x.
Then R (Fig. 1) =maximum ax, and S is found from R and r as shown in Fig. 1.
The group must be such in number and arrangement of rivets that S, the greatest
stress on any rivet, does not exceed the value allowed by the Specification.
For any rivet group and any given lever arm of applied load a coefficient C may be
5~
found, such that C times the allowable
value f)f one rivet equals the total load
1' -15"
i-" RIvets
P permissible on the connection.
I: I'
P_26 kips, 1_15U, 0 - 6f'
Thus P ~ CXS.
T
the
~~w~i~i\7et~ai~:
S~~~~i~~c~iC
. d
d
ria~~t ;~~ci~~~t be ~m~~~~ for ~hich
;: V : I I
I:
I
Hf
sru
I
~:
~r~:5~bl:~~.3
Itn_6,
S -
c_ :!.O
9.02 k ips by Spllclflcatlon
the coefficient is of that magnitude or
I
9.02 x 2.3 "" 20.7 kIP S- InsuffiCIent
greater.
~
9.02)( 3.0 _ 27J klps-Sufflc l e nt
General expressions for the coefficient C are very complex, and for all
FIG. 2
except simple, symmetrical cases the joint must be detailed by a cut-and-try process
based on the foregoing principles and without deriving of coefficients. For the simplest
cases occurring repeatedly in practice, the coefficients C are given in the Tables on page
266; in connection with Fig. 2 is given an example of the use thereof.
In the case of eccentric brackets of the type shown in Fig. 3, in which the moment
produces tension on the rivets, there is no exact knowledge as to the location of the
neutral axis; it probably lies somewhere below the center line of the connection. Nor
is there exact knowledge of the permissible combination of tension with vertical shear on
the uppermost rivets. A safe and accepted method of design for brackets of the type
p
shown is to consider the rivets to be under an eccentric
~
loading similar to that exemplified in Table I, page 266.
-1----.
The coefficient C for such cases will be twice the values
tabulated in Table I to conform with the two vertical
rows of rivets; the resultant stress on one extreme rivet
not to exceed the A. I. S. C. Specification allowance of
'
r-
o/ I
i:;~:;::per square inch.
P = 22 kips I = 12" %;/1 rivets, 3" pitch.
Allowable stress on one rivet = 15.0 X .4418 =
6.63 kips. (A. L S. C . Spec. Sect. 12 (b).)
L
P
22
FIG. 3
C ~ 2 X S ~ 2 X 6.63 ~ L66
From Table I for 1 = 12" six rivets are required in each of two vertical rows.
The thickness of the bracket connection angles should be ample to resist the bending
moment. See page-267.
AMER I CAN
I NST ITUTE OF STEEL CONSTRUCTION
266
RIVET GROUPS UNDER ECCENTRIC
APPLICATION OF LOAD
Nomenclature:
n
p
S
C
p
-
~
2-
-
Case I
r-Il
3
4
5
6
7
8
9
10
11
12
II .
p
b
.-+
It
--'-
I
~Il
+\+-;.
1"
I
n
( n +61l)b
~ 3"
r
12'1
15/1
18"
21/1
12/1
15"
18"
21"
24"
.25 ~ ---:17 --:14 ---:12
.49
.25
.40
.33
.28
.66
.41
.82
.55
.47
.98
.62
.71
1.2
.82
1.4
.87
1.7
1.1
.99
2.2
1.8
1.5
1.3
1.2
2.8
2.3
1.9
1.7
1.5
2.8
2.1
1.8
3.5
2.4
3.4
2.5
2.2
4.2
2.9
4.1
3.0
2.7
4.9
3.5
5.7
4.8
4.1
3.5
3.1
+ 1
6"
9"
24"
~ 5};'9;i 5}i 9~ 5~ 9}i fs};'9;i 5~ 9~ 5};'9;i 5~ 9}i 5}i 9~ 5.J.S 9.J.S 5.J,<l 9}i
Case II
.
1"
2"
3"
6"
9"
1.7 1 2
.89 -:49 --:33
2.1
1.7
.95
.65
2.7
3.1
3.7
2.6 1.5
1.1
4.2
4.7
3.5 2.2
1.6
5.8
5.2
4.6 3.0
2.2
6.8
6.3
5.6 3.9
2.8
7.3
6.7 4.8
3.6
7.8
8.4
7.7 5.8
4.4
8.8
9.4
8.8 6.8
5.2
9.8
9.8 7.8
10.9 10.4
6.1
7.0
11.9 11.5 10.9 8.8
I n general, C _ ~
I n Table, b _ 3"
1'rt-t
-<1>-i-
_ total number of rivets in anyone vertica l row.
_ permissible load, acting with lever arm l.
= permissib le load on one rivet by Specificatio n.
"" coefficient as tabulated below.
p
- eX Si or, knowing P, required m in imum C <= S
p
b
i-t--'--
2
3
4
5
6
7
•
9
10
~O~
11
12
In Table, b - 3"
and 0 = 5?i"or9?i"
0.7 1. 0.6 0.9 0.5 0.8 0.5 0.7
1.6 1.0 1.4 0.9 1.2 0.8 1.1
3.1 2.0 2.6 1.7 2. 1.4 1.9 1.2 1. 1.1 1.5
5.2 3.5 4.1 2.' 3.3 2.3 2.8 1.9 2.4 1.7 2.1 1.5 1.9
6.5 4.5 5.1 3.6 4.2 3.0 3.6 2.6 3.1 2.2 2. 2.0 2.4
12.9 12.81'.7 11.6110.4 10.6 7.5 8.0 5.8 6.3 4.6 5. 3.' 4.4 3.3 3.8 2.8 3.3 2.5 3.0
15.0 14.813.7
13.~12.4 12.4 9.2 9.6 7.1 7.6 5.7 6. 4.8 5.3 4.1 4.6 3.5 4.0 3.1 3.6
17.0 16.9 15.8 15.614.5 14.4 11.0 11. 8.6 9.0 6.9 7.4 5.' 6.3 4.9 5.4 4 .3 4.8 3.8 4.3
19.1 1 8.9~.9 17. 16.6 16.4 1~2.8 13. 10.1 10.5 '.2
6.9 7.4 5.9 6.4 5.2 5.6 4.6 5.0
2 1.2 '20.91 .0 19. 18.7 18.4 4.8 14.81 1.8 12.1 9.7
'.1 ~.§ 7.0 7.4 6.1 6. 5.4 5.'
5
23.2 23.0j2'2.1 21.8 '20.8 '20.5 '6.8 '6.71'3.
13.7
11.2
11.4
9.4 9.88.1
7.1 7. 6.3 6.7
'
3.1 3.4 2.5 2.9 2.1 2.5 1.4
4.9 5.1 4.1 4.4 3.4 3.9 2.3
6.' 7. 5.8 6.1 5.0 5.4 3.4
8.9 7.7 7.9 6.7 7.0 4.6
10.9 10.8 9.6 9.7 8.5 8.76.0
•••
1
I n general, C -
,
1
1.1 1.4 0.' 1.
'r
2.9 1.7 2.2 1.4 1.8 1.1
1~::
••
1
II + "h
I (n
oz
r I
n
1) b
( n2
1) b Z
+
10
0 2 + Ih (n"
1) b2
+'h]'
10
02 +:I;.'(n 2
1) b 2
H]'
Case III
'--t-~p
+~11
1-'
• 0
'P:
Case III, not tabu lated.
In general, C _
~I
D '
n
I (n
1) b
]'
0 2 + ?i (n 2
1)b2
+
I
0 2
Case IV
~~~~
++--U
p
~
~D-<>l
In Table, b _ 3"
d ' - 2?i" d ' ... 3"
d - 4*" d _ 5~ "
d' - 2?i" d ' - 3"
o _ 91f.1;" 0 - 11!h"
I
1"
2"
~
9)i 11»
~ 1-"
2
3
4
5
6
7
8
9
10
11
12
3"
11» 9»
6"
I~ ~
9"
12"
15/1
18"
21"
I 24"
11» 9)i 11» 9» 11» 9» 11» 9» 11» 9» 11» 9» 11 »
-
6.2 6.4 5.0 5.3 4.2 4.5 2.' 3.1 2.1 2.4 1.7 1.9 1.4 1.5 1.2 1.4 1.1 1.2 1.0 1.1
9.6 9.8 8.0 8.2 5.7 7.1 4.6 5.0 3.5 3.' 2.' 3.1 2.3 2.6 2.0 2.2 1.8 2. 1.6 1.'
13.3 13.4 11.2 11.5 9.7 10.0 6.7 7.1 5.1 5.4 4.1 4.4 3.4 3. 2.9 3. 2.6 2.' 2.3 2.5
17.2 17. 14.8 15. 12.9 13.1 9.1 9.4 6.9 7.3 5.6 5.9 4.7 5. 4.0 4. 3.' 3.8 3.1 3.4
21.2
18.6,15.4 16.5 1.7 12.1 9.0 9.4 7.3 7.6 6.1 6.4 5.2 5.5 4.6 4.9 4.1
21.1~::.5 2'2.5'20. 1 '20.1 14.7 14.9 I 1.3 11.7 9.2 9.5 7.7 '.0 6.6 6.9 5.' 6.1 5.1 4.3
25.2 25.1
5.4
29.3
18. 13.9 14.2 11.3 11.6 9.5 9.' '.2 '.5 7.2 7.5 6.4 6.6
26.4~3.9
29;5
27.821 .2 21.316.7 16.9 13.7 13.9 11.5 11.8 9.9 1~.! '.7 9.0 7.7 8.0
33.4 33.330.6
30~9 31.8 4.8
37.6 3 7.~34.B 34.632.0
19.9 16.2 16.4 13.7 13.9 11.8 12.1 10.4 10.6 9.2 9.5
"I'
24'~lr7
41.7 41. 39.0 38. 5.2 35.9 '28.5 28.52'2.9 23.0 18.9 19 .1 16.0 16.2 13.9 14.1 12.2 12.4 10.9 11.1
45.8 45.6r 3 .2 42.8 .3 40.032.4 32.226.3 26.3 21.8 2 1.9 18.5 lB.7 16.0 16.3 14.1 14.4 12.6 12.8
In general, C .,
"
AMERICAN
II
n
I (n
1) b
dZ + 02 + % ( n Z l ) b2
INSTITUTE OF STEE L
]' I
+
10
d Z+O Z +% (n2
CONSTRUCTION
1)b2 +1,4r
267
ANGLE AND STRUCTURAL TEE CONNECTION S
F O R HANGERS AND BRACKETS
ALL O WABLE LOADS IN KIPS PER INCH ON
OR ST RUCTURAL TEE
TWO A N G L ES
:~
~5f~ '117!
I
!
Hangers
Brackets
Thickness of Angle or Flange of Tee, "t", Inches
Mm
"0"
'0.
l~
l;U
~
1Yz
174
%
Yz
- - - - - - - - -- - - -- - - -- - - - - - - -- - - - - -- -}{,
Yz
%
1
1Ji
172
1%
2
2Ji
27'2
2%
3
3Ji
!{,
}{,
%
%
IH6
1
1l{o
1;{s
2.60 3.56 5.12 6.68 8.40 10.44 12.58 15.00 17.56 20.40 23.40 26.60 30.20 33.60 37.60 41.60
1.74 2.50 3.42 4.44 5.60 6.96 8.38 9.96 11.70 13.60 15.60 17.78 20.20 22.40 25.00 27.60
1.30 1.88 2.56 3.33 4.20 5.20 6.30 7.50 8.80 10.20 11.70 13.33 15.10 16.80 18.80 20.80
1.04 1.50 2.06 2.67 3.36 4.16 5.04 6.00 7.04 8.16 9.36 10.67 12.00 13.46 15.00 16.60
.88 1.26 1.70 2.22 2.80 3.48 4.20 5.00 5.86 6.80 7.80 8.88 10.00 11.20 12.50 13.80
.74 1.08 1.46 1.90 2.40 2.98 3.60 4 .28 5.04 5.84 6.68 7.62 8.60 9.64 10.70 11.90
.66 .94 1.28 1.66 2.10 2.60 3.16 3.74 4.40 5.10 5.86 6.68 7 .52 8.40 9.36 10.38
.58 .84 1.14 1.48 1.88 2.32 2.80 3.33 3.92 4.54 5.20 5.92 6.70 7.46 8.36 9.22
.52 .76 1.02 1.33 1.68 2.08 2.52 3.00 3.52 4.08 4.68 5.33 6.04 6.72 7.50 8.30
.48 .68 .94 1.22 1.54 1.90 2.30 2.72 3.20 3.72 4.26 4.86 5.48 6 .1 2 6.80 7.54
.44 .62 .86 1.12 1.40 1.74 2.10 2.50 2.94 3.40 3.92 4.44 5.02 5.60 6.26 6.92
.40 .58 .78 1.02 1.30 1.60 1.94 2.30 2.72 3.14 3.60 4.10 4.62 5.16 5.76 6.38
For single unrestrained angles use one-quarter or the loads tabulated above.
The following method of design using a maximum bending stress of 20 000 p.s.i., is
recommended. Angles and structural tees are considered restrained in cases shown
above or in similar cases. Point of critical moment is assumed at tangent of fillet of
outstanding leg of angle or tee.
P
e
20 t'
226
M~ - X - ~ -
P ~ 80 t' ~ 13.33 t'
6e
e
where P = Allowable load on two angles or structural tee in kips per linear inch.
e = Distance from tangent of fillet of angle or tee to center of rivet, in inches.
(e/ 2 is the lever arm used to determine moment because angles and tees
are considered restrained.)
t = Thickness of angle or flange of tee, in inches.
For brackets as shown above and in Fig. 3, page 265, and for beam seat stiffener
angles page 262, divide the tension in the two top rivets by the rivet pitch to obtain
the load per linear inch of two angles.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
268
NET SECTION MODULI OF PLATES
%" I
~
191i1
I~ II I
t
Diameter of holes assumed
J-i" larger than nominal
~IJ
Sectio n Moduli taken
al ong this lin e
¢
Rivets spaced
3" vertically
I
diameter of rivet
No, of Depth
Rivets
of
in
Plate
One
in
Vertical
Line
as
I
%" RIVETS
1" RIVETS
Thickness of Plate, In.
Thickness of Plate, In.
RIVETS
1- - - - - - ----+----- - - - - - - 1 · - - - - - - - - - T hickness of Plate, In.
lnch-I--,---,---.,-. , -+- - ,---,--,..-,---I----,--,--,---,---
U
% Yz
% %
------------ - -
%
Y2
1-- -
% % Ys
Yz
%
% Ys
- - - - - - - - --1-
-
1
2
6
1.2
1.8
2.3
2.9
3.5
1.7
2.3
2.9
3.4
4.0
2.2
2.7
3.2
3.8
4.3
3
9
2.5
3.8
5.0
6.3
7.5
3.6
4.8
5.9
7.1
B.3
4.5
5.6
6.8
7.9
9.0
4
12
4.4
6.3
8.7
11
13
6.2
8.2
10
12
14
7.8
9.7
12
14
16
5
15
6.8
10
14
17
20
10
13
16
19
22
12
15
18
21
24
6
18
9.6
15
19
24
29
14
18
23
27
32
17
21
26
30
34
7
21
13
20
26
33
39
19
25
31
37
43
23
29
35
41
47
8
24
17
26
34
43
51
24
32
40
48
56
30
38
45
53
61
9
27
22
32
43
54
65
31
41
51
61
71
38
48
57
67
77
10
30
27
40
53
67
80
38
50
63
75
88
47
59
71
83
94
12
36
38
58
77
96
115
54
72
90
108
126
68
85
102
119 136
14
42
52
78 104 130
157
74
98
123
147
172
92
115
138
161
184
16
48
68 102 136 170
204
96
128
160
192
224
120
150
180
211
241
18
54
86 129 172 215
259 122
162
203
243
284
152
190
228
266 304
20
60 106 160 213 256
319 150
200
250 300
350
188
235
282
329 376
22
66 129 193 257 322
386 182
242
303
424
227
284
341
398 454
24
72 153 230 306 383
459 216
288
360 432
504 270
338
406
473 541
26
78 180 270 359 449
539 254
338
423 507
592 317
397
476
555 634
28
84 208 313 41 7 521
625 294
392
490 588
686 368
460
552
644 736
30
90 240 359 478 598
718 338
450
563 675
788
422
528
633
739 845
32
96 272 408 544 680
816 384
512
640 768
896
480
600
721
841
34
102 308 461 614 768
922 434
578
723
867 1012 542
678
813
949 1085
36
108 344 517 689 861 1033 486
648
810 972 11 34
760
912 1064 1216
363
608
Interpola te for intermed iate thickne<-..ses of plates.
AM ER ICAN
INSTITUTE OF STEEL CON STR U C TI O N
961
269
PINS
AREAS AND WEIGHTS
VALUES IN SHEAR, BEARING AND BENDING
Weight per Foot
Diameter
Area
of
of
Section
Pin
Rough
Bear ing
Shear
Section
M odulus
S
Si ngle
on Steer
Resisting
Moment
15,000
Double
15,000
Pounds
1 Inch Thick
32,000
per Sq. tn.
Pounds
POunds
per Sq. tn.
per Sq. In.
per Sq. In.
K ips
K ips
Kips
Kip Inches
30,000
Turned
Finished
".
In.2
Lb.
Lb.
In.l
1
,79
1.23
1.77
2,41
...__... - .. _--... _.... _.. _-_ ..
---_........ _--_ ..
----_._----_._ ..
2.67
4.17
6.01
8.18
.10
.19
.33
.53
11.8
18,4
26.5
36.1
23.6
36.8
53,0
72.2
32
40
48
56
3.0
5.7
9.9
15.9
3.14
3.98
4.91
5.94
..................
---_.._------_ ....
---_.._--------_ ..
10.68
13.52
16.69
20.20
.79
1.1 2
1.53
2.04
47.1
59.6
73.6
89.1
94.3
119.3
147,3
178.2
64
72
80
88
23.7
33.6
45,9
7.07
8.30
9.62
11.05
.. __.._----------......_----_ .. _--........... __ ._--.. -.--.-- ...
24.03
28.21
32.71
37.55
2.65
3.37
4.21
5.18
106.0
124.4
144,3
165.7
212.1
248.9
288.6
331.4
96
104
...112
120
79.5
101.1
126.3
155.4
42.73
48.23
54.07
60,25
6.28
7.54
8.95
10.52
188.5
212.8
238.6
265.8
377.0
425.6
477.1
531.6
128
136
144
152
188.4
226.2
268.5
315.6
12.27
14.21
16.33
18.66
294,5
324,7
356.4
389.5
589.1
649.4
712.7
779.0
160
168
176
184
368.1
426.3
489.9
559.8
192
1)i
1~
1 ji
2
2)i
2~
2ji
3
3)i
3~
3~
4
12.57
14.19
15.90
17.72
4)i
4~
4~
........ _----_ ....
~. -
_
..... ..........
..... -............
.............._...
........ __.... _-_.
.............._--....... _----------
Pounds
61.2
19.64
21.65
23.76
25.97
------------------
66.76
73.60
80.78
88.29
28.27
30.68
33.18
35.79
100.2
108,5
117,2
126.2
96.13
104.3
112.8
121.7
21.21
23.97
26.96
30.19
424.1
460.2
497.7
536.8
848.2
920.4
995.5
1074
200
208
216
636.3
719.1
808.8
905.7
38.49
41.28
44.18
47.17
135.6
145.2
155.3
165.6
130.9
140.4
150.2
160.4
33,68
37.41
41.42
45.70
577.3
619.2
662.7
707.6
1155
1239
1325
1415
224
232
240
248
1010
1122
1243
1371
50.27
53.46
56,75
60,13
176.3
187.3
198.7
210,3
170.9
181.8
192.9
204.5
50.27
55.1 3
60.29
65.79
754.0
801.8
851.2
902.0
1508
1604
1702
1804
256
264
272
280
1508
1654
1809
1973
9%
63,62
67,20
70.88
74,66
222,4
234.7
247.4
260.4
216.3
228.5
241.0
253.9
71.57
77.70
84.18
91.00
954.3
1008
1063
1120
1909
2016
2127
2240
288
296
304
312
2147
2331
2525
2730
10
78.54
273.8
267,0
98.18
1178
2356
320
2945
5
5)i
5~
5%,
6
6)i
6~
6 ji
7
7)i
714
7~
8
8)i
8~
8 ji
9
9)i
9~
------------------
•
Pins up to 6 inch d iameter are usuall y purchased as cold- ro ll ed shafting and require no
fini s h_
Large pins are forgings , purchased rough-turned leaving Yt6" finish a ll over_
AMERICAN
INSTITUTE
OF STEEL CONSTRUCTION
270
POWER DRIVEN RIVETS
(SHO P AND FIELD)
AND
TURNED BOLTS IN
REAMED HOLES
ALLOWABLE LOADS IN KIPS
.......15,000 Ibs. per square inch
Shear ......
Bea ring :
S. S . .... __ ... __ .32,000
D. S.. ... ____ ..40,000
Rivet Oia.
J1
%
%
%
Area
Double Shear
.1963
2.95
5.89
.3068
4.60
9.20
.4418
6.63
13.25
.6013
9.02
18.04
.7854
11.78
23.56
1%
.9940
14.91
29.82
1%
1.2272
18.41
36.82
Thickness
Bearing
Boaring
Bearing
Bearin g
Bearing
Bearing
Bearing
S ingle Shear
of
Plate
32.0 40.0 32.0 40.0 32.0 40.0 32.0 40.0 32.0 40.0 32.0 40.0 32.0 40.0
1- -.125
.140
.160
.180
.1875
.200
.220
.240
.250
.260
.280
.300
.3125
.320
.340
.360
.375
.380
.400
.420
.4375
.440
.460
.480
.500
- -- -- -- -- -- -- -- -- -- -- - - -- - --%
2.00 2.50 2.50 3.12 3.00
!i6
2.24
2.56
2.88
3.00
2.80
3.20
3.60
3.75
3.36
3.84
4.32
4.50
4.20 3.92
4.80 4.48
5.40 5.04
5.62 5.25
4.90
5.60
6.30
6.56
. 4.00 4.00 5.00 4.80
6.00 5.60
6.60 6.16
7.20 6.72
7.50 7.00
7.00
7.70
8.40
8.75
2.80
3.20
3.60
3.75
3.50
4.00
4.50
4.69
3.75
.. 4.40
%
4.40 5.50 5.28
4.80 4.80 6.00 5.76
5.00 ---_ ... 6.25 6.00
!i6
5.20 ....'--- 6.50 6.24
5.60 ----'" 7.00 6.72
_.... _-- 6.00 ... __ ... 7.50 .-----.. -.---- ... .. __. .......... 7.81
%
9.60 8.96 11.2
-_ ... _-- ----_._- ....... -- 8.00
-_ ... _- - --_ .... _. ....__.-. 8.50 ---_. __. 10.2 .- ... --- 11.9
._-_. __ . ..... _... ....... -- 9.00 ------ _. 10.8 . .. _---- 12.6
... _-- •....__ . ...._-_. 9.38 ---_. __ . 11.3 ..-.---- 13.1
6.40 8.00
7.04 8.80
7.68 9.60
8.00 10.0
7.80 7.28 9.10 8.32 10.4 9.36 11.7
8.40 7.84 9.80 8.96 11.2 10.1 12.6
9.00 8.40 10.5 9.60 12.0 10.8 13:5
9.38 8.75 10.9 10.0 12.5 11 .3 14.1
10.2
10.9
11.5
12.0
12.8
13.6
14.4
15.0
11.5
12.2
13.0
13.5
14.4
15.3
16.2
16.9
12.8
13.6
14.4
15.0
16.0
17.0
18.0
18.8
.----_. ... _--- -------- ....---- ..... 11.4 -------- 13.3 ... _---15.2 13.7 17.1 15.2 19.0
-------. ..... _-- ---.---- ..... __ . . .... _. 12.0 ..... __ . 14.0 .....__ . 16.0 14.4 18.0 16.0 20.0
--,
_-_. ..... __ . ..... __ . .... _.12.6 ..... __ . 14.7 .. _--. 16.8 15.1 18.9 16.8 21.0
__ _-_ . .....__ . ..... __ . .... .... 13.1 ....... _. 15.3 ... _-_. 17.5 ... ---. 19.7 17.5 21.9
!i6
..... __ . ...
..... . ...
J1
.....__. ..... __ ........•......... ............................. 15.4 ..... _. . 17.6 ... _ •. 19.8 17.6 22.0
._.18.4 ........ 20.7 18.4 23.0
. . .................. 16.1
.....•........•... 16.8
.19.2 .....••. 21 .6
24.0
. .....•........•... 17.5 ....... 20.0 ......... 22.5 .......... 25.0
....._ .......... .............. ..
.
.520
.540
.560
.5625 j{,
...........•••....•........ __ ......................... 18.2 .......... 20.8
....... . .....•........•......._. ........................ .....•• .... ..... 21 .6
............................... .............................• . ......... 22.4
............ __ ............. _. ......._. ..... _......._.......• _. ........ 22.5
.....••. 23.4
.....••. 24.3
... __ .. 25.2
... ___ . 25.3
26.0
27.0
28.0
28.1
.580
.600
.620
.625
%
..... __ . ... ___.......... ...•__.
.. .................. _. ... _._. 23.2 ... ___. 26.1
... __......_................. _. ..... _... ............................ ...... _. 24.0 .....• _. 27.0
..... __ . .... __ ...... _....... _. ........ .......... ......... ........
. .. _. .....• _. 27.9
.__ . ...... _...... __ ....... _. ..... _... .....__...... __ . ....
.....__ . .....__. 28.1
29.0
30.0
31.0
31.3
.6875
1!1'6
-.750 - %
...
. ... ...•.... _.. _. .. ............ __ ........•.......... .............. __ ......_•. 30.9
.~~~:.~~ ...~... ..... _1
AMERICAN
................. -......- . . .-
INSTITUTE OF STEE L
34.4
-- .....-.....--. .. --.. 37.5
CONSTRUCTION
UNFINISHED BOLTS
ALLOWABLE LOADS I N
KIPS
Shear. __ ........... ___ .......... .10,000 Ibs. per square inch
Bearing:
S. 5 .... .___ ....... 20,000 "
D. 5. _____ .....•... 25,000 "
"
..
"
"
(See A. LS.C. Specification Section 22(8) for conditional increase of ~
80lt Dia.
72
%
%
Area
.1963
1.96
3.93
.3068
3.07
6.14
.4418
4.42
8.84
Bearing
Bearing
Single Shear
Double Shear
Thickness
of
Ys
lYs
.6013
6.01
12.03
1
.7854
7.85
15.71
.9940
9.94
19.88
1).;(
1.2272
12.27
24.54
Bearing
Bearing
Bearing
Bearing
Bearing
__P_'''_'__ 1-=2O"."0, _2_5._0 _2_0._0 _2_5._0 _2_0 '_0 _25_._0 _20_._0 _2_5._0 _20_ ._0 _25_.0__20_._0 _2_5._0 _20_.0_ _25_._0
.125
.140
.160
.180
.1875
.200
.220
.240
.250
.260
.280
.300
.3125
.320
.340
.360
.375
Ys
1.25 1.56 1.56 1.95 1.88 2.35
li",
1.40
1.60
1.80
1.88
1.75
2.00
2.25
2.38
1.75
2.00
2.25
2.34
2.19
2.50
2.81
2.93
2.10
2.40
2.70
2.81
2.63
3.00
3.38
3.52
2.45
2.80
3.15
3.28
3.06
3.50
3.94
4.10
).;(
2.00 2.50
-_ ... _-- 2.75
-_ ... _-- 3.00
.... _--- 3.13
2.50
2.75
3.00
3.13
3.13
3.44
3.75
3.91
3.00
3.30
3.60
3.75
3.75
4.13
4.50
4.69
3.50
3.85
4.20
4.38
4.38 4.00
4.81 4.40
5.25 4.80
5.47 5.00
5.00
5.50
6.00
6.25
---_...... 3.25 --------- 4.06 3.90 4.88 4.55 5.69 5.20 6.50 5.85 7.31
-----_... - 3.50 --._--_.- 4.38 4.20 5.25 4.90 6.13 5.60 7.00 6.30 7.88
%",
VB
... _--_.- 3.75 . --.---" 4.69
4.50 5.63 5.25
6.56 6.00
7.50 6.75
_._._--- 4.00 -----_... - 5.00 ---.---- 6.00 5.60
6.38 5.95
--------- .... _--_. -----_.._- 5.31
-------- .. -.--_.. -----_... - 5.63 --- ._- -- 6.75
-------- ... _-- ---_._---- 5.86 .. .. -- 7.03 .--._---
7.00 6.40
7.44 6.80
7.88 7.20
8.20 7.50
8.00 7.20 9.00 8.00 10.0
8.50 7.65 9.56 8.~( 10.6
9.00 8.10 10.1
9.00 11.3
9.38 8.44 10.6 9.38 11.7
------- . ...---- 5.94 ._------ 7.13
----... -- --_ .. _-- .... _-- 6.25 ._------ 7.50 . ..
...... _._- _._._-_.
---_._---- 7.88
_-.-- .... ---- ---- ......--.. .. . _----- 8.20
8.31 7.60 9.50 8.55 10.7 9.50 11.9
8.75 8.00 10.0 9.00 11.3 10.0 12.5
9.19 -.. - 10.5 9.45 11.8 10.5 13.1
9.57
.... 10.9 9.84 12.3 10.9 13.7
_
..... ... 3.91
8.44
.------- 4.88 -_ ... _-- 5.86 5.47 6.84 6.25 7.81 7.03 8.79
"
.380
.400
.420
.4375 l{,
. --.--._-
.440
.460
.480
•500
.. __ ...... __ . .... __ ...... __ ....___ . 8.25
9.63 ... ___ . 11.0 9.90 12.4 11.0 13.8
..._........ __ .. ... __...... __ ....__ . 8.63 ..... __ . 10.1 ..... __ . 11.5 ....... _.12.9 11.5 14.4
............ _....... __ . 9.00 ..... __ . 10.5 ......... 12.0 ......._. 13.5 12.0 15.0
.... .......... ...... __ ...... _.. ..... _... 10.9 .......... 12.5 .......... 14.1 12.5 . 15.6
.520
.540
.560
.5625
.....__ . ..... _....... _........ _.... _... __ ...... __ ...... __ . 11 .4 ..... __ . 13.0 ... __ . 14.6
16.3
..._. __ ...... _....... __ ........ _.....___...... __...... __. 11 .8 ..... _... 13.5 ..... _... 15.2
16.9
..._. __........ _ ..... __ ...... __ . ._..__...... _........ _... 12.3 ......... 14.0 ......... 15.7 ......._. 17.5
..... __ ...... _........ __ ...... _....... __...... __ ...... _... ..... _... .... ... 14.1
....... 15.8 .......... 17.6
~
....
...
.....
..... __ ........ _...... __ ...... __...... __ .... __ ....... __ ...... __ ...... __. 14.5 ..... ___ 16.3 ..... _... 18.1
... ___ ...... __ . ..... __. .....__ ..... __ .....___ . ...__ ...... __ ...... ___ 15.0 ..... _.._16.9
18.8
... ___ ...... __ ... ___ ...____... _.. __ ...... __ ..... __.... ___ .... . ___ 15.5 ..... _... 17.4 ..... __ . 19.4
..... _.........._ ... __........ __. _.... __ ...... __..... __ ...... __...... __ . 15.6
.... 17.6 ..... __. 19.5
.580
.600
.620
.625
.5875 'J.{, ... ___...... _........ _.......... _...... __ ........ _.. .. __ . ....... _...... ___ 17.2 .......... 19.3 ..... ___ 21 .5
..-___ ...... __ .... ___ . ... ___ ...... __ .._...__.. ... __.._____ ...... ___ .. ____ .... ____ 21.1
.750
.8125
,~
.....___ 23.4
-....-_ ...... __ ..... __ ...... __. --. ___. ..... __..... ___..... __ ........ __ ..... __...... __ ..... __. ..... __ . 25.4
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
272
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
273
PART IV
STANDARD SPECIFICATIONS
AND CODES
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
Specification for the Design, Fabrication, and Erection of
Structural Steel for Buildings; as revised June 1949.
(For brevity this document is referred to in the Manual as the A.I.S.C. Specification.)
Code of Standard Practice; as revised April 26, 1956.
AMERICAN INSTITUTE
MANUFACTURERS
OF
BOLT,
NUT
AND
RIVET
Tentative Specifications for Cold Riveted Construction;
September, 1942.
AMERICAN
SOCIETY FOR TESTING
MATERIALS
Specifications for Steel for Bridges and Buildings.
A.S.T.M. Designation A7-46.
Specifications for Structural Rivet Steel.
A.S.T.M. Designation A141-39.
AMERICAN WELDING
SOCIETY
Application of and Extracts from Code for Arc and Gas
Welding in Building Construction.
UNITED STATES DEPARTMENT OF COMMERCE
Minimum Design Loads in Buildings and other Structures;
as sponsored by the National Bureau of Standards
and adopted by American Standards Association,
A58.1- 1945.
AMERICAN
INSTITUTE
OF STEEL CON S TRUCTION
a4
AMERICAN
INSTITUTE OF STEEL CONSTRUCT/ON
,
275
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION
OF STRUCTURAL STEEL FOR BUILDINGS
( RIVETED,
SOLTED
AND
ARC-WELDED
REVISED
JUNE,
CONSTRUCTION)
1949
CONTENTS
PREFACE
SPECIFICATION
ADMINISTRATIVE PROVISIONS-
SECTION 1-8
TECHNICAL PROVISIONS
PART I.
MATERIAL-
PART II.
LOADS AND STRESSES-
PART III.
UNIT STRESSES-
PART IV.
DESIGN-
PART V.
FABRICATION-SECTIONS 33-34
AM E RICAN
SECTION 9
SECTIONS 10-14
S ECTION 15
SECTIONS 16-32
INS TITUTE OF STEEL CONSTRUCTION
276
,
\
\
PREFACE
A specification of this type requires for completeness certain general clauses
which frequently are provided in the applicable Building Code or General Specification.
When so provided, the clauses in such Code or Specification shall of course govern.
In the absence of such, the following clauses shall be read into. and shall form a part
of, the Specification:
SCOPE.
As used throughout this Specification, the term "structural steel '. refers exclusively to those items enumerated in Section 2 of the "Code of Standard Practice
for Steel Buildings and Bridges" of the American Institute of Steel Construction. and
nothing herein contained shall be interpreted as a recommended practice for steel
joists, members formed of flat rolled sheet or strip. light-gage steel construction. skylights, marquises (except structural frame), fire escapes, or other items not specifically
enumerated in that Code.
CODE.
In the execution of contracts entered into under this Specification, the" Code of
Standard Practice for Steel Buildings and Bridges" of the American Institute of
Steel Construction shall apply unless otherwise specified or required.
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AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
SPECIFICATION FOR THE
DESIGN, FABRICATION AND ERECTION
OF STRUCTURAL STEEL FOR BUILDINGS
(RIVETED, BOLTED AND ARC-WELDED CONSTRUCTION)
This Specification defines the practice adopted by the American Institute of Steel
Construction in the design, fabrication, and erection of structural steel for Buildings.
ADMINISTRATIVE PROVISIONS
SECTION 1.
TYPES OF CONSTRUCTION.
Three basic types of design and design assumption are pennissible, under the
respective conditions stated hereinafter, and each will govern in a specific manner the
sizes of members and the types and strength of their connections.
Type 1, commonly designated as "rigid-frame" (continuous. restrained frame).
assumes that the end connections of all members in the frame have sufficient rigidity
to hold virtually unchanged the original angles between !uch members and the members to which they connect.
Type 2. commonly designated as "conventional" or "simple" framing (unrestrained, free-ended). assumes that the ends of beams and girders are connected for
shear only. and are free to rotate under load.
Type 3, commonly designated as "semi-rigid framing" (partially restrained),
assumes that the connections of beams and girders possess a dependable and known
moment capacity intermediate in degree between the complete rigidity of Type 1
and the complete flexibility of Type 2.
All connections shall be consistent in their design with the assumptions as to
type of construction, as called for on the design drawings.
Type 1 construction is unconditionally pennitted under this Specification. It is
a necessary condition of this type that the calculated stresses and resulting strains in
all members and their connections occur within the elastic range, and that the stresses
do not exceed. those allowed in Section 15 of this Specification.
Type 2 construction is pemtiUed under this Specification, subject to the stipulations of the following paragraph wherever applicable. Beam-to-oolumn connections
with seats for the reactions and with top clip angles for lateral support only, are classed
under Type 2.
In tier buildings, designed in general as Type 2 construction, in that the beamto-colwnn connections other than wind connections are flexible, the distributIOn of
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A. I. S. C.
SPEC( FICATION
the wind moments, as between the several joints of the frame, may be made by a
recognized empirical method provided that either :
1.
The wind connections, designed to resist the assumed wind moments, are
adequate to resist the moments induced by the gravity loading and the wind
loading, at the increased unit stresses permitted therefor, or,
2.
The wind connections. if welded and if designed to resist the asswned wind
moments. are so designed that larger moments. induced by the gravity
loading under the actual condition of restraint, will be relieved by deformation
of the connection material without over-stress in the welds.
Type 3 (semi-rigid) construction will be permitted only upon evidence that the
connections to be used are capable of resisting definite moments without overstress of
the welds. * The proportioning of main members joined by such connections shall be
predicated upon no greater degree of end restraint than the minimum known to be
effective by the respective connections. *
Types 2 and 3 construction may necessitate some non-elastic but self-limiting
defonnation of a structural steel part, but under forces which do not overstress the
rivets, bolts or welds.
SECTION 2. DEFINITIONS AND NOMENCLATURE, WELDED CONSTRUCTION
All tenns herein relating to welds, welding and gas cutting shall be construed in
accordance with the standard "Definitions of Welding Terms and Master Chart of
Welding Processes" of the American Welding Society, as amended to date.
SECTION 3. PLANS AND DRAWINGS.
(a )
STRESS SHEETS.
Plans.
The plans (design drawings) shall show a complete design with sizes, sections,
and the relative locations of the various members. Floor levels, column centers, and
offsets shall be dimensioned. Plans shall be drawn to a scale large enough to convey
the infonnation adequately.
Plans shall indicate the type or types of construction (as defined in Section 1)
to be employed; and shall be supplemented by such data as to the assumed loads, and
the shears, moments and axial forces to be resisted by all members and their connections, as may be required for the proper preparation of the shop drawings.
(b )
Shop Drawings.
Shop drawings, giving complete infonnation necessary for the fabrication of the
component parts of the structur.e, including the location, type. size and extent of all
welds. shall be prepared in advance of the actual fabrication. They shall clearly distinguish between shop and field rivets, bolts and welds.
Shop drawings shall be made in confonnity with the best modern practice and
with due regard to speed and economy in fabrication and erection.
*The American Institute of Steel Construction expects to publish designs of beam-tocolumn connections with a statement of the experimentally detennined bending resistance
thereof.
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(c) Notations fOT Welding,
Note shall be made on the plans and on the shop drawings of those joints or
groups of joints in which it is especially important that the welding sequence and
technique of welding be carefully controlled to minimize locked-up stresses and
distortion.
Weld lengths called for on the plans and on the shop drawings shall be the net
effective lengths.
(d) Symbols for Welding.
Welding symbols used on plans and shop drawings shall preferably be the American
Welding Society symoo!s; other adequate welding symbols may be used, provided a
complete explanation thereof is shown on the plans or drawings.
SECTION 4. LOADS AND FORCES.
(a)
Dead Load.
The dead load to be assumed in design shall consist of the weight of the steelwork
and all material fastened thereto or supported thereby,
( b) Live Load.
The live load, and snow load if any, shall be that stipulated by the Code under
which the structure is being designed or that required by the conditions involved.
In general, the live loads should not be less than those recommended in the "American
Standard Building Requirements for Minimum Design Loads in Buildings and Other
Structures, ASS.l ",latest edition.
(e) W;nd .
Proper provision shall be made for stresses caused by wind both during erection
and after completion of the building. The wind pressure is dependent upon the conditions of exposure and geographicaiiocation of the structure. The allowable stresses
specified in Paragraphs (d) and (e) of Section 15, are based upon the steel frame being
designed to carry a wind pressure of not less than twenty (20) pounds per square foot
·on the vertical projection of the finished structure.
(d) Other Forces.
Structures in localities subject to earthquakes, hurricanes, and other extraordinary
conditions shall be designed with due regard for such conditions.
SECTION 5. WELDING.
(a)
Welding.
Welds shall be made only by operators who have been previously Qualified by
tests, as prescribed in the "Standard Qualification Procedure" of the American
Welding Society, to perform the type of work required, except that this provision
need not apply to tack welds not later incorporated into finished welds carrying calculated stress.
(b)
Rivets and Bolts in Combination with Weld8.
In new work, rivets or bolts in combination with welds shall not be considered
as sharing the stress, and welds shall be provided to carry the entire stress for which
the connection is designed.
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SPECIFICATION
In making welded alterations to structures, existing rivets may be utilized for
carrying stresses resulting from existing dead loads, and the. welding need be adequate
only to carryall additional stress.
SECTION 6. TURNED BOLTS.
Turned oolts in close fitting holes as specified in Section 33(e). may be used in
shop or field work where it is impracticable to drive satisfactory rivets. The finished
shank shall be long enough to provide full bearing. and washers shall be used under
the nuts to give full grip when the nuts are turned tight.
The term "turned bolts", as used in this Specification, embraces all bolts regardless of the manufacturing process, which have a tolerance on the nominal diameter
of 0 over, .006/1 under, and which have "regular semi-finished" heads conforming to
"American Standard BIB.2-1941" of the American Institute of Bolt, Nut and
Rivet Manufacturers.
SECTION 7. ERECTION.
(a)
Bracing.
The frame of steel skeleton buildings shall be carried up true and plumb, and
temporary bracing shall be introduced wherever necessary to take care of all loads to
which the structure may be subjected, including equipment, and the operation of
same. Such bracing shall be left in place as long as may be required for safety.
(b)
Adequacy of Temporary Connections.
As erection progresses, the work shall be securely bolted up, or welded, to take
care of all dead load, wind and erection stresses.
(c)
Erection Stresses.
Wherever piles of material, erection equipment or other loads are carried during
erection, proper provision shall be made to take care of stresses resulting from the same.
(d)
Alignment.
No riveting or welding shall be done until as much of the structure as will be
stiffened thereby has been properly aligned.
(e)
F ield Connections.
All field connections may be made with unfinished bolts, except as follows:
Rivets or welds shall be used for the following connections; except that turned
bolts may be used in lieu of rivets .as specified in Section 6:
Column splices in all tier structures 200 feet or more in height.
Column splices in tier structures 100 to 200 feet in height, if the least horizontal
dimension is less than 40 percent of the height.
Column splices in tier structures less than 100 feet in height, if the least horizontal
dimension is less than 25 percent of the height.
Connections of all beams and girders to columns and of any other lx!ams and
girders on which the bracing of columns is dependent, in structures over 125 feet in
height.
Roof-truss splices and connections of trusses to columns, column splices, oolumn
bracing, knee braces and crane supports, in all structures carrying cranes of over
5-ton capacity.
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SPECIFICATION
Connections for supports of running machinery, or of other live loads which
produce impact or reversal.
Any other connections stipulated on the design plans.
For the purpose of this Section, the height of a tier structure shall be taken as the
vertical distance from the curb level to the highest point of the roof beams, in the
case of flat roofs. or to the mean height of the gable, in the case of roofs having a rise
of more than 2-2/ 3 in 12. Where the curb level has not been established, or where
the structure does not adjoin a street, the mean level of the adjoining land shall be
used instead of curb level. Penthouses may be excluded in computing the height of
structure.
(f)
Field Riveting.
Rivets driven in the field shall be heated and driven with the same care as those
driven in the shop.
(g)
Field Welding.
All field assembly and welding shall be executed in accordance with the require~
ments for shop fabrication, excepting such as manifestly apply to shop conditions only.
Any shop paint on surfaces adjacent to joints to be field welded shall be thor~
oughly removed to expose clean steel for a distance of at least 2 inches on either side
of the joint.
(h)
Field Painting.
All field rivets, field bolts and field welds, also all serious abrasions to the shop
coat, shall be spot painted with the material used for the shop coat, or an equivalent,
and all mud and other firmly attached and objectionable foreign materials shall be
removed, before general field painting.
Responsibility for this touch ~up and cleaning. as well as for general painting,
shall be allocated in accordance with accepted local practices and this allocation shall
be set forth explicitly in the contract.
SECTION 8. INSPECTION.
(a)
General.
Material and workmanShip at all times shall be subject to the inspection of experienced engineers representing the purchaser.
(b )
Cooperation.
All inspection as far as IX>ssible shall be made at the place of manufacture, and
the Contractor or Manufacturer shall cooperate with the Inspector permitting access
for inspection to all places where work is being done.
(c)
Rejections.
Material or workmanship not conforming to the provisions of this Specification
may be rejected at any time defects are found during the progress of the work.
(d)
Inspection of Welding.
The inspection of welding shall be performed in accordance with the provisions
of Section 5 of the "Code for Arc and Gas Welding in Building Construction" of the
American Welding Society, as amended to date.
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SPECIF I CATION
TECHNICAL PROVISIONS
PART I.
MATERIAL
SECTION 9. MATERIAL.
(a)
Structural Steel.
Structural steel shall conform to the "Standard Specifications for Structural
Steel for Bridges and Buildings, Serial Designation A 7" of the American Society for
Testing Materials, as amended to date.
(b)
Rivet Steel.
Rivet steel shall conform to the" Standard Specifications for Structural Rivet
Steel, Serial Designation A141", of the American Society for Testing Materials. as
amended to date.
(e)
Other Metals.
Cast steel. cast iron and other metals shall conform to the applicable Specifications
of the American Society for Testing Materials, as amended to date. Cast Steel for
welding shall be of a grade designated as weldable in said Specifications.
Cd ) Stock Material.
Stock material shall be of a Quality equal to that called for by Paragraph (a).
Mill test reports shall constitute sufficient record as to the material taken from stock.
Unidentified stock material, if free from surface imperfections, may be used fo r
short sections of minor importance, or for small unimportant details, where the precise
physical properties of the material would not affect the strength of the structure.
(e)
Filler Metal.
Arc-Welding electrodes shall conform to the requirements of the "Specifications
for Iron and Steel Arc-Welding Electrodes" of the American Welding Society, latest
edition. Electrodes shall be of Classification Numbers E6010. E6011. E6012. E6013.
E6020 or E6030 and shall be suitable for the positions and other conditions of intended use.
With each container of electrodes the manufacturer shall furnish instructions
giving recommended voltage and amperage (and polarity if direct current) for all
uses and welding positions for which the electrode is suitable.
PART II.
LOADS AND STRESSES
SECTION 10. LOADS AND FORCES.
(a)
Steel structures shall be designed to sustain the following loads and forces:
1. Dead Load.
2. Live Load.
3. Impact.
4. Wind and other Lateral and Longitudinal Forces.
5. Erection Loads.
6. Other Forces.
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(b)
I. S. C.
SPECIFICATION
Dead Load, Live Load and Other Forces.
The dead load, live load, snow load if any, wind force and any other forces due to
extraordinary conditions, to be assumed in design, shall be as specified in Section 4,
unless otherwise specified in the applicable Building Code or General Specification.
(c)
Impact.
For structures carrying live loads which induce impact or vibration, the assumed
live load shall be increased sufficiently to provide for same.
If not otherwise specified, the increase shall be:
For supports of elevators
.................
. ........................ . 100 percent
For traveling crane support girders and their connections......... _ 25
For supports of light machinery, shaft or motor driven, not
less than....__.___...... __.. _. ___ ._._ ... ___ ............ ___ ..._..........__
20
For supports of reciprocating machinery or power driven units,
not less tharL_._._._ .. _. ___ ... _... _. ____ ..................._....... .
50
33)1, ..
For threaded hanger rods supporting floors and balconies __
(d)
Crane Runway Horizontal Forces.
The lateral force on crane runways to provide for the effect of moving crane trolleys shall, if not othenvise specified, be 20 percent of the sum of the weights of the
lifted load and of the crane trolley (but exclusive of other parts of the crane), applied
at the top of rail one·half on each side of runway; and shall be considered as acting in
either direction nonnal to the runway rail.
The longitudinal force shall, if not otherwise specified, be taken as 10 percent of
the maximum wheel loads of the crane applied at the top of rail.
SECTION 11. MEMBERS SUBJECT TO REVERSAL OF STRESS.
(a)
Section of Member.
The sectional area of the portion between connections, of members subject to
reversal of stress, need not be increased by reason of the reversal, but shall be sufficient
in area and disposition to provide for the maximum compression, and the maximum
tension, separately.
(b)
Reinforcement at Connections.
The sectional area of members subject to loads (other than wind loads) producing
alternating tensile and compressive stresses shall be augmented, at the approach to a
connection, by riveting or welding on additional material, so that the augmented
section shall comply with the following rule:
To the net total compressive stress, and to the net total tensile stress, add arithmetically 50 percent of the smaller of these two; and proportion the connected material,
and the connecting rivets, bolts, pins or welds, for each of the two increaseci stresses
thus separately obtained at the unit stresses prescribed in Section 15 (a).
If the reversal may be expected to occur over 100,000 times in the life of the
building, the unit stresses in the connected material and in the connecting rivets,
bolts, pins or welds shall not exceed 75 perc..ent of those specified in Section 15 (a).
Sharp notches, copes and other sudden changes of cross section shall be particularly
avoided in and adjacent to such connections.
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SECTION 12. COMBINED STRESSES.
<a) Axial and Bending.
Members subject to both axial and bending stresses shall be so proportioned that
the quantity
fa + Fb
fb sa
hll notex c e e
d··
h·h
Fa
UDIty. m W le
Fa
Fb
fa
fb
(b)
axial unit stress that would be permitted by this Specification if axial
stress only existed.
bending unit stress that would be permitted by this Specification if bending
stress only existed.
axial unit stress (actual) = axial stress divided by area of member.
bending unit stress (actual) = bending moment divided by section modulus
of member.
Shear with Tension or Compression.
Rivets. bolts and welds subject to shearing and externally applied tensile or compressive forces shall be SO proportioned that the combined unit stress will not exceed
the unit stress allowed for shear in Section 15 (a).
SECTION 13. COMPOSITE BEAMS.
<a) Definition.
The term .. composite beam to shall apply to any rolled or fabricated steel floor
beam entirely encased in a poured concrete haunch at least four inches wider, at its
narrowest point than the flange of the beam. supporting a concrete slab on each side
without openings adjacent to the beam; provided that the top of the beam is at least
172 inches below the top of the slab and at least 2 inches above the bottom of the
slab; provided that a good grade of stone or gravel concrete, with Portland cement. is
used; and provided that the concrete haunch has adequate mesh. or other reinforcing
steel, throughout its whole depth and across its soffit.
(b)
Design Assumptions.
Composite beams may be figured on the assumption that:
1. The steel beam carries unassisted all dead loads prior to the hardening
of the concrete. with due regard for any temporary support provided, and
2. The steel and concrete carry by joint action all loads, dead and live.
applied after the hardening of the roncrete.
(c)
Unit Stresses.
The total tensile unit stress in the extreme fibre of the steel beam thus romputed
shall not exceed 20.000 pounds per square inch. (Section 15 (a) ).
The maximum stresses in the roncrete, and the ratio of Young's moduli, for steel
and concrete, shall be as prescribed by the specifications governing the design of reinforced concrete for the structure.
(d) End Shear.
The web and the end connections of the steel beam shall be designed to carry the
total dead and live load, except as this may be reduced by the provision of other
proper support.
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SECTION 14. EFFECTIVE SPAN LENGTH.
(a )
Simple Spans.
Beams, girders and trusses shall ordinarily be designed on the basis of simple
spans whose effective length is equal to the distance between centers of gravity of the
members to which they deliver their end reactions.
(b)
End Restraint.
When designed on the assumption of end restraint full or partial, due to OODtinuous, semi-continuous or cantilever action, the beams, girders and trusses, as well
as the sections of the members to which they connect, shall be designed to carry the
shears and moments so introduced, as well as all other forces, without exceeding at
any point the unit stresses prescribed in Section 15 (a); except that some non-e1astic
but self-limiting deformation of a part of the connection may be permitted when this
is essential to the avoidance of overstressing of a weld.
PART III.
UNIT STRESSES
SECTION 15. ALLOWABLE UNIT STRESSES.
Except as provided in this Section under " Bending", under "Wind Only" and
under "Wind and Other Forces" and as provided in Section 1, final paragraph, all
parts of the structure shall be so proportioned that the unit stress in pounds per square
inch shall not exceed the following values:
(a)
Structural Steel, Rivets, Bolts and Weld Metal.
(1) TENSION.
Structural Steel, net section ......................................_............. .
Butt welds, section through throat......................................_.. .
Rivets, on area based on nominal diameter............................
Bolts and other threaded parts, on nominal area at root of
threa'!........................................................................................
20.000
20,000
20,000
20.000
(2) COMPRESSION.
Columns, gross section
For axially loaded columns with values of ll r not
greater than 120.................................................. 17.000-0.485
For axially loaded colwnns (bracing and other
secondary members) with values of ll r greater
than 120........ ............................................................. .
(for main members. see Section 16 (b) ).
I'
r'
18.000
I + 18.000 r'
in which I is the unbraced length of the column, and r is the corres·
ponding radius of gyration of the section, both in inches.
Plate Girder Stiffeners, gross sectiOIl. ....___ .. _.......................... 20,000
Webs of Rolled Sections at toe of fillet
(Crippling, see Section 26 (h) )....................... .................... 24.000
Butt Welds-Section through throat (crushing).................... 20.000
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(3) BENDING.
Tension on extreme fibers of rolled sections, plate girders,
and built-up members.
(See Section 26 (a) ) ..... _..................................................
20,000
Compression on extreme fibers of rolled sections plate
girders. and built-up members.
With ~t not in excess of 600......... ....................................... 20,000
12,000,000
ld
bt
in which I is the unsupported length and d the depth, of the
member; b is the width, and t the thickness, of its compression
flange; all in inches; except that 1 shall be taken as twice the
length of the compression flange of a cantilever beam not fully
stayed at its outer end against translation or rotation.
With ~ in excess of 600, .-----.-----------.... --------..-- .... ---.---.
bt
Stress on extreme fibers of pins _____ ... ........_____________ ............. __ 30,0Cl0
Fiber stresses in butt welds, due to bending, shall not
exceed the values prescribed for tension and compression,
respectively.
Fully continuous beams and girders may be proportioned for
negative moments which are maximum at interior points of
support, at a unit bending stress 20 percent higher than above
stated; provided that the section modulus used over supports
shall not be less than that required for the maximum positive
moments in the same beam or girder. and provided that the compression flange shall be regarded as unsupported from the support
to the point of contraflexure.
For columns proportioned for combined axial and bending stresses.
the maximum unit bending stress Fb. Sect. 12 (a) may be taken
at 24,0Cl0 pounds per square inch, when this stress is induced by
the gravity loading of fully or partially restrained beams framing
into the columns.
(4) SHEARING.
Rivets...._.. ...................................................................................
Pins, and turned bolts in reamed or drilled holes..................
Unfinished bolts.......................... ..............................................
Webs of beams and plate girders, gross section. ...._.. _...........
15.000
15,000
10,000
13.000
Weld Metal
on section through throat of fillet weld, or on faying
surface area of plug or slot weld. .... __ .. __ .........................
on section through throat of butt weld ..._.......... __ ......... _____ .
13,600
(Stress in a fillet weld shall be considered as shear on the
throat, for any direction of applied stress. N either plug
nor slot welds shall be assigned any values in resistance
to stresses other than shear.)
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SPECIFICATION
Double
Shear
(5) BEARING.
Single
Shear
32,000
Rivets.......
...................................................... 40,000
Turned bolts in reamed or drilled holes................ 40,000
32,000
20,000
Unfinished bolts........................................................ 25,000
Pins.............. _... ..........................................................
32,000
Contact Area
30,000
Milled Stiffeners and Other Milled Surfaces....
Fitted Stiffeners................... ............................. ..
27,000
Expansion rollers and rockers
(pounds per linear inch) ....._
600d
in which d is diameter of roller
or rocker in inches.
(b)
Cast Steel.
Compression and Bearing, same as for Structural Steel.
Other Unit Stresses. 75 percent of those for Structural Steel.
(c)
Masonry Bearing.
Granite............... .
Sandstone and Limestone............................................... .
Portland Cement Concrete. unless othenvise specified
Hard Brick in Cement Mortar....... _ ..............................
(d)
BOO
400
600
250
Wind Only.
Members subject only to stresses produced by wind forces may be proJXlrtioned
for unit stresses 33-1/ 3 percent greater than those specified for dead and live load
stresses. A corresponding increase may be applied to the allowable unit stresses in
their connecting rivets, bolts or welds.
(e)
Wind and Other Forces.
Members subject to stresses produced by a combination of wind and other loads
may be proJXlrtioned for unit stresses 33-1/ 3 percent greater than those specified for
dead and live load stresses. provided the section thus required is not less than that
required for the combination of dead load, live load, and impact (if any). A corresponding increase may be applied to the allowable unit stresses in their connecting
rivets, bolts or welds.
"
(f)
Effective Areas of Weld Metal.
The effective area of butt and fillet welds shall be considered as the effective
length of weld times the effective throat thickness.
The effective shearing area of plug and slot welds shall be considered as the
.nominal cross-sectional area of the hole or slot, in the plane of the fayin g surface.
The effective area of fillet welds in holes and slots shall,be computed as above
specified for fillet welds, using for the effective length, the len~ of center line of the
weld through the center oC the plane through the throat. However, in the case of overlapping fillets, the effective area shall not exceed the nominal cross-sectional area of
the hole or slot, in the plane of the faying surface.
The effective length of a fillet weld shall be the overall length of Cull-size fillet,
including returns.
The effective length of a butt weld shall be the width of the part joined, when
ends of the weld are made as specified in Section 33 (m), final paragraph. A transverse
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skewed butt weld shall not be assumed in computations to be longer than the width
of the joint or piece perpendicular to the direction of stress.
The effective throat thickness of a fillet weld shall be the shortest distance from
the root to the face of the diagrammatic weld. (The effective throat thickness of an
equal leg 45° fillet weld is 0.707 times the nominal size of the weld.)
The effective throat thickness of a complete-penetration butt weld (i. e., a butt
weld conf9rming to the requirements of Section 33 (m), 2nd paragraph) shall be the
thickness of the thinner part joined.
The effective throat thickness of an incomplete-penetration butt weld (i. e., a
butt weld not conforming to the requirements of Section 33 (m). 2nd paragraph, but
conforming to same Section 3rd paragraph) shall , for design purposes. be considered
as 75 percent of the thickness of the thinner part jOined.
PART IV.
DESIGN
SECTION 16. SLE;NDERNESS RATIO.
(a)
The ratio of unbraced length to least radius of gyration
ir for compression
members and for tension members other than rods shall not exceed:
For main compression members ...... ~..... .......... ... ............ ..... ...... ... ................
For bracing and other secondary members in compression........................
For main tension members.......................................... ...................................
For bracing and other secondary members in tension ................................
120
200
240
300
(b) The slenderness of a main compression member may exceed 120, but not
200, provided that it is not ordinarily subject to shock or vibratory loads and provided
that its unit stress under full design loading shall not exceed the following fraction
of that stipulated under Section 15 (a)(2) for ,i ts actual ratio l/r:
I
1.6- 200 r
SECTION 17. DEPTH RATIO.
(a)
Simple Spans.
The depth of beams and girders in floors shall if practicable be not less than 1/ 24
of the span, and where subject to shocks or vibrations not less than 1/ 20. If members
of less depth are used, the unit stress in bending shall be decreased in the same ratio
as the depth is decreased from that above recommended.
The depth of roof purlins shall if practicable be not less than 1/ 24 of the span,
and in no case less than 1/30 of the span, except in the case of corrugated sheeting roofs,
with a slope not less than 4% in 12.
Beams and girders supporting plastered ceilings shall if practicable be so proportioned that the maximum live load deflection will not exceed 1/360 of the span.
(b)
Restraitted and Continuous Spans.
Minimum depth-ratios for restrained and continuous spans shall if practicable
be such that the deflections at critical points will be not greater than those of simple
spans of the minimum depth-ratio recommended under Paragraph (a).
(c)
Secondary Tension Members.
The horizontal projection of the length of bracing and secondary members in
tension, other than rods, shall if practicable not exceed 90 times the depth.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
289
A. I. S. C,
5 PEe I Fie A T ION
SECTION 18. MINIMUM THICKNESS OF MATERIAL.'
(a) General.
The minimum thicknesses required for protection against crippling, buckling, and
shear are prescribed in Paragraphs (b) and (e) of this section and in Paragraph (b) of
Section 26, respectively. Those stipulations assume that the material is straight and
true as erected, within the limits prescribed in Section 33 (q), and is not reduced by
corrosion.
No further stipulations as to minimum thickness shall apply to steelwork exposed
to conditions no more seriously corroding than an indoor atmosphere controlled for
human comfort, subject always to the requirements of Section 34 (a).
The following stipulations ( 1) and (2) as to minimum thickness shall apply to
exterior steelwork enclosed in a non-impervious envelope or exposed to frequent rain
or snow, and to interior steelwork subject to atmospheric exposure more corrosive
than that mentioned in the preceding paragraph:
(1) Columns, studs, lintels, girders and beams; exterior trusses.
exterior bracing members; one-fourth inch minimwn.
(2) Purlins, girts, trusses and bracing members sheltered from direct
exposure to rain and snow; three-sixteenths inch minimum.
The controlling thickness of rolled shapes, for the purposes of stipulations (1) and
(2); shall be taken as the mean thickness of their flanges, regardless of web thickness.
Steelwork exposed to industrial fumes or vapor shall be given special protection
as required in the judgment of the Engineer.
(b)
Projecting Ele ments Under Compression.
Projecting elements of members subjected to axial compression or compression
due to bending shall have ratios of width to thickness not greater than the following:
Single angle struts; 12.
Double-angle struts; angles or plates projecting from girders, columns or
other compression members; compression flanges of beams; stiffeners on
plate girders; flanges or stems of tees; 16.
The width of plates shall be taken from the free edge to the first row of rivets or
welds; the width of legs of angles, channels and zees, and of the stems of tees, shall be
taken as the fuJi nominal dimension; the width of flanges of beams and tees shall be
taken as one-half the full nominal width. The thickness of a sloping flange shall be
measured halfway between a free edge and the corresponding face of the web.
When a projecting element exceeds the width-to-thickness ratio prescribed in
the preceding paragraph, but would conform to same and would satisfy the stress
requirements with a portion of its width considered as removed, the member will
be considered acceptable without the actual removal of the excess width.
(c)
Compression Members.
In compression members the unsupported width of web, cover or diaphragm
plates between the nearest lines of rivets or welds, or between the roots of the flanges
in case of rolled sections, shall not exceed 40 times the thickness.
When the unsupported width exceeds this limit, but a portion of its width no
greater than 40 times the thickness would satisfy the stress requirements, the member
will be considered acceptable.
The unsupported width of cover plates perforated with a succession of access
holes, only the least net width across holes being assumed available to resist compression, may exceed 40, but shall not exceed 50, times the thickness.
-Revised June 23, 1949
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
290
A. I. S. C .
SPECIFICATION
SECTION 19. GROSS AND NET SECTIONS.
(a)
Definitions.
The gross section of a member at any point shall be determined by summing: the
products of the thickness and the gross width of each element as measured normal to
the axis of the member. The net section shall be determined by substituting for the
gross width the net width computed in accordance with paragraphs (e) to (g) of this
Section.
(b)
Application.
Unless otherwise specified, tension members shall be designed on the basis of
net section. Columns shall be designed on the basis of gross section. Beams and
girders shall be designed in accordance with Section 26 (a).
In determining the net section across plug or slot welds the weld metal shall not
be consielered as adding to the net area.
(0)
Net Width.
In the case of a chain of holes extending across a part in any diagonal or zigzag
line, the net width of the part shall be obtained by deducting from the gross width
the sum of the diameters of all the holes in the chain, and adding, for each gage space
in the chain, the quantity
s' where
-
4.
s = longitudinal spacing (pitch) in inches of any two successive holes.
g = transverse spacing (gage) in inches of the same two holes.
The critical net section of the part is obtained from that chain which gives the
least net width.
(d)
Angle•.
For angles, the gross width shall be the sum of the widths of the legs less the
thickness. The gage for holes in opposite legs shall be the sum of the gages from
back of anile less the thickness.
(e)
Splice Members.
For splice members, the thickness considered shall be only that part of the thickness of the member which has been developed by rivets or welds beyond the section
considered.
(f)
Size of Holes.
In computing net area the diameter of a rivet hole shall be taken as VB inch greater
than the nominal diameter of the rivet.
Pin Holes.
In pin connected tension members, other than forged eyebars, the net section
across the r>in hole. transverse to the axis of the member, shall be nDt less than 135
percent, and the net secti0n beyond the pin hole. parallel with the axis of the member.
not less than 90 percent. of the net section of the body of the member.
In all pin-connected riveted members the net width across the pin hole, transverse
to the axis of the member. shall not exceed 8 times the thickness of the member at the
pin. unless lateral buckling is prevented.
(g)
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
291
A. I. S. C.
SPECIFICATION
SECTION 20. EXPANSION.
(a)
Transverse Expansion.
No provision for transverse expansion in structures need be made in wall bearing
spans of 50 feet and under. Wall bearing spans of over 50 feet and up to and including
100 feet shall slide on smooth surfaces at one end. Wall bearing spans of over 100
feet shall have expansion rollers or rockers at one end. Expansion ends shall be
secured against lateral movement; fixed ends against movement in any direction.
(b)
Longitudinal Expansion.
Provision shall be made for longitudinal expansion of the structure. AU expansion
provisions shall be figured for 100 degrees F. variation in temperature and for a coefficient of expansion of 0.0000065 per degree per unit of length. Expansion joints in
buildings having masonry wall enclosures shall be so spaced as to inhibit visible
cracking of the walls.
SECTION 21. CONNECTIONS.
(a) Minimum Connections.
Connections carrying calculated stresses, except for lacing, sag bars, and girts,
shall be designed for not less than 10,000 pounds, if welded; or if riveted or bolted,
shall have no fewer than two rivets or two bolts.
(b)
Eccentric Connections.
Members meeting at a point shall have their gravity axes meet at a point if practicable; if not, provision shall be made for bending stresses due to the eccentricity.
(c)
Placement of Rivets and Welds.
The rivets or welds at the ends of any member transmitting stresses into that
member should preferably have their centers of gravity on the gravity axis of the
member; otherwise, provision shall be made for the effect of the resulting eccentricity.
Pins may be so placed as to cOWlteract the effect of bendini" due to dead load.
(d)
Unrestrained Members.
Except as otherwise indicated by the designer, all connections of beams, girders
or trusses shall be designed as flexible, and may ordinarily be proportioned for the
reaction shears only. If, however, the eccentricity of the connection is excessive,
provision shall be made for the resulting moment.
Flexible beam connections shall pennit the ends of the beam to rotate sufficiently
to accommodate its deflection by providing for a horizontal displacement of the top
flange as determined as follows:
e
= .OO7d if the beam is designed for full uniform load and for live load
deftection not exceeding 1/ 36Oth of the span (see Section 17 (aJ J;
or e
where e
fL
3,625,000
if the beam is designed for full uniform load producing the
unit stress f at mid span;
= the horizontal displacement between the top and bottom of the beam at
its end, in inches.
f = the flexural Wlit stress in the beam at mid span; p.s.i.
d = the depth of the beam, in inches.
L = the span of the beam, in feet.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
292
A. I . S. C.
(e)
SPECIFICATION
Restrained Members.
When beams, girders or trusses are subject both to reaction shear and end moment,
due to full or partial end restraint, or to continuous or cantilever construction, their
connections shall conform to the requirements of Section 12 (b) .
Hllers.
In riveted construction, when rivets carrying computed stress pass through
fillers, the fillers shall be extended beyond the connected member and the extension
secured by enough rivets to distribute the total stress in the member uniformly over
the oombined sections of the member and filler.
Fillers under the stiffeners on riveted plate girders, at end bearings or at points
of concentrated loads, shall be secured by sufficient rivets to prevent excessive bending
and bearing stresses.
In welded construction, when a filler is used between two parts connected in shear,
there shall be sufficient welding to transfer the shearing stress from one part to the
filler and from the filler to the other part. Fillers of less than %' inch thickness shall
not be used to transfer stress, but shall be trimmed flush with the welded edges of the
stress-carrying element and the sizes of the welds along the edges shall be increased
over the required sizes by an amount equal to the thickness of the filler.
(E)
(g)
Connections of Tension and Compression Members in Trusses.
The connections at ends of tension or compression members in trusses shall either
develop the ful l effective strength of the material. or they shall develop the strength
required by the total stresses; but in no case shall such strength developed be less
than 50 percent of the effective strength of the material connected.
(h) Milled Joints in COinpression Members.
Where compression members are in full-milled bearing on base plates. and where
full-milled tier-building columns are spliced. there shall be sufficient rivets. bolts or
welds to hold all parts securely in place.
Where other compression members are spliced by full-milled bearing. the splice
material and its riveting or welding shall be 'arranged to hold all parts in line and
shall be proportioned for 50 percent of the computed stress.
All the foregoing joints shall be proportioned to resist any tension that would be
developed by specified wind forces acting in conjunction with 75 percent of the calculated dead load stress and no live load. if this condition will produce more tension
than with full dead load and live load applied.
(i)
Com.binations of Welds.
If two or more of the general types of weld (butt. fillet, plug, slot) are combined
in a single joint. the effective capacity of each shall be separately computed with
reference to the axis of the group, in order to detennine the allowable capacity of the
combination.
SECTION 22. RIVETS AND BOLTS.
(a)
Diameter.
In proportioning and spacing rivets, the nominal diameter of the undriven rivet
shall be used.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
293
A. I. S. C.
(b)
SPECIFICATION
Effective Bearing Area.
The effective bearing area of pins, bolts, and rivets shall be the diameter multiplied
by the length in bearing; except that for countersunk rivets half the depth of the
countersink shall be deducted.
(e)
Double and Single Shear Bear ing.
Only that portion of a rivet or bolt shall be considered in double shear bearing,
which lies between two portions which share the reaction therefrom. The remainder
of the rivet or bolt shall be considered in single shear bearing.
(d)
Long Grips.
Rivets which carry calculated stress, and the grip of which exceeds five diameters,
shall have their number increased 1 percent for each additional ~6 inch in the rivet
grip. Special care shall be used in heating and driving such rivets.
(e)
Unfinished Bolts.
If unfinished bolts are provided with washers under nuts, and have unthreaded
shanks extending completely through the joined parts, the shearing and bearing
values elsewhere prescribed for unfinished bolts may be increased one-eighth.
SECTION 23. SPACING OF RIVETS.
(a)
Minimutn Pitch.
The minimum distance between centers of rivet holes shall preferably be not less
than three times the diameter of the rivet.
(b)
Maximum Pitch in Compression Members.
The maximum pitch in the line of stress of compression members composed of
plates and shapes shall not exceed 16 times the thickness of the thinnest outside plate
or shape, nor 20 times the thickness of the thinnest enclosed plate or shape, with a
maximum of 12 inches.
At righ t angles to the direction of stress, the distance between lines of rivets shall
not exceed 32 times the thickness of the thinnest pIate where there is more than one
ply. For angles in built-up sections with two gage lines, with rivets staggered, the
maximum pitch in the line of stress in each gage line shall not exceed 24 times the
thickness of the thinnest plate with a maximum of 18 inches.
(c)
End Pitch in Compression Members.
Th~ pitch of rivets at the ends of built compression members shall not exceed
four diameters of the rivets for a length equal to 17'2 times the maximum width of
the member.
(d)
Two-Angle Members.
In tension members composed of two angles, a pitch of 3' 6" will be allowed, and
in compression members, 2' a", but the ratio ll r for each angle between rivets shall be
not more than }i of that for the whole member.
(e)
Minimum Edge Distance.
The minimum distance from the center of any punched rivet hole to any 'edge
shall be that given in Table I.
AMERICAN
INSTITUTE OF STEEL
CONS T RUCTI ON
294
I. S. C.
A.
SPECIFICATION
TABLE I
Minimum Edge Distance (Inches) for Punched Holes
Rivet Diameter,
Inches
In Rolled Edge of
Plates
In Sheared Edge
I
IV.
IU
IV.
I%:
2
2U
In ~~~t~fe of
hi
I
. IV.
IX"
Shapes
%''''
I
Ys.
•
l ~·
IYz
I%"
I .%;-
2
I %;'"
IYz'
"'May be decreased ~ inch when holes are nea r end of beam.
(f)
Minimum Edge Distance in Line of Stress.
The distance from the center of any rivet under computed stress, and that end
or other boundary of the connected member toward which the pressure of the rivet is
directed. shall be not less than the shearing area of the rivet shank (single or double
shear respectively) divided by the plate thickness.
This end distance may however be decreased in such proportion as the stress per
rivet is less than that permitted under Section 15 (a); and the requirement may be
disregarded in case the rivet in question is one of three or more in a line parallel to
the direction of stress.
(g)
Maximum. Edge Distance.
The maximum distance from the center of any rivet to the near edge shall be 12
times the thickness of the plate, but shall not exceed 6 inches.
SECTION 24. WELDS.
(a)
Types of Welds_
Butt, fillet, plug or slot welds, or a combination of these types, may be used in
making joints and joining comJX)nent parts.
(b)
Qualification of Weld Details.
The details of all joints (including for butt welds the groove form, root face, root
spacing, etc. etc.) to be employed under this specification without qualification shall
comply with all of the requirements for joints which are accepted without qualification
test under the "Code for Arc and Gas 'Velding in Building Construction" of the
American Welding Society. No joint form not included in the foregoing shall be
employed until it shall have been qualified to the satisfaction of the Engineer in accordance with the "Standard Qualification Procedure" of the American Welding Society.
(c)
Minim.urn. Size of Fillet Welds.
The relation between weld size and the maximum thickness of material on which
various sizes of fillet welds may be used shall, where practicable, conform to the following table:
AMERICAN
INSTITUTE
OF STEEL CONSTRUCTION
295
A.
I. S. C.
S PEe I Fie A T I O N
Size or Fillet
Inches
Maximum Thickness
of Part
In_
~
%:
1%
2
6
Over 6
(d)
Maximum Effective Size of Fillet Welda.
The maximum size of a fillet weld that may be assumed in the design of a connection shall be such that the stresses in the adjacent base material do not exceed
the values allowed in Section 15 (a),
The maximum size fillet weld applied to a nominally square edge of plate or
shape shall be -h inch less than the nominal thickness of the edge, and the size of
fillet weld used along the toe of an angle or the rounded edge of a flange shall not exceed
three· fourths the nominal thickness of the angle leg or three-fourths the nominal edge
thickness of the flange; except that when required by the design conditions and specially
designated on the drawings, fillet welds equal in size to the edge of a plate or rolled
section may be used, provided that the weld is built out in such a manner as to insure
full throat thickness, full fusion area, and no injury to the base metal that will reduce
its thickness adjacent to the weld.
(e)
Length of Fillet Welds.
The minimum effective length of a strength finet weld shall be not less than four
times the nominal size, or else the size of the weld shall be considered not to exceed
one-fourth of its effective length.
The effective length of any segment of intermittent fillet welding shall be not
less than four times the weld size with a minimum of 17'2 inches.
If longitudinal fillet welds are used alone in end connections, the length of each
fillet weld shall be not less than the perpendicular distance between them.
(f )
End Returns of Fillet Welds.
Side or end fillet welds terminating at ends or sides, respectively, of parts or
members shall, wherever practicable, be returned continuously around the comers for
a distance not less than twice the nominal size of the weld. This provision shall apply
to side and top fillet welds connecting brackets beam seats and similar connections.
at the tension side of such connections, on the plane about which bending moments
are computed. End returns shall be indicated on the design and detail drawings.
(g)
Plug and Slot Welds .
Plug or slot welds, or fillet welds in holes or slots, may be used in plates not more
than one inch thick, where subjected principally to shearing stresses or where needed
to prevent buckling of lapped parts.
The diameter of the holes for plug welds and the width of slot welds shall be not
less than the thickness of the part containing the hole or slot, plus % inch rounded
to the next greater odd sixteenth. The diameter of plug welds and the width of slot
welds shall not be greater than 3 times the thickness of the weld metal.
The maximum length of slot welds shall not exceed 10 times the thickness of the
part containing the slot.
AMERICAN
INST ITUTE OF STEEL CON STRUCTION
296
A.
I . S. C.
SPECIFICATION
SECTION 25. SPACING OF WELDS.
(a)
Longitudinal Fillet Welds.
The transverse spacing of longitudinal fillet welds used in end connections shall
not exceed 8 inches, unless the design otherwise prevents excessive transverse bending
in the connection.
(b)
Intermittent FiHet Welds.
Intermittent fillet welds may be used to transfer calculated stress across a joint
or faying surfaces when the strength required is less than that developed by a continuous fillet weld of the smallest practical size. The clear spacing in the direction of
stress, between the effective lengths of such segments a t the edges of plates and at
the unsupported edges of rolled shapes carrying calculated stress, shall not exceed
the following number times the thickness of the thinner part joined: for compression,
16; for tension, 24; and shall in no case be more than 12 inches. The effective length
of longitudinal fillet welds at the ends of built-up members shall be not less than the
width of the component part joined.
(c)
Lap Joints.
The minimum width of laps. on lap joints, shall be five times the thickness of the
thinner part joined and not less than 1 inch. Lap joints joining plates or bars subjected
to axial stress shall be fillet welded along the edge of both lapped parts except where
deflection of the lapped parts is sufficiently restrained to prevent opening of the joint
under maximum loading.
(d)
Slot Welds.
The clear distance from the edge of a slot to the adjacent edge of the slotted part,
and the clear distance between adjacent slots. measured in a direction perpendicular
to that of the main stress, shall be not less than five times the thickness of the slotted
part nor less than twice the width of the slot.
(e)
Stitch Welds.
If two or more plates or rolled shapes are used to build up a member. sufficient
stitch welding (of the fillet, plug or slot type) to make the parts act in unision shall be
provided as follows, except where transfer of calculated stress between the parts
joined requires closer spacing.
1.
For plates, t he longitudinal clear spacing between stitch welds shall not
exceed the provisions of paragraph (b) of this section and the transverse
spacing shall not exceed 32 times the thickness of the thinner plate
joined.
2. For members composed of two or more rolled shapes, in contact one
with another, the longitudinal spacing of stitch welds shall not exceed
24 inches or the limits prescribed in (3).
3.
For members composed of rolled shapes, separated one from the other
by a gusset plate, the component parts shall be stitched together at
intervals such that the critical ratio l/r, for each component, between
stitching, shall not exceed three-fourths the critical ratio for the whole
member.
AMERICAN
IN S TITUTE
OF STEEL CONSTRUCTION
297
A. I. S. C.
SPECIFICATION
SECTION 26. PLATE GIRDERS AND ROLLED BEAMS.
(a)
Proportioning.
Riveted and welded plate girders, cover-plated beams, and rolled beams shall in
general be proportioned by the moment of inertia of the gross section. No deduction
shall be made for standard shop or field rivet holes in either flange; except that in
special cases where the reduction of the area of either flange by such rivet holes, calculated in accordance with the provisions of Section 19, exceeds 15 percent of the gross
flange area, the excess shall be deducted. If such members contain other holes, as
for bolts, pins, countersunk rivets. or plug or slot welds, the full deduction for such
holes shall be made. The deductions thus applicable to either flange shall be made
also for the opposite flange if the corresponding holes are there present.
(b)
Web.
Plate girder webs shall have a thickness of not less than 1/ 170 of the unsupported
distance between flanges.
(c)
Flange•.
The thickness of outstanding parts of flanges shall conform to the requirements
of Section 18 (b).
Each flange of welded plate girders should in general consist of a single plate
rather than two or more plates superimposed. The single plate may comprise a series
of shorter plates. laid end to end and butt welded at their junctions.
Unstiffened cover plates on riveted girders shall not extend more than 16 times
the thickness of the thinnest outside plate beyond the outer row of rivets connecting
them to the angles. The total cross-sectional area of cover plates of riveted girders
shall not exceed 70 percent of the total flange area.
If the girder is subjected to substantial fluctuations in loading. stiffeners. lateral
plates or other appurtenant material shall not be welded to the tension flange, except
at points where the maximum flange stress is less than half the allowable.
(d)
Flange Development.
Rivets and welds connecting flange to web, or cover plates to flange, shall be
proportioned to resist the maximum horizontal shear at the plane in question, resulting
from the bending forces on the girder. Additionally. rivets and welds connecting
flange to web shall be proportioned to transmit any loads applied directly to the
flange.
(e)
Stiffener•.
Bearing stiffeners shall be placed in pairs on the webs of plate girders at unframed
ends and at points of concentrated loads. Such stiffeners shall have a close bearing
against the loaded flanges. and shall extend as closely as possible to the edge of the
flange plates or flange angles. They shall be designed as columns subject to the provi~
sions of Section 15 (a) ; asswning the column section to comprise the pair of stiffeners
and a centrally located strip of the web equal to not more than 25 times its thickness
at interior stiffeners or a strip equal to not more than 12 times its thickness when the
stiffeners are located at the end of the web. The column length shall be taken as not
less than % of the length of the stiffeners in computing the ratio ll r. Only that portion
of the stiffener outside of the angle fillet or the flange-to~web welds shall be considered
effective in bearing. Angle bearing stiffeners shall not be crimped.
AMERICAN
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A.
I. S. C.
SPECIFICATION
If ~ is equal to or greater than 70, intermediate stiffeners shall be required at
t
all JX)ints where v exceeds 64,000.000. in which
(hit)'
h = the clear depth between flanges, in inches.
t = the thickness of the web. in inches.
v = the greatest unit shear in the panel. in pounds per squ~e inch, under any
condition of complete or partial loading.
The clear distan ce between intermediate stiffeners, when stiffeners are required
by the foregoing, shall not exceed 84 inches or that given by the formula
11.000 t
where
Vv
d = the clear distance between stiffeners, in inches.
Intermediate stiffeners may be applied in pairs. one on each side of the web, or
if preferred may alternate on opposite side of the web.
Intermediate angle stiffeners may be crimped over the flange angles. Intermediate stiffeners employed to stay the web plate against buckling, and not for the
transfer of concentrated loads from flange to web, shall be of a section not less than
that required by the formula
Is = 0.00000016 H4, in which
H = total depth of web.
Is = moment of inertia of the stiffeners or stiffener (figured with a common
axis at the centerline of web for stiffeners in pairs and with the axis
at the interface between stiffener and web for single stiffeners) .
Rivets connecting stiffeners to the girder web shall be spaced not over 8 times
their diameter, or more closely if so required in order to transmit the stress due to
concentrated loads. If intermittent fillet welds are used, their spacing shall conform
to the provisions of Section 25 (b).
(f)
Splices.
Web splices in plate girders and in beams shall be proportioned to transmit the
full shearing and bending stresses in the web at the point of splice. Web splices in
welded girders shall preferably be complete penetration butt welds.
H the flanges are spliced, the splices shall either develop the full effective strength
of the material or they shall develop the strength required by the total stresses, but
in no case shall the strength developed be less than 50 percent of the effective strength
of the material spliced, nor shall butt-welded joints be only partially welded.
(g)
Horizontal Forces.
The flanges of plate girders supporting cranes or other moving loads shall be
proportioned to resist the horizontal forces produced by such loads. (See Section
10 (d) ).
(h)
Web Crippling of Beams.
Rolled beams shall be so proportioned that the compressive stress at the web toe
of the fillets, resulting from concentrated loads not supported by bearing stiffeners.
AMERICAN
INS TITUTE OF STEEL CONSTRUCTION
299
A . I. S. C .
5 PEe I Fie A T TON
shall not exceed the value of 24,000 pounds per SQuare inch allowed in Section 15 (a).
The governing formulas shall be
R
For interior loads -=-'''---=cct(N + 2k)
=
not over 24,000
R
For end-reactions -:-=0-';--;-;-
=
not over 24,000
t (N
+ k)
where
R = concentrated interior load or end reaction, in pounds.
t = thickness of web, in inches.
N = length of bearing, in inches.
k = distance from outer face of flange to web toe of fillet, in inches.
SECTION 27. SEPARATORS.
(a)
Separators.
Where two or more rolled beams or channels are used to form a girder, they shall
be connected together at intervals of not more than 5 feet. Through-bolts and separators may be used provided that in beams having a depth of 12 inches or more, no
fewer than 2 bolts shall be used with each separator. When concentrated loads are
carried from one beam to the other, or distributed between the beams, diaphragms
shall be used, designed with sufficient stiffness to distribute the load. Where beams
are exposed, they shall be sealed against corrosion of interior surfaces, or spaced sufficiently far apart to permit cleaning and painting.
SECTION 28. TIE PLATES.
(a)
Compression Members.
The open sides of compression members built up from plates or shapes shall be
provided with lacing having tie plates at each end, and at intennediate points if the
lacing is interrupted. Tie plates shall be as near the ends as practicable. In main
members carrying calculated stress the end tie plates shall have a length of not less
than the distance between the lines of rivets or welds connecting them to the segments
of the member, and intermediate ones of not less than one-half of this distance. The
thickness of tie plates shall be not less than one-fiftieth of the distance between the
lines of rivets or welds connecting them to the segments of the members. In riveted.
construction, the rivet pitch in tie plates shall be not more than six diameters and the
tie plates shall be connected to each segment by at least three rivets. In welded construction, the welding on each line connecting a tie plate shall aggregate not less than
one-third the length of the plate.
(b) Tension Members.
Tie plates shall be used to secure the parts of tension members built up from
plates or shapes. They shall have a length not less than two-thirds of the length
specified for tie plates in compression members. Otherwise they shall conform to the
requirements of Section 28 (a).
AMERICAN
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A. I. S. C.
5 PEe I FIe A T ION
SECTION 29. LACING.
(a)
Spacing.
Lacing bars (which term comprehends for the purposes of this Section flat bars,
angles, channels or other shapes employed as lacing) of compression members shall be
50 spaced that the ratio ll r of the flange included between their oormections shall be not
over % of the critical ratio for the member as a whole.
(b)
Proportioning.
Lacing bars shall be proportioned to resist a shearing stress normal to the axis
of the member equal to two percent of the total compressive stress in the member.
Lacing bars shall preferably be arranged in single system, for which the ratio l iT
shall not exceed 140. For double lacing this ratio shall not exceed 200. Double lacing
bars shall be joined at their intersections.
In determining the section required for lacing bars, the compression formula shall
be used, I being taken as the unsupported length of the lacing bar between rivets or
welds connecting it to the segments, for single lacing, and 70 percent of that distance
for double lacing.
(c)
Inclination.
The inclination of lacing bars to the axis of the member shall preferably be not
less than 60 degrees for single lacing and 45 degrees for double lacing. When the
distance between the lines of rivets or welds in the flanges is more than 15 inches, the
lacing shall preferably be double or be made of angles.
(d)
Perforated Cover Plates.
The function of tie plates and lacing may be assumed to be performed by the material in continuous cover plates perforated with a succession of access holes, the net
width of which plates across holes is assumed available to resist axial stress, provided
that: the ratio of length (in direction of stress) to width of hole shall not exceed 2; the
clear distance between holes in the direction of stress shall be not less than the transverse distance between nearest lines of connecting rivets or welds; and the periphery
of the holes at all points shall have a minimum radius of 1 Y2 inches.
SECTION 30. CAMBER.
(a)
Shown on Plans.
Cambering. if any, of trusses. beams or girders shall be called for on the design
plans.
(b)
Trusses and Girders.
Trusses of 80 feet or greater span should generally be cambered for approximately
the dead load deflection. Crane girders of 75 feet or greater span should generally be
cambered for approximately the dead and half live load deflection.
(c)
Beams.
Specified camber for rolled beams over l5 inches in depth, shall be only that
offered as cold camBering at the mill.
Cd)
Camber for Oth~r Trades.
If camber is required in order to bring a loaded member into proper relation with
the work of other trades, as for the attachment of runs of sash. the requirements shall
be set forth on the plans and on the detail drawings.
AMERICAN
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A. J. S. C.
(e)
SPECIFICATION
Erection.
Required camber of trusses shall be shown on the erection diagram. If camber
involves the erection of any member under a straining force, this shall be noted on the
erection diagram.
SECTION 31. COLUMN BASES.
<aJ Loads.
Proper provision shall be made to transfer the column loads. and moments if any,
to the footings and foundations.
(b)
Alignment.
Column bases shall be set level and to correct elevation with full bearing on the
masonry.
(e)
Finishing.
Column bases shall be finished to accord with the following requirements:
1. Rolled steel bearing plates, 2 inches or less in thickness, may be used without
planing, provided a satisfactory contact bearing is obtained; rolled steel
bearing plates, over 2 inches but not over 4 inches in thickness, may be
straightened by pressing; or, if presses are not available, by planing on all
bearing surfaces. to obtain a satisfactory contact bearing; rolled steel bearing
plates. over 4 inches in thickness. shall be planed on all bearing surfaces (except
as noted under 3).
2. Colwnn bases other than rolled steel bearing plates shall be planed on all
bearing surfaces (except as noted under 3).
3. The bottom surfaces of bearing plates and column bases which rest on masonry
foundations and are grouted to insure full bearing contact need not be planed.
SECTION 32. ANCHOR BOLTS.
Anchor Bolts.
Anchor bolts shall be designed to provide resistance to all conditions of tension
and shear at the bases of columns, including the net tensile components of any bending
moments which may result from fixation or partial fixation of columns.
PART V.
FABRICATION
SECTION 33. WORKMANSHIP.
(a)
General.
AU workmanship shall be equal to the best practice in modem structural shops.
(b)
Straightening.
All material shall be clean and straight. If straightening or flattening is necessary. it shall be done by a process and in a manner that will not injure the material.
Sharp kinks or bends shall be cause for rejection.
AMERICAN
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A.
(c)
I. S. C.
SPECIFICATION
Gas Cutting.
The use of a cutting torch is permissible if the metal being cut is not carrying
substantial stress during the operation. Gas-cut edges which will be subjected to
substantial tensile stress shall be cut by a mechanically-guided torch. or if hand cut
shall be carefully examined and any nicks removed. The radii of re-entrant gas-cut
fillets shall be as large as practicable, but never less than 1 inch. Edges and grooves
may be prepared for welding by gas cutting, as defined in Section 33 (h).
(d)
Planing of Edges.
Planing or finishing of sheared edges of plates or shapes, or of edges gas-cut with
a mechanically guided torch, will not be required unless specifically called for on the
drawings, or included in a stipulated edge preparation for welding.
( e)
Riveted Construction-Holes.
Holes for rivets or unfinished bolts shall be ~ inch larger than the nominal diameter of the rivet or bolt. If the thickness of the material is not greater than the
nominal diameter of the rivet or bolt plus Ys inch, the holes may be punched. If the
thickness 9t"the material is greater than the nominal diameter of the rivet or bolt plus
Ys inch, the holes shall be either drilled from the solid, or sub-punched and reamed.
The die for all sub-punched holes, and the drill for all sub-drilled holes, shall be at least
~ inch smaller than the nominal diameter of the rivet or bolt.
Drifting to enlarge unfair holes shall not be permitted. Holes that must be enlarged to admit the -';vets shall be reamed_ Poor matching of holes shall be cause for
rejection.
Holes for turned bolts shall be drilled or reamed truly cylindrical and not more
than 1/ 50 inch larger than the external diameter of the bolt. Drilling or reaming for
turned bolts shall be done after the parts to be connected are assembled; except that
if such drilling or reaming after assembly is impracticable, it may be done through
steel templets with hardened bushings.
(f)
Riveted Construction-Assembling.
All parts of riveted members shall be well pinned or bolted and rigidly held together while riveting. Drifting done during assembling shall not distort the metal
or enlarge the holes.
(g)
Riveting.
Rivets shall be driven by power riveters, of either compression or manuallyoperated .type, employing pneumatic, hydraulic or electric power. After driving
they shall be tight and their heads shall be in full contact with the surface.
Rivets shall ordinarily be hot-driven, in which case their finished heads shall be
of approximately hemispherical shape and shall be of uniform size throughout the
work for the same size rivet, full, neatly finished and concentric with the holes. Hotdriven rivets shall be heated uniformly to a temperature not exceeding 19500 F; they
shall not be driven after their temperature has fallen below 10000 F.
Rivets may be driven cold if approved measures are taken to prevent distortion
of the riveted material. The requirements for hot-driven rivets shall apply except
as modified in the "Tentative Specifications for Cold-Driven Rivets" of the American
Institute of Bolt, Nut and Rivet Manufacturers.
(h)
Welded Construction- Preparation of Material.
Surfaces to be welded sha:ll be free from loose scale, slag, rust, grease, paint and
any other foreign material, except that mill scale which withstands vigorous wire
AMERICAN
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A . I. S. C.
SPECIFICATION
brushing. may remain. A light film of linseed oil may be disregarded. Joint surfaces
shall be free from cfins and tears. Preparation of edges by gas cutting shall. wherever
practicable, 'be done with a mechanically guided torch.
(k)
Welded Construction-A.sembling.
Parts to be fillet welded shall be brought in as close contact as practicable and
in no event shall be separated more than :U6 in ch. If the separation is !16 inch or
greater, the size of the fillet welds shall be increased by the amount of the separation.
The separation between faying surfaces of lap joints shall not exceed !16 inch. The
fit of joints at contact surfaces which are not completely sealed by welds, shall be close
enough to exclude water after painting.
Abutting parts to be butt welded shall be carefully aligned. Misalignments
greater than Ys inch shall be corrected and, in making the correction, the parts shall
not be drawn into a sharper slope than two degrees ('Us inch in 12 inches).
The work shall be positioned for flat welding whenever practicable.
In assembling and joining parts of a structure or of built-up members, the procedure and sequence of welding shall be such as will avoid needless distortion and
minimize shrinkage stresses. Where it is impossible to avoid high residual stresses
in the closing welds of a rigid assembly, such closing welds shall be made in compression
elements.
In the fabrication of cover-plated beams and built-up members, all shop splices
in each component part shall be made before such component part is welded to other
parts of the member.
(I)
Welded Construction- Temperatures.
No welding shall be done when the temperature of the base metal is lower than
0° F. At temperatures between 32° F. and 0° F., the surface of all areas within three
inches of the point where a weld is to be started, shall be heated to a temperature at
least warm to the hand before welding is started.
When welds are being made in parts thicker than l Y2 inches, the temperature of
the base material adjacent to the welding shall be at least 70° F.
(m) Welding.
The technique of welding employed, the appearance and quality of welds made,
and the methods used in correcting defective work shall conform to the "Code for
Arc and Gas Welding in Building Construction" of the American Welding Society,
Section 4- Workmanship.
All complete-penetration butt welds, except when produced with the aid of
backing material or welded in the flat position from both sides in square-edge material
not more than % inch thick with root opening not less than one-half the thickness of
the thinner part joined, shall have the root of the initial layer gouged or chipped out
on the back side before welding is started from that side, and shall be so welded as to
secure sound metal and complete fusion throughout the entire intended cross section.
Butt welds made with the use of a backing of the same material as the base metal
shall have the weld metal thoroughly fused with the backing material. Backing
strips may be removed by means of gas cutting, after welding is completed, provided
no injury is done to the base and weld metal and the weld surface is left flush or slightly
convex, with full throat thickness.
AMERICAN
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A. I. S. C.
S PEe I Fie A T ION
Incomplete-penetration butt welds shall be made with as nearly complete penetration and internal soundness as the formation of the joint and the method of welding
will pennit. (See Section 15 (Q, final paragraph).
To insure soundness, the ends of butt welds that carry stresses approaching the
maximum allowable working stress shall be extended past the edges of the parts
joined, by means of short extension bars providing a similar joint preparation and
having a width not less than the thickness of the thicker part joined. Where the
metal is not more than ~ inch in thickness, the extension bars may be omitted if the
ends of the butt weld are chipped or cut down to solid metal and side welds are applied
to fill out the ends to the same reinforcement as the faces of the weld. If extension
bars are removed upon completion of the weld, the ends of the weld shall be left smooth
and flush with the edges of the abutting parts.
(n) Welded Con8truction~Peening.
Where required, multiple·layer welds may be peened with light blows from a
power hammer, using an elongated round-nose tool. Peening shall be done after the
weld has cooled to a temperature warm to the hand. Care shall be exercised to prevent
scaling, flaking or cold working of weld and base metal from over-peening.
(0)
Finishing.
Compression joints depending upon contact bearing shall have the bearing
surfaces machined to a common plane after the members are completed.
(p )
Lacing Bars.
The ends of lacing bars shall be neat and free from burrs.
(q)
Tolerances.
Finished members shall be true to line and free from twists, bends and open joints.
Compression members may have a lateral variation not greater than 1/1000 of
the axial1ength between points which are to be laterally supported.
A variation of ~ 6 inch is pennissible in the overal11ength of members with both
ends milled.
Members without milled ends which are to be framed to other steel parts of the
structure may have a variation from the detailed length not greater than !16 inch for
members 30 feet or less in length. and not greater than Ys inch for members over 30
feet in length.
(r )
Castings.
Steel castings shall be annealed.
SECTION 34.
(a)
SHOP PAINTING.
Shop Coat.
After inspection and approval and before leaving the shop, all steel work shall be
thoroughly cleaned, by effective means, of all loose mill scale, rust, spatter, slag or
flux deposit, oil, dirt and other foreign matter. Except where encased in concrete,
AIVIERICAN
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A.
I. S. C.
SPECIFICATION
and excepting edges and surface areas adjacent to edges, to be field welded, all steel
work shall be given one coat of approved metal protection, applied thoroughly and
evenly and well worked into the joints and other open spaces. All paint shall be
applied to dry surfaces.
(b)
Inaccessible Parts.
Parts inaccessible after assembly shall be given two coats of shop paint, preferably
of different colors.
( c)
Contact Surfaces .
Contact surfaces shall be cleaned, by effective means, before assembly, but not
painted.
(d)
Finished Surfaces.
Machine-finished surfaces shall be protected against corrosion by a suitable
coating.
(e)
Surfaces to be Field Welded.
Surfaces which are to be welded after erection shall where practicable not receive
a shop coat of paint. If painted, such paint shall be removed before field welding, for
a distance of at least 2 inches on either side of the joint.
SECTION 35. ADMINISTRATIVE PROVISIONS.
All of the Administrative Provisions contained in this Specification, preceding
the Technical Provisions, are to be complied with under any contract invoking the
Technical Provisions, unless and except as otherwise provided in the applicable Building
Code or General Specifications.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
306
FOREWORD
The Code of Standard Practice for Steel Buildings and Bridges was
completely revised on June 26, 1952 by the American Institute of Steel
Construction, Inc.
On April 26, 1956, certain minor revisions in Section 2 and Section 6
were adopted. These revisions are included in the present printing of the
Code.
..:!\MERICAN INSTITUTE OF STEEL CONSTRUCTION
307
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
CODE OF STANDARD PRACTICE
FOR · STEEL BU I LDI NGS
AND BRIDGES
ADOPTED 1924
REVISED APRIL 26, 1956
Since steel was first used for structural purposes, and concurrently with the development of the structural steel industry. fabricators. erectors. owners, architects, engineers and
contractors have developed certain practices relating to the design, fabrication and erection
of structural steel which have become standard. While these standards are generally
known. it is the purpose of the American Institute of Steel Construction in publishing these
standards to make them available for ready reference by all those concerned with the use
of structural steel in construction.
The standards herein described have been compiled as the result of studies made by
engineers and other members of the staff of the American Institute of Steel Construction
and are set forth in reasonable detail in the following resume.
SECTION 1. GENERAL.
(a) Standard Specification ••
In the absence of other instructions. the provisions of the following standard
specifications, as revised to date, govern the design. fabrication and erection of structural steel:
For buildings and similar structures:
Specification for the Design, Fabrication and Erection of Structural
Steel for Buildings of the American Institute of Steel Construction;
For bridges:
Standard Specifications for Highway Bridges of American Association of
State Highway Officials;
Specifications for Steel Railway Bridges of American Railway Engineering Association;
Specifications for Welded Highway and Railway Bridges of American
Welding Society.
(b) Plan. and Specification. for Biddinll_
In order to insure adequate and complete bids, plans and specifications accompanying the invitation to bid show:
(1) A complete design indicating the character of the work to be performed
and giving sizes. sections and the relative location of various members. floor
levels, column centers and offsets, with sufficient dimensions to convey adequately the quantity and nature of the required structural steel, and
(2) Wind bracing and other special details, in sufficient detail regarding
rivets. welds and construction so that they may be readily understood and
supplied.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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30B
A. I. S. C. CODE OF STANDARD PRACTICE
Plans are made to a scale not less than % inch to the foot and the more complex
information is furnished to adequate scale.
When the owner· provides the design, plans and specifications the fabricator and
erector are not responsible for the suitability, adequacy or legality of the design; nor
is the fabricator responsible for the practicability or safety of erection if the structure
is erected by others. If the owner desires the fabricator or erector to prepare the
design, plans and specifications or to assume any responsibility for the suitability,
adequacy or legality of the design, he clearly states his requirements either in the
invitation to bid or on such plans and specifications which accompany it.
(c)
Patented Devices.
Fabricators assume that all necessary patent rights have been obtained and that
they (the fabricators) will be fully protected in the use of patented designs, devices or
parts shown on the plans which the owner supplies.
SECTION 2. DEFINITION OF STRUCTURAL STEEL.
The term "structural steel" comprehends only the following categories of parts:
Anchors for structural steel;
Bases of steel or iron;
Beams, purlins, girts;
Bearing plates for structural steel;
Bearing shoes for bridges;
Bracing;
Brackets;
Bridge pins;
Bridge railings of steel;
Columns of steel, iron, or pipe, or cement fined pipe;
Counterweight boxes for bridges;
Crane rails and stops;
Door frames constituting part of the steel framing;
Expansion joints connected to the steel frame;
Floor plates (checkered or smooth) connected to the steel frame;
Girders of steel;
Grillage beams and girders of steel;
Hangers of structural steel, if attached to the structural steel framing and
shown on the framing plans;
Lintels shown on the framing plans or otherwise enumerated or scheduled;
Marquees (structural steel frame only);
Monorail beams of standard structural shapes;
Separators, angles, tees, clips and other detail fittings essential to the structural steel frame;
,
Suspended ceiling supports of structural shapes 3 inches or greater in depth;
Shop rivets, permanent shop bolts, bolts required to assemble parts for shipment and shop welds;
Struts;
Tie, hanger and sag rods forming part of the structural steel frame; and
Trusses.
-This term is used to designate not only the owner of the proposed structure, but also
the architect. engineer. general contractor. public authority, or other designated representatives of the owner.
AMERICAN I NSTITUTE OF STEEL CONSTRUCTION
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A . I. S, C. CODE OF S T ANDARD PRACTICE
Field Connection Material.
When the fabricator erects the structural steel, the fabricator supplies all materials required for temporary and for permanent connection of the component parts
of the structural steel.
When the erection of the structural steel is performed by someone other than
the fabricator, the fabricator furnishes:
1. Rivets of suitable size and in sufficient quantity for all field connections
of steel to steel which are designated as riveted field connections, plus
10 per cent thereof to cover waste;
2. Common bolts of suitable size and in sufficient quantity for all field connections of steel to steel which are specified to be permanently bolted,
plus 5% thereof to cover waste. Turned bolts, high-strength bolts, other
special types of bolts, and washers, are furnished (allowing 2% to cover
waste) only when specified in the invitation to bid.
Unless specified in the invitation to bid or the specifications which accompany it, welding electrodes, shims, thin bearing plates used in lieu of shims to provide an exact level grade ready to receive steel columns or girders with bases fabricated
as an i1ttegral part of the member, fitting-up bolts and drift pins required for field
connections are not furnished by the fabricator, when the erection is performed by
others. *
The term .. structural steel" does not include steel, iron or other items which are
required for the assembly or erection of materials supplied by trades other than
structural steel fabricators or erectors, even though such materials are shown on the
plans as fastened to the structural steel.
SECTION 3. CALCULATION OF WEIGHTS.
If bids are requested or submitted at a price per pound of fabricated structural
steel delivered or erected, rather than on a lump sum job basis, the actual weighing
of materials is often impracticable and inaccurate. It is desirable to calculate such
weights according to the fonnula commonly used by fabricators, erectors and owners.
While this formula does not produce actual weights, it is customarily used by fabricators and erectors in bidding on a price per pound basis because it obviates the
necessity of meticulous and involved calculations or additional shop work that entail
substantial expense. Fabricators and erectors use this formula to calculate weights
of fabricated structural steel for all purposes, unless the invitation to bid or the owner's
plans or specifications require the use of scale weights or some other method of calculation.
The standard formula or method of calculating weights of fabricated structural
steel is as follows :
(a) The weight of steel is assumed to be 0.2833 of a pound per cubic inch
and the weight of cast iron is assumed to be 0.2604 of a pound per cubic inch.
(b) Weights of shapes, plates, bars, castings, rivets, bolts and weld metal
are calculated on the basis of detailed shop drawings and shop bills of material
showing actual dimensions of materials used as follows:
1. Weight is calculated on the basis of rectangular dimensions for all
plates and ordered overall lengths for all structural shapes from which the
required material is cut, without deductions for copes, clips, sheared edges,
---
• This paragraph revised Apri126, 1956
AMERICAN INSTITUTE OF STEE L C ON STRUCTION
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A. I. S. C. CODE OF STANDARD PRACTICE
punchings, borings. milling or planing. When parts can be economically
cut in multiples from material of larger dimension, the weight is calculated
on the basis of the dimensions of the material from which the parts are cut.
2. To the nominal theoretical weight of all universal Plill and sheared
plates and slabs there is added one-half the allowance for variation or over·
weight in accordance with the applicable table in the A.S.T.M. specifications.
3. To the nominal theoretical weight of checkered plates there is added
the allowance for overweight in accordance with the published weights of
the manufacturer of such plates.
4. The calculated weights of castings are determined from the detail
drawings of the pieces. An allowance for standard fillets for such pieces and
an average over·run of 10% are added.
(c) The weight of shop rivets is calculated according to the following table:
Calculated Weight
per 100 Rivets
Diameter of
Rivet
Y2inch
20 pounds
% ..
%: ..
30
50
100
150
250
325
Ys ..
1
14 ..
I.%: ..
..
The weights of field rivets, shop and field bolts, nuts and washers, are taken
at their actual weights.
(d) The following percentages of the calculated weight of material so pro·
tected are added for painting or galvanizing:
For each shop coat of paint
y, of 1%
For each coat of oil
~ofl%
For galvanizing by hot dipping 34%
(e) The weight of shop welds and of field welds in work erected by the
. fabricator, is calculated on the basis of the gross weight of electrode required to
lay the weld as follows:
1. For standard equal-leg fillet welds:
Specified Weld
Size
(Inches)
4
~
)4
!i6
Y,
Y,
%
U
Ys
1
Gross Weight of Electrode
(Pounds per Foot of Weld.)
Continuous
Intermittent··
.08
.15
.25
.36
.50
.83
1.25
1.75
2.35
3.00
.09
.17
.28
.40
.55
.91
1.40
1.95
2.60
3.30
·Net length as called for on the drawings, exclusive of starting and stopping ends.
··Weld "length less than 32 times the specified size.
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A. I. S. C. CODE OF STANDARD PRACTICE
2. For unequal-leg fillet welds, the weight in the above table corresponding to the small leg is multiplied by the ratio of the longer leg to the
smaller leg.
3. For all groove welds, the weight of electrode is calculated by adding
100% to the weight based upon the net theoretical weld cross section and
length. The net theoretical volume of a square groove weld with zero root
opening is calculated as if ~" open.
SECTION 4. DRAWINGS AND SPECIFICATIONS.
(a) To enable the fabricator and efector to proceed properly and expeditiously
with the work, the owner furnishes as soon as possible a survey of the building site or
the lot lines and a set of complete drawings consistent with the original bidding plans
and specifications. These show:
1. The design of the bridge or of the structural steel framework and definitely locate all openings. levels, etc.; also,
2. All materials to be furnished by the fabricator and give such information
as may be necessary for the preparation and completion of shop drawings by the
fabricator.
(b) In case of discrepancies between drawings and specifications for buildings.
the specifications govern. In the case of discrepancies between drawings and specifications for bridges, the drawings govern. In case of discrepancies between scale
,dimensions on the drawings and figures written on them, the figures govern.
(c) When shop drawings are made by the fabricator, prints thereof are submitted
to the owner for his examination and approval. In order for the fabricator to commence shop work, the owner must return one set of prints to the fabricator (customarily
within five days) with a notation of the owner's outright approval or approval subject
to corrections as noted. It is usual practice for the fabricator to make the corrections
and to furnish one set of corrected prints to the owner.
(d) While shop drawings prepared by the fabricator and approved by the owner
are deemed to represent the correct interpretation of the work to be done, the fabricator is not relieved of responsibility for accuracy of detailed dimensions shown
thereon.
(e) When the shop drawings are furnished by the owner, he must deliver them to
the fabricator in time to permit the fabrication to proceed. in an orderly manner in
accordance with the prescribed time schedule. The owner prepares these shop
drawings, insofar as practicable in accordance with the shop and drafting room standards of the fabricator.
The owner is responsible for the completeness and accuracy of shop drawings so
furnished.
SECTION S. STOCK MATERIALS.
(a) Many fabricators maintain stocks of steel products for use in their fabricating operations. Such materials as are taken from stock by the fabricator for use
for structural purposes must be of a quality at least equal to that required by the
specifications of the American Society for Testing Materials applicable to the classi-
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
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A. I. S. C. CODE OF STANDARD PRACTICE
fications covering the intended use. Mill test reports are accepted in the trade as
sufficient record of the quality of materials carried in stock by the fabricator.
The fabricator checks and retains the mill test reports covering the materials he
purchases for stock, but, because it is obviously impracticable to do so, he does not
maintain records such as would identify individual pieces of stock material against
individual mill test reports. Such records are not required if the fabricator purchases
for stock under established specifications as to grade and quality and the purchases
can be checked against mill test reports.
(b) It is common practice for the fabricator to use steel materials from his stock
in his fabricating operations whenever he desires to do so, instead of ordering items
from the mill for the specific use. Stock materials purchased under no particular
specifications or under specifications less rigid than those mentioned above, or stock
materials which have not been subject to mill or other recognized test reports, are
not used without the express approval of the owner and then only under rigid ins~ction, except that such material may be used for small unimportant details where
the quality of the material could not affect the strength of the structure.
SECTION 6. INSPECTION AND DELIVERY.
(a) Test of M a terials.
Mill test reports are furnished by the fabricator upon request of the owner,
provided such request is incorporated in the invitation to bid or otherwise made in
writing prior to the time the fabricator places his mill orders with the mill so that he
can, in tutn, request them of the mill. If other tests are desired, the owner so specifies
in the invitation to bid. The fabricator customarily makes no tests of steel materials
and the owner must rely on such additional tests of quality as he orders the fabricator
to have made. If tests of materials by others than the mills are desired the owner
should arrange for such tests tlrrough the fabricator.
(b)
Inspection.
If the owner wishes an inspection of the steel by someone other than the fabricator's own inspectors, he reserves the right to do so in his invitation to bid or the
accompany:ing specifications. Arrangements may be made with the fabricator for
inspection of materials at the fabricating shop by the owner's inspectors.
(c) Shop Painting.
Prior to painting, the fabricator cleans the steel of rust, loose mill scale, dirt and
other foreign material by means of wire brushing. Unless specified, the fabricator does
not sandblast, flame clean, or pickle the material prior to painting.
The shop coat of paint is a priming coat intended to protect the steel for a
temporary period of weathering only. Fabricators do not assume responsibility
for the deterioration that may result from extended exposure to the elements. *
(d) Delivery of Materials.
The fabricator will deliver the fabricated structural steel to the job site in such
sequence as will permit the most efficient and economical performance of his own
work. If the owner wishes to prescribe or control the sequence of delivery of materials, he reserves such right in his invitation to bid or the specifications which accompany it.
* This paragraph revised April 26, 1956
AMERICAN I NSTITUTE OF STe:EL CONSTRUCTION
313
A. T. S. C. CODE OF STANDARD PRACTICE
The quantities of material shown by the shipping statement are customarily ac~
cepted by the owner, fabricator and erector as correct. Accordingly, if any shortage
is claimed, the owner should immediately notify the carrier and the fabricator in order
that the claim may be investigated.
(e)
Marking and Shipping of Materials.
Erection marks are painted on the structural steel members. Weights are marked
on members weighing more than ten tons.
Rivets and bolts are commonly shipped in separate containers according to length
and diameter and loose nuts and washers are shipped in separate containers according
to sizes. Pins and other small parts, and packages of rivets, bolts, nuts and washers
are usually shipped in boxes, crates, kegs or barrels. A list and description of the
material will usually appear on the outside of each closed container.
Long girders are so loaded and marked that they may be delivered at the site in
position for handling without turning. Instructions for such delivery should be given
to the receiving carrier.
Anchor bolts, washers, and other anchorage or grillage materials to be built into
the masonry should be shipped so that they will be on hand when needed. To make
this possible. the owner should give the fabricator sufficient time to fabricate and
ship such materials before they are needed.
SECTION 7. ERECTION.
(a) Method of Erection.
If the owner wishes to control the method and sequence of erection, he so specifies
in the invitation to bid or the specifications that accompany it. Otherwise the erector
will proceed according to the most efficient and economical method available to him
consistent with the plans and specifications and such information as may be furnished
to him prior to the execution of the contract.
(b) Foundations, Piers and Abutments.
The invitation to bid, or the specifications which accompany it. shOHld specify
the time when all foundations, piers and abutments will be ready, free from obstruction.
and accessible to the erector. Unless the owner specifies to the contrary in inviting
bids, the fabricator and erector will bid on a basis of being able to start erection at a
designated time without interference or delay caused by the owner or by other contractors. The accurate location, strength and suitability of all foundations, piers and
abutments is the sole responsibility of the owner.
(c)
Building Lines and Bench Marks.
The owner must accurately locate building lines and bench marks at the site of
the structure and furnish the fabricator a plan containing a11 such information.
(d) Al1chor Bolts.
All anchor or foundation bolts. and other connections between the structural
steel and the work of other trades are located and set by the owner. In order to avoid
unnecessary expense, the owner must assume responsibility for the accurate and complete performance of such work in time so as not to delay or interfere with the erection
of the structural steel.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
314
A. I. S. C. CODE OF STANDARD PRACTICE
(0) Steel and Cast Iron Bases and Bearing Plates.
All steel grillage. rolled steel bearing plates, cast iron or steel bases which are
too heavy to be set without a derrick or crane are set and wedged or shimmed by the
steel erector, to grade or level lines which are determined and fixed by the owner,
who in turn grouts all such parts in piace. All other loose bearing plates are set to
grade and are grouted. by the owner. Before grouting, the owner checks the grades
and levels of the parts to be grouted, and is responsible for the accuracy of the same.
For steel columns or girders with bases fabricated as an integral part of the member,
the foundation is finished to exact grade, level and ready to receive the steel work.
(f)
Loo8e Lintel••
Unless otherwise specified in the invitation to bid or the specifications which
accompany it. the owner sets, without assistance from the erector of the structural
steel, such loose lintels, shelf angles, and other pieces not attached to the structural
steel as are required by the plans for spanning over openings in the masonry. which
can be placed only as the masonry progresses.
(g)
Workin~ Space.
The owner affords the erector convenient and sufficient space at the site for his
derricks, cranes, and other necessary equipment. When the structure does not occupy
the full available site, the owner provides sufficient storage space to enable the erector
to operate at maximum practicable speed.
(h) PlumMn& Up.
In the erecting of structural steel for structures other than bridges. the individual
pieces are plumbed and leveled by the erector, and are considered plumb or level if
the error does not exceed. 1 to 500, except that, in the case of exterior columns and
columns adjacent to elevator shafts in multiple-story buildings, they are considered
plumb if the error does not exceed 1 to 1000.
The owner, by whatever agencies he may elect, immediately upon completion
by the erector, determines whether the work is plumb, level and properly guyed, and
whether all lintels attached without provision for adjustment are in their proper
location. In the event the owner finds otherwise, he immediately notifies the erector
of any matters requiring correction. The responsibility of the erector in this connection ceases when he shall have once located, plumbe<t leveled, guyed and braced
the structural steel to the satisfaction of the owner.
The temporary guys, braces and falsework or cribbing remain the property of the
erector and he will remove them immediately upon completion of his work unless
other arrangements are made. The owner removes, and returns to the erector in good
condition, any guys and braces temporarily left in place under such an arrangement.
(i)
Correction of Errors when Material is not Erected by the Fabricator.
Corrections of minor misfits and a reasonable amount of cutting and reaming are
considered a part of erection. Any error in shop work which prevents the proper
assembling and fitting of parts by the moderate use of drift pins, or a moderate amount
of reaming, chipping or cutting, should be immediately reported to the fabricator,
so that he may either correct the error or approve the method of correction that is
to be used.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
315
A. I. 5, C. CODE OF STANDARD PRACTICE
0) Field Assemblin!,.
The size of assembled pieces of structural steel may be limited by the permissible
weight and clearance dimensions of transportation. Unless otherwise directed by the
owner, the fabricator will provide for such field connections as will, in his opinion,
require the least amount of field work.
(k) Cutting, Drilling and Patching.
The fabricator or erector does not cut. drill or patch the work of others or his
own work to accommodate other trades. If the owner desires that cutting, drilling,
or patching of the structural steel be performed by the fabricator or erector for the
accommodation of other trades he so specifies at the time the invitation to bid is issued.
(I)
Temporary Floors for Building••
It is customary for the owner to provide planking and to cover such floors as may
be required by municipal or state laws. excepting the floor upon which the erecting
derricks are located: the steel erector will cover this floor for his working purposes,
moving his planking as the work progresses. If other arrangements are desired, the
owner's invitation to bid and specifications should so specify.
(m) Field Painting.
The erector does not paint field bolt head, and nuts, field rivet heads, field welds,
or touch up abrasions in the shop coat, or perform any other field painting unless
specified in the owner's specifications accompanying the invitation to bid.
(n) Final Cleaning Up.
Upon completion of erection and before final acceptance, the erector removes all
falsework. rubbish and temporary buildings furnished by him.
AMERICAN I NSTITUTE OF STEEL CONSTRUCTION
316
NOTES
PAGES 317 TO 320 VOIDED
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
321
[
NOTES
AMERICAN INSTITUTE OF STEEL CON STRUCTION
322
NOTES
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
323
NOTES
AMERICAN I NSTITUTE OF STEEl... CONSTRUCTION
324
COLD RIVETED CONSTRUCTION
INTRODUCTION
Cold-driven structural rivets of Y2-inch size and larger, have been used in many
types of structures, both in this country and in Canada. Large, high-strength, alloysteel rivets have been successfully driven cold in certain types of armament subjected
to severe ballistic shock. The principal advantages expected, by its proponents, to be
gained by cold driving are the superior filling of rivet holes. the increased rivet stiffness
due to the cold working of the rivet metal, and the economies resulting from the elimination of heating.
There being no general specifications available to guide and protect the users, the
American Institute of Steel Construction in 1940, at the request of the American InstL
tute of Bolt. Nut and Rivet Manufacturers, appointed a special subcommittee of its
Committee on Technical Research to investigate the use of cold-driven rivets and prepare a specification covering their use.
The followin g specifications were accordingly developed, were adopted by the
American Institute of Bolt, Nut and Rivet Manufacturers, and were offered to the
fabricating industry in tentative Conn for a period of trial. Criticisms, and suggestions
for improvement. are invited.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
325
AMERICAN INSTITUTE OF BOLT, NUT AND RIVET MANUFACTURERS
TENTATIVE SPECIFICATIONS
FOR
COLD RIVETED CONSTRUCTION
(RIVETS V. INCH
DIAMETER
SEPTEMBER,
AND LARGER)
1942
1.
GENERAL
Cold riveted construction shall conform to the present specifications for riveted
work and to the following requirements.
2.
RIVETS
(a)
Grade.
Rivets shall be of the same grade as used for hot riveting, such as ASTM A141
or A3!, except that hot made rivets shall not be quenched, and cold made rivets shall
be annealed.
(b)
Heads.
Button, hi gh~button, or any other American Standard type of manufactured head
may be used. If approved by the customer, flat heads may be used having a diameter
1% times and a minimum height of head % times the nominal diameter of the rivet.
(e)
Points.
Rivet points shall be free from shearing cracks, and shall be reasonably square to
prevent bending of the rivet shank during driving.
3. FABRICATION
(a)
Driven Head.
The driven heads of rivets shall be flat head or a modified cone, or other types
within the range of cold riveting as agreed upon between the user and the supplier.
The diameter of the flat head shall be approximately 131; times and the minimum
height of head U .times the nominal diameter of the rivet; the modified cone head shall
conform to the following:
(b)
Riveting Pressure.
The pressure shall be properly controlled and sufficient to form the specified head,
but not of an amount that will warp or buckle the work.
(c)
Driving Die.
The die for driving the heads shall not restrict the free transverse flow of metal at
the edge of the head.
(d)
Hole•.
Diameter of hole shall be larger than nominal diameter of rivet by not more than:
~" for %" to %" diameter, inclusive; !{s" above %".
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
326
AMERICAN
SOCIETY FOR TESTING
MATERIALS
STANDARD SPECIFICATIONS FOR STEEL FOR
BRIDGES AND BUILDINGS
A. S. T. M. DESIGNATION: A
7~46
These specifications are in effect a revision and consolidation of, and replace the former
Standard Specifications for Steel (or Bridges (A 7 - 36) and for Steel for Buildings
(A 9 - 36). These latter s~ifications were O'figinally adopted in 1901 and continued as
standard with various revisions until their combination with Specifications A 7 in 1939.
Scope.
1.
These specifications cover carbon-steel shapes, p'lates and bars of structural qual-
ity for use In the construction of bridges and buIldings and for general structural
purposes.
2.
Castings, Rivet Steel, Forgings, Sheet, Strip.
For use with steel purchased under these specifications, the following standards
or the American Society for Testing Materials shall apply:
(a) Steel Castings.
The Tentative Specifications for Mild to Medium Strength Carbon-Steel Castings
for General Application (A.S.T.M. Designation: A 27) shall govern the purchase of
steel castings for bridges and buildings. Unless otherwise specified, grade B-1 castings,
fully annealed, with a minimum yield point of 33,000 psi., shall be used
( b) Structural Rivet Steel.
Unless otherwise specified, the Standard Specifications for Structural Rivet Steel
(A. S. T. M. Designation: A 141) shall govern the purchase of rivets.
(c) Forgings.
The Standard Specifications for Carbon-Steel Forgings for General Industrial Use
(A. S. T. M. Designation: A 235), and for Alloy-Steel Forgings for General Industrial
Use (A. S. T. M. Designation: A 237) may also be used for forgings.
(d) Sheet and Strip.
Hot rolled sheets and strip specified to this specification shall be furnished unless
otherwise specified, to Grade C, minimum tensile strength 55,000 psi., of the Tentative
Specifications for Light Gage Structural Quality Flat Hot-Rolled Carbon Steel
(A. S. T. M. Designation: A 245).
3.
Structural Bolts.
Unless otherwise specified, bolts to be employed in permanent connections between
parts fabricated of steel purchased under these specifications shall be subject to the
requirements of Section 9 (a) for minimum tensile strength (to be taken on the area
at root of thread) and to the requirements of Section 10 for cold bend (to be taken on
the unthreaded portion of the bolt), and shall be exempt from further requirements.
A. I. S.
I. STANDARD CLASSIFICATION BY SIZE OF FLAT-ROLLED
CARBON STEEL
Thicknesses, Inch
Widths, Inches
0.2500
0.2499
thickor
0.:?O31
00'
To 37'2" incl •. _...___..__.... Bar
Bar
Plate
" 6 to 12 "
Plate
" 12 to 32 "
Plate
" 32 to 48 "
" 48._ ..... __...__ ....._... Plate
Over 3~ to 6 inel.
0.2030
0.1874
0.0567
0.0343
0.0254
0.0141
0.1875
0.0568
0.0344
0.0255
0.0142
thinner
Strip
Strip
Strip I Strip
Strip
Strip
Sheet
Sheet
Sheet
Sheet
Sheet
Strip
Strip
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Sheet
Blk. Plate
Sheet
to
to
to
to
to
- - - - -- - - - - - - - - Bar
Bar
Strip
I I
Sheet
She.t
I Plate I Plate
Strip
Sheet
Sheet
Sheet
Sheet
Sheet
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
to
00'
I
I --
327
A. S. T. M. STEEL FOR BRIDGES AND BUILDINGS
4.
5.
Rolled Base Plates.
Rolled base plates over 2 in. in thickness for bearing purposes shall be open-hearth
or electric-furnace steel containing 0.20 to 0.35 per cent carbon. The chemical composition shall also confonn to the requirements specified in Section 6. A sufficient
discard shall be made from each ingot to secure sound plates. Physical tests shall not
be required for this material.
Process.
(a) The steel, except as may be specified in Paragraph (b), shall be made by
either or both of the following processes: open-hearth or electric-furnace.
(b) Steel for plates and shapes ~ in. and under in thickness, and bars (other
than those for rivets) ~6 in. and under in thickness or diameter, intended for , use in
buildings and other structures subject to static loads only, may be made by the acidbessemer process, unless otherwise specified.
Chemical Composition.
6.
The steel shall conform to the followin g requirements as to chemical composition:
Phosphorus, max., per cent:
Open-hearth or electric-furnace:
Acid............................................................................................
0 .06
Basic. .................................................... _................................... 0.04
Acid-bessemer. ....__ .................................. _................................. .. 0.10
Sulfur, max., per cent (open-hearth or electric-furnace)............ 0.05
Copper, when copper steel is specified, min ., per cent.___......... 0.20
7.
Ladle Analysis.
(a) An analysis of each melt of open-hearth or electric-furnace steel shall be
made to determine the percentages of carbon, manganese, phosphorus, and sulfur;
also copper when copper steel is specified.
(b) A carbon determination, and a copper detennination when copper steel is
specified, shall be made of each melt of bessemer steel, and determinations for manganese, phosphorus, and sulfur representing the average of the melts applied for each
8-hr. period.
(c) ' The analyses prescribed in Paragraphs (a) and (b) shall be made by the
manufacturer from test ingots taken during the pouring of the melts. The chemical
composition thus detennined shall be reported to the purchaser or his representative,
and the percentages of phosphorus and sulfur, also copper when copper steel is specified,
shall conform to the requirements specified in Section 6.
8.
Check Ana1ysis.
An analysis may be made by the purchaser from finished material representing
each melt. The phosphorus and sulfur content thus determined shall not exceed that
specified in Section 6 by more than 25 per cent.
9.
Tensile Properties.
(a) The material. except as specified in Sections 3 and 4 and Paragraph (b) of
this section, shall confOlID to the following requirements as to tensile properties:
Plates. Shapes.
and Bars
~rcl~l~~~.n~~.,p~~i:~~~.~~~.~~~~:~:~:~~:~:::::::::::::::
60 000 to 72 000
0.5 tens. str.
but in no case less than..... __ .................... .
33000
Elongation in 8 in., min., per cenL ............
1500 000.
Tens. str.
Elongation in 2 in., min., per cenL............
22
a See Paragral'Jhs (d) and (e).
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
328
A. S. T . M. STEEL FOR BRIDGES AND BUILDINGS
(b) Plates ~ in. in thickness, shapes less than 1 sq. in. in cross-section, and bars,
other than fiats, less than % in. in thickness or diameter need not be subjected to
tension tests.
(e) The yield point shall he determined by the drop of the beam or halt in the
gage of the testing machine.
(d) For material over %' in. in thickness or diameter, a deduction from the percentage of elongation in 8 in. specified in Paragraph (a) of 0.25 per cent shall be made
for each increase of ~ in. of the specified thickness or diameter above 34 in. to a
minimum of 18 per cent for plates. shapes, and bars.
(e) For material under %; in. in thickness or diameter, a deduction from the
percentage of elongation in 8 in. specified in Paragraph (a) of 2.00 per cent shall be
made for each decrease of ~ in. of the specified thickness or diameter below %; in.
ii'----,Para:lle, Sec£lon no.t less fhan 9"--->-I-i
o
o
o
o
rAbOOc3l
o
i'-----,s"±O.O 1 "" - - -->1
Gage Len gth fo r MeO'5urlna
Eloogatlon after Frac:tu <e
tp"Tblakness df Plate.
FIG. I.-Standard B-in. Gage Length Test Specimen.
Bending Properties.
10.
The hend test specimen shall stand heing bent cold through 180 deg. without
cracking on the outside of the bent portion to an inside diameter which shall have the
following relation to the thickness of the specimen:
Thickness of Material
Ratio of Bend Diameter to
Thickness of Specimen
Plates, Shapes and Bars
%' in. and undeL ____...........___ .__.... __ ....................... __ .. ___
Over %" to 1 in., incl. _.................... ___..___________ ....
Over 1 to H1 in .• incL .... ____ .... ____ . .......__ .......
Over I~ to 2 in., incL. ........ ...... ......................_......
Over 2 in .....____ ............._...._._... _.... __ ..........._.............
~
1
172
2~
3
Test S pecimens.
11.
(a) Test specimens shall be prepared for testing from the material in its rolled
or forged condition, except as specified in Paragraph (b),
(b) Test specimens for annealed material shall be prepared from the material as
annealed for use or from a short length of a full section from the same melt similarly
treated.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
329
A. S. T. M. STEEL FOR BRIDGES AND BUILDINGS
(c) Test specimens shall be taken longitudinally and, except as specified in
Paragraphs (e), (f), and (g), shall be the full thickness or section of material as rolled.
(d) Test specimens for plates. shapes, and flats may be machined to the fonn
and dimensions shown in Fig. 1, or with both edges parallel.
fS '~
Qadlus not less 1<----2.!!'
than
Parallel S:ctlon
..,.,*,6.0 I"
_I
I
Note:-The gage length,
paralle l section, and fillets
shall be as s hown , but the
ends may be of any shape to
fit the holders of the testing
machine in such a way that
the load shall be axial.
FIG. 2.- Standard 2-in. Gage Length Tension Test Specimen.
(e) Tension test specimens for material over 172 in. in thickness or diameter,
except pins and rollers, may be macllined to a thickness or diameter of at least %: in.
for a length of at least 9 in .• or they may conform to the dimensions shown in Fig. 2.
(f) Bend test specimens for material over 1% in. in thickness or diameter, except
pins and rollers, may be machined to a thickness or diameter of at least %. in. or to
1 by 7'2 in. in section.
(g) Tension test specimens for pins and rollers shall conform to the dimensions
shown in Fig. 2, and bend test specimens shall be 1 by 7'2 in. in section.
(h) Test specimens for pins and rollers shall be taken so that the axis is 1 in. from
the surface.
(i) The sides of the bend test specimens may have the corners roWlded to a
radius not over !16 in.
Num.ber of Tests.
12.
(a) Two tension and two bend tests shall be made from each melt, unless the
finished material from a melt is less than 30 tons when one tension test and one bend
test will be sufficient. If, however, material from one melt differs % in. or more in
thickness, one tension test and one bend test shan be made from both the thickest and
the thinnest material rolled regardless of the weight represented.
(b) If any test specimen shows defective machining or develops flaws, it may be
discarded and another specimen substituted.
(c) If the percentage of elongation of any tension test specimen is less than that
specified in Section 9 and any part of the fracture is more than %' in. from the center
of the gage length of a 2-in. specimen or is outside the middle third of the gage length
of an 8-in. specimen, as indicated by scribe scratches marked on the specimen before
testing, a retest shall be allowed.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
r
330
A. S. T. M. STEEL FOR BRIDGES AND BUILDINGS
TABLE I.
PERMISSIBLE OVERWEIGHTS
ORDERED TO THICKNESS.
OF PLATES
Permissible Excess in Average Weight of Lots f or Widths Give n, in Inches,
Expressed in Pe rcentage of Nominal Weights
Specified Thickness,
Inches
Over
72 to
6010
48 and 48 to 60,
under
exe/.
72,
exel.
84,
e:w:;cl.
- - - - - -- - -
~ to
~ to
!i, excL __ -..----
~6,
"
6
5
4.5
4
4
4
3.5
3.5
._.
%, " ._.
%to U6. " . ...
U6 to y" " ....
Y, to %, " ---.% to %". " ._.
~6 to
~ to 1,
to 2,
1
"
.-.
incL.__
8
7
6
5
4.5
4
4
4
3.5
9
8
7
6
5
4.5
4
4
4
10
9
8
7
6
5
4.5
4
4
8410
96,
96 to
lOB,
exel.
o)(cl.
108 to
120,
axel.
120 to
132.
ellle!.
132 to
144,
exel.
12
10
9
8
7
6
5
4.5
4
14
12
10
9
8
7
6
5
4.5
16
14
12
10
9
8
7
6
5
18
16
14
12
10
9
8
7
6
19
17
15
13
11
9
8
7
144 to
168,
o)(cl.
168
,nd
over
18
16
14
12
10
9
8
18
16
14
12
11
9
- - - - - - - - --- - - - - - - - - -
NOTE. Permissible variations in weight for individua l plates shaU be one and one-third times the amounts
prescribed in this table.
Perm.issibIe Variations in Weight and Thickness.
13.
(a) One cubic inch of rolled steel is assumed to we igh 0.2833 lb. The cross~
sectional area or weight of each structural~size shape shall not vary more than 2.5 per
cent from the theoretical or specified amounts. The thickness or weights of rectangular
sheared mill plates and of universal mill plates shall confonn to the requirements of
Paragraphs (b), (c), (d), or (e).
(b) Plates, when Ordered to Thicknes8.- No plate shall vary more than
0.01 in. under the thickness specified.
( c) The overweight of each loti of plates in each shipment shall not exceed the
amounts prescribed in Table I.
TABLE II.
OF PLATES
PERMISSIBLE VARIATIONS
OR DERED TO WEIGHT.
Permissible Variations i n Ave r age Weight of Lo ts for W idths Gi ve n, in Inc h es,
Expressed in Percentage of rdered Weights (Weight per Square Foot)
oight,
lb. per SQ. ft .
72 to
84,
axel.
6010
72.
axel.
84 to
96,
exel.
108 to
120,
exel.
96 to
lOB,
axel.
120 to
132,
excr.
132 to
144,
excl.
-
144 to
168,
excl.
168 or
over
• •- - • • - • • . - • - • . • . • - • - - • - •- . - •
- -- - - - - - - - - - - - - - - - - - - - - - --n
>
0
7.65 to 10, excl.
10 to 12.5, excl. 4
12.5to 15, excl. 4
15 to 17.5, excl. 3.'
17.5 to 20, axcl. 3.'
20 to 25, excl. 3.'
25 to 30, e:x:cl. 3
30 to 40, 8:x:cl. 3
to 81.6, incl. 2.5
••
Over
48 to 60,
exel.
48 or
under
~ecified
-
c
:>
~
0
4.5
3 4.5
3 4
3 3.5
2.5 3.'
2.5 3.5
2.' 3.5
2 3
2 3
n
c
:>
3
3
3
3
2.'
2.5
2.'
2
2
>
-
0
n
•
c
:>
0
-
3
5
3
5
4.' 3
3
3.5 3
3.' 3
3.' 2.'
2
3
3
2
n
>
c
:>
-
5.5 3
3
3
3
4
3
3.' 3
3.' 3
3
2
3 2
•••
••••
~
-
0
n
c
:>
3
6
6
3
5.5 3
3
'.5 3
4
3
3.' 3
3.' 2
3.5 2
•
n
>
0
6.5
5.5
5
4.5
-
c
:>
3
3
3
3
3
3.' 2.5
3.' 2
3,'1 2
•
n
>
-
0
-
c
:>
3
7
3
6
'.5 3
3
3
3
3.5 2.5
3
2.5
•
•••
•
>
-
0
3
3
3
3
3
3
3
3.5 3
8
7.5
6
5.5
•
•••
•
~
l?
:>
0
n
c
:>
>
0
n
c
:>
~
0
f-
9
3
8
3
7
3
6
3
5.' 3
5
3
4.5 3
3
•
.... .... .-
....
.... _. ..3 1. 1
9
3
9 3
8
7
3
8 3
7 3
6.5 3
6
3
6.5 3
5.5 3
6 3
....
NOTE.-Pennissible variations in weight for individual plates shall be one and one-third times t he amounts
.prescribed in this table.
IThe tenn "lot" as applied to Table I means all the plates of each group width and group thickness; as
applied to Table II. it means a ll the plates of e&;h group width and group weight.
AMERICAN
n
c
:>
INSTITUTE OF STEEL CONSTRUCTION
331
A.
s. T. M. STEEL FOR BRIDGES AND BUIL D INGS
(d) Plates, when Ordered to Weight per Square Foot.- The weight of each
loti of plates in each shipment shall not vary from the weight ordered more than the
amounts prescribed in Table II.
(e) Plates over 2 in. in Thickness.- Each plate over 2 in. in thickness shall
confonn to the permissible variations over ordered thickness prescribed in Table III.
TABLE
I" .
PERMISSIBLE VARIATIONS OVER OR D ERED THICKNESS
OF PLATES OVER 2 'N . 'N THICKNESS.
Variations over Specified Thickness for Width s Given
Specified Thickness,
Inches
Under 35
Over 2 to 3, excl..____ .....
..
...
.
'"
'"
3 to 4,
---_ .. _-4 to 6,
..------.
6 to 8,
._ - -_.8 to 10,
------ - "
10 to 12,
._---12 to 15, incl.._ ..__.....
%i
jj2
e xel.
60 to 84,
exel.
84 to 120,
exel.
120 to 132,
exel.
jj2
jj2
~
~
''""
~
~
35 to 60,
'lOt
li6
If.
%i
~
~
jj2
jj2
jj2
li',
'%i
;.:
li6
'lOt
%i
132 and over
%i
%i
''
'%4
Finish.
14.
(a) The material shall be free from injurious defects and shall have a workmanlike finish.
(b) Surface imperfections that do not affect the full utility of the pieces shall
not be considered as injurious defects in structural shapes % in. or more in thickness.
Such pieces may be processed by the following methods in order to give them a workmanlike finish:
(1) When the surface imperfections are less than !{6 in. in depth, they may be
removed by grinding.
(2) When the surface imperfections are !16 in. or more in depth, the pieces may
be subjected to chipping and welding under limiting conditions as follows:
The cross-sectional area of any piece shall not be reduced more than 1.5 per cent
at any point, nor shall the total area of the chipped surface of any piece exceed 2 per
cent of the total surface area of that piece.
After any imperfection has been completely removed, the maximum depth of
depression shall not exceed the following:
Thickness of
Material, in.
% Upto
Depth of Dc-
pressIOn, max., in .
y,.....-. . -..................................... ...................................
Y, Up to 1...................... ~ ...........~ ........................................ -...........
li6
~
1 up to IU....... _...........................................................................
li',
1)4 up to 2;.:. ...._.....................~~~ ........ ~ . - ...... ._-_ ....... -- ........... ..........
;.:
2)4 up to 3Y,~ .......~ __ ............................................................. ~~........
%
An experienced mill inspector shall inspect the work after the chipping operation
to see that the defects have been completely removed and that the limitations specified
above have not been exceeded. The inspector representing the purchaser shall be
AMERICAN
INSTITUTE OF STEEL CONSTRUCT I ON
332
A. S . T. M. STEEL FOR BRIDGES AND BUILDINGS
given full opportunity to make this same inspection. All welding shall be done by
qualified welders using suitable coated welding rods. The welds shall be sound; the
weld metal being thoroughly fused on all surfaces and edges without undercutting or
overlap. Weld metal shall project at least!1s in . above the rolled surface after welding,
and the projecting metal shall be removed by grinding or by chipping and grinding to
make it flush with the rolled surface and produce a workmanlike finish.
Marking.
15.
The name or brand of the manufacturer and the melt number shall be legibly
stamped or rolled on all finished material, except that lattice bars and other small
sections shall, when loaded for shipment, be properly separated and marked for identi·
fication. The identification marks shall be legibly stamped on the end of each pin
and roller. The melt number shall be legibly marked, by stamping if practicable, on
each test specimen.
Inspection .
16.
The inspector representing the purchaser shall have free entry. at all times while
work on the contract of the purchaser is being performed, to all parts of the manufact~rer's works which concern the manufacture of the material ordered. The manufact!p"er shall afford the inspector, without charge, all reasonable facilities to satisfy
him that the material is being furnished in accordance with these specifications. All
tests (except check analysis) and inspection shall be made at the place of manufacture
prior to shipment, unless otherwise specified, and shall be so conducted as not to
interfere unnecessarily with the operation of the works.
Rejection.
17.
(a) Unless otherwise specified, any rejection based on tests made in accordance
with Section 8 shall be reported to the manufacturer within five working days from
the receipt of samples by the purchaser.
(b) Material which shows injurious defects subsequent to its acceptance at the
manufacturer's works will be rejected, and the manufacturer shall be notified.
Rehearing.
18.
Samples tested in accordance with Section 8 that represent rejected material
shall be preserved for two weeks from the date of the test report. In case of dissatisfaction with the results of the tests, the manufacturer may make claim for a rehearing
within that time.
AMERICAN
IN S TITUTE OF STEEL CONSTRUCTION
333
AMERICAN SOCIETY FOR TESTING
MATERIALS
STANDARD SPECIFICATIONS FOR
STRUCTURAL RIVET STEEL
A . S. T. M. DESIGNATION : A
141-39
Scope.
1.
These specifications cover soft carbon steel for rivets for structural purposes.
Process.
2.
The steel shall be made by either or both of the following processes: open-hearth
or electric-furnace.
Chemical Composition.
3.
The steel shall conform to the followin g requirements as to chemical comrx>Sition:
Phosphorus. max., per cent
Aci~ .. ________ ._ .. _....... _... _.__ .. _ 0.06
BaSlC. ___ •__________ •____ .... ___ ... 0.04
Sulfur. max., per cen'l ______ .___ .....__ ..................................... _____ 0.05
Copper, when copper steel is specified, min., per cenL.... 0.20
1
Ladle Analysis.
4.
An analysis of each melt of steel shall be made by the manufacturer to detennine
the percentages of carbon, manganese, phosphorus, and sulfur; also copper when
copper steel is specified. This analysis shall be made from a test ingot taken during
the pouring of the melt. The chemical composition thus determined shall be reported
to the purchaser or his representative, and the percentages of phosphorus and sulfur.
and copper when copper steel is specified. shall conform to the requirements specified
in Section 3.
Check Analysis.
5.
An analysis may be made by the purchaser from finished material representing
each melt. The phosphorus and sulfur content thus determined shall not exceed that
specified in Section 3 by more than 25 per cent.
Tensile Properties.
6.
(a) The material shall conform to the following requirements as to tensile
properties :
Tensile strength, psL...
52 000 to 62 000
Yield point, min., psL .............
0.5 tens. str.
but in no case less than.. __
28000
E longation in 8 in., min., per cenL ................................................ .
I 500 000
Tens. str.
(b) The yield point shall be detennined by the drop of the beam or halt in the
gage of the testing machine.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
334
A. S. T. M. RIVET S T EE L
Bending Properties.
7.
The bend test specimen shall stand being bent cold through 180 deg. flat On itself
without cracking on the outside of the bent portion.
Test Specimens.
8.
(a) Test specimens shall be of the full diameter of the bars as rolled.
(b) Tension and bend test specimens for rivet bars which have been cold-drawn
shall be nonnalized before testing.
Number of Tests.
9.
(a) One tension test and one bend test shall be made from each melt; except
that if bars from one melt differ % in. or more in diameter. one tension and one bend
test shall be made from both the greatest and least diameters rolled.
(b) If any test specimen develops flaws, it may be discarded and another specimen substituted.
(c) If the percentage of elongation of any tension test specimen is less than
that specified in Section 6 (a) and any part of the fracture is outside the middle third
of the gage length. as indicated by scribe scratches marked on the specimen before
testing. a retest shall be allowed.
Perm issible Variations in Diameter.
10.
The diameter of rivet bars shall not vary from the size specified by more than
the amounts prescribed in Table 1.
TABLE I.- PERMISSIBLE VARIATIONS IN THE SIZE OF HOTR OLLED ROUNDS AND SQUARES.
Variations from
Size. in.
Specified Size. in.
Out-ofRound
0'
~uare.
Ovcr
Under
h and under.......__ .............
Over ft to -h. incl ...._....
Over .". to %, incL ......
0.005
0.006
0.007
0.005
0.006
0.007
0.008
0.009
0.010
Over %to Ys. incl .........
Over :Va to 1, incl .........
Over 1 to lY" incl .........
0.008
0.009
0.010
0.008
0.009
0.010
0.012
0.013
0.015
Over 1% to Hi. incl .........
Over Hi to 1%. incL .......
Over 1% to 1~, incL. .......
0.011
0.012
0.014
0.011
0.012
0.014
0.016
0.018
0.021
l,;4
l,;4
0.023
Over 172 to 2,
incl ... ......
n.
NOTE.-Qut-of-round is the d ifference between the maximum and
minimum diameters of the bar. measured at the same cross-section.
Out-of-square is the difference in the two dimensions at the same crosssection of a squarc bar.
Finish.
11.
The bars shall be free from injurious d~fects and shall have a workmanlike finish.
AMER I CAN
INST I TUTE OF STEEL
CONSTRUCTI ON
335
A. S. T. M. RIVET STEEL
Marking.
12.
Rivet bars shall. when loaded for shipment, be properly separated and marked
with the name or brand of the manufacturer and the melt number for identification.
The melt number shall be legibly marked on each test specimen.
Inspection.
13.
The inspector representing the purchaser shall have free entry, at all times while
work on the contract of the purchaser is being performed, to all parts of the manufacturer's works which concern the manufacture of the material ordered. The manufacturer shall afford the inspector, without charge, all reasonable facilities to satisfy
him that the material is being furnished in accordance with these specifications. All
tests (except check analysis) and inspection shall be made at the place of manufacture
prior to shipment, unless otherwise specified, and shall be so conducted as not to interfere unnecessarily with the operation of the works.
Rejection.
14.
(a) Unless otherwise specified, any rejection based on tests made in accordance
with Section 5 shall be reported to the manufacturer within five working days from the
receipt of samples by the purchaser.
(b) Material which shows injurious defects subsequent to its acceptance at the
manufacturer's works will be rejected, and the manufacturer shall be notified.
Rehearing.
15.
Samples tested in accordance with Section 5 that represent rejected material
shall be preserved for two weeks from the date of the test report. In case of dissatisfaction with the results of the tests, the manufacturer may make claim for a rehearing
within that time.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
336
A. I. S. C.
RECOMMENDED FUNDAMENTAL PRINCIPLES,
MINIMUM REQUIREMENTS,
AND
TENTATIVE STANDARD
WELDED CONNECTIONS
FOR BUILDINGS
The use of the arc welding process plays an increasing part in the fabrication of
structural steel buildings:
(a) as an aid to shop assembling processes ("tack welding"),
(b) as the final method of joining parts for transfer of stresses, in shop or
field ("strength·welding ").
The art of designing and detailing for the safe and economical employment of
strength-welding is a relatively new and changing one; the economy of a welded structure as compared with a riveted or riveted-and-bolted one, is as yet a subject not for
general statements but for estimate of the individual case.
In 1938 the Board of Directors of the American Institute of Steel Construction
apJX)inted a committee to fonnulate a statement of fundamental principles, minimum
requirements. and recommendations for standard welded connections for tier buildings.
After careful study this committee concluded that the subject was not sufficiently
.' 'stabilized· to justify issuing complete standard details; but it evolved certain tentative
minimum requirements and recommended tentative typical details which are shown on
the three pages which follow.
The recommendations of this committee are largely reflected, together with those
of the American Welding Society's Committee on Building Codes, in the several portions
of the A.I.S.C. Specification (pp. 275 to 305) which apply to welded design and con·
struction. It is therein prescribed that heavily coated electrodes, only, may be used.
It is understood that all of the requirements of that specification are to be followed in
the calculating, the detailing and the execution of welded structures,
The general question of rigidity or flexibility of connections is of primary importance in welded design, and is to be determined by the designer and not by the
detailer. The designer should determine whether the connections are to be rigid or
flexible and indicate this on the design drawings, preferably by sketches. Except as
otherwise indicated by the designer. beam-to-column connections are to be designed as
flexible; the beam connections recommended on page 338 are of a flexible type which
will pennit the beams to rotate sufficiently to accommodate their deflections under
load.
The typical details which follow are presented as a general guide to designers. It
is hoped that a more expanded treatment, including sizes and capacities. can be presented
at an early date.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
337
WELDED TIER
BUILDINGS
RECOMMENDED TENTATIVE STANDARD DETAILS
rEJIE1
Ereefim
80th
ror filling-In 8e4rns wher~ Fie\d ~i"'9 is permItted
BEAM WHO,D - HOl!S IN GI~DE~
FOR F I LlINc;'l~ !tfAMS
BEAM CONTINOOUS Ovt2 GIRD,~
TYPICAL BEAM DETAILS
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
338
WELDED TIER
BUILDINGS
RECOMMENDED TENTATIVE STANDARD DETAILS
Prerembl.)' shipped loo~£
~ frcehon &Its
Column flanges t. K
stiffuec:t where re't."';"'~
UNSTIFfEHED SHT
STIFFtNH
SEAT
SIMPLE BEAM TO COLUMN CONNECTIONS
2-PLATE OR TEE BRACKETS CARRYING ECCENTRIC LOADS
AMERICAN
•
INSTITUTE OF STEEL CONSTRUCTION
339
WELDED
TIER
BUILDINGS
RECOMMENDED TENTATIVE STANDARD DETAILS
n
,@(
., liff~--·
v
USE WllOEO TO COLUMN
AT ~HOP
SASE PLATES SHIPPED SEPARATE
TYPICAL DETAILS OF COLUMN BASES- TIER BLDGS.
-; )
,
6
-V~~~
COLUMNS OF SAME DEPTH OKLY
To provide e.rect1on c:learllnce
for btoms, t.his connu:~iDn is
'It' Filld,
r
i~11
~l Noll'" u>o.
=
~
1
JUTETIU u
SfCTION &.e,
on~ uv~n:cd ( A""lt ~ lol<,1a"
shart, PlQIie c)" "fPU shaft).
PREFtRRtD SPUCE (NO HOLES 11/ MAIN MATERIAL)
TYPICAL DETAILS OF COLUMN SPLICES-
,.
TIER BLDGS.
;Plotu
~
TYPIC.o.L DETAILS OF CRANE COLUMN BASES
E'1
v!J
~ !!_
to.
Jr."
vfD
.. ,
SlotL.d pj.~...--'
WD
ears
I
'<:
"i::
"- ~
--I- ...
r-...
--b1
~
-V
S~CTloN
0·0
TYPICAL DETAILS OF CRANE COLUMN SPLICES
AMER I CAN
INSTITUTE OF STEEL.. CONSTRUCTION
340
WELDED JOINTS
~ Tmjn.
MOX.T =
fG"
OPEN SQUARE - BUTT JOINT'
WEI..DE D BDTH SIDES
"T-unlimi+ed
," ,"
!z tOa
T-unl imited
," 1 "
irz tos
"t0'6,"
~z.
Lower ed¥
. 0 "tOg-,"
,"
for
fit, mm.
horizontril position.
SINGI..E-Y BUTT JOINT
WELDED BOTH SIDES
SINGLE BEVEL BUTT JOINT
WELDED BOTH SIDES
T- un limited
T-unlimi+ed
T
Lower" edge for
i" min.
SINGLE-V BUTT JOINT. W ELDED
ONE SIDE ON BACKING STRUCTURE
horizontal position.
SINGLE BEVEL BUTT JOINT, WELDEO
ONE SIDE ON flACKING STRUCTURE
T-un-limited
T-unlim ited "~i n.
," ,"
.'"
o"to ~
I·
," . ft
e mln .
T
to '!", "
DOUBLE-Y eUTT JOINT
J"
,"
," . sz.to e
e m /n .
DOUBLE BEVEL BU·T T JOINT
45'!jn horizontal position
Min. 2.5'!.in other
{ positions
~ to ii
,n
ft tOe
,_
position
,"
I·
32 ta a
" to~
3·
iG
T-unlimited
SINGLE-J BUTT JOINT
WELDED BOTH SIDES
The above joints are accepted without qua lification under the A. W. S . Code and under A. I.
S. C, Specification Sect. 24 (b ).
AMERICAN
IN S TITUTE OF STEEL CONSTRUCTION
341
WELDED JOINTS
45°. In horizontal posif-ior.'l
I" ,{ positions
~2. toe
Min. 2.0°· in other
I t
{
45~ in horiz.ontol
~~~tOIG 1
I~
.
4' min.
T-unlimif-ed
I"
-+-o·to-.'·
ntoe
.1"
CZ,2
I-
S'rJ
T
I"
SINGLE"U BUTT JOINT
W~LDED BOTH SIDES
I~
r
pos,hons~~
1-
~to6
· . -'1i\' g..If'= =! ~'to~
1 *min
'" 2"1
.oft
position
Min. 20"- i.n .oth_es.-
/ ").\
T-unlimi+ed
~to{
..... .t.-o·toi"
DOUBLE-U BUTT JOINT
Root need not be chipped
to ls
t
.J-dto £
b~f~~welding second
J ............
I
n
r"
I"
------~(
T
{
•. 1.
EffecHve Throo'" Th!,ckness "~T
Max T=~
SQUARE-BUTT JOINT
WELDED ONE SIDE.
•
~to~
SIde.
f
onto~-r-
~S2to8
Effecti ve Throat Thickn =SS-!T
Max.T-:k"
SQUAR.E-BUTT JOINT
WELDED BOTH SIDES
T -unT imi+ed
\p)
1!-.!Tmin.
IT
Effective ThroatThickness -!T
MGlX.T-i"
OPEN SQUARE" BUTT JOINT
WELDED ONE SIDE
T-unlimit-ed
L1
I
n
~o·to~·
--W-?;.mln.
'I
Effective Throat Thic.kness •
iT
SINGLE-V BUTT JOINT
WELDED ONE SIDE
f
f ~oT~
Max.EffeC+ive Fill et "T-k."
) ) )
Lc ' \o c'
o",!,ered e fo('(.~:2.·min.O
~oY'lzonto1 POSItion
8
32.
EffecHve ThrooI-Thickness::!T
SINGLE BEVEL BUTT JOINT
W~LDED ONE SIDE
~Of.rOlied
T,
section
"Mox. Effe ctive Fillet"! T
c:ffl
5T,
!~:n. ~
n o t less than I"
S -as r equi red
~.707T
Max. Effect ive Fillet,. T
DOUBLE FILLET WELDED
LAP JOINT
EDGE FILLET WELDS
SEE A. I. S. C. SPEC. SECT. 25 (c)
SEE A. I. S. C. SPEC . SECT 24 ( d)
The above joints are accepted without qualificati o n under the A. W. S . Code and under A. I.
S. C . Specification Sect. 24 (b) .
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
342
AMERICAN WELDING SOCIETY
WELDING SYMBOLS
ARC AND GAS WELDING SYMBOLS
TYPE. OF WE.LD
GR.OOVE
BEAD FILLET
SQUARE
BE.VE.L
V
U
-
~
J
• 0 -
V V lJ \7
II V
LOCATION OF WELDS
OTHER. (OR. FAR.)
SIDE OF JOINT
AR.R.OW (OR. NEAR.)
SIDE. OF JOINT
SEE
FIELD WELD
WELD ALL FLUSH
,"SLOT
AROUNI
PL.UG
FIELD
~NCLUDED ANGLE, \'ZE.
~Oo
\;:S~ 'i;~L< ~
3
~'~E-':;'LUSH _ £SIZE
BOTH SIDES
OF JOINT
(.
51Z;3
4
~~
8
tR.OOT lS£E
WELD ALL
~REME"'T\ AROUN~
1
ENGTH~
>'i~ 2-5",
~ OFFS~~
SIZE OPE.NING NOTES
STAGGER-EO
PITCH OF
INCRE.MENTS
1. THE SIDE OF' THE JOINT TO WHICH THE ARROW POINTS IS THE
ARROW (OR NEAR) SIDE AND THE OPPOSITE SIDE OF THE JOINT
IS THE OTHER (OR FAR) SIDE.
2. ARROW SIDE AND OTHER SIDE WEL.DS ARE SAME SIZE UNL.ESS
OTHERWISE SHOWN.
SYMBOLS APPLY BETWEEN ABRUPT CHANGES IN DIRECTION OF
.JOINT OR AS DIMENSIONED . (EXCEPT WHERE ALL AROUND
SYMBOL IS USED).
ALL. WELDS ARE CONTINUOUS AND OF USER ' S STANDARD PRO·
PORTIONS , UNLESS OTHERWISE SHOWN
5 TAIL OF ARROW USED FOR SPECIFICATION REFERENCE (TAIL
MAY BE OMITTED WHEN REFERENCE NOT USED.)
,
•
E . G. "C. A . "-AUTOMATIC SHIELDED CARBON ARC
·'5. A."-AUTOMATIC SUBMERGED ARC
6 IN .JOINTS IN WHICH ONE MEMBER ONL.Y IS TO BE GROOVED.
7
ARROW POINTS TO THAT MEMBER
DIMENSIONS OF WELD SIZE5. INCREMENT L.ENGTHS. AND SPAC·
INGS. IN INCHES.
LEGEND FOR USE ON DRAWINGS SPECIFYING
FUSION WELDING
The above symbols were developed by American Welding Society for incorporation on drawings specifying arc or gas welding. For more detailed instruction in
the use of these symbols refer to .. Welding Symbols and Instructions for Their Use ",
published by American Welding Society.
These symbols do not explicitly provide for the case that frequently occurs in
structural work, where duplicate material (such as stiffeners) occurs on the far side of
a web or gusset plate. The fabricating industry has adopted this convention; that
when the billing of the detail material discloses the identity of far side with near side,
the welding shown for the near side shall also be duplicated on the far side.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
343
UNITED STATES DEPARTMENT OF COMMERCE
MINIMUM DESIGN LOADS
IN BUILDINGS AND OTHER STRUCTURES
FROM AMERICAN STANDARD BUILDING CODE REQUIREMENTS AS8.1-1945
NATIONAL BUREAU OF STANDARDS. S PONSOR.
UNIFORMLY DISTRIBUTED FLOOR LOADS
The live loads assumed for purposes of design shall be the greatest loads that
probably will be produ('''ed by the intended occupancies or uses, provided that the live
loads to be considered as uniformly distributed shall be not less than the values given
in the following table.
Live load
Lb. per
SQ. Ft.
Occupancy or Use
Apartment houses:
Private apartments. ... ___________ ...
Public stairways.._________ ... _______..
Assembly halls:
Fixed seats....... ___ .....................
Movable seats..... __ ....... .........
Corridors. upper floors _... __ .....
Corridors:
First ftoor ..... _...._............. .
Other floors, same as occupancy served except as
indicated
Courtrooms.... -- .............. --............
Dance halls........_........ _... _- ..........
Dining rooms. public..... _.............
Dwellings ...._. ._--- ............ . -.. _-_ .. ......
Hospitals and asylums:
Operating rooms..... _ ... ...........
Private rooms..... _.... _................
Wards..........................................
Public space._ .. ......._._ ... _._ ........ -
40
100
60
100
100
100
80
100
100
40
60
40
40
80
Occupancy or Use
Hotels:
Guest rooms......... --_ ................
Corridors serving public rooms
Public fOOffiS.. _...__ .. __ .._--_..........
Loft bujldings .... _....... .................
Manufacturin g, light . ... _.............
Office buildings :
Offices..... _.... _... ...... ..................
Lobbies... ......... .... _._ ............ . ...
Schools:
Classrooms............................
COrridors.. .......____..........._...........
Stores.........................................
Theatres:
Aisles. corridors. and lobbies..
Orchestra floor .. .......................
Balconies..............................._._ ..
Stage floor ..... _... ...._-_ ............. -
Live load
Lb. per
SQ.Ft.
40
100
100
125
125
80
100
40
100
125
100
60
60
150
PROVISION FOR PARTITIONS
In office buildings or other buildings where partitions might be subject to erection
or rearrangement. provision for partition weight shall be made. whether or not partitions are shovm on the plans. unless the specified live load exceeds 80 pounds per
square foot.
CONCENTRATED LOADS
In the design of floors, consideration shall be given to the effects of known or
probable concentrations of load to which they may be subjected. Floors shall be
designed to carry the specified distributed loads, or the following minimum concentrations, whichever may produce the greater stresses. The indicated concentrations
shall be assumed to occupy areas 2% feet square and to be so placed as to produce
maximum stresses in the affected members.
Floor Space
Load
Office floors, including corridors.... ...............
Garages.......... __ . .............................__ ................
Trucking space within building......................
2,000 lb .
Maximum wheel load
Maximum wheel load
AMERICAN
INS TITUTE OF STEEL CONSTRUCTION
344
PARTIAL LOADING
When the construction is such that the structural elements thereof act together
in the nature of an elastic frame due to their continuity and the rigidity of the connections, and the live load exceeds 150 pounds per square foot or twice the dead load,
the effect of partial live load such as will produce maximum stress in any member
shall be provided for in the design.
IMPACT LOADS
The live loads tabulated aoove may be assumed to include a sufficient allowance
to cover the effects of ordinary impact. For special occupancies and loads involving
unusual impacts, such as those resulting from moving machinery, elevators, craneways,
vehicles, etc., provision shall be made by a suitable increase in the assumed live load.
REDUCTION OF LIVE LOAD
(a) No reduction shaH be applied to the roof live load.
(b) For live loads of 100 pounds or less per square foot, the design live load on
any member supporting 150 square feet or more may be reduced at the rate of 0.08
percent per square foot of area supported by the member, except that no reduction
shall be made for areas to be occupied as places of public assembly. The reduction
shall exceed neither R as determined by the following formula, nor 60 percent:
D+L
R - 100 X 4.33L
in which R = reduction in percent
D = dead load per square foot of area supported by the
member
L = design live load per square foot of area supported by
the member
For live loads exceeding 100 JX)unds per square foot, no reduction shall be made,
except that the design live loads on columns may be reduced 20 percent.
ROOF LOADS (INCLUDING SNOW LOADS)
(a) Ordinary roofs, either flat or pitched, shall be designed for a load of not less
than 20 pounds per square foot of horizontal projection in addition to the dead load,
and in addition to either the wind Of the earthquake load, whichever produces the
greater stresses.
(NOTE: The figure of 20 pounds per square foot is a minimum snow load and
should be increased in many localities. A U. S. Weather Bureau map in the Appendix
to A58.1- 1945 indicates roughly that such an increase is in order north of the 40th
parallel of latitude; attainin~ 40 JX>unds per square foot at the northeastern and north
central boundaries of the Uruted States and in parts of Washington, Oregon and Idaho.)
(b) Roofs to be used for promenades shall be designed for a minimum load of 60
pounds per square foot in additlon to the dead load. Roofs to be used for other special
purposes shall be designed for appropriate loads as directed or approved by the building
official.
OTHER LIVE LOADS
(a) Stair treads shall be designed to support a uniformly distributed load of 100
lxmncts per square foot, or concentrated loads of 300 pounds spaced 3 feet center to
center, each occupying an area 1 foot wide by the depth of the tread, whichever will
produce the greater stresses.
(b) Sidewalks shall be designed to support either a uniformly distributed load of
250 JX)unds per square foot, or a concentrated load of 8,000 pounds on an area 2Y2 feet
square placed in any position, whichever will produce the greater stresses.
(c) Driveways shall be designed to support a uniformly distributed load of 100
pounds per square foot for vehicles weighing Jess than 3 tons with load, 150 pounds
per square foot for vehicles weighing 3 to 10 tons with load, 200 pounds per square foot
for vehicles weighing over 10 tons with load, or a concentrated load equal to the maximum expected wheel load on an area 2% feet square placed in any position, whichever
will produce the greater stresses.
(d) Accessible ceilings, scuttles, and ribs of skylights shall be designed to support
a concentrated load of 200 pounds occupying an area 2% feet square and so placed as
to produce maximum stresses in the affected members.
(e) Stairway and balcony railings, both exterior and interior, shall be designed.
to resist a horizontal thrust of 50 pounds per linear foot applied at the top of the railing.
AMER I CAN
INSTITUTE OF STEEL
CONSTRUCT I ON
I
345
PART V
MISCELLANEOUS DATA AND
MATHEMATICAL TABLES
STRENGTH OF VARIOUS MATERIALS
EFFECT OF HEAT ON STRUCTURAL STEE L
COEFFICIENTS OF EXPANSION
WEIGHTS AND SPECIFIC GRAVITIES
WEIGHTS OF BUILDING MATERIALS
RECOMMENDED LIVE LOADS FOR WAREHOUSES
PROPERTIES OF GEOMETRIC SECTIONS
BEAM DIAGRAMS AND FORMULAS
INFLUENCE CONSTANTS FOR CONTINUOUS BEAMS
CAMBER
NATURAL TRIGONOMETRIC FUNCTIONS
FUNCTIONS OF NUMBERS
WIRE AND SHEET METAL GAGES
WEIGHTS AND MEASURES
ENGINEERING CONVERSION FACTORS
DECIMALS OF FOOT AND INCH
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
346
STRENGTH OF MATERIALS
METALS AND ALLOYS
Stress in Kips per Square Inch
Material .
- - - - - --
Tension
Ultimate
- -
Aluminum, Alloy 2014 _____ .__ ... . 62-70
..
.. 6061 __ .. _______.. . 35-41
Brass, 50% Zn ............._..__ .__.. ___ _ 31
H
cast, common __ ...__ ........... 18-24
..
wire, hard ........._____ . __..... _.
80
..
II
annealed. __ .._._.......
50
Bronze, aluminum 5 to 7 :Y2%.___
75
-
Elastic
limit
Co~~~e8Ultimate
Bending
Ultimate
Shearing
Ultimate
- - - - - --
42-60
21-40
17.9
6
117
30
M odulus of
ElastiCity
Pounds
per Sq. In.
... ___ ............____ ........ ___... 14,000,000
120
80
100
40
... ____ ..... ... _____........ ___ ..... 14,500,000
Coppa r , plates, rods, bolts______ 32-35
10
..
..
Tobin, cast }38% Zn
.. rolled 1 %% Sn
c."
%% Pb
It
66
32
Iron, cast, gray............. ___ ........... 18-24
malleable ...... __ .......... 27-35
15-20
46
.. wrought, shapes .. _______.......
48
26
Ten sile
Steel, pl ates for cold pressing __ 48-58 7'2 T ens. Tensil e
"
cars_ ___ __________________________ _____ 50-65 7'2 Tens. Tensile
"
locos., stat. boilers ________ _ 55-65 % Tens_ Ten sile
<I
bridges and bldgs., shi ps 60-72
33
Tensile
l<
structural silicon______________ 80-95
45
Tens il e
"
struc. nickel (3.25% Ni) 85-1 00
50
Te nsile
Steel, rivet, boil er_______ ______________ 45- 55 % T ens_ Ten sile
<I
br.,bl dg.,loco_, cars 52-62
28
Ten sile
II
ships________________________ 55-65
30
Ten sil e
"
"high-tensile__ _________ 70-85
38
Tensil e
Steel, cast, sofL________________ ________ _ 60
27
Tensil e
" medium ___ ________ _.. ____ _ 70
31.5 Ten sil e
" hard ____ .____________________ _ 80
Tensile
36
Steel wire, unann ealed ______.... ____ 120
60
"
" ann ealed_____ ___________ _ 80
40
" bridge cable __ __ _____ _. 215
95
..
PO'
cent
38-42 10,600,000 120-13
24-30 10,000,000 t22-12
33.5 ......... _ .... .................... 5.0
20
36
9,000,000
16
40
..
Elongation
If
(f
(f
2!>-33
30
40
Tensile % Tens. 28,000,000
Tensile % Tens. 29,000,000
Tensile %' Tens_ 29,000,000
Tensil e % Tens. 29,000,000
Tensile %' Ten s. 29,000,000
Tensile % Tens_ 29,000,000
Tensile %' Tens_ 29,000,000
Tensile % Tens. 29,000,000
Tensile %' Tens_ 29,000,000
Tensile % Tens. 29,000,000
Tensile % Tens_ 29,000,000
Tensile %' Tens_ 29,000,000
Tensi le % T ens_ 29,000,000
Tensile %' T ens. 29,000,000
j24
j20
j17
• 8" gage length
t 2" gage length
BUILDING MATERIALS
Average Ulti mate Stress
Pounds per Square Inch
Material
Co~g~es-
Tension
Bending
Safe W orking Stress
Pounds per Square Inch
Co~g~es-
-._____
-- - - - 420Masonry, granite _____ ...___________ _______________ ___
__ ______________
"
limestone, bluestone _________ ______. ________ _______ _•.. __
350
••
sandstone... ___ .. _____ ... ..... ____. __ ...... _.....______________ .. _ 280
"
rubble ____..... __ ____ _______ __ ._ .. ___________ ._______ ._ . ___ .__ ...... _ 140
I-;-:----;:------I --==~
<I
brick, common ____ _.... 10000
200
Ropes, cast steel hoisting __. _______ ..___ ____ _ 80000
••
standing, derrick _________ ____ ________ _ 70000
II
manila ...__.. _........ _.__ . ____ ._ ...... _______. __ .
8000
Stone, bluestone. __.._________________ ._ 12000
1200
II
granite, gneiss. ____________ .. 12000
1200
limestone, m arble__ ._... ..
8000
"
800
I. sandstone _____________ ._________
5000
150
"
slato....._... _.. _...... _________ _...
AMERICAN
10000
3000
Bearing
Modulus of
ElastiCity
Pounds
Shearing per Sq_ln.
- - 600- - 500
400
250
600
2500
1600
1500
1200
5000
1200
1200
800
500
1000
1200
1200
800
500
1000
INSTITUTE OF STEEL. CONSTRUCTION
200
200
150
150
175
7,000,000
7,000,000
7,000,000
3,000,000
14,000,000
347
EFFECT OF HEAT
ON STRUCTURAL STEEL
The Institute has published in previous editions of the Manual, an .. A.I.S.C.
Specification for Fireproofing Structural Steel for Buildings". Since the method of
fire testing recommended in that Specification is now incorporated in Specification
A.S.T.M. C-19-46. under the heading "Alternative Tests for Steel Columns", this
Manual no longer contains the full text of the A.I.S.C. Specification.
Certain pertinent data, substantially as it has hitherto appeared in the Specification, is given below. This data refers only to ordinary structural carbon steel, such
as A.S.T.M.-A-7 (Page 326).
The occasion for fireproofing structural steel is to insulate it against a rise of temperature that would seriously impair its ability to sustain the loads at the unit stresses
used in the design.
The strength of structural steel at approximately 550° F. is about 25 percent
greater than its strength at normal temperature, and at 8000 F. its strength is approximately the same as at normal temperature. Steel buildings whose condition of exterior
exposure and whose contents under fi re hazards will not produce a temperature greater
than 8()QD F. in the steel, may therefore be considered fire-resistive without the provision
of insulating protection for the steel.
At a temperature of 10000 F. the ultimate compression strength of structural steel
may be (depending upon the proportions of the member) lowered almost to the maximum
permissible working stress specified by A.I.S.C. for columns. Therefore, where a fire
exposure of severity and duration sufficient to raise the temperature to this figure becomes a possibility by reason of the presence of the necessary combustibles. the steel
members upon which the stability of the structure depends, should be insulated by materials and constructions capable of holding the temperature of the steel to not more
than 1000° F. for the probable duration of the exposure.
The average coefficient of expansion for structural steel between the temperatures
of 200° F. and 11000 F. is given by the formula
c ~ .0000061 + .0000000022 t
in which C is the coefficient of expansion for each degree Fahrenheit, and t is the temperature in degrees Fahrenheit. From 11000 F. to 1400° F. there is a slight variation
in the coefficient, and below 2000 F. the variation is less than that at the higher temperatures.
The modulus of elasticity of steel decreases as the temperature increases. The
modulus for temperatures between 200° F. and 1300° F. is given approximately by the
formula
E ~ 32,400,000 - 17,000 t
in which E is the initial modulus of elasticity in pounds per square inch and t is the
temperature in degrees Fahr. Between room temperature and 2~ F. there is a smaller
variation in E.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
348
EXPANSION OF BODIES BY HEAT
The coefficient of linear expansion (E) is the change in length. per unit of length,
for a change of one degree of temperature. The coefficient of surface expansion is
approximately two times the linear coefficient, and the coefficient of volume expansion,
for solids, is approximately three times the linear coefficient .
A bar, free to move, will increase in length with an increase in temperature and will
decrease in length with a decrease in temperature. The change in length will be ,"tl,
where E is the coefficient of linear expansion, t the change in temperature. and I the
length. If the ends of a bar are fixed, a cbange in temperature (t) will cause a change
in the unit stress of EEt, and in the total stress of AEEt. where A is the cross sectional
area of the bar and E the modulus of elasticity.
The following table gives the coefficient of linear expansion for 100°, or 100 times
the value indicated above.
.
Example: A piece of medium steel is exactly 40 feet long at 6(Y F. Find the
length at 90" F . assuming the ends free to move .
.00067 X 30 X 40
Change of length
,tl
.00804 foot.
100
The length at 90' F. is 40.00804 feet.
Example: A piece of medium steel is exactly 40 feet long and the ends are fixed.
If the temperature increases 30° F., what is the resulting change in the unit stress?
-
~
~
Change in unit stress =EEt =
29,000,000 X .00067 X 30
100
5830 Ibs. per sq. in.
COEFFICIENTS OF EXPANSION FOR 100 DEGREES~100E
Unflar Expansion
Materials
Gentigrade
Linear Expansion
Materials
Fahrenheit
Centigrade
- - -
Fahrenhoit
---
S T ONE AND MASONRY
METALS AND ALLOYS
Al uminum, wrought....................
Brass................ _..................... _. ......
Bronze ....... ___ .............. _ ...........
Copper. _ __ .. __._... _...... _ ..... _._.....
I ron, cast, gray. _ _ .............. _ .. _
Iron, wroughL...._........ ___ ....... _.
Iron, wire..... _ ........ _................ _.
Lead ... _.......... __ . __ ........................ _ .....
Magnesium, various a lloys ..... _...
Nickel ..... _.. ___ . __ ......... _...................
Steel, cast. ____ ................................
Steel, hard ..... _. __ ..... __ ...............
Steel, medium.____ ..... __ .... ___ .
Stee l, soft.... __ .......................... __ .
Steel, stainless. 18-8.... _............ _...
Zinc, rolled ... _____ .............. .........
•00231
.00188
.00181
.00168
.00106
.00120
.00124
.002E6
. 0029
.00126
.00110
.00132
.001 20
.00110
.00178
.00311
.00128
.00104
.00101
.00093
.00059
.00067
.00069
.00159
.0016
. 00070
.00061
.00073
•00067
.00061
.00099
. 00173
.00037
.00064
.00049
.00054
.00021
.00036
.00027
.00030
Ashlar masonry. ____ .. _.. _... _......
Brick mason ry._ .. __ ....... _..... __ .....
Cement, portland ............. _._ ......
Concrete ___ ... _............. _ ....... _.
Gran ite.............................. __ .... _.....
Li mestone..... _. _.. _._. ........................
Marble ....... _............ ........•.•••... .... Plaster... __ .. _......... .... .......... ......
Rubble mason ry___ .. ___ ...... _ .. ___
Sandstone..... _____ -........... .....----51ate..... __ ......... _......... ......................
_
TIMBER
_-
_
.00063
.00061
.00126
.00099
.000""
.00076
.00081
.00166
.00063
.00097
.000B<l
.00035
.00034
.00070
.00055
.00044
.00042
.00045
.00092
.00035
.00054
.00044
.0058
.0048
.0054
.0034
.0032
.0027
.0030
.0019
TIMBER
:;;~·;;i.=:=}.,allel to fibe<
Oak..........
Pine. __ .....
:;:~·p·i.~~~::}pe<pend;eUI., to
~r:e~:.~:::::
fiber
EXPANSION OF WATER
MAXIMUM DENSITY -= 1
G"
Volume
Co
Volume
0
4
1 .000126
1.000000
10
20
1 .000257
1 .001732
~
AMERICAN
40
Volume
Co
Volume
~
Volume
Co
Volume
1 .004234
1 .007627
50
60
1.011877
1.016954
70
80
1 .022384
1 .029003
90
100
1 .035829
1.043116
INSTITUTE OF STEEL CONSTRUCTION
349
WEIGHTS AND SPECIFIC GRAVITIES
Weight
Lb. per
Cu. Ft.
Substance
Specific
Gravity
165
534
509
481
556
262
1205
4 50
485
468
437
325
160-180
130-160
237
315
172
710
465
112
475
259
849
568
565
1330
668
490
459
418
440
253
2.55-2.75
8.4-8.7
7.4-8.9
7.7
8.8-9.0
4.1-4.3
19.25-19.3
7.2
7.6-7.9
7.5
6.7-7.3
5.2
3.6-4.0
4.9-5.2
2. 5-3.0
11.37
7.3-7.6
1.74-1.83
7.2-8.0
3.7-4.6
13.6
8.8-9.0
8.9-9.2
21.1 - 21.5
10.4-10.6
7.85
7.2-7.5
6.4-7.0
6.9-7.2
3.9-4.2
VARIOUS SOLIDS
Cereals, oats. __ .. _.. _ ._ .. bulk
Cereals, barley._............. bulk
Cereals, corn, rye ..... _... bulk
Cereals, w heat. ............... butk
Hay and Straw_ .. __ ....... bales
Cotton, Flax, Hemp.___ .
Fats.............
Flour,1005e... __ .. ................. .
Flour, pressed
Glass, common....
Glass, plate or crown ........... .
Glass, crystaL._.......................
Leather. ____ ._.. __ .... _ ..............
Paper. ___ •.. _.. ___ .. _..
Potatoes, piled. __ ... _..............
Rubber, caoutchouc..............
Rubber goods. __ .......................
Salt, granulated, piled ..........
Saltpeter_...
Starch. ____ .
Sulphur..... .
Wool.
Weight
Lb. por
Cu. Ft.
Specific
Gravity
TIMBER, U. S. SEASONED
METALS, ALLOYS, ORES
Aluminum, cast,
hammered. _____ ..
Brass, cast, rolled._
Bronze, 7.9 to 14% Sn._ .........
Bronze, alurninurn. __ _...... _...
Copper, cast, rolled ..
Copper ore, pyrites. __ .......
Gold, cast, hammered ..........
I ron, cast, pi9· ........ _...............
Iron, wrought._ .. _... _...............
I ron, spiege l-eisen._... _ ..........
I ron, ferro-silicon .___ ._... _.....
Iron ore, hematite._........ _... _
Iron ore, hematite in bank..
I ron ore, hematite loose. ___ .
Iron ore, limonite.___ ._ ....
I ron ore, magnetite...............
I ron s lag ......................... _........
Lead ........... _..
Lead ore, galena ......................
Magnesium, alloys._ ...............
Manganese....
Manganese ore, pyrolusite ..
Mercury._...
...... _.......... .
Monel MetaL __ ......... _.......... .
NickeL ....
Platinum, cast, hammered
Silver, cast, hammered. ____ .
Steel, rolled ..... _.. _.....
Tin, cast, hammered
Tin ore, cassiterite._ ..
Zinc, cast, rolled. __ ...
Zinc ore, blende..................... .
Substance
32
39
"2.4.
1.47-1 .50
0.90-0.97
0.40-0.50
0.70-0.80
2.40-2.60
2.45-2.72
2.90-3.00
0.86-1 .02
0.70·1.15
93
58
28
47
156
161
184
59
58
42
59
94
48
67
0.92-0.96
1 .0-2.0
96
1.53
1.93-2.07
1. 32
125
82
Moisture Content by
Weight:
Seasoned timber 15 to 20%
Green timber up to 50%
Ash, white, red ...
Cedar, white, red ......
Chestnut._............
Cypress....... .... _________ ._....
Fir, Douglas spruce .. _
Fir, easter n. ___ . __ ....... .
E lm, white......... _.....
He m lock... _______ .. ____ _
H ie kor), ........ _______ ... ____ ..
Locust. _____ ... ______ .......
Maple, hard ..... __ . __ ...
Maple, white........
Oak, chestnut... .
Oak, li vc. _________ .. _...........
Oak, red, black.. __ .......
Oak, white ..............
Pine, Oregon ........ .
Pine, red ......
Pine, white __
Pine, yellow, long-Ieaf... ___ .
Pine, yellow, short-leaf..... .
Poplar._.. _...
Redwood, California....
Spruce, white, black.
Walnut, black...... _....
40
22
41
30
32
25
45
29
49
46
43
33
54
59
41
46
32
3.
26
44
38
3.
26
27
38
0.62-0.65
0.32-0.38
0.66
0.48
0.51
•. 40
0.72
0.42-0.52
0.74-0.84
0.73
0.68
0.53
0.86
0.95
0.65
0.74
0.51
0.48
0.41
0.70
0.61
0.48
0.42
0.40-0.46
0.61
VARIOUS LIQUIDS
Alcohol, 100% ...... .
Acids, muriatic 40%._.. _...
Acids, nitric
91 %_.......
Acids, su lphuric 87%._.......
Lye, soda
66% .•.. _...
Oils, vegetab le.. ___ ._............
Oils , mineral, lubricants....
Water, 4°C. max. density... .
Water, l00 c C .......... _
Water, ice.........
Water, snow, fresh fallen ....
Water, sea water... _
49
75
94
112
100
58
57
62.428
59.830
56
8
64
0.79
1.20
1.50
LBO
1.70
0.91-0.94
0.90-0.93
1.0
0.9584
0.88-0.92
.125
1.02-1.03
GASES
Air, OOC. 760 mm .. _ .. _ ....... .08071
Ammonia..
.0478
Carbon dioxide ...... _..
.1234
Carbon monoxide._
.0781
Gas, illuminating.__ ...
.028-.036
Gas, naturaL_
.038-.039
Hydrogen.__ _
.00559 ·
Nitrogen. ____ ...
.0784
Oxygen ................
.0892
, .0
0.5920
1.5291
0.9673
0.35-0.45
0.47-0.48
0.0693
0.9714
1.1056
The specific gravities of solids !l nd liquids r~fer to water .at 4°C., those of gases to air at
acC. and 760 mm. pressure. The. weIghts per cubIC foot al·e derived from average specific gravities, except where st ated that weIghts are for bulk, heaped or loose material, etc.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
350
WEIGHTS AND SPECIFIC GRAVITIES
Substance
Weight
Lb. pef
Cu. Ft.
Specific
165
160
140
2.3·3.0
2.3-2.8
2.1*2.4
Gravity
ASHLAR MASONRY
Granite, syenite, gneiss
Limestone, marb lc ___ _ ..
Sandstone, bluestone
MORTAR RUBBLE
MASONRY
Limestone, marble._ .. ___ _
155
150
Sandstone, b luestone ..... .
130
2.2-2.8
2.2·2.6
2.0-2.2
130
125
110
1.9·2.3
1.9·2.1
1.8-1.9
140
120
100
2.2-2.3
1.8-2.0
1.5-1.7
CONCRETE MASONRY
Cement, stone, sand __
Cement, s lag, etc ..........
Cement, cinder, etc •... _
144
130
100
1.9-2.3
1.5-1.7
VARIOUS BUILDING
M ATERIALS
Ashes, ci n ders. __
Cement, portland , loose ___
Cement, portland, set._.. __ _
Lime, gypsum, loose __
Mortar, set_
Slags, ban k slag ..
Slags, bank screenings..
Slags, machine s la9_ ..
Slags, slag sand._.
40·45
90
lB3
53-64
103
67-72
98-117
96
49-55
EARTH , ETC., EXCAVATED
Clay, dry ..
Clay, damp, plastic....
C lay and gravel, dry_. __
Earth, dry, loose...
Earth, dry, packed._.
Earth, moist, loose.___ .....
Earth, moist, packed __ .
Earth, mud, flowing ... _
Earth, mud , packed
Riprap, limestone ___ .
Riprap, sandstone ..
Riprap, shale __
Sand , gravel, dry, loose_ ..
Sand, gravel, dry, packed._.
Sand, gravel, dry, wet. __ ...
63
110
100
76
95
7B
96
lOB
115
80·85
90
105
90-105
100-120
118· 120
EXCAVATIONS IN WATER
Sand or gravel..
Sand or gravel and clay......
Clay.. __
River mud ___ ..
SoiL.......
Stone riprap.__
60
65
BO
90
70
65
Granite, syenite, gneiss..
DRY RUBBLE MASONRY
Granite, syenite, gneiss. ____ _
Limestone, marble ____ _.......
Sandstone, bluestone ...
BRICK MASONRY
Pressed brick ..•
Common brick.. " .
Soft brick............. _
2 . 2 ~2.4
Substance
MINERALS
Asbestos.. .. _..
Barytes._ ......
Basalt.. ..
Bauxite ___ _..
Bor ax ... ___ ..
Cha lk....... ... _.____________ _..... _.......
Clay, marl ...................
Dolomite..
Feldspar,orthoclase_. __
Gneiss, serpentine .....
Gran ite, syenite........
Greensto n e, trap ...
Gypsu m, alabaster.
Hornblende. __
Limestone, marble __
Magnesite ......
Phosphate rock, apatite.
Porphyry _____. ____ ___ ____ _____ ......... .
Pumice, naturaL .....
Quartz, flint.. .....
Sandstone, bluestone..
Shale, slate _._._. ___ ._.. _... _...........
Soapstone, talc ___ _._...............
STONE, QUARRIED, PI L ED
Basalt, granite, gneiss __
Limestone, marble, quartz
Sandstone...
Shale
Greenstone, hornblend e ...
Weight
Lb. per
Cu. Ft.
Specific
Gravity
153
2.1-2.8
4.50
2.7-3.2
2.55
1.7-1.8
1.8-2.6
1 .8-2.6
2.9
2.5-2.6
2.4-2.7
2.5·3.1
2.8-3.2
2.3-2.8
3.0
2.5-2.8
3.0
3.2
2.6-2.9
0.37·0.90
2.5-2.8
2.2-2.5
2.7 -2.9
2.6-2.8
2Bl
lB4
159
109
137
137
lBl
159
159
175
lB7
159
187
165
187
200
172
40
165
147
175
169
96
95
82
92
107
BITUMINOUS SUBSTANC ES
Asphal t um ..... .
Coa.l, anthraci t e _.....
Coal, b ituminous .......... .
Co al, tfgnite __ ______ . _.... ........ .
Coal, peat, turf, dry
Coal, charcoal, pine __ _
Coal, charcoal, oak __
Coal. coke __ . _________ .. _.......... .
Graphite_.... .
Paraffine ......
Petroleu m __.... _ .
Petroleum , refined
Petroleum, benzine ....
Petroleum, gasoline..
Pitch
Tar, bituminous __...
75
131
56
54
50
46
42
69
75
COAL AND COKE, PI LED
Coal, anthracite _..
Coal, bituminous, lignite ..
Coal, peat, turf..
Coal, charcoal
Coal, coke_. _..
47-58
40-54
20-26
10·14
23-32
81
97
84
78
47
23
33
1.1-1.5
1.4-1.7
1.2-1.5
1.1 -1 .4
0.65-0.85
0.28-0.44
0 .47-0.57
1.0-1.4
1.9-2.3
0.87-0.91
0.87
0 .79-0 .82
0.73-0.75
0.66-0.69
1.07-1.15
1.20
The specific gravities of solids and liquids refer to water at 4°C., those of gases to air at
OCC. and 760 m m. pressure. The welghts per cubic foot are derived from average specific gravities, except w here stated that weights are for bulk, hea ped or loose material, etc .
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
351
WEIGHTS OF BUILDING MATERIALS
Weight
Lb. per
Sq. Ft.
M aterials
CEILINGS
Malerials
PARTITIONS
Gypsum cei lin g block, 2" thick , u n ·
plastered .................
...... ____ ... _____ ... ___ .....
10
Plaster bOilrd, unplastered ................. __ ..
3
Plaster, %", and wood lath
...................
Plaster, ~I$". a nd metal lath. __ ................ .
8
8
Plaster, on tile or concrete ..................... ___
5
Suspended, metal lath and plaster........
10
FLOORS
Hardwood flooring, '%" thick _
4
Sheathing, white. red and Oreg o n pine,
spru ce or hemlock, %" thick.__ . ___ ...
21io
Sheathing, yellow pine, 1" thick. __ _
4
Wood block, creosoted, 3" thick .....
15
Cement finish, per inch thick............... .
12
Cin der concrete, per inch th ick..........
9
Cinder concre te fill, per inch thi e IL.....
Terrazzo, Til e, Mastic, Linoleu m, per
inch thick, including bas8..........___ ..... _
5
12
Gypsum s lab , per i nch th ick ...... _.. _._ ..... .
5
ROOFS
Page 143
Corrugated metaL_. __
Roofing felt, 3 ply and gravel
Roofing felt , 5 ply a nd g ra vel.
Roofing f elt, 3 ply and slag . ................... .
Roofing felt, 5 p ly and slag._ .................
3-ply ready roofi n g ... _..... _........................... .
Shingles, wood.____ .... _. ... __... _................ _. .
Tile or slate.. __ .•.•. __________ . ___ ......
51io
61io
41io
51io
1
2
5- 20
Channel stu ds, metal lath , cement
plaster, so lid, 2" th ick.......... _.. _._. __ . __
Studs, 2 " x 4", wood or metal lath,
~" plaster both sides __ _........................ .
Studs, 2" x 4" plaster boa rd, ¥.t"
plaster both sides_ ... _....... _.. _.................... .
Plaster, Y.!", on gypsum block or clay
tile (one s ide)._....... _. ___ . ____ ._..........................
Ho l low c la y tile, 2" ....... ____ .......... _...............
Hollow c lay tile, 3"_. ______ .......... ______ .
Hollow clay tHe , 4"....... ________ ._._. ____ .
Hollow clay tile, 5".. ______ .... _................ __.
Hollow clay tile, 6"..... __ ___ .. __ .................
Ho ll ow c lay tile, 8"..... _.. ___ ................. .
Hollow clay ti le, 10"..... __ ___ _
Hollow gypsum block, 3" .... ___ ... _.......... _..
Hollow gypsum block, 4"._.. ___ ... _ .... _......
Hollow gypsum block, 5"..... ___ ... _..... _... _..
Hollow gypsum block, 6".... ___ ... _ .............
Solid gypsum block, 2" ...... ____ ._ ...... _ .......
Solid gypsum block, 3" ...._.. ___.. _............. .
Stee l partiti ons.......................... _................. .
20
18
18
4
13
16
18
20
25
30
35
10
13
151io
16Y.z:
91io
13
4
WALLS
Brick, 9" thick. .. __ ....... _. ___._.. _____ ... .
84
Brick, 13" t hick... _...
1 21
Brick, 18" thick... _
168
Brick, 22" thick ..... _
205
Brick, 26" thick. .. ___ .
243
Wall tile, 6" thick.....___ . __ ... _. ..... _........... _..
30
Wall tile, 8" thick
... _._. __ .............. __
33
Wall tHe, 10" thick .... ____ ...... _... _..... _........ .
40
Wa ll tile, 12" thick.
45
Brick 4", til e backing 4" _.. ___ ................... _
60
Brick 4", tile backing 8" ............ _............... _
75
Brick 9", tile backing 4" .... _____ ................ .
100
Brick 9", tite backing 8" _..... ____ ... _.. _. ___ .
115
Limesto n e 4", brick 9" ...... _... _... ___ ..... _.
140
Limestone 4" , brick 13" ........ _. __ ..... _..... __ .
175
Limest:)ne 4", ti le 8"....... ___ .... _.................
90
Limestone 4", tile 12"..... _................ _.. _......
100
Corrugated metal siding................... _....... . Page 143
W in dows, glass, frame and sa8h. ___ ...
8
For weights of other materials used in bui lding co nstruction, see p<lQes 349 and 350.
AMERICAN
Weight
l b. per
SQ. Ft.
INSTITUTE OF STEEL CONSTRUCTION
352
RECOMMENDED LIVE LOADS
FOR
STORAGE WAREHOUSES
United States Department of Commerce, National Bureau of Standards
Weight
'"
M aterial
Cubic Foot
of Space
Lb.
Weight
Height
of
'"
Pile
Feet
Square Foot
of Floor
6
6
6
6
6
6
5
6
6
300
270
450
364
432 to 630
300
265
300
270
6
3\4
5
6
6
4
5
6
6
6
2l1<
6
1%
6
6
3\4
4l1<
3l1<
198
102
226
312
216
180
350
288
228
300
167
294
318
100
210
330
610
408
495
6
6
8
8
8
8
8
8
8
8
8
8
8
5
8
6
8
8
8
258
180
264
240
320
224
96
184
200
152
176
240
328
250
240
240
360
168
232
8
8
216
Lb.
Recommended
Live load
lb. par
Sq. Foot
BUILDING MATERIALS
Asbestos _______ ._.......___ .... ______ ..•. ___.•.____ ...
Bricks, Building ....• __ . ___ .. _____ ......
Bricks, Fire Clay........................... .
Cement, Natural ......... __ ......
Cement, Portland .....
Gypsum
... __ .................. .
Lime and Plaster.. ___ .......___ ....___ ....___ ... ___ ......•....
Ti les. ______ .. _... __ .. _____ ... _____ .. ___ ..... ___ ...
Woods, bulk_..• __ ... __ ...••....•••.•
50
45
75
59
72 to 105
50
53
50
45
300
to
400
DRUGS, PAINTS, OIL, ETC.
Alum, Pearl, in barrels.......•........ ___ . ______ .. _____ ... ___ .
Bleaching Powder, in hogsheads_.. _._.... _____________
Blue Vitriol, in barrels...........
... __ .______... __
Glycerine, in cases............ __ .
Linseed Oil, in barrels
Linseed Oil, in iron drums.
Logwood Extract, in boxes.. __...____ ._._......... _
Rosin, in barrels ....... _..... _..............
Shel lac, Gurn .. __ ._ .. ____ .. ___ ...... _... .
Soaps_................. _ ...... __ .. _._ .... _....... _
Soda Ash, in hogsheads ..... ___ .
Soda, Caustic, in iron drums ......... _... __ ... _.... _... _._._.
Soda. Silicate, in barrels._... _._
Su I phuric Acid ..... __ ._ .. ___ ... ______ .___ _
Toilet Articles ___ ................... _.......
Varnishes.
White Lead Paste, in cans...........
White Lead, dry ...................... .
Red Lead and Litharge, dry.____ ._
33
31
45
52
36
45
70
48
38
50
62
88
53
60
35
55
174
86
132
3%
200
to
300
DRY GOODS, COTTON, WOO L, ETC.
Bu rlap, in bales_.. ___ ... ___ . ______ .. _____ .___ . __ .. ____ .............. .
Carpets and RuQs ... _.... _______.............
Coir Yarn , in bales .... .
Cotton, in bales, American ...... __ .... ____ ....
Cotton, in bales, Foreign. __ ._.. _.. __ ...... _.
Cotton Bleached Good s, in cases.
Cotton Flannel, in cases
........ _____ .....__
Cotton Sheeting, in cases ..... _..
Cotton Yarn, in cases ......... _........ __ .. _.................... .
Excelsior, compressed ..........
Hemp, Italian, compressed
Hemp, Manila, compressed .~ ....... _._ . _______ ._._.. __ ...... .
J ute, com pressed ... ____ .. _......~ ........ .
Linen Damask, in cases...............
Linen Goods, in cases................. _...
Linen Towels, in cases.... ____ ..... __ ._
Silk and Silk Goods..............
..... _...............
Sisal, compressed ... __ ...................... _.___ .......... _....
Tow, compressed_............................... _._............. ......
Woo,, in bales, compressed.......
Wool, in bales, not compressed
.. ________ .. _... _.
Wool, Worsteds, in cases..... ~ ___ ............
AMERICAN
43
30
33
30
40
28
12
23
25
19
22
30
41
50
30
40
45
21
29
48
13
27
INSTITUTE OF STEEL CONSTRUCTION
104
200
to
250
353
RECOMMENDED LIVE LOADS
FOR
STORAGE WAREHOUSES
United States Department of Commerce, National Bureau of Standards
Material
Weight
po.
Cubic Foot
Recom·
Weight
po.
mended
Feet
of Floor
Lb.
Live Load
Lb. per
Sq.Ft.
8
8
6
8
8
8
8
6
5
5
8
6
6
5
5
5
5
8
6
5
6
8
6
320
320
348
360
280
264
3'2
330
370
200
280
270
300
240
348
230
350
304
'50
215
306
200
228
300
4<J
'00
4'
4'
40
64
3'
20
30
55
48
'0'
'25
278
75
8
6
8
6
8
6
6
8
8
6
6
6
320
600
360
270
320
384
'86
160
240
330
288
606
2
6
63
74
75
5
4;>
6
556
450
425
315
333
450
30
8
65
20
40
20
37
40
35
60
32
50
3'
6
,ao
6
64
39{)
8
8
8
8
6
6
6
8
8
320
' 60
206
320
2'0
360
'92
400
280
Height
of
Pile
Square Foot
L.
40
40
58
45
35
33
30
55
74
40
35
45
50
48
58
46
70
38
25
43
of Sgace
GROCERIES, WINES, LIQUORS, ETC.
Beans, in bags....__
Beverages... __ .___ .....
Canned Goods, in cases.__ ..... .
Cereals .... __ ......••.....
Cocoa___
.......... _._.......... .
Coffee, Roasted, in bags.
Coffee, Green, in bags................
Dates, incases.....................
Figs, in cases..... __ .................
Flour, in barrels....
Fruits, Fresh ........ ___ . ____ ............... .
Meat and Meat Prod ucts...... __ _
Milk, Condensed ........•• __ •.......•..
Molasses, in barrels_.......... .
Rice, in bags.. _______ ............. _.
Sal Soda, in barrels ..... _.....
Salt, in bags.......... .................... .
Soap Powd e r, in cases ... _... .... ........... .
Starch, in barrels...... _.
Sugar, in barrels........
Sugar, in cases.....................
T ea, in chests... _. .._ ..............
Wines and Liquors, in barrels_
51
25
38
250
to
HARDWARE, ETC.
Automobile Parts.
____..................
Chain _____ ............. _.... _...... _ .................. _.....................
Cut Ie ry ................... _.......... _ ...................... __
Door Checks.......... _..................
___ _..............
Electrical Goods and Machinery.... .
Hi nges __ ..........
... __ ._ .......... .
Locks, in cases, packed._... _............ __ ..... .
Machinery, Li ght. ._..••....... _... _..... _ ........._.. _
Plu mbing, Fl lttures... ___ .. _... _......
Plumbing, Supplies................
Sash Fasteners.. __ .....................
Screws
............. _. __
Shafti ng SteeL ___ .... _ ............ ____ ............................. _..
Sheet Tin, in boltes .. ___ ._ ..................
Tools, Small, MetaL ............ .................. _.
Wire Cables, on reels...................
___.......... ....... .
Wire, Insulated Copper, in coils......... _
Wire, Galvanized Iron, in coils....... _._ ...........
Wire, Magnet, on spools.
300
to
400
MISCELLANEOUS
Au to m ob i1e T i res. ____ ..... _.
........ _ .... _...
Automobiles, uncrated. __ ..................
Books (solidly packed )... _.
Furniture
.... _.. _ ........ _... __
Glass and Chinaware, in crates __ ._ ..
Hides and Lea ther, in ba les..... ____ ...... _. ____ ._...........
Hid es, Buffa lo, in bundles._........ _.........
Leather and Leather Goods _... _..............
Paper, Newspaper, and Strawboard s...... _
Pape r, Writing and Calendared ... _..... ....................
Rope, in col 18.. __ ...... _._ .. __ ..... _... __ . __ ._.. .
Ru bber, Cru d e.. _______ ._.......... _....... _..___ ... __.
T obacco, bales... __ .... _.•.. _._ ....... _._............. __
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
..
354
TIMBER
AMERICAN STANDARD SIZES
PROPERTIES FOR DESIGNING
NATIONAL LUMBER MANUFACTURERS ASSOCIATION
American
Nominal
Standard
Dressed
Size
Area
of
Weight Moment Section
Size
Section
Inertia
'n.
'n.
In .'
2x4
6
8
10
12
14
16
18
1%x3%
11%
13%
15%
17%
5.69
9.14
12.2
15.4
18.7
21.9
25.2
28.4
1.64
2.54
3.39
4.29
5.19
6.09
6.99
7.90
3x4
6
8
10
12
14
16
18
2%x3%
5%
7%
9Y,
11 Y,
13%
15Y,
17%
9.52
14.8
19.7
24.9
30.2
35.4
40.7
45.9
4x4
6
8
10
12
14
16
18
3%x3%
6x6
8
10
12
14
16
18
20
5%x5%
7%
9%
11 Y,
13%
8x8
10
12
14
16
18
20
22
5%
7%
9Yz
5%
7%
9%
11 Yz
13Y,
15 71
17%
15Yz
17%
19%
~"
001
of
-Lb.- In.4
,,,
Modu-
-- --
Nominal
Size
American
Standard
Dressed
Size
In.!
'n.
'n.
6.45
24.1
57.1
116
206
333
504
726
3.56
8.57
15.3
24.4
35.8
49.4
65.1
82.9
10xl0
12
14
16
18
20
22
24
9%x9%
2.64
4.10
5.47
6.93
8.39
9.84
11.3
12.8
10.4
38.9
92.3
188
333
538
815
1172
13.1
20.4
27.2
34.4
41.7
48.9
56.2
63.4
3.65
5.66
7.55
9.57
11 .6
13.6
15.6
17.6
14.4
53.8
127
259
459
743
1125
1619
12x12
5.75
14
13.8
16
24.6
18
39.5
20
57.9
22
79.7 I
24
105
134
14x14
16
7.94
18
19.1
20
34.0
22
54.5
24
79.9
30.3
41.3
52.3
63.3
74.3
85.3
96.3
107.3
8.40
11.4
14.5
17.5
20.6
23.6
26.7
29.8
76.3
193
393
56.3
7%x7Y,
71.3
9%
86.3
11 %
13% 101.3
15% 116.3
17% 131.3
19% 146.3
21% 161 .3
------
697
1128
1707
2456
3398
15.6
264
19.8
536
23.9
951
28.0 1538
32.0 2327
36.4 3350
40.6 4634
44.8 6211
110
145
185
27.7
51.6
82.7
121
167
220
281
349
70.3
11 3
165
228
300
383
475
578
Area Weight Moment Section
of
of
ModuSection
001
Inertia
In.2
11 Yz
13%
15%
17%
19%
21 %
23Y,
l1Yzxl1Yz
13Y,
15Y,
17Yz
19%
21 71
23%
13%x13Y,
15%
17%
19%
21Y,
23%
,,,
f,"
- Lb.- -In.4- - In.3---- --
90.3
109
128
147
166
185
204
223
25.0
30.3
35.6
40.9
46.1
51.4
56.7
62.0
679
1204
1948
2948
4243
5870
7868
10274
132
155
178
201
224
247
270
36.7
43.1
49.5
55.9
62.3
68.7
75.0
1458 253
2358 349
3569 460
5136 587
7106 729
9524 886
12437 1058
182
236
263
290
317
50.6
58.1
65.6
73.1
80.6
88.1
2768 410
4189 541
6029 689
8342 856
11181 1040
14600 1243
209
16x16
18
20
22
24
15 Yzx 15Y2
17%
19%
21 %
23%
240
271
302
333
364
66.7
75.3
83.9
92.5
101
4810 621
6923 791
9578 982
12837 1194
16763 1427
18x18
20
22
24
26
17Y,x1 7%
19%
21 Y,
23%
25 Yz
306
341
376
411
446
85.0
94.8
105
114
124
7816 893
10813 1109
14493 1348
18926 1611
24181 1897
2Ox2O
22
24
26
28
19Y2x 19Yz
21 %
23%
25Yz
27%
380
419
458
497
536
106
116
127
138
149
12049 1236
16150 1502
21089 1795
26945 2113
33795 2458
24x24
26
28
30
23Yzx23Yz
25Y,
27Y,
29Y,
552
599
646
693
153
166
180
193
25415 2163
32472 2547
40727 2962
50275 3408
All properties and weights given are for dressed size only.
The weights given above are based on assumed ave rage weight of 40 pounds per cubic foot.
AMERICAN
143
209
289
380
485
602
732
874
INSTITUTE OF STEEL CONSTRUCTION
355
PROPERTIES OF THE CIRCLE
x
Circu mference
Diameter
=
Area
= 3.14159 r:l
a
Angle
=
rr A"
- 1800
6.28318 r = 3.14159 d
0.31831 circumference
0.017453 r A"
=
AD = 1800 a _ 57.29578.!
r,
,
Radius r
4b 2 +C 2
8b
Chord c
_ 2 V 2 br
Rise
b
b2,., 2 r sin ~
_, - -- -
c
A
- r - lh"',/4r2-cZ - T tanT
-- 2 r sin2 4A = r + y -..; r2 - X2
Y - b - r +..J~
x _ V rZ
(r + y
b)2
Diameter of circle of equa ! periphery as square - 1.27324 s ide of square
Side of square of eq u a l periphery as c ircle
... 0.78 540 d iameter of circle
Diameter of circle eireLi mscribed about square - 1 .41421 s ide of sq uare
Side of square inscribed in circle
.. 0.70711 diameter of circle
CIRCULAR S ECTOR
r = radius of circ le
y "" angle ncp in degrees
Area of Sector n cpo = ih (length of arc nop X r)
= Area of Circle X 3~O
= 0.0087266 X ..2 X Y
CIRCULAR SEGMENT
r _ radius of circle
x = chord
b - rise
Area of Segment nop - Area of Sector ncpo - Area of triangle n c p
(Length of arc nop X r) - x (r -
-
b)
2
Area of Segment n sp - Area of Circle - Area of Segment nop
VALUES FOR FUNCTIONS OF '1J"
11" _
'11'"* _
9.8696044, log _ 0.9942997
11"3 =
31.0062767,log _ 1.4914496
..j-;r _ 1.7724539, log "'" 0.2485749
AMERICAN
3.14159265359,
log e 0.4971499
! - 0.3183099, log - 1 .5028501 # . 0.5641896, log = 1.7514251
1
0 .1013212, log ... 1.0057003
,;, .. 0.0174533, log = 2.2418774
1
'11"3 ... 0.0322515, log .. 2.5085500
180 _ 57.2957795, log = 1 .7581226
11" 2 -
r
INSTITUTE OF STEEL CONSTRUCTION
356
LENGTH OF CIRCULAR ARCS FOR UNIT RADIUS
By the u se of this table, the length of any a rc may be found if the length of the radius and
the angle of the seg m ent are known .
Exa mple: -Required the lengt h of arc of seg m e nt 32" 15' 27" with radiu s of 24 feet 3 inches.
From table : Length o f arc ( R adi us 1) fo r 32" = .5585054
1 5' - .0043633
27" ". .0001309
.5629996
. 5629996 X 24.25 (lengt h of radius) - 13.65 feet
MINUTES
DEGREES
1
2
3
4
.0174533
.0349066
.0523599
.0698132
.0872665
.000 2909
.000 5818
,000 8727
.001 1636
1
2
3
4
2.251 4747
5
6
7
8
9
.001 4544
.001 7453
.002 0352
.002 3271
.002 6180
5
6
7
8
9
.0000291
.000 0339
.000 0388
.000 0436
2.268 9280
2.2863813
2.3038346
2.321 2879
2.338 7412
10
11
12
13
14
.0029089
.0031998
.003 4907
.0037815
.004 0724
10
11
12
13
14
.000 0485
.000 0533
.0000582
.000 0630
.000 0679
138
139
2.356 1945
2.3736478
2.391 1011
2.408 5544
2.426 0077
15
16
17
18
15
16
17
18
19
.004 3633
.004 6542
.0049451
.0052360
.0055269
19
.000 0727
.0000n6
.000 0824
.000 0873
.0000921
1.3962634
1.41 3 71 67
1.4311700
1.4486233
1,466 0766
140
141
142
143
144
2.4434610
2,4609142
2.4783675
2.4958208
2.5132741
20
21
22
23
24
.0058 178
.006 1087
.006 3995
.006 6904
.006 9813
20
21
22
23
24
.000 0970
.000 1018
.000 1067
.000 1115
.0001164
1,4835299
1.500 9832
1.5184364
1.5358897
1.553 3430
145
146
147
148
149
2.530 7274
2.548 1807
2.5656340
2.5830873
2.600 5406
25
26
27
28
29
.007 2722
.0075631
.0078540
.0081449
.0084358
25
26
27
28
29
.000 1212
.000 1261
.000 1309
.000 1357
.000 1406
150
151
1 52
153
154
2.6179939
2.6354472
2.652 9005
2.6703538
2.6878070
'"
32
33
'"
.000 1454
.000 1503
.000 1551
.000 1600
.000 1648
1.064 6508
65
66
67
68
69
1.1 34 4640
1.1 519173
1.1693706
1 .1868239
1.204 2172
125
126
127
128
129
70
71
1 221 7305
1.239 1638
1.256 6371
1.2740904
1.291 5436
130
131
132
133
134
1.308 9969
1.3264502
1.3439035
1.36 1 3568
1.3788101
135
1.0821041
1.0995574
1.1t70107
2.11 1 8484
2.129 3017
SECONDS
1
2
3
4
121
122
123
124
61
62
63
64
2. 1467550
2.1642083
2.181 6616
.000 0048
.000 0097
.000 0145
.00001 94
.000 0242
5
6
7
8
9
.1396263
.1570796
10
11
12
13
14
.1745329
.1919862
.209 4395
.226 8928
.244 3461
72
15
16
17
18
75
76
77
78
19
.261 7994
.2792527
.2967060
.314 1593
.3316126
20
21
22
23
24
.3490659
.3665191
.383 9724
.401 4257
,4188790
80
81
25
26
27
28
29
.436 3323
.453 7856
.471 2389
,4886922
.5061 455
85
86
87
'"
.5235988
'541 0521
.558 5054
.5759587
.5934119
90
94
1.5707963
1.588 2496
1.6057029
1.623 1562
1.6406095
34
.0087266
.009 0175
.009 3084
.009 5993
.009 8902
.6108652
.6283185
.6451718
.6632251
.6806784
95
96
97
98
99
1.658 0628
1.5755161
1.6929694
1.7104227
1.7278760
155
156
157
158
159
2.7052603
2.722 7136
2.7401669
2.7576202
2.1750735
35
36
37
38
39
.010 1811
.01 04720
.0107629
.011 0538
.01 1 3446
35
36
37
38
39
.000 1697
.000 1745
.000 1794
.000 1842
.000 1891
42
43
44
.698 1317
.7155850
.7330383
.750 4916
.7679449
100
10 1
102
103
104
1.7453293
1.7627825
1.780 23!:8
1.7976891
1.815 1424
160
161
162
163
164
2.7925268
2.809 9801
2.8274334
2.8448867
2.8623400
40
41
42
44
.0116355
.011 9264
.0122173
.0125082
.0127991
40
41
42
43
44
.000 1939
.000 1988
.0002036
.000 2085
.000 2133
45
46
47
48
4'
.7853982
.8028515
.8203047
.8377580
.8552113
105
106
107
103
109
1.8325957
1.850 0490
1.8675023
1.8849556
1.902 4089
165
166
167
168
16'
2.879 7933
2.8972466
2.9146999
2.9321531
2.9496064
45
46
47
48
4'
.0130900
.0133609
.0136717
.0139626
.0142535
45
46
47
48
4'
.000 2182
.000 2230
.0002279
.000 2327
.000 2376
50
51
52
.872 6646
.8901179
.9075712
.9250245
.9424178
110
111
112
113
114
1.91 98622
1.9373155
1.954 7688
1.9722221
1.989 6753
170
171
2.9670597
2.9845130
3.001 9663
3.0194196
3.0368729
50
51
52
.0145444
.0148353
.0151 252
.0154171
.0157080
50
51
52
.000 2424
.000 2473
.000 2521
.000 2570
.000 2618
11 5
116
2.0071286
2.0245819
2.0420352
2.059 4885
2.0769418
2.0943951
175
176
.015 9989
.0162897
.016 5806
.0168715
.0171 624
.017 4533
55
31
32
33
34
35
35
37
38
39
40
41
53
54
.
55
56
57
59
60
.104 7198
,1221730
.959931 1
.917 3344
.9948377
1.0t22910
1.029 7443
1.0471 976
73
74
79
62
83
84
88
89
91
92
93
I
117
118
119
120
AMERICAN
136
137
172
173
174
m
178
179
180
2.19911 49
2.2165682
2.2340214
3.054 3262
3.071 7795
3.0892328
3.106 6861
3.124 1394
3.1415927
31
43
53
54
55
56
57
58
59
60
INSTITUTE OF STEEL CONSTRUCTION
31
32
33
34
53
..
54
57
5'
60
.0002666
.000 2715
.000 2763
.0002812
.000 2860
.0002909
357
TRIGONOMETRIC FORMULAS
~,
Radius AF
+
= sin2 A
cos 2 A = sin A cosec A
= cos A sec A = tan A cot A
TRIGONOMETRIC
FUNCTIONS
H
~/(
Q
'V\
Sine A
= cosA = _ _,_ _ = cosAtanA=..J1
cos 2 A
BC
Cosine A
=510 A _ _,_ "" sin A cot A =..J1-si n 2A
tan A sec A
AC
Tangent A
= sin A = _ ,_
cot A
cos A
cot A
cos A
1
tan A
,
= sin A sec A
~FD
= HG
Cotangent A = sin A = tan A = cos A cosec A
Secant A
~AD
= sin A = cos A'
,
Cosecant A
cot A
cos A = sin A
=
RIGHT ANGLED
TRIANGLES
CZ _
b2
b:t = c2 -
a2
a2 =
~
o
cosec A
,
c2 =
a2
~ AG
+ b2
Abe
Known
A
b
a, b
tan A = b
tan B =.!?.
a
a,o
sin A=~
cos B = ~
V c2 _ a 2
A,a
9oo-A
a cot A
A, b
90o _ A
b tan A
A,o
goo
c sin A
A
s~
~
o
•
K~ ~(S
a
b
c 2 sin2A
c cos A
4
a2 = b2
2.
b ) (s
,
b 2 tan A
-2-
cos A
a+b+c
a ) (s
a..J~
2
alt cot A
-2-
sin A
0)
+c
2 -
2 be cos A
+ c 2 - 2 ac cos B
c 2 = a 2 + b 2 - 2 ab cos C
b2 =
Abe
;,
.-
ab
+ b2
...; a2
c
0
Area
0
a
OB L IQUE ANGLED
TRIANGLES
i
Requ ired
,
B
a2
Required
Known
a, b, C
,
A
B
1
tan"2 A =
tan "2 B =
K
tan
K
,-a
, - b
,
"2
sinB =b sinA
a
a , b, A
b
a sin C
acosC
AMERICAN
0
.. :
I
~
,
C=
K
s=c
18O"-(A+B)
a, A, B
a, b, C tanA
b
C
a sin B
s in A
a sin C
sin A
bsin C
sin B
..J a 2 +b 2 2abcosC
Area
..J s (s a) (5 b) (s--c)
,
i
ab sin C
-2-
J
I NSTITUTI , OF STEEU I€ONSTRUCTfON
358
PROPERTIES OF GEOMETRIC SECTIONS
SQUARE
Axis of moments through center
e
i
- - - -- t -....l.
I
I
- -.
- 12
- --., A
I
5
d'
d
d'
d'
d
i<-- d - - - l
.288675 d
" I.
SQUARE
-- "3
- "3
, .f3 -
Axis of moments on base
I
I
_1
J
A
d'
e
d
I
d'
5
d'
d
I'--d-
, -
SQUARE
A
Axis of moments on diagonal
e
I
__________,1
1
/'
~
5
RECTANGLE
Axis of moments through center
T
r-
I
5
I<--bAMERICAN
d'
d
-
.707107 d
~
.117851 d'
-
.288675 d
~
.288675 d
d'
12
d'
6--./2
d
..f12
- -.
- -., A
e
!
1----- f--L
..
.577350 d
bd
d
bd'
'"""i2
bd'
d
..f12
INSTITUTE OF STEEL CONSTRUCTION
359
PROPERTIES OF GEOMETRIC SECTIONS
RECTANGLE
Axis of moments on base
A
bd
e
d
bd'
- 3-
d
0
J
J
S
bd'
- 3d
.577350 d
V3
b
RECTANGLE
Axis of moments on diagonal
A
bd
e
bd
~
b1d ll
""6('ba + dll}
bl!d 2
S
,
6V b l
+dZ
bd
..J 6 ( bl + d Z)
RECTANGLE
Axis of moments any line
A
bd
e
bsina+dcosa
2
through center of gravity
bd (bl sln2a
+ d 2 cO$la)
12
+
S
bd ( b l sinla
d2 c091a)
6 ( bsin a +d cas a)
,
~ b 2 sinla + dl costa
12
HOLLOW RECTANGLE
Axis of moments tl1rough center
A
e
bd l d
s
b
bld1 3
12
bd 1 -bld l S
6d
r
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
360
PROPERTIES OF GEOMETRIC SECTIONS
EQUAL RECTANGLES
Axis of moments through
b Cd-d,)
center of gravity
rf I
- "2
I
~
I t
lfe·-<
C
d
c
b Cd' - dl a )
12
b (d:t - d1 3)
6d
. 1 d'
, 12(d
UNEQUAL RECTANGLES
Axis of moments through
center of gravity
'Ii bt Z + bltl Cd -
c
A
s. _
s
TRIANGLE
Axis of moment!!; through
center of gravity
A
c
*
-.
=
bd
""2
2d
bd'
=
36
s
=
24
, ,
=
"V'1'8 ...
A
-
--.-
bd'
d
.235702 d
TRIANGLE
Axis of moments on base
bd
c
! /\ I
JI
.1
AMERICAN
s
=
.408248 d
INSTtTUTE OF , STEEL CONSTRUCTION
tl )
361
PROPERTIES OF GEOMETRIC SECTIONS
TR APEZOID
Axis of moments through
center of gravity
I
J
A c
t-----1
-
+ bt )
d eb
2
d (2 b + bll
3( b
bl )
+
I
I
-
~_ _ b--->
,
-
d
6 (b + b l )
A
-
- 4- -
CIRCLE
Axis of moments
+ 4 bb l + biZ)
+ bt)
d 2 (b! + 4 bbl + biZ)
12 (2b + bt)
d' ( bl
36 (b
~d'
.J 2 (b Z + 4 bbl + biZ)
1I"RZ "" .785398 d Z - 3.141593 RZ
through center
d
c
=
s
-
R
'/rd"
'JI'" R4
1I"d3
'lrR'
~ = - 4-
... ----s2 - - 4 d
- .049087 d 4 -
.785398 R4
- .0981 75 d 3 -
.785398 RS
R
- 4
-2
HOLLOW CIRCLE
Axis of moments
through center
d
2
c
r(d " -
d14)
64
1r(d -
s
- .049087 (d" - dt 4 )
d1 4 ) _ .098175 d 4 -
4
dt 4
cl
32d
-.Jd Z +d1 2
4
HALF CIRCLE
Axis of moments through
TR'
=
1.570796 RZ
=
.575587 R
-
R·(f-9~)=
.109757R4
_
R3
A
-
-2-
c
=
R
center of gravity
s
24
R
AMERICAN
(1 -
(911"2 (31r
.J 91'1'"2
6T
3~)
64)
4) ,
64-
,
=
.190687R3 , 1
=
.254336 R
i
INSTITUTE OF STEEL CONSTRUCTION
-
362
PROPERTIES OF GEOMETRIC SECTIONS
P
PARABOLA
2
"3- b
2
m
. "
~
-T '
m
I,
-'----i----t--.l.
A
HALF PARABOLA
rn 4
•
m
abJ
32
lb
4
8
I,
"
~b
•
--t------r----ll--
,
· 1"75
.-
-~I
j :8
2
4
""10"5 a
2
b
· 3"a
· 2
n
a
16
'L
TIS
a
- 15
.. ·
k-,
•
'
l
• HALF E1.:.1. .",
4·
A
* QUARTER "'-~..,._
•
a 'b
,9
b
""4"80 a '
.. ·
16
Ib
""i"05
a
I,
15 abl
-
2
COMPLEMENT OF HALF
PARABOLA
2
A
1
aab
m
1O£.
n
~b
I<---n
I,
,_ r-m
2
· 2"_
b
,,_
A
..!.. t Z
m
n
..
,., ELLIPTIC
37
Ib
2100 a
a
n
AMERICAN
·
-
2
l
4
I,
PARABOLIC FILLET IN
RIGHT ANGLE
7
1
n~
SOab'
t
t
•
I,
-
~t
5
11 t4
2100
• To obtain properties of
INSTITUTE OF STEEL. CONSTRUCTION
-----
363
PROPERTIES OF GEOMETRIC SECTIONS
• HALF ELL I PSE
- "2
- '"
.. - " b CT- 9~)
.. - 1-
A
f
.1J~\I
m
1
ra b
4.
1
811'"ab 3
~b---J
I,
2
- '"
.. - ,'b (1~ - 9~)
- .b' (,~ - 9~)
" - ,.
- *1I'"ab
A
• QUARTER ELLIPSE
I<-n ..
2
4
,
'
m
I
.t ,--4-
1I'a'b
n
-----;J;"""I
m
--"-.
1
T'II"ab
4.
4b
3T
I,
2
....!...- 'lta3 b
_b--e
4
I,
• ELLIPTIC COMPLEMENT
2
r- n ~
r-r
i-I
I
I
1--
2
I'-- b---.
S
- ab (l -f)
•
- • ( 1-i)
b
- • ( 1-i)
.. - ,'b C ( ,'_i »)
- ab C 36 (1 - f)
A
m
n
"3-16T
36
I,
3
T
3-16-
1J)
• To obtain properties of half circle, quarter circle and circular complement substitute a = b"" R.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
(
364
PROPERTIES OF GEOMETRIC SECTIONS
AND STRUCTURAL SHAPES
REGULAR POLYGON
A xis of mom ents
through cente r
n
Number of s id es
•
1800
n
R
a
2 t3" tP
A
,
"
"4"a 2 cot <t> = "2nR2sm2<1> = nR12 tan ¢
A (6RZ _ aZ )
24
ANGLE
tan 20
A x is of moments t h rough
cente r of gravity
2K
Iy -
IX
b 2 +ct
d 2 +at
+ c ) x - 2( b + c) y = 2( b + c )
A
t (b
K
Produ ct of Inerti a about X-X &. V-V
' , - -b
~
abcdt
+ 4 (b +
rx
+(
+(
c)
t ed - y ) l + by3 - a (y - t)3 )
+ dx 3 - cc):: - t)3 )
I x sin 2 0 + Iy cos 2 (l + K sin28
Ix co s 2 0 + Iv sinza - K sin28
t (b -
x)S
K is negative w hen hee l of angle, with respect
to c. g., is in 1st or 3 rd quadrant, positive
when in 2nd or 4th q uadrant.
z-z is axi s of minimum I
BEAMS AND CHANNELS
Trans verse force oblique
through cente r of gravi t y
M (
':
sin<l>
+
*
cos</> )
where M is bending moment due to force F.
4
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
365
MECHANICS OF MATERIALS
FREQUENTLY USED FORMULAS
The formulas given below are frequently required in structural designing. They
are included herein for the convenience of those engineers who have infrequent use for
such formulas and hence may find reference necessary. Variation from the standard
nomenclature on page 6 is noted.
BEAMS
Flexural stress at extretne fiber:
I ~ Me/I ~ M/S
Flexural stress at any fiber:
f = My;!
y = distance from neutral axis to fiber.
Average vertical shear (for maximwn see below):
v ~ V / A ~ V /dt (lor beams and girders)
Horizontal shearing stress at any section A-A:
Q = statical moment aoout the neutral axis of the entire
section of that portion of the cross-section lying outside of section A-A,
b = width at section A-A
(lntensity of vertical shear is equal to that of horizontal shear acting normal to it
at the same point and both are usually a maximum at mid-height of beam.)
Slope and deflection at any point:
V
VQ/I b
=
EI ~~ = M
x and yare abscissa and ordinate respectively of a point
on the neutral axis. referred to axes of rectangular coordinates through a selected point of support.
(First integration gives slopes; second integration gives deflections. Constants
of integration must be determined.)
CONTINUOUS BEAMS (THE THEOREM
OF THREE
MOMENTS~
Ma~+2Mb(~+~)+Me~=_~(Wllt3 + W 2 12 )
3
Uniform load:
II
II
h
h
4
It
h
Considering any two consecutive spans in any continuous structure:
Ma. Mb. Me
moments at left, center, and right supports respectively, of any
pair of adjacent spans.
length of left and right spans respectively, of the pair.
II and 12
moment of inertia of left and right spans respectively.
II and h
load per unit of length on left and right spans respectively.
WI and W2
.
concentrated loads on left and right spans respectively.
PI and P2
distance of concentrated loads from left support in left and right
3t and a2
spans respectively.
distance of concentrated loads from right support in left and right
spans respectively.
The above equations are for beams with moment of inertia constant in each span
but differing in different spans, continuous over three or more supports. By writing
such an equation for each successive pair of spans and introducing the known values
(usually zero) of end moments, all other moments can be found.
COLUMNS
Concentrically loaded:
I ~ PIA
Eccentrically loaded:
I ~ PIA + Me/I. Bending in plane of principal axis. Deflection not
~
P
A (1 + ee/r')
AMERICAN
considered.
e = eccentricity of load.
INSTITUTE OF STEEL CONSTRUCTION
366
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent Tabular Load is the uniformly distributed load given in the beam t ables, pages 175 to 201.
For meaning of symbols, see page 6.
1.
SIMPLE BEAM -
UNIFORMLY DISTRIBUTED LOAD
_ wI
Equivalent Tabular Load
wI
wI
~ .
Vx
I
"2
M max. ( at center)
--.-
Mx
"" T
Ll. max.
5 wi"
-= 384 EI
1.
2
wi'
wx
(at center)
Ox
2.
SIMPLE BEAM-
-
(I-x)
2;~1 (f3-2Ix::t+x 3)
LOAD INCREASING UNIFORMLY TO ONE END
Rz = V:. max.
-.
Vx
- 3 - 1"2
M max . (at x ... ..J~ .,. .57741)
_ 2Wl _ .1283 WI
Mx
-"'3{"i" (lJ;-x 2 )
-", .
"" 16W ,.,. 1 0264W
Equiva lent Tabular Load
R1 = V1
Ll. max.
•
W
.
2W
- -3W
•
•
•
•
•
•
(atx - I ~1 -
•.
Wx'l
,",
Wx
'\)/"S _.5193/) _ .01304 ~~3
.o.x • • •
3.
SIMPLE BEAM-LOAD INCREASING UNIFORMLY TO CErlTER
Equivalent Tabular Load
I
"2
I
Vx
"2
(When x <
M max. (
Y
Ox •
AMERICAN
-4-)
at center )
<i)
lI.max. ( at center )
Mx
-.
W
R~V
R
R
4W
- -3-
(When x
W
- "'2Ti" (1 2 -4x 2 )
--.WI
"" wx(}-~;:)
WI'
- GOEI
Wx
480 EI 12
INSTITUTE OF STEEL CONSTRUCTION
(SI2-4x2)2
367
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
For meaning of symbols, see page 6.
4.
SIMPLE BEAM -
UNIFORM LOAD PARTIALLY DISTRIBUTED
R1 = v,
(max. when a < c)
=2T(2c+b)
R2 "" Va
(max. when a > c)
wb
=21(2a+ b )
R2 Vx
( when x > a and < (3
M max.(atx = a
'I-'...u...u+-"VzMx
5.
wb
+ b»)
+ :1)
Rl -IO (x-a)
Rl
(a + ~)
(When x < a)
Mx
(When x > a and < (3 + b»
Mx
(Whenx >(a+b»
SIMPLE BEAM-
""
w
Rl)( - 2 (x_a)2
•••
-
R2 (I-x)
UNIFORM LOAD PARTIALLY DISTRIBUTED
AT ONE END
wa
= 2T (21-a)
Rl ... V, max.
a
Rz - VZ
R,
(when x< a)
V
M max. (at x =
Mx
T V'
Mx
Ox
Ox
6.
SIMPLE BEAM -
-
Rt -wX
R,'
~1)
=~
(When x< a)
(When x> a)
(When x< a)
(When x> a)
wx'
Rl)( - 2Rz (1- x)
•
2:;ltC
z:
a 2 (21-a)2- 2aX Z(21-a)+IX')
wall(l-x)
- ~~ (4x/-2x2- a 2)
UNIFORM LOAD PARTIALLY DISTRIBUTED
AT EACH END
-
(When x< a)
wla (21- a)
+ w zcz
2/
w,2c(2l- c)
2/
+ w taZ
"" R I - WtX
(when x > aand < (a+ b»)
Vx
(Whenx >(a + b») . . .
i:.t'{,:""rf:"",""'~:rlT V M max.(at x = 10Rl1 when Rl < Wl a )
.
... ~l:t..
10 1
, M max. ( at x - 1 - WR.2 when Rz < wzc) = 2102
R,'
Mx
<
()
Mx
( when x > a and < (a
Mx
(When x > (a + b»
Moment
AMERICAN
when x
a
....
•
+ b) )
=
~-
RIX - -2-
w,a
RIX- - -2
Rz (1- x)
INSTITUTE OF STEEL CONSTRUCTION
(2x-a)
W2 (12- X)I
368
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent Tabular Load is the uniformly distributed load given in the beam tables, pages 175 to 20t.
For meaning of symbo ls, see page 6.
7.
SIMPLE BEAM -
CONCENTRATED LOAD AT CENTER
-.
Equiva lent Tabular Load
!'-x1
I-t~ f-~ ->
L 11 11II I
Shear
R,
R,
IIII
V,
A llInr:
M oment
= 48EI
' x
( w hen x < "2I )
... 48EI (31 2 _4x J)
P I'
Px
CONCENTRATED LOAD AT ANY POINT
8 Pa b
Equ i valent Ta b ular Load
- - 1-' -
Rl - Vl( max. w hen a < b)
- -1-
I:h . - Vil( max. when a > b)
- -1-
)
Mx
(
Amax .
(at x = ~ a ( a
.a
( at point of load)
' x
(
when x < a
Pb
Pa
Pab
c __
l
Pbx
~ I-
j 2b) when a > b) _ Pab (a + 227b) EI..J 3aI (a + 2b)
w hen x < a
)
Pa 2 b 2
=3EiT
Pbx
6EI I ( lil_bZ_xl)
-
SIMPLE BEAM - TWO EQUAL CONCENTRATED LOADS
SYMMETRICALLY PLACED
9.
Equiva lent Tabular Load
I
f<-x,
_ a-
t 111 1
Shea r
C
P
P
R
Mr"
(at point of load)
,." max.( at point of load)
Shear
Mr
A m ax.
----O~
r'~
V,
Px
CT
SIMPLE BEAM -
I
cT
( when x < { )
1111111 1 Mx
Moment
I<-x
1P
PI
M max.( at point of [Oad)
+- A11f ~
8.
P
R- V
R
R
2P
~
P
r'IIIII~
_
• Pa
_
I
R _ V
~
P
M max. ( between loads)
c
Pa
Px
R
Mx
(W
hen x< a)
c
y b m ax.
(at center)
"" 24 EI (3l 2 -4a 2 )
(When x < a)
= SIT (3la-3a 2 _ x 2 )
(When x > a and < (1- ~) )
Pa
.., SIT
(31x - 3x z _ a 2 )
A I ~ ·X
'x
Moment
AM ER ICAN
Pa
Px
INSTITUTE OF STEEL CONSTRUCTION
369
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent Tabular Load is the uniformly distributed load given in the beClm tables, pages 175 to 201.
For meaning of s ymbols, see pa ge 6.
SIMPLE BEAM - TWO EQUAL CONCENTRATED LOADS
UNSYMMETRICALLY PLACED
10.
R,
Fff n
nl
~
R,
i<---b~
<-H
VIC max. when a < b)
P
- T ( l - a + b)
Ra " V:z ( max. when a > b)
P
- T (l - b + a)
V,
(When x > a and < (I -b»)
- f eb- a)
M,
( max. when a > b)
.. Ria
M,
( max. when a < b)
'" Rzb
M,
(Whenx< a)
-
M,
(When x > a and < (1 - b) )
"" R1X -
Rt -
m i l l lv,
Shear
I
T' ~ Iii~
t,
M o m ent
Rll(
P (x -
a)
SIMPLE BEAM - TWO UNEQUAL CONCENTRATED LOADS
UNSYMMETRICALLY PLACED
11.
e-, ~ In
1-. -
mn
She a r
't, [1f I [I
1"
P1 (1 Pta
~ lI '
Mo m ent
(I- b»)
( w hen x > a a nd <
M,
(max. when Rt < PI)
"" Rla
( max. when Ra < Pa)
.. R:zb
M,
(When x< a)
.,.
RlX
M,
(Whenx > aand «
-
R1X -
, M,
P2b
P:z ( / -
b)
I
V,
~,
a)
I
R2 " V2
~ b~
rm
+
- +
Rt "" VI
R,
R,
~,
p
I-b»)
-
R1 -
PI
Pl (x - a)
BEAM FIXED AT ONE END, SUPPORTED AT OTHERUNIFORMLY DISTRIBUTED LOAD
12.
Equivalent Tabular Load
I
%
wi
nT ll l l l l l l
R,
Rz - VZ max.
II V,
i<---,J
,
v,r In-,.
Sh e ar
'"
"l:llJJI u: M, Catx -i ')
1111'J*
M om ent
l!. max .
"'l LJ....
M1.....
l!.x.
AMERIC A N
--.--.-
wi
3w l
' wi
~ .-
-
Rl -WX
w i'
M max.
Ml
~ ~l -;
M, IAI
IIlR2
R t - VI
(atx "' 1~ (1 + -V33) =.42151)
9
= ""128 w i!
=
w,'
R 1 x- -
2
-
wi'
"" l8SEI
-
4~~ 1 (13 - 3 1x2 + 2x3 )
INSTITUTE OF STEEL CONSTRUCTION
370
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent Tabular Load is the uniformly distributed load given in the beam tables, pages 175 to 201.
For meaning of symbols, see page 6.
13.
BEAM FIXED AT ONE END, SUPPORTED AT OTHERCONCENTRATED LOAD AT CENTER
I
P
~x1
R,
IR,
i!i@
~-}~ <----,l;~
2
V'I 1111111
Shear
IIIIII
IV,
..-r11T If>
M,
Moment
h~"
14.
-T
Rl "" VI
="16
Rz = V2 max.
.,. '""16
M mall:.(atfixedend)
"" ---;-s
M,
(at point of load) •
=32"
M,
(When x
M,
e
~ p(.!.-~)
2
16
(at x= zW "" .44721)
= 48E1..JS=·OO9317""E!
(at point of load)
= 76SEI
.,.,
.'
~max.
"lJ, 1-":"
3P
Equivalent Tabular Load
'P
11P
3PI
5P,
<-})
= '"16
when x >~)
(When x
PI a
PtJ
7Pl3
p,
<-})
(Whenx>-})
'PI
.-
-
96EI (3[2 - 5X2)
=
96EI (x-I)! (11x-20
P
BEAM FIXED AT ONE END, SUPPORTED AT OTHERCONCENTRATED LOAD AT ANY POINT
I
I
R,
V,I
~x1
P
~a-
~b~
III
Shear
1111 1111
Rt = VI
=
pO'
2/ 3 (a+21)
Rz = Vz
=
2f3 (3/ 2 -
M,
(at point of load)
IR,
M,
eat
1ifk
M,
M,
(When x< a)
V,
fi xed end)
=
Pa
Ria
P.O
"" 2"f2(a+l)
~
R"
R1X-P (x-a)
(Whenx>a)
12+a2) = 3EI
Pa (12 - a 2 )3
ll.ma,.;. ( when a < .4141 at x - I 3/z-az
z
~
(3/
~1 A1 lilh
Mom""'
...,
.,
Amax.
!"l..l.~M'
___ fa~
R,
AMERICAN
3 2)
aZ)Z
(whena>.4141at x=1 v;&;)
PaO' v;J;
2f-F3 = ~
21+a
(at point of load)
Pa Zb 3
.. 12EIl3 (31+a)
(when x < a)
= 12E1l 3 (3a/ z -21xZ_axZ)
(when x > a)
=
Pbzx
12~~13 (l-x)Z{SlZx-a Zx-2a zl)
INSTITUTE OF STEEL CONSTRUCTION
371
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent T ab ular Load is the uniformly dist ributed toad given in the beam tables, pages 175 to 201.
For meaning of sy mbols, see page 6.
15.
BEAM FIXED AT BOTH ENDS- UNIFORMLY DISTRIBUTED
LOADS
Equivalent Tabular Load
2wl
~ -3-
wI
=2
Vx
- wG-x)
M max. ( at ends )
= ~
(at center)
- 24
Ml
~max . (at center)
w I'
w I'
-
1~ (61x_1Z _ 6xZ )
-
wI'
384EI
wx'
- 24EI (/ - x)!
16.
BEAM FIXED AT BOTH ENDS- CONCENTRATED LOAD AT
CENTER
Equivalent Tabular Load
M max. (at center and ends)
(Whenx < ~)
Mx
Arnax. (at center)
P
-,
PI
P
=8(4,; -
1)
PIX
= 192EI
Px'
'x
17.
-.
-
P
R- V
-= 48EI (31 - 4x)
BEAM FIXED AT BOTH ENDS- CONCENTRATED LOAD AT
ANY POINT
Rl = Vl( max. when a < b)
Rz -
VzC max. whe n a > b)
-- ,-, -
Ma
( at point of load)
2Pa Z bZ
~-'X-
Mx
(When x< a)
-
..
( when a > b at x - 3a2al
+b ) .
Amax.
M.
M,
'x
AMERICAN
"" ~(a +3b)
M,
max. whe n a < b)
max. when a > b)
( at point of load)
(When x < a)
+ b)
Pa'
e
e
M,
V'~~LLLLLLLL~~~--r
Shear
Pb'
'" ...,..,- (3a
--,,-
Pab z
Pa 2 b
Pabz
R1 X - , ,-
2Pa s b z
3EI (3a
b) Z
Pasb a
- 3EI13
Pbltx lt
-= 6Elt3 (3al - 3ax-bx)
INSTITUTE OF STEEL CONSTRUCTION
+
r
372
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equ [valent Tabular Load is the uniformly distributed load given in the beam tables, pages 175 to 201 .
For meaning of symbols, see page 6.
18.
CANTILEVER BEAM-LOAD INCREASING UNIFORMLY
TO FIXED END
Equivalent Tabular Load
R-V
x'
Vx
=W""[2
WI
M max. (at fixed end)
Wx'
Mx
19.
-3-
=312
6max. (at free end)
=
WI'
15EI
6x
:=
W
60EI12 (x S - 51"x+4I S )
CANTILEVER BEAM-UNIFORMLY DISTRIBUTED LOAD
-1-
Equivalent Tabular Load
= 4wl
R=V
= wl
Vx
=
1
1 '--'
x
wx
wi'
M max. (at fixed end)
~-2-
Mx
~-2-
wx'
wi'
t..max. ( at free end)
SET
.. 2:EI (x 4 - 41:Jx+31 4 )
20.
BEAM FIXED AT ONE END, FREE BUT GUIDED AT
OTHER-UNIFORMLY DISTRIBUTED LOAD
The deflection at the guided end is assumed to be in a vertical plane.
S
Equivalent Tabular Load
= T wI
wI
wx
wi'
Vx
M max, ( at fixed end)
Ml
(at guided end)
Mx
. 6max. (at guided end)
~-3-
wi'
~ 6-
=
i
(l2-3x 2)
wi'
= 24E1
w (12_X2)2
24EI
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
373
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equi vale nt T ab ular Load is the uniformly d istri b u ted load given in the bea m t ab les, pages 175 to 201.
For meaning of symbo ls, see page 6.
21.
CANTILEVER BEAM - CONCENTRATED LOAD AT ANY POINT
--,BPb
Equiva le nt T ab ular Load
P
x
•
b
~
(When x< a)
-
P
M max. ( at fixed end)
~
Pb
R =V
~
R
(When x> a)
P (x- a)
A m ax.
( at free end)
Pb '
=- 6EI (3l-bJ
~a
(at point of load)
., 3Ei"'
M,
(When x< a)
(When x> a)
~,
~,
22.
Pb'
CANTILEVER BEAM -
P b'
-= 6EI (31 - 3x-b)
P (~~X) 2 (3 b_l + X)
CONCENTRATED LOAD AT FREE END
Equi va lent T ab ular Load
- BP
P
R- V
M max. (at fixed end)
•
....
-
•
-= PI
•
•
P I'
lI.max. (at free end )
Ax .
23.
•
•
•
•
.
•
p
- 3Ef
•
•
•
.
•
P
- SET (21~ - 31 2 )( + )(3)
BEAM FIXED AT ONE END, FREE BUT GUIDED AT OTHERCONCENTRATED LOAD AT GU I DED END
The deflection at the guided end is assumed t o be in a vertical p lane.
P
~
Equivalent Tabular Load
I R R=V
~
4P
-
P
PI
M max. ( at both endS)
~2
M,
- pCf-')
Amax. ( at guided e nd)
P I'
"'" 12EI
ax
AMERICAN
P(l-x)Z
12E I
INS TITU TE OF STEEL CONSTRUCTION
(l
+ 2x)
374
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
For meaning of symbols, see page 6.
24.
BEAM OVERHANGING ONE SUPPORTDISTRIBUTED LOAD
Rt ... V,
Rz - Va + V3
~I
a~
ts1
~x1 ",0+3.)
WillJ
R,
V;r ITht,
l.It:!:. .lV,
~
'f'
M,l k1Tll .LLl.[l>
MOmO";j'~
M,
[<-1('- i;)
= wa
Va
=
(l2 -
al )
(I
a) 1
:r
(lz+a::t)
V,
(betwee n s upports)
... Rl -WX
V"
(for oVe rha ng)
= w (a -
M,
(a" ~i [l- ;: ])
M.
(at
M,
(betwee n supports)
=21(l z - a z -xl)
M"
(for oVerhang)
-T
0,
(between s upports)
-
0"
(for oVerhang)
= 2~~1 (4aZI-13 +6aaXl--4axlZ+x13)
R.)
xl)
w
= 1i"f2 (l + a)2(/_ a)2
wa'
~ 2-
w,
(a- x l )2
2~~IP4-2IzxZ+lx3_2azlZ+2aZx.t)
BEAM OVERHANGING ONE SUPPORT-UNIFORMLY
DISTRIBUTED LOAD ON OVERHANG
a -)
! , - - -I
l'!
~'l
~
R,
wa'
I
=21
wa
Rz .,. V, + v,.
=
V,
= wa
(for oVerhang)
21 (21+a)
wa
V"
R,
Mmax.(at RZ)
wa'
= -2
e
""'21
(for oVerhang)
=
M,
,
=
V,
R t .. V,
v,
. . :r
:r +
R,
4(t-~)
25.
UNIFORMLY
lIfu, l' M"
between supports)
=w(a- x l)
wa 2 x
~ (a -
x l)2
Shear
&ma x.
J".
~ lJY M
AMERI CA N
( betwee n supports atx= ';"3
1) = 18.."j3EI
wall' - .03208wa zp:
-, E
.o.max. (for overhang at Xl = a)
wa'
- 24EI (41 + 3a)
0,
(between s uppc.rts)
wazx
"" 12EIl (12. _ x2)
0"
(for oVe rha ng)
... ~~I (4a21+6a2xl-4axI2 +xI3)
INSTITUTE OF STEEL CONSTRUCTION
375
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent Tabular Load is the uniformly distributed load given in the beam tables, pages 175 to 201.
For meaning of symbols , see page 6.
26.
BEAM OVERHANGING ONE SUPPORT- CONCENTRATED
LOAD AT END OF OVERHANG
Pa
- - 1-.
P
- { ( /+a)
RZ=Vl+VZ
v" . . . .
P
M max.CatRz)
:. Pa
"
Pax
Mx
( between supports )
"" - 1-
MXl
(for oVerhang) . .
=
P (a - xl)
I)
PaJZ
Pal"
a rnax. ( betweensu pp ortsatx -.y 3 "" 9v3 EI - .06415~
27.
;~; ( I + a)
l!.max. (for overhang at Xl - a)
_
l!.x
(between supports)
=- :Ea,~ (lz - XI)
l!.X1
(for oVerhang) . •
-
=~~ (2al ,.., 3axl - xI2)
BEAM OVERHANGING ONE SUPPORT- UNIFORMLY
DISTRIBUTED LOAD BETWEEN SUPPORTS
Equivalent T abu lar Load
l ---Jc.- a
wi
"1 v, .
R- V
wI
- 2
- w(f-x)
R
R
I
"2
I
"
_ wi
M max. (at center)
--.wi'
w'
- T ( l - x)
v
.,
llo max. ( at center)
5wl"
-
w,
384EI
.
- 24EI ( /3 _ 2Ix 2 +x')
w / 3 x,
"" 24EI
28.
BEAM OVERHANGING ONE SUPPORT- CONCENTRATED
LOAD AT ANY POINT BETWEEN SUPPORTS
b
V,
8Pab
.. -1-' -
Rl=Vt( max. when a < b).
-
R2 = vz(max.Whena > b).
- Pt
Pab
-= - 1-
Mx
(When x <
_ P~x
llomax .
> b) - Pab (a + 2b)
..J3a (a + 2b)
t _ ~a (a+2 b) h
3
w en a
27EIl
( a x
.,.x
.',
AMERICAN
P1b
M max. ( at point of load.
)
.a
Shea.r
Moment
Equival ent Tabular Load
a)
( at point of load) .
...
~a:lbl~
(Whenx < a)
-= ::I~' ( 12 _ b~_X2)
when x)
>a
(
-
•
... ~aE~~l (I + a)
.
.
•
Po ( I - ,)
6E II
INSTITUTE OF STEEL CONSTRUCTION
(2rx - x2 - a~)
376
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS STATIC LOADING CONDITIONS
Equivalent Tabular Load is the uniforml y distributed load given in the beam t a bles, pages 175 to 201.
For meaning of s ymbols , see page 6.
29.
CONTINUOUS
BEAM~TWO
EQUAL SPANS ~ UNIFORM LOAD
ON ONE SPAN
Equivale nt Tabular Load
-
~ wl
Rl = Vl
=
16 wi
RZ=VZ + V3
=
a
- x->j wI
11 1111 11 1 II I
R,
R,
R,
I
I
~, ~
J,
"-<tlJ.lU ~~
IA1TI I~ M!....
I<- ~
~
16
Sh ear
. r v,
30.
,
R,
16 wi
=
5i2 w
I)
RZ)
(When x < I)
(at support
9
49
12
-
"'16
=
~: e7f - Bx)
1
w 12
Rl=Vl
,
RZ=VZ + V3
V,
Shear
11111111
32
16
3
- -T2 P
R3=V3
I
CONTINUOUS
,
M,
'A1ffIfI ~
32 PI
EQUAL SPANS ~ CONCENTRATED
LOAD AT ANY POINT
,
R,
J
Sh e ar
+.
.
R3 = V3
. T V'
y,
(at support.
M, ~ II II~"t
AMERICA N
a (l + a »
Pab
- - 47i"" (l
a)
Pa ( 4f , +b (l+ a ) )
4li'"""
M max. ( a t point of load) .
M,
- :l~ (4/1- ~~
+
- +
(21 2 + bCl+a»
Rz=Vz+ Va
..
111111
=
PI
3
BEAM ~TWO
Rt - V!
R,
<---,
( a t s uppo rt R2 )
64
Moment
P
k--- . ~ I<-b ~
R, .
- ..!!. p
- ...!..!
32
M Max . (at point of load) .
M,l '\I 11 11
8
~p
y,
C1ill ~
- ...!.!p
~p
R,
I~
Mm
t'
V,
V,
-
Equivale nt Tabular Load
V, 1111 11111
31.
V,
CONTINUOUS BEAM~TWO EQUAL SPANS--CONCENTRATED
LOAD AT CENTER OF ONE SPAN
R,
I
... - 16 w l
M,
I<--!c~
~~~
2
2
.\y,
wl
R3=VS
M,
II~t
~,
5
1
7
M M3x'(at x = 16
1
64
7
IN S'"('ITUTE OF STEE L
RZ)
CON S TRUCTI O N
Pab ( 41 2 - a(l + a) )
"'"'4'Ti"""
Pab
4'fi'""" ( I
a)
•
377
BEAM DIAGRAMS AND FORMULAS
FOR VARIOUS CONCENTRATED MOVING LOADS
Th e valu es given in these for mulas do not include i mpact which varies according to the requirements
of each c ase.
For meaning of sy mbols, see page 6.
SIMPLE BEAM -
32.
RE~1 rSIMPLE BEAM -
33.
ONE CONCENTRATED MOVING LOAD
Ri m ax . = Vi max. (at x.,.
-
0)
M ma x. (at point of load, whe n x -
f)
R,
~
P
'I~R'
~(l -
whe n a > (2 - v2) I ., .5861
ffi ;t h one lo.d at ce n t e, of 'P.j
SIMPLE BEAM-
~
Pi
R1
~
-.
PI
TWO UNEQUAL CONCENTRATED MOVING
LOADS
I
Ri max. = Vi ma x. (at x =
PI > Pz
(2 - f )
P
l~"'" 0<0-,", - . "t)J :; (1 _ }) 2
under load 1 at x -
M max .
-
(case 32)
34.
PI
TWO EQUAL CONCENTRATED MOVING
LOADS
R1 m ax. = Vl m ax. (at x "" 0)
P
-.
P
0)
"" Pl + P2 -
I-a
1
['''''''''''-i(' - ,:;.. )[ - (., "y;
PI
R2
M max.
I
oth~j - ~
M max. may occur with larger
ffiad at centee ohpa n and
l oad off span (case 32)
4
GENERAL RULES FOR SIMPLE BEAM S CARRYING MOVING
CONCENTRATED LOADS
The maximum shear due to mo vi ng con cent rated loads
I
p,(
R,
~x~
,:;
OC~UI"S a t o n e s upport w h en o n e of t!'le loads is at that s upport.
~~~ p,
i ~ bI f->
With several moving load s, the loca tIon that will produce maxi mu m shear must be determined by trial.
R,
.
10--0- I~
:r Afff11 limn ~
.
Moment
AMERICAN
Th e maximum bendin g mom ent produced by m ovi ng concentrated loads occurs un der one of the loads when t ha t load
is as far from one support as the center of gravity of a ll t he
moving loads on t he beam is fr om the other support.
In the accompanying diagram, the maximum bending
moment occu~s und e~ !oad Pi w h en x -= b. It sho uld a lso be
n oted. tha.t t h IS condLtlon occurs when th e ce nter line of the
spa n IS midway betwee n the center of gravity of loads a nd the
n earest co ncentrated load.
INST ITUTE OF STEEL. CONSTR UCTION
378
CONTINUOUS SPAN COEFFICIENTS
Continuous spans are frequently used to reduce the maximum moments, in both
bridge and building construction; for beams and girders framing to columns in tier
buildings they are seldom economical, despite the saving in main material, on account
of the added cost of necessary details at the supports.
The methods of calculation of shears and moments in continuous beams proceed
from the fundamental "Theorem of Three Moments" stated in convenient form on
page 365.
The design of continuous spans can be safely entrusted only to designers with an
adequate grasp of the underlying theory and of the behavior of such structures; to these,
however, it is an advantage to have available such shorl cuts as may lighten the tedious
arithmetical work.
To this end there are here presented four tables of coefficients, two for two-span
and two for three-span continuous beams. In the former, the shorter span bears a
variety of ratios to the total length. In the latter, the two end spans are equal, and
again the length of each bears a variety of ratios to the total length.
'. The following general considerations apply to the use of all these tables:
(1) The span-ratios chosen are intended to embrace those that frequently occur
in practice. T he intervals between span-ratios tabulated are close enough
so that straight-line interpolation for other ratios ("vertical interpolation ")
will not introduce too great errors.
(2) Theoretically, the tabulated coefficients for a particular function under in-
vestigation are to be used as ordinates to a series of points, through which
the .. influence line" for the function is to be drawn in as a smooth curve.
The number of such ordinates provided, enables such a curve to be faired in
with sufficient accuracy for most purposes.
(3) The actual drawing of influence lines can in many cases be avoided by a
reasoned use of the tabulated information. For instance : for many short
spans the maximum negative and maximum positive moment, directly obtainable from coefficients in the tables, will suffice to determine the size of
the requir<:d beam.
(4) Both spans in two-span beams, and both end spans of three-span beams,
are divided into fifths because the maximum positive moments from single
loads occur very close to the two-fifths points from the end supports. The
central span of three-span beams is divided into fourths because this maximum occurs at mid-span.
(5) The spacing of a specified group of concentrated loads is apt to be such that
with one load placed at one of the fifth or quarter points tabulated, other
loads fall between such ·points. Exact coefficients for such loads do not
result from straight-line interpolation ("horiwntal interpolation") between
the tabulated coefficients to right and to left, because the influence line
between those points is a curve. Only in regions of sharp curvature, however,
is the error important; and a mental correction to the straight-line interpolation, taking into account the direction of curvature of the influence line,
is feasible.
(6) All shear and moment coefficients have been expressed in terms of "L ", the
total length of the two (or three) spans. This is done in order that if, as is
frequently the case, the total length is fixed and the intennediate span lengths
are subject to the designer's discretion, comparison of the various functions
for various layouts may be made on a common and constant basis.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
379
CONTINUOUS SPAN COEFFICIENTS
TWO - SPAN TABL ES
The first of the two-span tables gives the three reactions due to a unit load placed
successively at each of eleven points (the three support points plus the fifth pomts in
each span) . From these reactions, all shears and moments due to a single load in any
one of the eleven positions can be quickly calculated.
For moving groups of two or more loads it will usually be desirable to plot the
influence lines for aU the shears and moments required in the design. The influence
line ordinates for the maximum negative moment are tabulated (M5). Maximum positive moment will occur at an undetermined point, but this point will lie not far from the
point where a single load produces maximum moment; the position of this point is
tabulated (see + M (max.». Influence lines may be drawn, from the reaction tables.
for this point and for other points close by, and these will envelop the influence line for
absolute maximum positive moment in the span.
For longer spans, where changes of section will need to be made. the influence
ordinates for moment (and sometimes for shear) may be calculated (from the reaction
tables) at each of the fifth points. From these the maximum moment at each fifth
point may be found and plotted to scale, and a moment curve faired through the eleven
points thus established. This will provide the information for a detailed design for
bending stress.
The second of the two-span tables simplifies the calculation of shears and moments
in the case of uniform load per lineal foot. Coefficients for shears at each of the three
support points are tabulated. If any further shears are required they can best be obtained from shear influence lines.
For uniform loading. the maximum moment of each sign, at any point, occurs with
one span completely loaded and the other span empty; except at and close to the interior
support. where all loads on either span cause negative moment. Moment coefficients
are accordingly given for each separate span loaded (M! and M2) and from these the
maximum moments of each sign (Max. M and Rev. M) are directly set down.
T HREE-SPAN TABLES
The first of the three-span tables gives the four reactions due to a ~nit load plaeed
successively at each of fifteen points. Since the end spans are equal, two of these
reactions are in reverse to the other two. The remaining notes. above, on 't he first
of the two-span tables. apply to this table as well.
The second of the three-span tables simplifies the calculation of the shears and
moments usually required in the case of uniform load per lineal foot.
Load covering one end span (M I ) produces positive moment throughout that span
(except quite close to the intermediate supJX>rt) and in the other end span to and including its intermediate support; and produces negative moment throughout the center
span (except quite close to the far intermediate support). Load covering the center
span (M2) produces positive moment throughout that span (except quite close to the
intermediate supports) and produces negative moment throughout both end spans to
and including the intermediate supports.
Therefore load covering all three spans (M3) does not' produce the maximum
moment at any point, but the coefficients as tabulated will often be required for the
case of dead load.
. ,
For uniform live loading. the numerically greatest moment will occur at some
points with one span. at some with two adjacent spans, and at some with two end spans,
loaded. The coefficients for these moments are tabulated as Max. M. Inspection will
show what combinations of Mlo M2 and Ml reversed, produce them. The same is true
of Rev. M, the greatest moment of opposite sign to Max. M.
AMERICAN
INST I TUTE OF STEEL
CON STRUCT I ON
380
TWO-SPAN CONTINUOUS BEAMS
CONSTANT MOMENT
OF INERTIA
CONCENTRATED LOAD
UNITY
L
"'
~I
!
0
I I n I Ro I
m
•
0
<
Ro
0
~
~
Z
0
X
00
R5
~
z
U
;;:
'w
W
'.
-0
u
R,o
M5
~
•
.30
.35
.40
.45
.50
.30
.35
.40
.45
.50
.30
.35
.40
.45
.50
.30
.35
.40
.45
.50
.70
.65
.60
.55
.50
.70
.65
.60
.55
.50
.70
.65
.60
.55
.50
.70
.65
.60
.55
.50
1.0
1.0
1.0
1.0
1.0
0
0
0
0
0
0
0
0
0
0
.771
.766
.762
.757
.752
.241
.252
.264
.279
.296
-.012
-. 018
-.025
-.035
-.048
0
0
0
0
0
-.009
-.012
-.015
-.019
-.024
X
00
X
~
z
t
W
u
;;:
•
W
.30
0
u +M .35
(max.) .40
.45
.50
.70
.65
.60
.55
.50
3
1-
I I
I
.550 .342
.541 .333
.533 .323
.524 .314
.516 .304
.472 .682
.491 .703
.512 .728
.538 .757
.568 .792
-.022 -.025
- .032 -.036
-.045 -.051
-.062 -.071
-.084 -.096
-.015 -.017
-.021 -.024
-.027 -.031
-.034 - .039
-.042 -.048
.157
.150
.142
.135
.128
.862
.878
.896
.918
f
6
RS
-.019
-.027
-.038
-.053
-.072
0
0
0
0
0
1.0
1.0
1.0
1.0
1.0
0
0
0
0
0
-.013
-.018
-.023
- .029
-.036
0
0
0
0
0
.944
7
.460 (.30) L
.454 (.35) L
.446 (.40) L
.439 (.45) L
.432 (.50) L
10
R 10
- .235 -.314 - .274 -.157
-.174 -.232 -.203 -.116
-.130 -.173 -.151 -.086
-.097 -.129 -.113 - .065
-.072 - .096 - .084 -.048
1.136 1.048 .792 .425
1.067 .957 .712 .378
1.016 .888 .652 .344
.976 .835 .605 .317
.944 .792 .568 .296
.099 .266 .482 .733
.106 .275 .491 .738
.114 .285 .499 .742
:121 .294 .508 .747
.128 .304 .516 .752
-.071 -.094 -.082 -.047
- .061 -.081 - .071 -.041
- .052 -.069 - .061 -.035
-.044 -.058 - .051 -.029
.036 .048 -.042 -.024
1.0
.067 at x .077 at x .086 at x .095 at x .104 at x -
~
I I I I
1
+ M(max,
8
1.0!
f
•
+ M(max,
.135 at x .128 at x .120 at x .112 at x .104 at x -
.405 (.70) L
.412 (.65) L
.419 (.60) L
.426 (.55) L
.432 (.50) L
ROt Rs and Rlo are the reactions, at supports 0,5, 10 res~ectivell' for a concentrated load
of unity applied at the point indicated at the head of each co urnn 0 coefficients.
From these reactions it is possible to construct the influence lines for maximum shear or
maximum moment at any sectron.
Mil' is the moment (always negative) at the intermediate support 5, due to unit load placed
at the point indicated. These moments constitute the ordinates to the influence line for
moment at 5. The total negative moment due to two or more concentrated loads is the sum
of the negative moments due to each.
+M (max.) defines the load pOSition for maximum positive moment, and gives the moment
coefficient in each span respectively. This information accurately locates the peak of the
influence Il ne for maximum positive moment due to a single load.
Coefficients for span ratios m, n, not given, may be approximated by direct interpolation
between the two nearest values tabulated.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
0
0
0
0
0
0
0
0
0
0
1.0
1.0
1.0
1.0
1.0
0
0
0
0
0
t
381
TWO-SPAN CONTINUOUS BEAMS
UNIFORM LOAD w PER UNIT OF LENGTH,
CONSTANT MOM ENT
OF INERTIA
COMPLETELY COVER ING ONE OR BOTH SPANS.
L
-'lL
ml
I
0
I m I n I RO I
w
.30
.35
~" Max.
~.
.40
Shear
~x
.45
w
~
z
0
.50
u
M,
:.
•
x
M2
Max.
M
Rev.
M
.70
.65
.60
.55
.50
.70
.65
I 00
.60
.55
.50
0
0
.30
.35
.40
.45
.70
.65
0
0
.50
.60
.55
.50
.30
.35
.40
.45
.50
.30
.45
.50
4
3
.007
6
I I I,
.139
.160
.1 80
.200
.219
.30
.35
.40
.45
.50
.35
.40
2
8
9
I I I 1
10
R,O
- .289
- .304 .416 (.720 ~ Max . R5)
- .288 .386 (.674
- .288 .358 (.646
- .296 .334 (.630
- .3125 .3125 (.625
- .272
- .255
-.237
- .219
0
0
0
0
0
.009
.011
.014
.017
.010
.013
.016
.020
.024
.014
.018
.021
.005 - .003 - .003 - .002 -.001 -.001
.006 -.005 -.004 -.003 -.002 - .001
.006 - .008 - .006 - .005 - .003 - .002
.007 - .011 - .009 - .007 - .005 -.002
.008 - .016 - .013 - .009 - .006 -.003
0
0
0
- .009
- .007
- .005
- .004
-.003
- .017
- .014
- .011
- .008
- .006
-.026
-.021
-.016
- .013
- .009
- .034 - .043
- .028 - .034
- .022 - .027
-.017 - .021
- .013 - .016
.70
.65
.60
.55
.50
0
0
0
0
0
- .009 - .017 -.026 - .034
.009 -.014 - .021 - .028
.011
.01 6 -. 016 -.022
.014 .020 .018 -.017
.024 .021 -.013
.017
.70
.65
.60
.55
.50
0
0
0
0
0
.007 .010 .009
- .007 .013 .012
.014
- .005 - .011
- .004 - .008 - .013
-.003 - .006 - .009
0
.009
.012
Rs
?
.005
.006
.007
.008
.008
-. 046 .005
-.040 .006
- .035 .007
-. 032 - .009
- .031 - .013
.005
.006
.006
.007
.008
.033
.030
.027
.024
.021
.033
.030
.027
.024
.021
.042
.037
.032
.028
.024
.031
.027
.023
.020
.017
0
0
0
0
.042
.037
.031
.027
.023
0
0
0
.032
.028 .020
.024 .017
- .003 - .002 - .001 -.001
- .004 - .003 - .002 -.001
-.006 - .005 -.003 - .002
.008 - .007 -.005 - .002
.008 - .009 -.006 -.003
Max. Shear (X w L) is the maximum shear on the indicated s ide of th e s upport, due to
uniform load of w per lin. ft. in the most effective position for shear.
Ml and M:z ( X w L2) are the mome nts at the indicated points due to uniform load w
covering, respectively. the left and the right span.
Max. M = maximum possib le moment of either sig n atthe indicated point dueto uniform
load, and resu lts from covering one complete span j except at and near the cente rsupport, where
it resu lts from covering both spans. The maximum fossible pos itive moment occurs c lose to,
and is negligibly greater tha n, that shown at Points
and 8.
Rev. M = maximum moment of reverse s ign to Max. M.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
0
0
0
0
0
0
0
0
382
THREE-SPAN SYMMETRICAL CONTINU OUS BEAMS
CONSTANT
MOMENT
OF INERTIA
CONCENTRATE D
LOAD UNITY
Rd
r
I I I
Reverse the tabulated coefficients for Ro, from left to right.
"
U
"
""
M,'
~
>-z
II I
x
~
;;:
+M
(max.)
.25 .50
.30 .40
""
%}i
.40 .20
-. 0471-.047 -.024 0
-.032 -.033 -.017 0
-.0241-.025 -.014 0
-.0151-.016 -.009 0
1
-.010-.011
-.006 0
0
0
0
0
0
0
0
0
0
0
r
.005 .006
0
.006 .008 .007.004 0
.006 .009 .008 .004 0
.007 .009 .00 .005 0
.007 .009 .
.004 0
Reverse the tabulated coefficients for Ms, f rom left to right.
u
""0
u
]·~~1
-.009 -.01 f.018 -.014 0
-.013 -.02 .027 -.020 0
-.017 -.030~ . 034 -.026 0
-.023 -.039 .045 -.034 0
-.026 -.046-.053 -.040 0
.25 .50 0
.30 .40 0
M,
0
% }i 0
.40 .20 0
~
X
Rs
Ro'
R,
>z
.J
, , 0'
,
Reverse the tabulated coefficients for Rs. from left to right.
~
;;:
,
II I
t
z
""0
u
I R5
,
R, '
Ro
0
~
,
4
r
r
ml
.764
.146 0 -.188 -.188 -.094 0 .018
.012
'
.755 .5
.310 .133 0 -.1081-.111 -.058 0 .019 .026.m .013
.749 .51 .298 .123 0 -.072-.075 -.041 0 .019 .02 .022 .013
.740 .49 .280 .110 0 -.039 -.042 -.023 0 .018 .024 .021 .012
1
.734 ·
.268 .101 0 -.025,-.027
-.015 0 .017 .022 .019 .011
.890 1.0
.260
0 -.054 -.Q7~-.06l036
.288 ·
.776 .932 1.0 .896 .611 .271 0 -.084 -.11 -.098 .056
.315 ·
.830 .973 1.0 .853 .575 .259 0 -.115 -.154 -.134 -.077
.368 .694 .936 1.052 1.0 .81 .542 .250 0 -. 180 -.2401-.210-.1 20
1
.419 .7841.039 1.129 1.0 .7
.527 .2471 0 -. 247 -.329,-.288,-.165
.J
X
nl
.25 .50 1.0
.30 .40 1.0
% % 1.0
% }i 1.0
.40 .20 1.0
.25 .50 0
.30 .40 0
0
%
% }i 0
.40 .20 0
~
0
P I
Imfnl R10 I
,
<
L
ml
f
1
. · M(rnax)
.054 at x ~ .449 (.25) L
.083 at x ~ .437 (.30) L
.068 at x ~ .428 (%) L
.074 at x ~ .415 ( % ) L
.078 at x ~ .407 (.40) L
I
1
<t
f
1
+ jM. (lTlax~
.078
.067
.058
.047
.039
f
x
+ Mlrnax)
ROt Rs, Rs' and Ro' are the reactions, at su pports 0, 5, 5', and 0' res~ective~. for a concentrated load of unity applied at the point indicated at th e h e ad of each c o umn 0 coefficients •
. From these reactions it is p os sible to construct the i nflu e nce lines for maximum shear or
maxImum moment at any sectIon.
Ms is the moment at the inte rmediate support Rs, due to un it load placed at the po int
indicated . It is negative except when the load is placed on t he farther end span. Thetabu lated
moment coefficients constitute ordinates to the influ e n ce line for moment at 5. For Ms'
they are reversed f rom left to right. Maximum moment at either inte rior suppo rt will occu r
w ith the fart h er e nd span un load ed. The tota l momen t at 5 o r 5' , due to two or more con~
centrated loads, is the a lgebraic sum of th e coe fficien ts tab ulated above for the points at w h ich
the several loads are placed. Usually it is greatest whe n they are placed in the longe r of the
t wo spans adjacent to the support.
+ M (max.) defines t h e load position for maximum posit ive moment, and gives the moment
coefficient, in each span respectively. This information a ccurately locates the peak of the
i nfluence line f o r maximum positive moment due to a singl e load.
Coefficients for span-ratios m, n, not given, may be approximated by d irect i n terpolation
between the two nearest values tab ul ated.
AMERICAN
1
.054 at x ~ .449 (.25) L
.083 at x - .437 (.30) L
.068atx ~ .428( ,, ) L
.074 at x ~ .415 (%) L
.078 at x ~ .407 (.40) L
INSTITUTE OF STEEL CONSTRUCTION
383
THREE-SPAN SYMMETRICAL CONTINUOUS BEAMS
CONSTANT
MOMENT
OF INERTIA
UNIFORM LOAD
L
nL
mL
w
,
PER UNIT OF
P
2
H Rio
t
LENGTH
n
,"
X
.25 .50
.30 .40
"u0
% ~
.40 .20
Max.
..: Shear h y,
NOTEI
.1172
.1375
.1500
.1641
.1714
mL
4
l Ris
-.1992
- .1971
-.2056
- .2237
- .2379
,
Rs
4'
,
2'
, 0'
l
Ro
.2578 (.4570 Max.R5
.2169 (.4140
.1944 (.4000
.1777 (.4014
.1 800 (.4179
-
Prefix .0 to all tabulated Moments; thus, 044 signifies .0044
~
.25 .50
.30 .40
063 057 027 -Q29 -020 -Ql0
OOS 006 004
.40 .20
0
0
0
0
0
044
062
074
091
101
.25 .50
.30 .40
7~ Y,
% ~
.40 .20
0
0
0
0
0
-Q31 -Q63 -Q94
- 018 -Q36 -Q53 -Q71 -089
-Q11 -Q22 -Q33 -Q44 -Q56
-Q05 -Ql0 -Q16 -Q21
6
-Q03 -Q06 -Q09 -Q11
14
fo
.25• .50
.30 .40
"ij
M3 ~i Y,
0
0
0
0
0
015
047
067
090
102
005 - 030 -Q91 - 176 059 137 059 -176 -Q91 -Q30
057 032 -Q29 -126 024 074 024 - 126 - 029 032
089 067 000 - 111 -Q07 028 -Q07 -111 000 067
123 100 021 -114 -Q55 -Q36 -Q55 - 114 021 100
141 115 025 - 129 -Q91 -Q79 -Q91 - 129 025 115
0
0
0
0
0
046
065
078
095
105
078 156 078 -186 - 125 -Q94
067 -Q94
093 086 - 071 - 141 061 111 061 -141 - 071 086
111 100 044 -130 -Q56 083 -Q56 - 130 044 100
134 116 042 136 -Q88 -Q88 -Q88 -136 042 116
146 123 037 - 151 - 114 -114 - 114 -151 037 123
M,
Y,
Y,
% ~
~
"
M,
0
6
X
•z
.~
~
•0
"u
~
.20
.25 .50
.30 .40
Max . y,
M
y,
% ~
.40 .20
.25 .50
.30 .40
Rev.
M
y, y,
% ~
.40 .20
0
0
0
0
0
087
104
125
137
077
089
103
110
0
030 -Q53 -Q36 -Q19 -Q02
030 -Q74 - 051 -Q28 -Q05
025 - 110 -Q77 -Q44 -Qll
018 - 137 -Q97 -Q57 -Q17
'i
078
061
049
033
023
T
-Q31 -083 063 034
-Q18 -Q36 - 053 042
-Qll -Q22 -033 -Q44
-Q05 -Ql0 - 016 -021
-Q03 -Q06 - 009 -Qll
156
111
083
052
036
002
003
004
004
005
0
0
0
0
0
078 - 156 - 1251-Q94 -Q63 -Q31
061 -089 -Q71 -Q53 -036 - 018
049 -Q56 -Q44 1-Q33 -Q22 - 011
033 -Q26 -Q21 -Q16 -Ql0 - 005
023 -Q14 -Qll - 009 -Q06 - 003
0
0
0
0
0
010 -Q20 -Q20 -020
015 -Q38 -088 -088
019 049 -Q56 049
022 033 052 033
023 023 036 023
010
015
019
022
023
012
015
018
018
009
011
013
014
006
007
009
009
005
057
089
123
141
015
047
067
090
102
0
0
0
0
0
067
093
111
134
146
046
065
078
095
105
0
0
0
0
0
010 034 063 -Q63 -Q31
015 042 - 053 -Q36 -Q18
019 -Q44 -Q33 -Q22 - 011
022 -021 -Q16 -Ql0 - 005
023 -Qll - 009 - 006 - 003
0
0
0
0
0
Max. shear (x w L) is the maximum shear on the indicated side of the support, dueto uniform load of tv per lin. ft. in the most effective position for shear.
Ml and M:t (x W L2) are the moments at the indicated pointsdue to unifo rm load w covering,
respectively, the left and the center span. (Mome nts from load covering the right hand span
are the reverse fr om left to right, of Ml and are not tabulated.)
M3 - moment at the indicated point due to load covering all spans; which is not a condition for maximum.
Max. M - maximum possible moment of either sign at the indicated point, and is due to
uniform load covering one complete span or two complete spa ns. In the end ' pans the
maximum possible positive moment occurs close 1.0, and is negligibly greater than, that shown
at Po ints 2 a nd 2'.
Rev. M ... maximum moment of reverse s ign t~ Max. M.
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
384
CAMBER
Given the length and depth of beam, girder or truss, and the design unit stress:
then the correspond.ipg factor from the table below, multiplied by the length in feet,
will give the center deflection in inches.
For unit stress values not tabulated, mUltiply the factor for 10 000 p. s. i. by the
ratio of the design unit stress to 10 DOD.
This Table assumes uniformly distributed loading. For a single load at center
multiply these factors by 0.8; for two equal loads at the third points, by 1.02.
Maximum Fibre Stress in Lbs.psr Sq. In.
Ratio of ~ePth
P'"
10 000
12 000
14 000
16 000
18000
20000
Yo
.0034
.0041
.0048
.0054
.0061
.0068
)i
.0043
.0051
.0060
.0068
.0077
.0085
Yo
.0051
.0061
.0072
.0082
.0092
.0102
h
Yo
.0060
.0072
.0084
.0096
.0107
.0119
.0068
.0082
.0095
.0109
.0123
.0136
Y,
.0077
.0092
.0107
.0123
.0138
.0153
}lp
.0085
.0102
.0119
.0136
.0153
.0170
}l .
.0094
.0112
.0131
.0150
.0169
.0187
}l,
.0102
.0122
.0143
.0164
.0184
.0204
Factors are strictly correct for beams of constant section; close for cover-plated
beams and girders, and reasonably approximate for trusses. Simple spans are contemplated herein.
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
385
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
1
386
NATURAL SINES
Anglo
0'
10'
20'
30'
40'
50'
50'
o·
1
2
3
4
0.00000
0.01745
0.03490
0.05234
0.06976
0.00291
0.02036
0.03781
0.05524
0.07266
0.00582
0.02327
0.04071
0.05814
0.07556
0 .00873
0.02618
0.04362
0.06105
0.07846
0.01164
0 .02908
0 .04653
0.06395
0.08136
0.01454
0 .03199
0.04943
0.06685
0.08426
0.01745
0 .03490
0.05234
0.06976
0.08716
5
6
7
8
9
0 .08716
0 . 10453
0.12187
0 .1 3917
0 .1 5643
0.09005
0. 10742
0.12476
0.14205
0.15931
0 .09295
0.11031
0.12764
0.14493
0.16218
0.09585
0.11320
0 . 13053
0. 14781
0.16505
0.09874
0.11609
0.13341
0.15069
0.16792
0.10164
0.11898
0.13629
0.15356
0.17078
0.10453
0.12187
0.13917
0. 15643
0.17365
12
13
14
0.17365
0 . 19081
0 .20791
0.22495
0.24192
0.17651
0.19366
0.21076
0 .22778
0.24474
0.17937
0.19652
0.21360
0.23062
0.24756
0. 18224
0.19937
0 .21644
0.23345
0.25038
0.18509
0.20222
0.21928
0.23627
0.25320
0.18795
0.20507
0.22212
0.23910
0 .25601
0. 19081
0.20791
0.22495
0.24192
0.25882
15
16
17
18
19
0.25882
0.27564
0.29237
0 .30902
0.32557
0.26163
0.27843
0.29515
0.31178
0.32832
0 .26443
0.28123
0.29793
0.31454
0.33106
0.26724
0 .28402
0.30071
0 .31730
0.33381
0.27004
0.28880
0.30348
0 .32006
0 .33655
0.27284
0.28959
0 .30625
0 .32282
0 .33929
0.27564
0.29237
0.30902
0 .32557
0 .34202
20
21
22
23
24
0.34202
0.35837
0.37461
0.39073
0.40674
0.34475
0.36108
0.37730
0.39341
0.40939
0 .34748
0.36379
0.37999
0.39608
0.41204
0.35021
0.38268
0.39875
0.41469
0 .35293
0.36921
0.38537
0.40141
0.41734
0.35565
0.37191
0.38805
0.40408
0.41998
0.35837
0.37461
0.39073
0.40674
0.42262
25
26
27
28
29
0.42262
0.43837
0.45399
0.46947
0.48481
0.42525
0.44098
0.45658
0.47204
0 .48735
0.42788
0.44359
0.45917
0.47460
0.48989
0.43051
0.44620
0.46175
0.47716
0.49242
0.43313
0.44880
0.46433
0.47971
0.49495
0.43575
0.45140
0.46690
0.48226
0 .49748
0.43837
0.45399
0.46947
0.48481
0.50000
30
31
32
33
34
0.50000
0.51504
0.52992
0.54464
0.55919
0.50252
0.51753
0.53238
0.54708
0.56160
0.50503
0.52002
0.53484
0.54951
0.56401
0.50754
0 .52250
0.53730
0.55194
0.56641
0.51004
0.52498
0.53975
0 .56436
0 .56880
0.51254
0.52745
0 .54220
0 .55678
0 .57119
0.51504
0.52992
0.54464
0.55919
0.57358
59
58
57
56
55
35
36
37
39
0.57358
0.58779
0.60182
0.61566
0.62932
0.57596
0.59014
0.60414
0.61795
0 .63158
0.57833
0.59248
0.60645
0.62024
0.63383
0.58070
0.59482
0.60876
0.62251
0.63608
0 .58307
0.59716
0 .61107
0.62479
0.63832
0.58543
0.59949
0.61337
0 .62706
0.64056
0.58779
0.60182
0.61566
0.62932
0.64279
54
53
52
51
50
40
41
42
43
44·
0.64279
0 .65606
0.66913
0.68200
0.69466
0.64501
0.65825
0.67129
0.68412
0.69675
0.64723
0.66044
0.67344
0.68624
0.69883
0.64945
0.66262
0.67559
0.68835
0.70091
0.65166
0.66480
0 .67773
0.69046
0.70298
0.65386
0 .66697
0 .67987
0.69256
0.70505
0.65606
0.66913
0 .68200
0.69466
0.70711
49
48
47
46
45·
50'
50'
40'
30'
20'
10'
0'
Angle
- -
--
89'
88
87
86
85
-84
83
82
81
80
-10
11
79
78
77
76
75
-74
73
72
71
70
-0.36650
69
88
67
66
65
- -'
--
--
64
63
62
61
60
--
38
--
--
I
NATURAL COSINES
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
387
NATURAL SINES
0'
10'
20'
30'
40'
50'
60'
45'
46
47
48
49
0.70711
0.71934
0.73135
0.74314
0.75471
0.70916
0.72136
0.73333
0.74509
0.75661
0.71121
0.72337
0.73531
0 .74703
0.75851
0.71325
0.72537
0.73728
0.74896
0.76041
0.71529
0.72737
0.73924
0.75088
0.76229
0.71732
0.72937
0.74120
0.75280
0.76417
0.71934
0.73135
0.74314
0 .75471
0 .76604
44'
43
42
41
50
51
52
53
54
0.76604
0.77715
0.78801
0.79864
0.80902
0.76791
0.77897
0.78980
0.80038
0.81072
0 .76977
0.78079
0.79158
0.80212
0 .81242
0.77162
0.78261
0.79335
0 .80386
0 .81412
0.77347
0.78442
0.79512
0.80558
0.81580
0.77531
0.78622
0.79688
0.80730
0.81748
· 0.77715
0.78801
0.79864
0.80902
0.81915
39
38
37
36
35
55
56
57
58
59
0.81915
0.82904
0.83867
0.84805
0.85717
0.82082
0.83066
0. 84025
0 .84959
0 .85866
0.82248
0.83228
0 .84182
0.85112
0 .86015
0 .82413
0.83389
0.84339
0.85264
0.86163
0.82577
0.83549
0.84495
0.85416
0.86310
0.82741
0.83708
0 .84650
0. 85567
0 .86457
0.82904
0.83867
0.84805
0 .85717
0.86603
34
33
32
31
30
60
61
62
63
64
0 .86603
0.87462
0.88295
0 .89101
0 .89879
0.86748
0.87603
0 .88431
0.89232
0.90007
0.86892
0.87743
0 .88566
0 .89363
0.90133
0. 87036
0.87882
0. 88701
0.89493
0.90259
0.87178
0.88020
0.88835
0.89623
0.90383
0.87321
0.88158
0.88968
0 .89752
0.90507
0.87462
0.88295
0 .89101
0 .89879
0.90631
29
28
27
26
25
65
66
67
68
69
0.90631
0.91355
0.92050
0.92718
0.93358
0.90753
0.91472
0.92164
0.92827
0.93462
0 .90875
0.91590
0.92276
0.92935
0.93565
0.90996
0.91706
0.92388
0.93042
0.93667
0.9111 6
0 .91822
0.92499
0.93148
0.93769
0.91236
0.91936
0. 92609
0.93253
0.93869
0.91355
0.92050
0.92718
0.93358
0.93969
24
23
70
71
72
73
74
0.93969
0.94552
0.95106
0.95630
0.96126
0.94068
0.94646
0.95195
0.95715
0.96206
0.94167
0.94740
0.95284
0.95799
0.96285
0 .94264
0.94832
0.95372
0.95882
0.96363
0.94361
0 .94924
0.95459
0 .95964
0.96440
0.94457
0.9501 5
0.95545
0.96046
0.96517
0.94552
0.95106
0.95630
0.96126
0.96593
19
18
17
16
15
76
77
78
79
0 .97030
0. 97437
0.97815
0.98163
0.96667
0.97100
0.97502
0.97875
0.98218
0.96742
0.97169
0.97566
0.97934
0.98272
0.96815
0.9"7237
0.97830
0.97992
0.98325
0.96887
0.97304
0.97692
0.98050
0.98378
0.96959
0.97371
0.97754
0.98107
0.98430
0.97030
0.97437
0 .97815
0 .98163
0.98481
14
13
12
10
80
81
82
83
84
0.98481
0.98769
0.99027
0.99255
0.99452
0.98531
0.98814
0.99067
0.99290
0.99482
0 .98580
0.98858
0.99106
0.99324
0 .9951 1
0.98629
0.98902
0.99144
0.99357
0.99540
0.98676
0.98944
0.99182
0 .99390
0 .99567
0 .98723
0.98986
0.99219
0.99421
0.99594
0.98769
0.99027
0.99255
0.99452
0.99619
9
8
7
6
5
85
86
87
88
89'
0.99619
0.99756
0.99863
0.99939
0.99985
0.99644
0 .99776
0 .99878
0.99949
0.99989
0.99668
0.99795
0.99892
0.99958
0.99993
0.99692
0. 99813
0.99905
0.99966
0.99996
0.99714
0.99831
0.99917
0 .99973
0.99998
0. 99736
0 .99847
0.99929
0.99979
1.00000
0.99756
0.99863
0 .99939
0.99985
1.00000
4
3
2
1
0'
60'
50'
40'
30'
20'
10'
0'
Angle
Angle
--
--
-0.96593
75
NATURAL COSINES
AMERICAN
INSTITUTE OF STEEL. C ONSTRUCTI ON
40
22
21
20
11
388
NATURAL TANGENTS
10'
20'
30'
40'
50'
60'
0.02036
0.03783
0.05533
0.07285
0.00582
0 .02328
0.04075
0.05824
0.07578
0 .00873
0 .02619
0 .04366
0.06116
0.07870
0 . 01164
0.02910
0.04658
0.06408
0.08163
0.01455
0.03201
0.04949
0.06700
0.08456
0.01746
0.03492
0.05241
0.06993
0.08749
0 .08749
0.10510
0 . 12278
0 .14054
0.15838
0.09042
0.10805
0.12574
0.14351
0.16137
0.09335
0.11099
0.12869
0.14648
0 . 16435
0.09629
0.11394
0.13155
0.14945
0.16734
0.09923
0.11688
0.1 3461
0.15243
0.17033
0.10216
0.11983
0.13758
0.15540
0.17333
0.10510
0.12278
0.14054
0.15838
0.17633
83
82
81
80
12
13
14
0.17633
0.19438
0.21256
0.23087
0.24933
0.17933
0.19740
0.21560
0.23393
0.25242
0.1 8233
0.20042
0 .21 864
0.23700
0.25552
0.18534
0.20345
0.22169
0.24008
0.25862
0.18835
0 .20648
0 .22475
0. 24316
0.26172
0.19136
0.20952
0.22781
0.24624
0.26483
0.19438
0.21256
0.23087
0 .24933
0. 26795
79
78
77
76
75
15
16
17
18
19
0.26795
0.28675
0.30573
0.32492
0.34433
0.27107
0.28990
0. 30891
0.32814
0.34758
0.27419
0.29305
0.31210
0.331 36
0.35085
0.27732
0.29621
0 .33460
0.35412
0.28046
0.29938
0. 31850
0.33783
0.35740
0.28360
0 .30255
0.32171
0.34108
0 .36068
0.28675
0.30573
0.32492
0.34433
0.36397
74
73
72
71
70
20
21
22
23
24
0.36397
0.38386
0.40403
0.42447
0.44523
0.36727
0.38721
0.40741
0.42791
0.44872
0.37057
0.39055
0.41081
0.43136
0.45222
0.37388
0 .39391
0.41421
0.43481
0.45573
0. 37720
0.39727
0.41763
0.43828
0 .45924
0.38053
0.40065
0.42105
0.44175
0.46277
0.36386
0 .40403
0.42447
0 .44523
0.46631
69
68
67
66
65
25
26
27
28
0.46631
0.48773
0.50953
0.53171
0.55431
0.46985
0.49134
0.51320
0.53545
0.55812
0.47341
0.49495
0.51688
0.53920
0.56194
0.47698
0.49858
0.52057
0.54296
0 .56577
0.48055
0.50222
0.52427
0.54673
0 .56962
0.48414
0.50587
0.52798
0.55051
0.57348
0.48773
0.50953
0.53171
0.55431
0.57735
64
63
62
61
60
31
32
33
34
0.57735
0.60086
0.62487
0 .64941
0.67451
0 .58124
0.60483
0 .62692
0 .65355
0.67875
0.58513
0.60881
0 .63299
0.65771
0.68301
0.58905
0.61280
0.63707
0.66189
0.68728
0.59297
0.61 681
0.64117
0.66608
0.69157
0.59691
0.62083
0.64528
0.67028
0.60086
0.62487
0.64941
0.67451
0.70021
59
58
57
56
55
35
36
37
38
39
0.70021
0.72654
0.75355
0.78129
0 .80978
0 .70455
0.73100
0 .75812
0.78598
0.81461
0.70891
0.73547
0.76272
0.79070
0.81946
0.71329
0.73996
0.76733
0.79544
0.82434
0.71769
0 .74447
0 .77196
0.80020
0.82923
0.72211
0.74900
0.80498
0.83415
0 .72654
0 .75355
0 .78129
0 .80978
0.83910
54
53
52
51
50
0.83910
0.86929
0.90040
0.93252
0.96569
0 .84407
0.87441
0.90569
0.93797
0.97133
0.84906
0.87955
0.91099
0.94345
0 .97700
0.85408
0.88473
0.91633
0.94896
0 .98270
0. 88992
0.92170
0.95451
o 98843
0.86419
0 .89515
0.92709
0.96008
0.99420
0.86929
0.90040
0.93252
0.96569
1.00000
49
48
47
46
45'
60'
50'
40'
30'
20'
10'
0'
Angle
Anole
0'
0'
1
2
3
4
0 .00000
0.01746
0.03492
0 .05241
0.06993
5
6
7
8
9
10
11
29
30
40
41
42
43
44'
,
I 0.00291
0.31530
0 . 85912
0.69588
0.77661
NATURAL COTANGENTS
AMERICAN
IN$TITUTE OF STEEL. CONSTRUCTION
89'
88
87
86
85
84
389
NATURAL TANGENTS
Angle
0'
10'
20'
30'
40'
50'
60'
45°
46
47
48
49
1.00000
1 .03553
1.07237
1.11061
1.15037
1.00583
1.04158
1.07864
1.11713
1.15715
1.01170
1.04766
1.08496
1.12369
1.16398
1.01761
1.05378
1.09131
1.13029
1.17085
1.02355
1.05994
1.09770
1.13694
1.17777
1.02952
1.06613
1.10414
1.14363
1.18474
1.03553
1.07237
1.11061
1.15037
1.19175
44°
43
42
41
40
50
51
52
53
54
1.19175
1.23490
1 .27994
1.32704
1.37638
1.19882
1.24227
1.28764
1.33511
1.38484
1.20593
1.24969
1.29541
1.34323
1. 39336
1.21310
1.25717
1.30323
1. 35142
1.40195
1.22031
1.26471
1.31110
1.35968
1.41061
1.22758
1.27230
1.31904
1.36800
1.41934
1.23490
1.27994
1.32704
1 .37638
1.42815
39
38
37
36
35
55
56
57
58
59
1.42815
1.48256
1.53987
1 . 60033
1.66428
1.43703
1.49190
1.54972
1.61074
1.67530
1.44598
1.50133
1.55966
1. 62125
1.68643
1.45501
1.51084
1.56969
1.63185
1.69766
1.46411
1 . 52043
1.57981
1.64256
1.70901
1.47330
1.53010
1.59002
1.65337
1.72047
1 .48256
1.53987
1.60033
1.66428
1.73205
34
33
32
31
30
60
61
62
63
64
1.73205
1.80405
1.88073
1.96261
2.05030
1.74375
1.81649
1.89400
1.97681
2.06553
1.75556
1.82906
1.90741
1.99116
2.08094
1.76749
1.84177
1.92098
2.00569
2.09654
1.77955
1.85462
1.93470
2.02039
2.11233
1.79174
1.86760
1.94858
2.03526
2.12832
1.80405
1.88073
1.96261
2.05030
2.14451
29
28
27
26
25
65
66
67
68
69
2.14451
2.24604
2.35585
2 .47509
2 .60509
2.16090
2.26374
2.37504
2.49597
2.62791
2.17749
2. 28167
2.39449
2.51715
2.65109
2.19430
2.29984
2.41421
2.53865
2.67462
2.211 32
2.31826
2.43422
2.56046
2.69853
2.22857
2.33693
2.45451
2.58261
2.72281
2.24604
2.35585
2.47509
2.60509
2.74748
24
23
22
21
20
70
71
72
73
74
2.74748
2 .90421
3. 07768
3 .27085
3 .48741
2.77254
2.93189
3 .10842
3 .30521
3.52609
2.79802
2.96004
3 .13972
3.34023
3.56557
2.82391
2.98869
3 . 17159
3.37594
3.60588
2.85023
3.01783
3.20406
3.41236
3.64705
2.87700
3.04749
3.23714
3.44951
3.68909
2.90421
3.07768
3.27085
3.48741
3.73205
19
18
17
16
15
75
76
77
78
79
3.73205
4.01078
4.33148
4.70463
5.14455
3.77595
4.06107
4.38969
4.77286
5.22566
3.82083
4.11256
4.44942
4.84300
5.30928
3.86671
4.16530
4.51071
4.91516
5.39552
3.91364
4.21933
4.57363
4.98940
5.48451
3.96165
4.27471
4.63825
5.06584
5.57638
4.01078
4. 33148
4.70463
5.14455
5.67128
14
13
12
11
10
80
81
82
83
84
5 . 67128
6.31375
7.11537
8.14435
9.51436
5.76937
6.43484
7.26873
8.34496
9.78817
5.87080
6.56055
7.42871
8.55555
10.07803
5.97576
6.69116
7.59575
8.77689
10.38540
6.08444
6.82694
7.77035
9.00983
10.71191
6.19703
6.96823
7.95302
9.25630
11.05943
6.31375
7.11637
8.14435
9.51436
11.43005
9
8
7
6
5
85
86
87
88
89°
11.43005
14 . 30067
19 .08114
28.63625
57.28996
11.82617
14 .92442
20 . 20555
31.24158
68.75009
12.25051 12.70621 13.19688 13.72674
15.60478 16.34986 17.16934 18.07498
21.47040 22.90377 24.54176 26.43160
34. 36777 38.18846 42.96408 49.10388
85.93979 114.58865 171.88540 343.77371
14.30067
19.08114
28.63625
57.28996
Infinite.
4
3
2
1
0°
60'
50'
0'
Angle
I"-
40'
30'
20'
10'
NATURAL COTANGENTS
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
390
NATURAL SECANTS
Angle
0'
10'
20'
30'
40'
50'
50'
0°
1
2
3
4
1.00000
1.00015
1.00061
1.001 37
1.00244
1.00001
1.00021
1 .00072
1 .00153
1.00265
1.00002
1.00027
1.00083
1.00169
1 . 00287
1.00004
1.00034
1.00095
1.00187
1.00309
1.00007
1.00042
1.00108
1.00205
1.00333
1.00011
1.00051
1.00122
1.00224
1.00357
1.00015
1.00061
1.00137
1.00244
1.00382
89°
88
87
86
85
5
6
7
8
9
1.00382
1.00551
1.00751
1.00983
1.01247
1 .00408
1.00582
1.00787
1.01024
1.01294
1.00435
1.00614
1.00825
1.01067
1.01342
1.00463
1.00647
1.00863
1.01111
1.01391
1 . 00491
1.00681
1 .00902
1.01155
1.01440
1.00521
1.00715
1.00942
1.01200
1.01491
1.00551
1.00751
1.00983
1.01247
1.01543
84
83
82
81
80
10
11
12
13
14
1.01543
1.01 872
1. 02234
1. 02630
1.03061
1.01595
1.01930
1.02298
1.02700
1.03137
1.01649
1.01989
1.02362
1.02770
1.0321 3
1.01703
1.02049
1.02428
1.02842
1.03290
1.01758
1.02110
1.02494
1.02914
1.03368
1 . 01815
1.02171
1.02562
1 .02987
1.03447
1.01872
1 .02234
1 .02630
1.03061
1.03528
79
78
77
76
75
15
16
17
18
19
1 .03528
1.04030
1.04569
1 .05146
1.05762
1.03609
1.04117
1.04663
1 .05246
1.05869
1 .03691
1.04206
1.04757
1.05347
1 .05976
1.03774
1.04295
1 .04853
1.05449
1.06085
1.03858
1.04385
1.04950
1.05552
1.06195
1.03944
1.04477
1.05047
1.05657
1.06306
1 .04030
1.04569
1.05146
1.05762
1.06418
74
73
72
71
70
20
21
22
23
24
1 .06418
1 .07115
1.07853
1.08636
1.09464
1.06531
1.07235
1.07981
1.08771
1.09606
1.06645
1.07356
1.08109
1.08907
1.09750
1.06761
1.07479
1.08239
1.09044
1.09895
1.06878
1.07602
1.08370
1.091 83
1.10041
1.06995
1 . 07727
1.08503
1 . 09323
1.101 89
1.07115
1.07853
1.08636
1 . 09464
1.10338
69
68
67
66
65
25
26
27
28
29
1 .1 0338
1. 11260
1. 12233
1.13257
1 . 14335
1.10488
1.11419
1.12400
1.13433
1.14521
1.10640
1.11579
1.12568
1.13610
1 .14707
1.10793
1.11740
1.12738
1.13789
1.14896
1.10947
1.11 903
1.12910
1.1 3970
1.15085
1.11103
1.12067
1.13083
1.14152
1.15277
1.11260
1.12233
1.13257
1.14335
1.15470
30
31
32
33
34
1 .15470
1.1 6663
1.17918
1.19236
1.20622
1. 15665
1.16868
1.181 33
1.19463
1 .20859
1.15861
1.17075
1.18350
1.19691
1.21099
1.16059
1.1 7283
1.1 8569
1.19920
1.21341
1.16259
1.17493
1.18790
1.20152
1.21584
1 .16460
1.17704
1.1901 2
1.20386
1.21830
1.16663
1.17918
1.19236
1.20622
1.22077
59
58
57
56
55
35
36
37
38
39
1.22077
1.23607
1.25214
1. 26902
1.28676
1. 22327
1. 23869
1. 25489
1.27191
1.28980
1.22579
1.24134
1. 25767
1 .27483
1 .29287
1.22833
1.24400
1.26047
1. 27778
1.29597
1.23089
1.24669
1 .26330
1.28075
1.29909
1.23347
1.24940
1.26615
1.28374
1 .30223
1.23607
1.25214
1.26902
1.28676
1 .30541
54
53
52
51
50
40
41
42
43
44°
1. 30541
1.32501
1 .34563
1 .36733
1.39016
1.30861
1. 32838
1. 34917
1. 37105
1 .39409
1.31183
1 .331 77
1. 35274
1. 37481
1. 39804
1.31509
1.33519
1 .35634
1 .37860
1.40203
1.31837
1 .33864
1 .35997
1. 38242
1.40606
1 . 32168
1.34212
1.36363
1.38628
1.41012
1.32501
1. 34563
1. 36733
1. 39016
1.41421
49
48
47
46
45°
60'
50'
40'
30'
20'
10'
--
I
--
I
NATURAL COSECANTS
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
-
0'
64
63
62
61
60
Angle
391
NATURAL SECANTS
Angle
0'
10'
20'
30'
40'
50'
60'
45'
46
47
48
49
1.41421
1.43956
1.46628
1.49448
1.52425
1.41835
1 .44391
1.47087
1.49933
1 .52938
1".42251
1.44831
1.47551
1.50422
1.53455
1.42672
1.45274
1 .48019
1.50916
1.53977
1.43096
1.45721
1.48491
1.51415
1.54504
1.43524
1.46173
1.48967
1.51918
1.55036
1.43956
1.46628
1.49448
1.52425
1.55572
50
51
52
53
54
1.55572
1.58902
1.62427
1.66164
1.70130
1.56114
1.59475
1 .63035
1.66809
1.70815
1.56661
1.60054
1.63648
1.67460
1.71506
1.57213
1.60639
1.64268
1.68117
1.72205
1.57771
1.61229
1 ·64894
1 .68782
1.72911
1.58333
1.61825
1.65526
1.69452
1.73624
1.58902
1.62427
1.66164
1.70130
1.74345
55
56
57
58
59
1.74345
1 .78829
1.83608
1.88708
1.94160
1.75073
1.79604
1.84435
1.89591
1 .95106
1.75808
1.80388
1 .85271
1.90485
1.96062
1.76552
1. 81180
1.86116
1.91388
1.97029
1.77303
1.81981
1.86970
1.92302
1.98008
1.78062
1 .82790
1.87834
1.93226
1.98998
1.78829
1.83608
1.88708
1.94160
2.00000
60
61
62
63
64
2.00000
2 .06267
2.13005
2.20269
2.28117
2 .01014
2 .07356
2.14178
2.21535
2.29487
2.02039
2.08458
2. 15366
2.22817
2.30875
2.03077
2.09574
2. 16568
2.24116
2.32282
2.04128
2.10704
2. 17786
2.25432
2.33708
2 .05191
2.11847
2.19019
2 .26766
2.35154
2.06267
2.13005
2.20269
2.28117
2 .36620
2.36620
2.45859
2 .55930
2.66947
2. 79043
2 .38107
2.47477
2.57698
2 .68884
2.81175
2.39614
2.4911 9
2.59491
2.70851
2.83342
2.41142
2.50784
2.61313
2.72850
2.85545
2.42692
2 .52474
2 .63162
2.74881
2.87785
2.44264
2 .54190
2.65040
2.76945
2.90063
2.45859
2.55930
2.66947
2.79043
2.92380
24
23
22
21
20
74
2 .92380
3.07155
3 .23607
3.42030
3.62796
2.94737
3.09774
3 .26531
3.45317
3.66515
2.97135
3.12440
3.29512
3.48671
3.70315
2.99574
3.15155
3.32551
3.52094
3.74198
3.02057
3 . 17920
3.35649
3 .55587
3.78166
3.04584
3 .20737
3 .38808
3.59154
3 .82223
3 .07155
3.23607
3.42030
3.62796
3 .86370
19
18
17
16
15
75
76
77
78
79
3.86370
4 . 13357
4 .44541
4 .80973
5.24084
3.90613
4.18238
4.50216
4.87649
5.32049
3 .94952
4.23239
4.56041
4.94517
5.40263
3 .99393
4.28366
4.62023
5.01585
5.48740
4 .03938
4 .33622
4.68167
5.08863
5.57493
4.08591
4.39012
4.74482
5 . 16359
5 .66533
4.13357
4.44541
4.80973
5. 24084
5 .75877
5.75877
6.39245
7.18530
8.20551
9.56677
5.85539
6 .51208
7.33719
8.40466
9.83912
5.95536
6.63633
7.49571
8.61379
10.12752
6.05886
6.76547
7 .66130
8.83367
10.43343
6.16607
6. 89979
7.83443
9 .06515
10.75849
6.27719
7. 03962
8 .01565
9 .30917
11.10455
6 .39245
7.18530
8 .20551
9 .56677
11 .47371
11. 47371
14.33559
19.10732
28.65371
57.29869
11.86837
14 .95788
20.23028
31.25758
68 .75736
12.29125 12 .74550 13 .23472 13.76312
15.63679 16.38041 17 .1 9843 18 .10262
21.49368 22.92559 24.56212 26.45051
34 .38232 38.20155 42.97571 49 . 11406
85.94561 114.59301 171.88831 343.77516
14.33559
19 . 10732
28.65371
57 .29869
60'
50'
-44'
43
42
41
40
- 39
38
37
36
35
-34
33
32
31
30
- -
- 65
66
67
68
69
70
71
72
73
--
--
-80
81
82
83
84
14
13
12
11
10
--
- -
9
8
7
6
5
--
85
86
87
88
89'
-
29
28
27
26
25
Infinite.
-
4
3
2
1
0'
--
40'
30'
20'
10'
NATURAL COSECANTS
AMERICAN
I NSTITUTE OF STEEL CONSTRUCTION
0'
Ang lo
392
.01
FUNCTIONS OF NUMBERS
.49
No... Diameter
1000
X
Reciprocal
Circum.
Aroa
0.2154
0.2714
0.3107
0 .3420
0.3684
2.00000 100000.000
2 .30103 50000 .000
2.47712 33333 .333
2.60206 25000 .000
2.69897 20000 .000
.03142
.06283
.09425
.12566
.15708
.000079
.000314
.000707
.001257
.001964
0.2449
0.2646
0.2828
0.3000
0.3162
0.3915
0.4121
0.4309
0.4481
0.4642
2.77815
2 .84510
2 .90309
2 .95424
1.00000
16666.667
14285.714
12500.000
11111.111
10000.000
.16850
.21991
.25133
.28274
.31416
.002827
.003849
.005027
.006362
.007854
.001 331
.001728
.002197
.002744
.003375
0.3317
0.3464
0.3606
0.3742
0.3873
0.4791
0.4932
0.5066
0 .5192
0.5313
1.04139
1.07918
1.11394
1.14613
1.17609
9090.909
8333.333
7692.308
7142.857
6666.667
.34558
.37699
.40841
.43982
.47124
.009503
.011310
.013273
.015394
.017672
.004096
.004913
.005832
.006859
.008000
0.4000
0 .41 23
0 .4243
0.4359
0.4472
0.5429
0.5540
0.5646
0.5749
0.5848
1.20412
1.23045
1.25527
1.27875
1.30103
6250.000
5882.353
5555.556
5263.158
5000.000
.50265
.53407
.56549
.59690
.62832
.020106
.022698
.025447
.028353
.031416
.0441
.0484
.0529
.0576
.0625
.009261
.010648
.0121'67
.013824
.015625
0.4583
0 .4690
0.4796
0.4899
0.5000
0.5944
0.6037
0.6127
0.6214
0.6300
1 .32222
1 .34242
1.36173
1.38021
1.39794
4761.905
4545.455
4347.826
4166.667
4000.000
.65973
.69115
.72257
.75398
.78540
.034636
.038013
.041548
.045239
.049087
.26
.27
.28
.29
.30
.0676
.0729
.0784
.0841
.0900
.017576
.019683
.021952
.024389
.027000
0.5099
0.5196
0.5292
0 .5385
0.5477
0.6383
0.6463
0.6542
0.6619
0.6694
1.41497
1 .43136
1.44716
1.46240
1.47712
3846. 154
3703.704
3571.429
3448.276
3333.333
.81681
.84823
.87965
.91106
.94248
.053093
.057256
.061575
.066052
.070686
.31
.32
.33
.34
.35
.0961
.1024
.1089
.1156
.1225
.029791
.032768
.035937
.039304
.042875
0.5568
0.5657
0.5745
0.5831
0.5916
0.6768
0.6840
0.6910
0.6980
0.7047
1.49136
1.50515
1.51851
1.53148
1 .54407
3225.807
3125.000
3030.303
2941.177
2857 . 143
.97389
1. 00531
1.03673
1.06814
1.09956
.075477
.080425
.085530
.090792
.096211
.36
.37
.38
.39
.40
.1296
.1 369
.1444
.1521
.1600
.046666
.050653
.054872
.059319
.064000
0.6000
0.6083
0.6164
0.6245
0.6325
0.7114 , 1.55630
0.7179 1 .56820
0.7243 1.57978
0.7306 1.59106
0.7368 1.60206
2m . 778
2702.703
2631.579
2564.103
2500.000
1.13097
1.16239
1.19381
1.22522
1.2566
. 101788
.107521
.11 3411
.1 19459
.125664
.41
.42
.43
.44
.45
.1681
.1 764
. 1849
.1936
.2025
.068921
.074088
.079507
.085184
.091125
0.6403
0.6481
0.6557
0.6633
0.6708
0.7429
0.7489
0.7548
0.7606
0.7883
1.61278
1.62325
1.63347
1.64345
1.88321
2439.024
2380.952
2325.581
2272.727
2222.222
1.2881
1.3195
1.3509
1.3823
1.41 37
.132025
. 138544
. 145220
.152053
.159043
.46
.47
.48
.49
.2116
.2209
.2304
.2401
.097336
.103823
.110592
.117649
0.6782
0.6856
0.6928
0 .7000
0.7719
0.m5
0.7830
0 .7884
j .66276
1.67210
1.68124
1.69020
2173.913
2127.660
2083.333
2040.816
1.4451
1.4765
1.5080
1.5394
.166190
.173494
.180956
.168574
Square
Root
Cube
.000064
.000125
0.1000
0.1414
0.1732
0.2000
0.2236
.0036
.0049
.0064
.0081
.0100
.000216
.000343
.000512
.000729
.001000
.11
.12
.13
.14
.15
.0121
.0144
.0169
.01 96
.0225
.16
.17
.18
.1 9
.20
.0256
.0289
.0324
.0361
.0400
.21
.22
.23
.24
.25
C,be
No.
Square
.01
.02
.03
.04
.05
.0001
.0004
.0009
.0016
.0025
.000001
.06
.07
.08
.09
.10
.000008
.000027
AMERICAN
Root
l ogarithm
INSTITUTE OF STEEL CONSTRUCTION
393
.50
FUNCTIONS OF NUMBERS
.99
No. "'" Diameter
1000
X
Reciprocal
Circum.
Area
1.69897
1.70757
1.71600
1.72428
1.73239
2000.000
1960.784
1923.077
1886.793
1851.852
1.5708
1. 6022
1 .6336
1.6650
1.6965
.1 9635
.20428
.21237
.22062
.22902
0.8193
0.8243
0.8291
0.8340
0.8387
1.74036
1.74819
1.75587
1.76343
1.77085
1818.182
1785.714
1754 .386
1724.138
1694.915
1 .7279
1. 7593
1. 7907
1.8221
1.8535
.23758
.24830
.25518
.26421
.27340
0.7746
0.7810
0.7874
0.7937
0.8000
0.8434
0.8481
0.8527
0.8573
0.8618
1.77815
1.78533
1.79239
1.79934
1.80618
1666 .667
1639 .344
1612.903
1587.302
1562 .500
1.8850
1.9164
1.9478
1.9792
2.0106
.28274
.29225
.30191
.311 73
.32170
.274625
.287496
.300763
.314432
.328509
0 .8062
0.8124
0.8185
0.8246
0.8307
0.8662
0.8707
0.8750
0.8794
0.8837
1.81291
1. 81954
1.82607
1. 83251
1 .83885
1538.462
1515.152
1492.537
1470.588
1449.275
2.0420
2.0735
2.1049
2. 1363
2. 1677
.33183
.34212
.35257
.36317
.37393
.4900
.5041
.5184
.5329
.5476
.343000
.357911
.373248
.389017
.405224
0.8367
0.8426
0.8485
0.8544
0.8602
0.8879
0 .8921
0 .8963
0.9004
0.9045
1.84510
1.85126
1.85733
1.86332
1.86923
1428.571
1408 .451
1388.889
1369 .863
1351.351
2.1991
2 .2305
2 .2620
2.2934
2.3248
.38485
.39592
.40715
.41854
.43008
.75
.76
.77
.78
.79
.5625
.5776
.5929
.6241
.421875
.438976
.456533
.474552
.493039
0.8660
0.8718
0.8775
0 .8832
0.8888
0.9086
0.9126
0.9166
0.9205
0.9244
1 .87506
1 .88081
1.88649
1.89209
1 .89763
1333.333
1315 .790
1298 .701
1282 .051
1265.823
2.3562
2.3876
2.4190
2.4504
2.4819
.44179
.45365
.46566
.47784
.49017
.80
.81
.. 82
.83
.84
.6400
.6561
.6724
.6889
.7056
.512000
.531441
.551368
.571787
.592704
0.8944
0.9000
0.9055
0.91 10
0.9165
0 .9283
0.9322
0 .9360
0.9398
0.9435
1. 90309
1. 90849
1. 91381
1.91908
1.92428
1250.000
1234.568
1219.512
1204.819
1190.476
2.5133
2.5447
2.5761
2.6075
2.6389
.50266
.51 530
.52810
.54106
.55418
.85
.86
.87
.88
.89
.7225
.7396
.7569
.7744
.7921
.614125
.636056
.658503
.681472
.704969
0.9220
0.9274
0 .9327
0 .9381
0 .9434
0.9473
0.9510
0.9546
0.9583
0.9619
1.92942
1.93450
1.93952
1.94448
1.94939
1176.471
1162 .791
1149.425
1136.364
1123.596
2.6704
2.7018
2.7332
2.7546
2.7960
.56745
.58088
.59447
.60821
.62211
.90
.91
.92
.93
.94
.8100
.8281
.8464
.8649
.8836
.729000
.753571
.778688
.804357
.830584
0.9487
0.9539
0.9592
0.9644
0.9695
0.9655
0.9691
0.9726
0.9761
0.9796
1 .95424
1.95904
1.96379
1.96848
1.9731 3
1111.111
1098.901
1086.957
1075.269
1063.830
2 .8274
2 .8589
2 .8903
2 .9217
2.9531
.63617
.65039
.66476
.67929
.69398
.95
.96
.97
.98
.99
.9025
.9216
.9409
.9604
.9801
.857375
.884736
.912673
.941192
.970299
0.9747
0.9798
0.9849
0 .9899
0.9950
0.9830
0.9865
0.9899
0.9933
0.9967
1.97772
1.98227
1.98677
1.99123
1.99564
1052 .632
1041.667
1030 .928
1020 .408
1010.101
2.9845
3 .01 59
3.0473
3 .0788
3. 1102
.70882
.72382
.73898
.75430
.76977
SA~~~e
Cube
Root
Logarithm
. 125000
.132651
.140608
. 148877
.157464
0.7071
0.7141
0.7211
0.7280
0 .7348
0.7937
0 .7990
0.8041
0.8093
0.8143
.3025
.3136
.3249
.3364
.3481
.166375
.175616
.1 85193
.1 95112
.205379
0.7416
0 .7483
0 .7550
0.7616
0.7681
.60
.61
.62
.63
.64
.3600
.3721
.3844
.3969
.4096
.216000
.226981
.238328
.250047
.262144
.65
.66
.67
.68
.69
.4225
.4356
.4489
.4624
.4761
.70
.71
.72
.73
.74
No.
Square
.50
.51
.52
.53
.54
.2500
.2601
.2704
.2809
.2916
.55
.56
.57
.58
.59
.6084
Cube
AMERICAN
INST ITUTE
OF STEEL CONSTRUCTION
394
1
FUNCTIONS OF NUMBERS
49
N,.
Square
Cube
SA~~~8
,
Cube
Root
Logarithm
1.0000
1.2599
1 .4422
1. 5874
1.71 00
0.00000
0.30103
0.47712
0.60206
0.69897
1000
X
Reciprocal
No. - Diameter
Circum.
Area
1000.000
500.000
333.333
250.000
200 .000
3 .142
6.283
9.425
12.566
15.708
0.7854
3.1416
7 .0686
12.5664
19.6350
1
2
3
4
5
1
4
9
16
25
1
8
27
64
125
1.0000
1.4142
1 .7321
2 . 0000
2.2361
6
7
8
9
10
36
49
64
81
100
216
343
512
729
1000
2.4495
2 . 6458
2 . 8284
3.0000
3 .1 623
1.8171
1.9129
2.0000
2.0801
2. 1544
0.77815
0.84510
0.90309
0.95424
1.00000
166.667
142.857
125.000
111.111
100.000
18.850
21 .991
25.133
28.274
31.416
28.2743
38.4845
50.2655
63.6173
78.5398
11
12
13
14
15
121
144
169
196
225
1331
1728
2197
2744
3375
3 . 3166
3 .4641
3 . 6056
3 .7417
3.8730
2.2240
2 .2894
2.3513
2.4101
2.4662
1.04139
1.07918
1.11 394
1.14613
1. 17609
90.9091
83.3333
76 .9231
71.4286
66 .6667
34.558
37 .699
40 .841
43.982
47 .124
95.0332
11 3 .097
132.732
153.938
176.715
16
17
18
19
20
256
289
324
361
400
4096
4913
5832
6859
8000
4.0000
4.1231
4.2426
4.3589
4.4721
2 .5198
2.5713
2.6207
2 .6684
2.7144
1 .20412
1 .23045
1.25527
1.27875
1.30103
62.5000
58 .8235
55 .5556
52 .6316
50.0000
50.265
53.407
56.549
59.690
62 .832
201 .062
226 .980
254 .469
283 .529
314 .1 59
21
22
23
24
25
441
484
529
576
625
9261
10648
12167
13824
15625
4.5826
4.6904
4.7958
4 .8990
5.0000
2 .7589
2.8020
2.8439
2.8845
2 .9240
1 .3 =
1.34242
1 .36173
1.38021
1.39794
47.6190
45.4545
43.4783
41 .6667
40.0000
65.973
69.115
72.257
75.398
78.540
346.361
380 .1 33
415.476
452.389
490 .874
26
27
28
29
30
676
729
784
841
900
17576
19683
21952
24389
27000
5.0990
5. 1962
5.2915
5.3852
5.4772
2 .9625
3.0000
3.0366
3.0723
3. 1072
1.41 497
1.43136
1.44716
1.46240
1.47712
38.4615
37.0370
35.7143
34.4828
33. 3333
81.681
84.823
87.965
91.106
94.248
530 .929
572.555
615 .752
660.520
706 .858
31
32
33
34
35
961
1024
1089
1156
1225
29791
32768
35937
39304
42875
5 .5678
5.6569
5.7446
5 .8310
5 .9161
3. 1414
3.1748
3.2075
3.2396
3.2711
1.49136
1.50515
1.51851
1.53148
1.54407
32.2581
31.2500
30.3030
29.4118
28.5714
97.389
100. 531
103.673
106.814
109.956
754.768
804.248
855.299
907.920
962.113
36
37
38
39
40
1296
1369
1444
1521
1600
46656
50653
54872
59319
64000
6.0000
6.0828
6. 1644
6.2450
6. 3246
3.3019
3.3322
3.3620
3 .3912
3.4200
1.55630
1.56820
1.57978
1.59106
1 .60206
27.7778
27 .0270
26 .3158
25 .6410
25 .0000
11 3.097
116 .239
11 9 .381
122.522
125.66
1017 .88
1075 .21
1134.11
11 94.59
1256.64
41
42
43
44
45
1681
1764
1849
1936
2025
68921
74088
79507
85184
91125
6.4031
6.4807
6.5574
6 .6332
6.7082
3.4482
3.4760
3.5034
3.5303
3.5569
1.61 278
1.62325
1.63347
1. 64345
1.65321
24.3902
23.8095
23.2558
22.7273
22 .=
128.81
131.95
135.09
138.23
141.37
1320.25
1385.44
1452.20
1520.53
1590.43
46
47
48
49
2116
2209
2304
2401
97336
103823
110592
117649
6.7823
6.8557
6.9282
7.0000
3.5830
3.6088
3.6342
3.6593
1.66276
1.67210
1.681 24
1. 69020
21.7391
21 .2766
20.8333
20.4082
144 .51
147.65
150 .80
153.94
1661. 90
1734 .94
1809.56
1885 . 74
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
395
50
99
FUNCTIONS OF NUMBERS
N,.
Square
Cube
SQuare
Root
Cube
Root
Logarithm
1000
X
No. "" Diameter
Reciprocal
Circum.
Area
50
51
52
53
54
2500
2601
2704
2809
2916
125000
132651
140608
148877
157464
7.0711
7.1414
7.2111
7.2801
7.3485
3.6840
3.7084
3.7325
3.7563
3.7798
1.69897
1.70757
1.71600
1.72428
1.73239
20.0000
19.6078
19.2308
18.8679
18.5185
157.08
160. 22
163 .36
166.50
169. 65
1963.50
2042.82
2123.72
2206.18
2290.22
55
56
57
59
3025
3136
3249
3364
3481
166375
175616
185193
195112
205379
7.4162
7.4833
7.5498
7.6158
7.6811
3.8030
3.8259
3.8485
3.8709
3.8930
1.74036
1.74819
1.75587
1.76343
1.77085
18 . 1818
17.8571
17 .5439
17.2414
16.9492
172 .79
175.93
179.07
182. 21
185.35
2375.83
2463.01
2551.76
2642.08
2733.97
60
61
62
63
64
3600
3721
3844
3969
4096
216000
226981
238328
250047
262144
7.7460
7.8102
7.8740
7.9373
8.0000
3.9149
3.9365
3.9579
3.9791
4.0000
1.77815
1.78533
1.79239
1.79934
1.80618
16.6667
16.3934
16.1290
15.8730
15.6250
188.50
191.64
194.78
197.92
201.06
2827.43
2922 .47
3019 .07
3117 .25
3216.99
65
66
67
68
69
4225
4356
4489
4624
4761
274625
287496
300763
314432
328509
8.0623
8.1240
8.1854
8.2462
8.3066
4.0207
4.0412
4.0615
4.0817
4.1016
1.81291
1.81954
1.82607
1.83251
1.83885
15.3846
15.1515
14 .9254
14.7059
14.4928
204.20
207.35
210.49
213.63
216.77
3318.31
3421.19
3525.65
3631.68
3739.28
70
71
72
73
74
4900
5041
5184
5329
5476
343000
357911
373248
389017
405224
8.3666
8.4261
8.4853
8.5440
8.6023
4.1213
4 . 1408
4.1602
4.1793
4.1983
1.84510
1. 85126
1. 85733
1. 86332
1. 86923
14.2857
14.0845
13.8889
13.6986
13.5135
219.91
223.05
226.19
229 .34
232 .48
3848.45
3959. 19
4071.50
41 85.39
4300.84
75
76
77
78
79
·5625
5776
5929
6084
6241
421875
438976
456533
474552
493039
8.6603
8.7178
8.7750
8.8318
8 .8882
4.2172
4.2358
4.2543
4.2727
4.2908
1.87506
1.88081
1.88649
1. 89209
1.89763
13.3333
13.1579
12.9870
12.8205
12.6582
235 .62
238 .76
241. 90
245.04
248.19
4417 .86
4536.46
4656.63
4778.36
4901.67
80
81
82
83
84
6400
6561
6724
6889
7056
512000
531441
551368
571787
592704
8 .9443
9 .0000
9 .0554
9.1104
9.1652
4.3089
4.3267
4.3445
4.3621
4.3795
1.90309
1.90849
1.91381
1.91908
1.92428
12.5000
12.3457
12. 1951
12.0482
11.9048
251 .33
254.47
257.61
260.75
263.89
5026.55
5153.00
5281 .02
5410.61
5541. 77
85
86
87
88
89
7225
7396
7569
7744
7921
614125
636056
658503
681472
704969
9.2195
9.2736
9.3274
9.3808
9.4340
4.3968
4.4140
4.4310
4.4480
4.4647
1.92942
1.93450
1.93952
1.94448
1.94939
11.7647
11.6279
11.4943
11.3636
11.2360
267.04
270.18
273. 32
276.46
279.60
5674.50
5808.80
5944.68
6082.12
6221.14
90
91
92
93
8100
8281
729000
753571
778688
804357
830584
9.4868
9 .5394
9.5917
9.8437
9.6954
4.4814
4.4979
4.5144
4.5307
4.5468
1.95424
1.95904
1.96379
1.96846
1.97313
11.1111
10. 9890
10.8696
10.7527
10.6383
282 .74
285.88
289.03
292.17
295 .31
6361.73
6503.88
6647 .61
6792.91
6939.78
857375
884736
912673
941192
970299
9.7468
9.7980
9.8489
9.8995
9.9499
4.5629
4.5789
4.5947
4.6104
4.6261
1.97772
1.98227
1.98677
1.991 23
1.99564
10.5263
10.4167
10.3093
10.2041
10.1010
298.45
301.59
304. 73
307 .88
31 1.02
7088.22
7238.23
7389.81
7542.96
7697.69
58
8464
94
8649
8836
95
96
97
98
99
9216
9409
9604
9801
9025 ~
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
/
396
100
FUNCTIONS OF NUMBERS
149
No.
Square
Cube
S~~'::te
Cube
Root
Logarithm
No. "" Diameter
1000
X
Reciprocal
Circum.
Area
100
101
102
103
104
10000
10201
10404
10609
10816
1000000
1030301
1061208
1092727
1124864
10.0000
10.0499
10.0995
10.1489
10.1980
4.6416
4.6570
4.6723
4.6875
4.7027
2.00000
2.00432
2.00860
2.01284
2 . 01703
10.0000
9.90099
9.80392
9.70874
9.61538
314.16
317.30
320.44
323.58
326.73
7853.98
8011.85
8171.28
8332.29
8494.87
105
106
107
108
109
11025
11236
11449
11664
11881
1157625
1191016
1225043
1259712
1295029
10 . 2470
10.2956
10 . 3441
10.3923
10.4403
4.7177
4.7326
4.7475
4.7622
4.7769
2 . 02119
2.02531
2.02938
2.03342
2.03743
9.52381
9.43396
9.34579
9.25926
9.17431
329.87
333.01
336 . 15
339.29
342.43
8659.01
8824.73
8992.02
9160.88
9331 .32
110
111
112
113
114
12100
12321
12544
12769
12996
1331000
1367631
1404928
1442897
1481544
10.4881
10.5357
10.5830
10.6301
10.6771
4.7914
4 . 8059
4 . 8203
4 .8346
4 . 8488
2.04139
2.04532
2.04922
2.05308
2.05690
9.09091
9.00901
8.92857
8 . 84956
8.77193
345.58
348.72
351.86
355.00
358.14
9503.32
9676.89
9852.03
10028.7
10207.0
115
116
117
118
119
13225
13456
13689
13924
14161
1520875
1560896
1601613
1643032
1685159
10.7238
10.7703
10.8167
10.8628
10.9087
4.8629
4.8770
4.8910
4.9049
4.9187
2.06070
2.06446
2.06819
2.07188
2.07555
8.69565
8.62069
8 . 54701
8.47458
8.40336
361.28
364.42
367.57
370.71
373.85
10386.9
10568.3
10751.3
10935.9
11122.0
120
121
122
123
124
14400
14641
14884
15129
15376
1728000
1771561
1815848
1860867
1906624
10.9545
11.0000
11.0454
11.0905
11.1355
4.9324
4.9461
4.9597
4 .9732
4 .9866
2.07918
2.08279
2.08636
2.08991
2.09342
8.33333
8.26446
8.19672
8.13008
8.06452
376.99
380.13
383.27
386.42
389.56
11309.7
11499 . 0
11689 :9
11882.3
12076 . 3
125
126
127
128
129
15625
15876
16129
16384
16641
1953125
2000376
2048383
2097152
2146689
11.1803
11.2250
11 . 2694
11.3137
11 . 3578
5.0000
5.0133
5 . 0265
5.0397
5 . 0528
2.09691
2.10037
2.10380
2.10721
2.11059
8.00000
7.93651
7.87402
7.81250
7.75194
392.70
395.84
398.98
402.12
405.27
12271.8
12469.0
12667.7
12868.0
13069.8
130
131
132
133
134
16900
17161
17424
17689
17956
2197000
2248091
2299968
2352637
2406104
11.4018
11.4455
11.4891
11.5326
11.5758
5.0658
5.0788
5.0916
5.1045
5.1172
2 . 11394
2.11727
2.12057
2.12385
2.12710
7.69231
7 .63359
7.57576
7.51880
7.46269
408 .41
411 . 55
414.69
417.83
420.97
13273.2
13478.2
13684.8
13892.9
14102.6
135
136
137
138
139
18225
18496
18769
19044
19321
2460375
I 2571353
2628072
2685619
11.6190
11.6619
11.7047
11.7473
11.7898
5.1299
5.1426
5.1551
5 .1676
5.1801
2.13033
2.13354
2.13672
2.13988
2.14301
7.40741
7.35294
7 . 29927
7 . 24638
7.19424
424.12
427.26
430.40
433 . 54
436.68
14313.9
14526.7
14741.1
14957.1
15174.7
140
141
142
143
144
19600
19881
20164
20449
20736
2744000
2803221
2863288
2924207
2985984
11.8322
11.8743
11.9164
11.9583
12.0000
5.1925
5.2048
5.2171
5.2293
5.2415
2.14613
2.14922
2.15229
2.15534
2.15836
7.14286
7.09220
7.04225
6.99301
6.94444
439.82
442.96
446.11
449.25
452.39
15393.8
15614.5
15836.8
16060.6
16286.0
145
146
147
148
149
21025
21316
21609
21904
22201
3048625
3112136
3176523
3241792
3307949
12.0416
12.0830
12.1244
12.1655
12.2066
5.2536
5.2656
5.2776
5.2896
5.3015
2.16137
2.16435
2.16732
2.17026
2.17319
6.89655
6.84932
6.80272
6.75676
6.71141
455.53
458.67
461.81
464.96
468.10
16513.0
16741.5
16971.7
17203.4
17436.6
I 2515456
I
AMERICAN
INSTITUTE OF S T EEL CONSTRUCTION
397
150
FUNCTIONS OF NUMBERS
199
No . ... Diameter
1000
X
Reciprocal
Circum.
Area
2.17609
2.17898
2.18184
2.18469
2.18752
6.66667
6.62252
6.57895
6.53595
6.49351
471 .24
474.38
477 .52
480.66
483.81
17671.5
17907.9
18145.8
18385.4
18626.5
5.3717
5.3832
5.3947
5.4061
5.4175
2.19033
2.19312
2.19590
2.19866
2.20140
6.45161
6.41026
6.36943
6.32911
6.28931
486.95
490 .09
493.23
496.37
499.51
18869.2
19113.4
19359.3
19606.7
19855 .7
12.6491
12 .6886
12.7279
12.7671
12.8062
5.4288
5.4401
5.4514
5.4626
5.4737
2.20412
2.20683
2.20952
2.21219
2.21484
6.25000
6.21118
6.17284
6.13497
6.09756
502.65
505.80
508.94
512.08
515.22
20106.2
20358.3
20612.0
20867.2
21124.1
4492125
4574296
4657463
4741632
4826809
12.8452
12 .8841
12.9228
12.9615
13.0000
5.4848
5.4959
5.5069
5.5178
5.5288
2.21748
2.22011
2.22272
2.22531
2.22789
6.06061
6.02410
5.98802
5.95238
5.91716
518.36
521 .50
524.65
527.79
530.93
21382.5
21642.4
21904.0
22167.1
22431 . 8
28900
29241
29584
29929
30276
4913000
5000211
5088448
5177717
5268024
13.0384
13.0767
13.1149
13.1529
13.1909
5.5397
5.5505
5.5613
5.5721
5.5828
2.23045
2.23300
2.23553
2 .23805
2.24055
5.88235
5.84795
5.81395
5.78035
5.74713
534.07
537.21
540.35
543.50
546.64
22698.0
22965 .8
23235.2
23506.2
23778.7
175
176
177
178
179
30625
30976
31329
31684
32041
5359375
5451776
5545233
5639752
5735339
13.2288
13.2665
13.3041
13.3417
13.3791
5.5934
5.6041
5.6147
5.6252
5.6357
2.24304
2.24551
2.24797
2.25042
2.25285
5.71429
5.68182
5.64972
5.61798
5.58659
549.78
552.92
556.06
559.20
562.35
24052.8
24328.5
24605.7
24884.6
25164.9
180
181
182
183
184
32400
32761
33124
33489
33856
5832000
5929741
6028568
6128487
6229504
13.4164
13.4536
13.4907
13.5277
13.5647
5.6462
5 .6567
5.6671
5.6774
5.6877
2.25527
2.25768
2.26007
2.26245
2.26482
5.55556
5.52486
5.49451
5.46448
5.43478
565.49
568.63
571.77
574.91
578.05
25446.9
25730.4
26015.5
26302.2
26590.4
185
186
187
188
189
34225
34596
34969
35344
35721
6331625
6434856
6539203
6644672
6751269
13.6015
13.6382
13.6748
13.7113
13.7477
5 .6980
5.7083
5.7185
5.7287
5 .7388
2.26717
2.26951
2.27184
2.27416
2.27646
5.40541
5.37634
5.34759
5.31915
5.29101
581.19
584.34
587.48
590.62
593.76
26880.3
27171 .6
27464.6
27759.1
28055.2
190
191
192
193
194
36100
36481
36864
37249
37636
6859000
6967871
7189057
7301384
13.7840
13.8203
13.8564
13.8924
13.9284
5.7489
5.7590
5.7690
5.7790
5.7890
2.27875
2.28103
2.28330
2.28556
2.28780
5.26316
5.23560
5.20833
5.18135
5 . 15464
596.90
600.04
603.19
606.33
609.47
28352.9
28652.1
28952.9
29255.3
29559.2
195
196
197
198
199
38025
38416
38809
39204
39601
7414875
7529536
7645373
7762392
7880599
13.9642
14.0000
14.0357
14.0712
14.1067
5 .7989
5.8088
5.8186
5.8285
5.8383
2.29003
2.29226
2.29447
2.29667
2.29885
5.12821
5.10204
5.07614
5 .05051
5.02513
612.61
615.75
618.89
622.04
625.18
29864.8
30171.9
30480.5
30790.7
31102.6
Cube
s~~~~e
Cube
Ro ot
Logarithm
22500
22801
23104
23409
23716
3375000
3442951
3511808
3581577
3652264
12.2474
12.2882
12.3288
12.3693
12.4097
5.3133
5.3251
5.3368
5.3485
5.3601
155
156
157
158
159
24025
24336
24649
24964
25281
3723875
3796416
3869893
3944312
4019879
12.4499
12.4900
12.5300
12.5698
12.6095
160
161
162
163
164
25600
25921
26244
26569
26896
4096000
4173261
4251528
4330747
4410944
165
166
167
168
169
27225
27556
27889
28224
.28561
170
171
172
173
174
No.
Square
150
151
152
153
154
7077888
AMERICAN
I NSTITUTE OF 5 rEEL CONSTRUCTION
0
398
200
249
FUNCTIONS OF NUMBERS
1000
No.
Square
Cube
~6
C,be
Roo.
logar ithm
200
201
202
203
204
40000
40401
40804
41209
41616
8000000
8120601
8242408
8365427
8489664
14.1421
14.1774
14.2127
14.2478
14.2829
5.8480
5.8578
5.8675
5.8771
5.8868
205
206
207
208
209
42025
42436
42849
43264
43681
8615125
8741816
8869743
8998912
9129329
14.3178
14.3527
14.3875
14.4222
14.4568
210
21 1
212
213
214
44100
44521
44944
45369
45796
9261000
9393931
9528128
9663597
9800344
215
216
217
218
219
46225
46656
47089
47524
47961
220
221
222
223
224
225
226 '
227
228
X
No. = Diameter
Reci~rocal
Circum.
Area
2.30103
2.30320
2.30535
2.30750
2.30963
5.00000
4.97512
4.95050
4.92611
4 .90196
628.32
631.46
634.60
637.74
640.88
31415.9
31730.9
32047.4
32365.5
32685.1
5.8964
5.9059
5.9155
5.9250
5.9345
2.31 175
2.31387
2.31597
2.31806
2 .32015
4.87805
4.85437
4.83092
4.80769
4.78469
644.03
647.17
650.31
653.45
656.59
33006.4
33329 .2
33653.5
33979.5
34307 .0
14.4914
14.5258
14.5602
14.5945
14.6287
5.9439
5 .9533
5 .9627
5.9721
5.9814
2.32222
2 .32428
2.32634
2 .32838
2.33041
4.76190
4.73934
4.71698
4.69484
4.67290
659.73
662.88
666 .02
669 .16
672 .30
34636 .1
34966.7
35298 .9
35632 .7
35968.1
9938375
10077696
1021831 3
10360232
10503459
14.6629
14.6969
14.7309
14.7648
14.7986
5.9907
6.0000
6.0092
6.0185
6.0277
2 .33244
2.33445
2 .33646
2 .33846
2.34044
4.65116
4.62963
4 .60829
4 .58716
4.56621
675.44
678 .58
681 .73
684.87
688.01
36305.0
36643.5
36983.6
37325.3
37668.5
48400
48841
49284
49729
50176
10648000
10793861
10941048
11089567
11239424
14.8324
14 .8661
14.8997
14.9332
14.9666
6.0368
6.0459
6.0550
6.0641
6.0732
2 .34242
2.34439
2.34635
2 .34830
2.35025
4.54545
4 .52489
4.50450
4.48430
4.46429
691 .15
694 .29
697 .43
700.58
703.72
38013.3
38359.6
38707.6
39057.1
39408.1
229
50625
51076
51529
51984
52441
11390625
11543176
11697083
11852352
12008989
15.0000
15.0333
15.0665
15.0997
15.1327
6.0822
6 .0912
6.1002
6. 1091
6. 11 80
2.35218
2.35411
2.35603
2.35793
2.35984
4.44444
4.42478
4.40529
4.38596
4.36681
706.86
710.00
713.14
716 .28
719.42
39760 .8
40115.0
40470.8
40828.1
41187.1
230
231
232
233
234
52900
53361
53824
54289
54756
12167000
12326391
12487168
12649337
12812904
15.1658
15. 1987
15 .2315
15.2643
15.2971
6. 1269
6.1358
6.1446
6.1534
6.1622
2 .36173
2.36361
2.36549
2.36736
2.36922
4.34783
4 .32900
4.31034
4.29185
4.27350
722 .57
725.71
728.85
731 .99
735.13
41547.6
41909.6
42273 .3
42638.5
43005.3
235
236
237
238
239
5522p
12977875
13144256
13312053
13481272
13651919
15.3297
15.3623
15.3948
15.4272
15.4596
6.1710
6.1797
6.1885
6.1972
6.2058
2.37107
2.37291
2.37475
2.37658
2.37840
4.25532
4 .23729
4.21941
4.20168
4.18410
738.27
741 .42
744.56
747.70
750.84
43373.6
43743.5
44115.0
44488.1
44862.7
240
241
242
243
244
57600
58081
59049
59536
13824000
13997521
14172488
14348907
14526784
15.4919
15.5242
15.5563
15.5885
15.6205
6.2145
6.2231
6 .2317
6.2403
6 .2488
2 .38021
2 .38202
2.38382
2.38561 .
2.38739
4.16667
4.14938
4.13223
4.11523
4 .09836
753.98
757.12
760.27
763.41
766.55
45238.9
45616.7
45996.1
46377.0
46759.5
245
246
247
248
249
60025
60516
61009
61504
62001
14706125
14886936
15069223
15252992
15438249
15.6525
15 .6844
15.7162
15 .7480
15. 7797
6.2573
6.2658
6.2743
6.2828
6.2912
2.38917
2.39094
2.39270
2.39445
2.39620
4.08163
4.06504
4.04858
4.03226
4.01606
769.69
772.83
775. 97
779.12
782.26
47143.5
47529.2
47916.4
48305 .1
48695.5
I
55696
56169
56644
5712
1
58564
AM ERIC AN
INSTITUTE OF STEEL. CONSTRUCTION
..
399
250
299
FUNCTIONS OF NUMBERS
Square
Root
Cube
Root
logarithm
15625000
15813251
16003008
16194277
16387064
15.8114
15.8430
15.8745
15.9060
15.9374
6.2996
6.3080
6.3164
6.3247
6 .3330
65025
65536
66049
66564
67081
16581375
16777216
16974593
17173512
17373979
15.9687
16.0000
16.0312
16.0624
16.0935
260
261
262
263
264
67600
68121
68644
69169
69696
17576000
17779581
17984728
18191447
18399744
265
266
267
268
269
70225
70756
71289
71824
72361
18609625
18821096
270
271
272
273
274
N,.
Square
250
251
252
253
254
62500
63001
63504
64009
64516
255
256
257
258
259
Cube
1000
X
No. = Diameter
R eciprocal
Circum.
Area
2.39794
2.39967
2 .40140
2.40312
2.40483
4.00000
3.98406
3 .96825
3.95257
3.93701
785.40
788 .54
791.68
794 .82
797.96
49087.4
49480.9
49875.9
50272.6
50670.7
6.3413
6.3496
6.3579
6.3661
6 .3743
2.40654
2.40824
2.40993
2.41 162
2.41330
3 .92157
3.90625
3.89105
3.87597
3 .86100
801.1 1·
804.25
807.39
810.53
813.67
51070.5
51471.9
51874.8
52279.2
52685.3
16.1245
16.1555
16 . 1864
16 .2173
16 .2481
6. 3825
6.3907
6.3988
6.4070
6.4151
2.41497
2.41664
2.41830
2 .41996
2.42160
3.84615
3.83142
3.81679
3.80228
3.78788
816 .81
819 .96
823.10
826 .24
829.38
53092.9
53502.1
53912.9
54325.2
54739 . 1
19248832
19465109
16 .2788
16.3095
16.3401
16 .3707
16.4012
6.4232
6.4312
6.4393
6.4473
6.4553
2.42325
2.42488
2.42651
2.42813
2.42975
3.77358
3.75940
3.74532
3.73134
3.71747
832.52
835.66
838.81
841.95
845.09
55154.6
55571.6
55990.2
56410.4
56832.2
72900
73441
73984
74529
75076
19683000
19902511
20123648
20346417
20570824
16.4317
16.4621
16.4924
16.5227
16.5529
6.4633
6.4713
6.4792
6.4872
6.4951
2.43136
2.43297
2.43457
2.43616
2.43775
3.70370
3.69004
3.67647
3 .66300
3 .64964
848.23
851.37
854.51
857.65
860.80
57255.5
57680.4
58106 .9
58534.9
58964.6
275
276
277
278
279
75625
76176
76729
77284
77841
20796875
21024576
21253933
21484952
21717639
16.5831
16.6132
16.6433
16.6733
16.7033
6.5030
6.5108
6.5187
6.5265
6.5343
2.43933
2.44091
2.44248
2.44404
2.44560
3 .63636
3.62319
3.61011
3.59712
3.58423
863.94
867.08
870.22
873.36
876.50
59395. 7
59828:5
60262.8
60698. 7
61 136.2
280
281
282
283
284
78400
78961
79524
80089
80656
21952000
22188041
22425768
22665187
22906304
16.7332
16.7631
16.7929
16 .8226
16 .8523
6.5421
6.5499
6.5577
6.5654
6.5731
2.44716
2.44871
2.45025
2.45179
2.45332
3 . 57143
3.55872
3.54610
3 .53357
3 .52113
879.65
882.79
885.93
889.07
892.21
61575.2
620,1 5.8
62458.0
62901.8
63347. 1
285
286
287
288
289
81225
81796
82369
82944
83521
23149125
23393656
23639903
23887872
24137569
16 .8819
16.9115
16.9411
16 .9706
17.0000
6.5808
6.5885
6.5962
6.6039
6.6115
2.45484
2.45637
2.45788
2.45939
2.46090
3 .50877
3.49650
3.48432
3.47222
3.46021
895.35
898.50
901.64
904.78
907.92
63794.0
64242.4
64692 .5
65144.1
65597 .2
29Q
294
84100
84681
85264
85849
86436
24389000
24642171
24897088
25153757
25412184
17.0294
17.0587
17 .0880
17. 1172
17.1464
6.6191
6.6267
6.6343
6.6419
6.6494
2.46240
2.46389
2.46538
2.46687
2.46835
3.44828
3.43643
3.42466
3.41297
3.40136
911.06
914.20
917 .35
920.49
923.63
66052.0
66508.3
66966 .2
67425.6
67886.7
295
296
297
298
299
87025
87616
88209
88804
89401
25672375
25934336
26198073
26463692
26730899
17. 1756
17 .2047
17.2337
17.2627
17.2916
6.6569
6.6644
6 .6719
6.6794
6.6869
2.46982
2.47129
2.47276
2.47422
2.47567
3.38983
3.37838
3.36700
3.35570
3.34448
926.77
929.91
933.05
936. 19
939 .34
68349.3
68813 .4
69279 .2
69746.5
70215.4
291
292
293
19034163
AMERICAN
INSTITUTE OF STEEL
CONSTRUCTION
'/
400
300
349
N,.
FUNCTIONS OF NUMBERS
Square
Cube
Root
Cube
Root
Logarithm
Square
1000
X
No. = Diameter
Reciprocal
Circum.
Area
3Q4
90000
90601
91204
91809
92416
27000000
27270901
27543608
27818127
28094464
17.3205
17.3494
17.3781
17.4069
17.4356
6.6943
6 .7018
6.7092
6.7166
6.7240
2.47712
2.47857
2.48001
2.48144
2.48287
3.33333
3.32226
3. 31126
3.30033
3.28947
942.48
945.62
948.76
951.90
955.04
70685.8
71157.9
71631.5
72106.6
72583 .4
305
306
307
308
309
93025
93636
94249
94864
95481
28372625
28652616
28934443
29218112
29503629
17.4642
17.4929
17.5214
17.5499
17.5784
6.7313
6.7387
6.7460
6.7533
6.7606
2.48430
2.48572
2.48714
2.48855
2.48996
3.27869
3.26797
3.25733
3.24675
3.23625
958 .19
961.33
964.47
967.61
970.75
73061.7
73541.5
74023.0
74506.0
74990.6
310
311
312
313
314
96100
96721
97344
97969
98596
29791000
30080231
30371328
30664297
30959144
17.6068
17.6352
17.6635
17.6918
17.7200
6.7679
6.7752
6 .7824
6.7897
6.7969
2.49136
2.49276
2.49415
2.49554
2.49693
3.22581
3.21543
3.20513
3.19489
3.18471
973.89
977.04
980.18
983.32
986.46
75476.8
75964.5
76453 .8
76944.7
77437.1
315
316
317
318
319
99225
99856
100489
101124
101761
31255875
31554496
31855013
32157432
32461759
17.7482
17.7764
17.8045
17.8326
17.8606
6.8041
6.8113
6.8185
6.8256
6.8328
2.49831
2.49969
2 .50106
2.50243
2.50379
3.17460
3.16456
3.15457
3.14465
3.13480
989.60
992.74
995.88
999.03
1002.2
77931.1
78426.7
78923.9
79422.6
79922.9
320
321
322
323
324
102400
103041
103684
104329
104976
32768000
33076161
33386248
33698267
34012224
17.8885
17.9165
17.9444
17.9722
18.0000
6 .8399
6.8470
6 .8541
6.8612
6.8683
2.50515
2.50651
2.50786
2.50920
2.51055
3.12500
3.11526
3 . 10559
3.09598
3.08642
1005.3
1008.5
1011.6
1014.7
1017.9
80424.8
80928.2
81433 .2
81939.8
82448.0
325
326
327
328
329
105625
106276
106929
107584
108241
34328125
34645976
34965783
35287552
35611289
18.0278
18.0555
18.0831
18.1108
18.1384
6.8753
6.8824
6.8894
6.8964
6 .9034
2.51188
2.51322
2.51455
2.51587
2.51720
3.07692
3.06749
3.05810
3.04878
3.03951
1021.0
1024.2
1027.3
1030.4
1033.6
82957.7
83469 .0
83981 .8
84496.3
85012.3
330
331
332
333
334
108900
109561
110224
110889
111556
35937000
36264691
36594368
36926037
37259704
18.1659
18.1934
18.2209
18.2483
18.2757
6 .9104
6.9174
6.9244
6.9313
6.9382
2.51851
2 .51983
2 .52114
2.52244
2.52375
3.03030
3.02115
3.01205
3.00300
2.99401
1036.7
1039.9
1043.0
1046.2
1049.3
85529.9
86049.0
86569.7
87092.0
87615.9
335
336
337
338
339
112225
112896
113569
114244
114921
37595375
37933056
38272753
38614472
38958219
18.3030
18.3303
18.3576
18.3848
18.4120
6.9451
6.9521
6.9589
6.9658
6.9727
2.52504
2.52634
2.52763
2.52892
2.53020
2 .98507
2. 97619
2. 96736
2.95858
2.94985
1052.4
1055.6
1058.7
1061.9
1065 .0
88141.3
88668.3
89196.9
89727.0
90258.7
340
341
342
343
344
115600
116281
116964
117649
118336
39304000
39651821
40001688
40353607
40707584
18 .4391
18.4662
18.4932
18.5203
18.5472
6.9795
6.9864
6.9932
7.0000
7.0068
2.53148
2.53275
2.53403
2.53529
2.53656
2.94118
2 .93255
2.92398
2.91545
2.90698
1068 .1
1071.3
1074.4
1077.6
1080.7
90792.0
91326.9
91863.3
92401 .3
92940.9
345
346
347
348
349
119025
119716
120409
121104
121801
41063625
41421736
41781923
42144192
42508549
18.5742
18.6011
18.6279
18.6548
18.6815
7.0136
7.0203
7.0271
7 .0338
7 .0406
2.53782
2.53908
2.54033
2.54158
2.54283
2.89855
2.89017
2.88184
2.87356
2.86533
1083.8
1087.0
1090.1
1093.3
1096 .4
93482 . 0
94024.7
94569.0
95114.9
95662.3
300
301
302
303
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
401
350
399
F UNCT I ONS OF NUMBERS
N,.
Square
Cube
Sa~~~e
Cube
Root
Logarithm
No. - Diameter
1000
X
Reciprocal
Circum .
Area
350
351
352
353
354
122500
123201
123904
124609
125316
42875000
43243551
4361 4208
43986977
44361864
18.7083
18.7350
18.7617
18.7883
18 .8149
7.0473
7.0540
7 .0607
7.0674
7.0740
2 .54407
2 .54531
2 .54654
2.54777
2.54900
2.85714
2 .84900
2 .84091
2. 83286
2 .82486
1099 .6
11 02 .7
1105 .8
1109 .0
11 12. 1
96211 .3
96761 .8
97314 .0
97867. 7
98423.0
355
356
357
358
359
126025
126736
127449
128164
128881
44738875
45118016
45499293
45882712
46268279
18 .8414
18 .8680
18 .8944
18.9209
18.9473
7.0807
7 .0873
7 .0940
7. 1006
7. 1072
2.55023
2 .55145
2 .55267
2 .55388
2.55509
2 .81690
2 .80899
2.8011 2
2.79330
2. 78552
111 5.3
11 18.4
11 21. 5
11 24. 7
1127.8
98979. 8
99538.2
100098
100660
101223
360
361
362
363
364
129600
130321
131 044
131769
132496
46656000
47045881
47437928
47832147
48228544
18.9737
19 .0000
19 .0263
19 .0526
19.0788
7 . 11 38
7 . 1204
7 .1 269
7.1335
7.1 400
2 .55630
2 .55751
2. 55871
2 .55991
2 .56110
2 .77778
2 .77008
2 .76243
2 .75482
2 .74725
11 31 .0
11 34 .1
11 37 .3
1140 .4
1143. 5
101788
102354
102922
103491
104062
365
366
367
368
369
133225
133956
134689
135424
136161
48627125
49027896
49430863
49836032
50243409
19. 1050
19.1311
19.1572
19 .1833
19. 2094
7.1466
7.1531
7. 1661
7. 1726
2.56229
2 .56348
2 .56467
2.56585
2.56703
2.73973
2.73224
2.72480
2 .71739
2 .71003
1146. 7
1149 .8
11 53 .0
11 56. 1
11 59.2
104635
105209
105785
106362
106941
370
371
372
373
374
136900
137641
138384
139129
139876
50653000
51064811
51478848
5189511 7
52313624
19 .2354
19.261 4
19.2873
19.3132
19.3391
7. 1791
7. 1855
7 . 1920
7 . 1984
7.2048
2.56820
2.56937
2.57054
2.57171
2.57287
2 .70270
2. 69542
2 .68817
2 .68097
2.67380
11 62.4
11 65 .5
11 68. 7
11 71.8
1175.0
107521
108103
108687
109272
109858
375
376
377
378
379
140625
141376
142129
142884
143641
52734375
53157376
53582633
54010152
54439939
19.3649
19.3907
19.41 65
19.4422
19 .4679
7. 2112
7 .2177
7 .2240
7 .2304
7 .2368
2 .57403
2 .57519
2 .57634
2.57749
2 .57864
2.66676
2 .65957
2. 65252
2.64550
2.63852
1178.1
11 81. 2
11 84 .4
1187.5
1190 .7
110447
111 036
111 628
11 2221
11 2815
380
381
382
383
384
144400
145161
145924
146689
147456
54872000
55306341
55742968
56181887
566231 04
19 .4936
19 .5192
19 .5448
19.5704
19.5959
7. 2432
7 .2495
7. 2558
7 .2622
7.2685
2.57978
2.58093
2 .58206
2.58320
2.58433
2 .63158
2. 62467
2.61780
2.61097
2.60417
11 93 .8
11 96.9
1200.1
1203.2
1206.4
11 3411
114009
114608
11 5209
11 581 2
385
386
387
388
389
148225
148996
149769
150544
151321
57066625
57512456
57960603
5841 1072
58863869
19 .6214
19 .6469
19 .6723
19 .6977
19.7231
7. 2748
7 .2811
7 .2874
7 .2936
7.2999
2 .58546
2 .58659
2 .58771
2.58883
2.58995
2.59740
2.59067
2.58398
2 .57732
2.57069
1209.5
1212. 7
1215.8
1218.9
1222.1
116416
117021
11 7628
11 8237
118847
390
391
392
393
394
152100
152881
153664
154449
155236
59319000
59776471
60236288
60698457
611 62984
19 .7484
19 .7737
19 .7990
19 .8242
19.8494
7. 3061
7. 3124
7. 3186
7 .3248
7 .3310
2.59106
2 .59218
2.59329
2.59439
2.59550
2. 5641 0
2. 55754
2 .55102
2.54453
2.53807
1225.2
1228 .4
1231. 5
1234 .6
1237.8
119459
120072
120687
121304
121922
395
396
397
398
399
156025
156816
157609
158404
159201
61629875
62099136
62570773
63044792
635211 99
19.8746
19 .8997
19 .9249
19.9499
19.9750
7. 3372
7 .3434
7 .3496
7. 3558
7 .3619
2 .59660
2. 59770
2 .59879
2 .59988
2 .60097
2. 53165
2. 52525
2 .51889
2.51256
2.50627
1240. 9
1244 . 1
1247.2
1250 .4
1253 .5
122542
1231 63
123786
124410
125036
STEEL
CON STR U CTI O N
A MERICA N
7 . 1596
IN S TITUTE O F
402
400
449
No.
Square
FUNCTIONS OF NUMBERS
Cube
Sa:~e
Cube
Root
Logarith m
No. _ Diamoter
1000
X
Reciprocal
Circ um.
Area
403
404
160000
160801
161604
162409
163216
64000000
64481201
64964808
65450827
65939264
20 .0000
20 .0250
20 .0499
20 .0749
20 .0998
7.3681
7.3742
7.3803
7.3864
7.3925
2.60206
2.60314
2.60423
2.60531
2.60638
2.50000
2.49377
2.48756
2.48139
2.47525
1256. 6
1259.8
1262.9
1266.1
1269.2
125664
126293
126923
127556
128190
405
406
407
408
409
164025
164836
165649
166464
167281
66430125
66923416
67419143
67917312
68417929
20. 1246
20 . 1494
20 . 1742
20.1990
20.2237
7.3986
7.4047
7.4108
7.4169
7.4229
2 .60746
2.60853
2.60959
2 .61066
2.61172
2. 46914
2.46305
2.45700
2.45098
2.44499
1272.3
1275.5
1278.6
1281 .8
1284 .9
128825
129462
130100
130741
131382
410
411
412
413
414
168100
168921
169744
170569
171396
68921000
69426531
69934528
70444997
70957944
20 .2485
20 .2731
20 .2978
20 .3224
20 .3470
7.4290
7.4350
7 .4410
7.4470
7.4530
2.61278
2 .61384
2 .61490
2.61595
2 .61700
2 .43902
2.43309
2 .42718
2.42131
2 .41546
1288.1
1291.2
1294 .3
1297.5
1300. 6
132025
132670
133317
133965
134614
415
416
417
418
419
172225
173056
173889
174724
175561
71473375
71991296
7251 1713
73034632
73560059
20.3715
20.3961
20.4206
20.4450
20.4695
7.4590
7.4650
7.4710
7.4770
7.4829
2.61805
2.61909
2.6201 4
2.62118
2.62221
2.40964
2.40385
2.39808
2.39234
2.38663
1303.8
1306 .9
1310 .0
1313 .2
1316.3
135265
135918
136572
137228
137885
420
421
422
423
424
176400
177241
178084
178929
179776
74088000
74618461
75151448
75686967
76225024
20.4939
20.5183
20 .5426
20.5670
20.5913
7.4889
7.4948
7.5007
7.5067
7.5126
2.62325
2.62428
2.62531
2.62634
2.62737
2. 38095
2.37530
2.36967
2.36407
2.35849
1319 .5
1322.6
1325.8
1328.9
1332.0
138544
139205
139867
140531
141196
425
426
427
428
429
180625
181476
182329
183184
184041
76765625
77308776
77854483
78402752
78953589
20.6155
20.6398
20.6640
20.6882
20.7123
7.5185
7.5244
7.5302
7.5361
7.5420
2.62839
2 .62941
2 .63043
2 .63144
2 .63246
2.35294
2.34742
2.34192
2.33645
2.33100
1335 .2
1338 .3
1341 .5
1344.6
1347.7
141863
142531
143201
143872
144545
430
431
432
433
434
184900
185761
186624
187489
188356
79507000
80062991
80621568
81182737
81 746504
20.7364
20.7605
20.7846
20.8087
20.8327
7.5478
7.5537
7.5595
7.5654
7.5712
2.63347
2.63448
2 .63548
2 .63649
2 .63749
2.32558
2.32019
2.31481
2.30947
2.30415
1350.9
1354.0
1357.2
1360.3
1363.5
145220
145896
146574
147254
147934
435
436
437
438
439
189225
190096
190969
191844
192721
82312875
82881856
83453453
84027672
84604519
20 .8567
20.8806
20.9045
20.9284
20.9523
7.5770
7.5828
7.5886
7.5944
7.6001
2. 63849
2. 63949
2 .64048
2 .64147
2.64246
2.29885
2.29358
2.28833
2.28311
2.27790
1366.6
1369.7
1372.9
1376 .0
1379.2
148617
149301
149987
150674
151363
440
193600
194481
195364
196249
1971 36
85184000
85766121
86350888
86938307
87528384
20 .9762
21. 0000
21 .0238
21 .0476
21.0713
7.6059
7 .61 17
7 .6174
7.6232
7.6289
2 .64345
2.84444
2.64542
2.64640
2.64738
2 .27273
2 .26757
2 .26244
2 .25734
2.25225
1382 .3
1385.4
1388.6
1391. 7
1394.9
152053
152745
153439
1541 34
154830
445·. 198025
446 19891 6
447 199809
448 200704
449 201601
88121125
88716536
89314623
89915392
90518849
21.0950
21.1187
21.1424
21.1660
21.1896
7.6346
7.6403
7.6460
7.6517
7.6574
2.64836
2.64933
2.65031
2.65128
2.65225
2.2471 9
2 .24215
2 .23714
2 .23214
2.22717
1398.0
1401.2
1404 .3
1407 .4
1410 .6
155528.
156228
156930
157633
158337
400
401
402
441
442
443
444
AMER I CAN
INSTITUTE OF STEEL CONSTRUCTION
403
450
499
FUNCTIONS OF NUMBERS
No. _ Diameter
1000
X
Reci procal
Circum.
Area
2.65321
2.65418
2.65514
2.65610
2.65706
2.22222
2.21729
2.21239
2.20751
2.20264
1413.7
1416.9
1420.0
1423.1
1426.3
159043
159751
160460
161171 .
161883
7.6914
7.6970
7.7026
7 .7082
7.7138
2.65801
2.65896
2.65992
2.66087
2.66181
2.19780
2.19298
2.18818
2.18341
2.17865
1429.4
1432.6
1435.7
1438.8
1442.0
162597
163313
164030
164748
165468
7.7194
7.7250
7.7362
7.7418
2.66276
2.66370
2.66464
2.66558
2 .66652
2.17391
2.16920
2.16450
2.15983
2.15517
1445.1
1448.3
1451.4
1454.6
1457.7
166190
166914
'167639
168365',
'.169093'
21 .5639
21.5870
21.6102
21 .6333
21.6564
7.7473
7.7529
7.7584
7.7639
7.7695
2.66745
2 .66839
2.66932
2.67025
2.67117
2.15054
2.14592
2.14133
2.13675
2.13220
1460.8
1464.0
1467.1
1470 .3
1473.4
169823
170554171287
172021
172757
103823000
104487111
105154048
105823817
106496424
21 .6795
21.7025
21.7256
21.7486
21 .7715
7.7750
7.7805
7.7860
7.7915
7.7970
2.67210
2 .67302
2.67394
2.67486
2.67578
2.12766
2.12314
2.11864
2.11416
2.10970
1476.5
1479.7
1482.8
1486.0
1489.1
173494
174234
174974
175716
176460
225625
226576
227529
228484
229441
107171875
107850176
108531333
109215352
109902239
21.7945
21 .8174
21 .8403
21.8632
21 .8861
7.8025
7.8079
7.8134
7.8188
7.8243
2.67669
2.67761
2.67852
2.67943
2.68034
2.10526
2.10084
2.09644
2.09205
2.08768
1492.3
1495.4
1498.5
1501. 7
1504.8
177205
177952
178701
179451
180203
480
481
482
483
484
230400
231361
232324
233289
234256
110592000
111284641
111980168
112678587
113379904
21.9089
21.9317
21.9545
21.9773
22.0000
7.8297
7.8352
7.8406
7.8460
7.8514
2.68124
2.68215
2.68305
2 .68395
2.68485
2.08333
2.07900
2.07469
2.07039
2.06612
1508.0
1511.1
1514.2
1517.4
1520.5
180956
181711
182467
183225
183984
485
486
487
488
489
235225
236196
237169
238144
239121
114084125
114791256
115501303
116214272
116930169
22.0227
22.0681
22 .0907
22.1133
7.8568
7.8622
7.8676
7.8730
7.8784
2 .68574
2.68664
2.68753
2.68842
2.68931
2.06186
2.05761
2.05339
2.04918
2.04499
1523.7
1526.8
1530.0
1533.1
1536.2
184745
185508
186272
187038
187805
490
491
492
493
494
240100
241081
242064
243049
244036
117649000
118370771
119095488
119823157
120553784
22.1359
22.1585
22.1811
22.2036
22.2261
7.8837
7.8891
7.8944
7.8998
7.9051
2.69020
2.69108
2.69197
2.69285
2.69373
2.04082
2.03666
2 .03252
2.02840
2.02429
1539.4
1542.5
1545.7
1548.8
1551 .9
188574
189345
190117
190890
191665
495
496
497
498
499
245025
246016
247009
248004
249001
121287375
122023936
122763473
123505992
124251499
22.2486
22.2711
22.2935
22.3159
22.3383
7 .9105
7.9158
7.9211
7.9264
7.9317
2.69461
2.69548
2.69636
2.69723
2.69810
2.02020
2.01613
2 .01207
2.00803
2.00401
1555 . 1
1558 .2
1561.4
1564.5
1567 .7
192442
193221
194000
194782
195565
Square
Cube
Root
Root
Logarithm
91125000
91733851
92345408
92959677
93576664
21.2132
21 .2368
21 .2603
21 .2838
21 .3073
7.6631
7.6688
7.6744
7.6801
7.6857
207025
456 207936
457 I 208849
458 209764
459 210681
94196375
94818816
95443993
96071912
96702579
21 .3307
21 .3542
21 .3776
21.4009
21.4243
460
461
462
463
464
211600
212521
213444
214369
215296
97336000
97972181
98611128
99252847
99897344
21 .4476
21 .4709
21 .4942
21.5174
21 .5407
465
466
467
469
216225
217156
218089
219024
219961
100544625
101194696
101847563
102503232
103161709
470
471
472
473
474
220900
221841
222784
223729
224676
475
476
477
478
479
No.
Square
Cube
450
451
452
202500
203401
204304
205209
206116
453
454
455
46~
22.0454
AMERICAN
7.7306
INSTITUTE OF STEEL CONSTRU CT I ON
404
500
549
No.
Square
FUNCTIONS OF NUMBERS
Cube
SA~~te
Cube
Root
logarithm
1000
X
No. - Diameter
Reciprocal
Circum.
Area
500
501
502
503
504
250000
251001
252004
253009
254016
125000000
125751501
126506008
127263527
128024064
22.3607
22.3830
22.4054
22.4277
22.4499
7.9370
7.9423
7.9476
7.9528
7.9581
2.69897
2.69984
2 .70070
2 .70157
2 .70243
2.00000
1.99601
1.99203
1.98807
1.98413
1570.8
1573 .9
1577 .1
1580 .2
1583.4
196350
1971 36
197923
198713
199504
505
506
507
508
509
255025
256036
257049
258064
259081
128787625
129554216
130323843
131096512
131872229
22.4722
22.4944
22.5167
22.5389
22.5610
7.9634
7.9686
7.9739
7.9791
7 .9843
2.70329
2 .70415
2. 70501
2.70586
2 .70672
1.98020
1.97628
1.97239
1.96850
1.96464
1586.5
1589 .6
1592.8
1595.9
1599. 1
200296
201090
201886
202683
203482
510
511
512
513
514
260100
261121
262144
263169
264196
132651000
133432831
134217728
135005697
135796744
22.5832
22.6053
22 .6274
22 .6495
22.6716
7.9896
7.9948
8 .0000
8 .0052
8.0104
2.70757
2 .70842
2 .70927
2 .71012
2 .71096
1.96078
1.95695
1.95312
1.94932
1.94553
1602.2
1605.4
1608.5
1611.6
1614. 8
204282
205084
205887
206692
207499
515
516
517
518
519
265225
266256
267289
268324
269361
136590875
137388096
138188413
138991832
139798359
22.6936
22.7156
22.7376
22.7596
22.7816
8.0156
8.0208
8.0260
8.0311
8.0363
2 .71181
2 .71 265
2 .71 349
2 .71433
2 .71517
1.94175
1.93798
1.93424
1.93050
1.92678
1617.9
1621. 1
1624.2
1627 .3
1630.5
208307
209117
209928
210741
211556
520
521
522
523
524
270400
271441
272484
273529
274576
140608000
141420761
142236648
143055667
143877824
22.8035
22.8254
22.8473
22.8692
22.8910
8.0415
8.0466
8 .0517
8.0569
8.0620
2 .71600
2 .71684
2 .71767
2.71850
2.71933
1 .92308
1.91939
1.91571
1.91205
1.90840
1633.6
1636.8
1639.9
1643.1
1646 .2
212372
213189
214008
214829
215651
525
526
527
528
529
275625
276676
277729
278784
279841
144703125
145531576
146363183
147197952
148035889
22.9129
22.9347
22 .9565
22.9783
23.0000
8.0671
8.0723
8.0774
8.0825
8.0876
2.72016
2.72099
2.72181
2.72263
2.72346
1.90476
1 .90114
1 .89753
1.89394
1.89036
1649 .3
1652 .5
1655 .6
1658.8
1661.9
216475
217301
218128
218956
219787
530
531
532
533
534
.280900
148877000
149721 291
150568768
151419437
152273304
23.0217
23.0434
23 .0651
23.0868
23 .1084
8.0927
8.0978
8.1028
8.1079
8 .1130
2.72428
2. 72509
2.72591
2.72673
2 .72754
1.88679
1. 88324
1.87970
1.87617
1.87266
1665.0
1668.2
1671.3
1674.5
1677.6
220618
221452
222287
223123
223961
535
536
537
538
539
286225
287296
288369
289444
290521
153130375
153990656
154854153
23.1301
23 .1517
23.1733
8 .1180
8.1231
8.1281
2.72835
2.72916
2.72997
1.86916
1.86567
1.86220
156590819
23.2164
8.1382
2. 73159
1.85529
1680.8
1683.9
1687.0
1690.2
1693.3
224801
225642
226484
227329
228175
540
541
542
543
544
291600
292681
293764
294849
295936
157464000
158340421
159220088
160103007
160989184
23.2379
23.2594
23.2809
23.3024
23.3238
8.1433
8.1483
8.1533
8.1583
8.1633
2.73239
2.73320
2.73400
2.73480
2.73560
1 .85185
1. 84843
1.84502
1.84162
1.83824
1696 .5
1699 .6
1702 .7
1705.9
1709.0
229022
229871
230722
231574
232428
545
546
547
548
549
297025
298116
299209
300304
301401
161878625
162771336
163667323
164566592
165469149
23.3452
23.3666
23.3880
23.4094
23.4307
8.1683
8.1733
8.1783
8.1833
8.1882
2 .73640
2.73719
2.73799
2.73878
2.73957
1.83486
1.83150
1.82815
1.82482
1.82149
1712 .2
1715.3
1718.5
1721.6
1724.7
233283
234140
234998
235858
236720
281961
283024
284089
285156
155720872
23.1948
AMERICAN
8.1332
2.73078
1.85874
INSTITUTE OF STEEL CONSTRUCTION
405
550
599
FUNCTIONS OF NUMBERS
No.
Square
Cubo
~o"· 1
Cobe
Root
Logarithm
Root
No. - Diamete r
1000
X
Reciprocal
Circum.
Area
550
551
552
553
554
302500
303601
3()47()4
305809
306916
156375000
167284151
156196608
169112377
170031464
23 .4521
23 .4734
23.4947
23.5160
23 .5372
8.1932
8 .1 982
8.2031
8.2081
8.2130
2. 74036
2 .741 15
2.74194
2.74273
2 .74351
1 .81818
1.81488
1.81159
1.80832
1.80505
1727.9
1731.0
1734.2
1737 .3
1740.4
237583
238448
239314
240182
241051
555
556
557
558
559
308025
309136
310249
311 364
312481
170953875
171879616
172808693
173741112
174675679
23 .5584
23.5797
23.6008
23.6220
23.6432
8.2180
8.2229
8.2278
8.2327
8.2377
2.74429
2.74507
2 .74586
2.74663
2. 74741
1. 80180
1.79856
1.79533
1.79211
1 .78891
1743 .6
1746.7
1749 .9
1753.0
1756 .2
241922
242795
243669
244545
245422
560
561
562
175616000
176558481
1775()4328
178453547
179406144
23.6643
23.6854
23.7065
563
564
313600
314721
315844
316969
318096
23.7487
8.2426
8 .2475
8.2524
8.2573
8.2621
2 .74819
2 .74896
2 .74974
2 .75051
2 .75128
1.78571
1.78253
1.77936
1.77620
1.77305
1759.3
1762 .4
1765.6
1768.7
1771 .9
246301
247181
248063
248947
249832
565
566
567
568
569
319225
320356
321489
322624
323761
180362125
181321496
182284263
18325()432
184220009
23.7697
23 .7908
23.81 18
23 .8328
23.8537
8 .2670
8 .2719
8 .2768
8.2816
8 .2865
2 .75205
2.75282
2.75358
2.75435
2.7551 1
1.76991
1.76678
1.76367
1.76056
1.75747
1775. 0
1778. 1
1781. 3
1784 .4
1787.6
250719
251607
252497
253388
254281
570
571
572
573
574
324900
326041
327184
328329
329476
185193000
186169411
187149248
188132517
18911 9224
23.8747
23.8956
23.9165
23 .9374
23.9583
8.2913
8.2962
8.3010
8.3059
8.3107
2. 75587
2. 75664
2. 75740
2.75815
2.75891
1.75439
1.75131
1.74825
1.74520
1. 74216
1790.7
1793.8
1797.0
1800.1
1803 .3
255176
256072
256970
257869
258770
575
576
577
578
579
330625
331776
332929
334084
335241
190109375
191102976
192100033
193100552
194104539
23.9792
24.0000
24. 0208
24 .041 6
24.0624
8. 3155
8 .3203
8.3251
8.3300
8.3348
2.75967
2.76042
2.761 18
2.76193
2.76268
1. 73913
1.7361 1
1.7331 0
1.73010
1.72712
1806.4
1809. 6
1812. 7
1815.8
1819. 0
259672
260576
261482
262389
263298
580
581
582
583
584
336400
337561
338724
339889
341056
195112000
196122941
197137368
198155287
199176704
24 .0832
24 .1039
24 .1 247
24. 1454
24. 1661
8.3396
9.3443
8.3491
8.3539
8.3587
2. 76343
2.76418
2.76492
2.76567
2.76641
1.72414
1.72117
1.71821
1.71527
1.71233
1822 .1
1825 .3
1828.4
1831. 6
1834 .7
264208
265120
266033
266948
267865
585
586
587
588
589
342225
343396
344569
345744
346921
200201625
201230056
202262003
203297472
204336469
24. 1868
24 . 2693
8.3634
8.3682
8.3730
8.3777
8.3825
2.76716
2.76790
2.76864
2.76938
2.77012
1.70940
1.70648
1.70358
1.70068
1.69779
1837 .8
1841.0
1844 .1
1847. 3
1850.4
268783
269703
270624
271547
272471
590
591
592
593
594
348100
349281
350464
351649
352836
205379000
206425071
207474688
208527857
209584584
24 .2899
24.3105
24.3311
24.3516
24.3721
8.3872
8.3919
8 .3967
8.4014
8.4061
2. 77085
2.77159
2.77232
2.77305
2.77379
1.69492
1.69205
1.68919,
1. 68634
1. 68350
1853.5
1856. 7
1859 .8
1863 .0
1866.1
273397
274325
275254
276184
277117
595
596
597
598
599
354025
355216
356409
357604
358801
210644875
211708736
212776173
213847192
214921799
24. 3926
24.4131
24.4336
24 .4540
24.4745
8.4108
8.4155
8.4202
8.4249
8.4296
2.77452
2 .77525
2 .77597
2 .77670
2.77743
1. 68067
1. 67785
1. 67504
1. 67224
1 .66945
1869.2
1872 .4
1875.5
1878 .7
1881.8
278051
278986
279923
280862
281802
23.7276
24.2074
24.2281
24 .2487
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
406
600
649
FUNCTIONS OF NUMBERS
No... Diameter
1000
X
Reciprocal
Circum.
Area
2 .77815
2.77887
2.77960
2.78032
2 .78104
1 .66667
1 .66389
1.66113
1 .65837
1.65563
1885.0
1888 . 1
1891.2
1894.4
1897.5
282743
283687
284631
285578
286526
8 .4577
8 .4623
8.4670
8 .4716
8 .4763
2.78176
2.78247
2.78319
2 .78390
2.78462
1.65289
1.65017
1 .64745
1.64474
1.64204
1900.7
1903.8
1906.9
1910.1
1913 .2
287475
288426
289379
290333
291289
230346397
231475544
24 .6982
24 .7184
24 .7386
24 .7588
24.7790
8 .4809
8.4856
8 .4902
8.4948
8.4994
2.78533
2 .78604
2.78675
2.78746
2.78817
1.63934
1 .63666
1.63399
1.63132
1.62866
1916.4
1919.5
1922.7
1925.8
1928.9
292247
293206
294166
295128
296092
378225
379456
380689
381924
383161
232608375
233744896
234885113
236029032
237176659
24.7992
24.8193
24.8395
24.8596
24.8797
8.5040
8.5086
8.5132
8.5178
8.5224
2 .78888
2 .78958
2.79029
2.79099
2 .79169
1.62602
1.62338
1.62075
1.61812
1 .61551
1932.1
1935 .2
1938.4
1941.5
1944 .6
297057
298024
298992
299962
300934
620
621
622
623
624
384400
385641
386884
388129
389376
238328000
239483061
240641848
241804367
242970624
24.8998
24.9199
24.9399
24.9600
24.9800
8.5270
8.5316
8.5362
8.5408
8.5453
2.79239
2.79309
2 .79379
2 .79449
2.79518
1.61290
1.61031
1 .60772
1 .60514
1. 60256
1947.8
1950.9
1954.1
1957 .2
1960.4
301907
302882
303858
304836
305815
625
626
627
628
629
390625
391876
393129
394384
395641
244140625
245314376
246491883
247673152
248858189
25.0000
25.0200
25.0400
25. 0599
25. 0799
8.5499
8.5544
8.5590
8.5635
8.5681
2.79588
2.79657
2.79727
2 .79796
2.79865
1.60000
1 .59744
1.59490
1.59236
1 .58983
1963 .5
1966 .6
1969 .8
1972.9
1976.1
306796
307779
308763
309748
310736
630
631
632
633
634
396900
398161
399424
400689
401956
250047000
251239591
252435968
253636137
254840104
25.0998
25.1197
25. 1396
25.1595
25.1794
8.5726
8.5772
8 .5817
8.5862
8.5907
2.79934
2.80003
2.80072
2 .80140
2.80209
1. 58730
1. 58479
1.58228
1 .57978
1.57729
1979.2
1982.3
1985.5
1988 .6
1991. 8
311725
312715
313707
314700
315696
635
636
637
638
639
403225
404496
405769
407044
408321
256047875
257259456
258474853
259694072
2609171 19
25. 1992
25.2190
25.2389
25 .2587
25.2784
8.5952
8.5997
8.6043
8.6088
8.6132
2.80277
2.80346
2.80414
2.80482
2.80550
1.57480
1.57233
1.56986
1.56740
1.56495
1994.9
1998.1
2001.2
2004. 3
2007.5
316692
317690
318690
319692
320695
640
641
642
643
644
409600
410881
412164
41'3449
414736
262144000
263374721
264609288
265847707
267089984
25.2982
25 .3180
25.3377
25.3574
25 .3772
8.6177
8.6222
8.6267
8.6312
8.6357
2.80618
2 .80686
2.80754
2.80821
2.80889
1.56250
1.56006
1.55763
1.55521
1.55280
2010 .6
2013 .8
2016.9
2020.0
2023.2
321699
322705
323713
324722
645
646
647
648
649
416025
417316
418609
419904
421201
268336125
269586136
270840023
272097792
273359449
25.3969
25.4165
25.4362
25.4558
25.4755
8.6401
8.6446
8.6490
8.6535
8.6579
2.80956
2.81023
2.81090
2. 81158
2 .81224
1. 55039
1.54799
1.54560
1.54321
1.54083
2026 .3 .
2029.5
2032 .6
2035.8
2038.9
326745
327759
328775
329792
330810
No.
Square
Cube
S~~~e
Cube
Root
Logarithm
600
601
602
603
604
360000
361201
362404
363609
364816
216000000
217081801
218167208
219256227
220348864
24 .4949
24.5153
24 .5357
24 .5561
24 .5764
8.4343
8.4390
8.4437
8.4484
8.4530
605
606
607
608
609
366025
367236
368449
369664
370881
221445125
222545016
223648543
224755712
225866529
24.5967
24.6171
24 .6374
24.6577
24 .6779
610
611
612
613
614
372100
373321
374544
375769
376996
226981000
228099131
615
616
617
618
619
229220928
AMERICAN
INSTITUTE O F
STEEL
CON STRUCTION
325733
407
650
699
FUNCT I ONS OF NUMBERS
1000
Root
Cube
Root
Logarithm
274625000
275894451
277167808
278445077
279726254
25.4951
25.5147
25.5343
25.5539
25.5734
8.6624
8.6668
8.6713
8.6757
8.6801
429025
430336
431649
432964
434281
281011375
282300416
283593393
284890312
286191179
25.5930
25.6125
25.6320
25.6515
25.6710
660
661
662
663
664
435600
436921
438244
439569
440896
287496000
288804781
290117528
291434247
292754944
665
666
667
668
669
442225
443556
444889
446224
447561
670
671
672
673
674
Cube
Square
No. = Diameter
X
Reciprocal
Circum.
Area
2.81291
2.81358
2.81425
2 .81491
2.81558
1.53846
1.53610
1.53374
1.53139
1.52905
2042.0
2045.2
2048.3
2051.5
2054 .6
331831
332853
333876
334901
335927
8.6845
8.6890
8.6934
8.6978
8.7022
2.81624
2.81690
2.81757
2.81823
2.81889
1.52672
1.52439
1.52207
1.51976
1.51745
2057.7
2060.9
2064.0
2067.2
2070.3
336955
337985
339016
340049
341084
25.6905
25.7099
25.7294
25.7488
25.7682
8.7066
8.7110
8.7154
8.7198
8.7241
2.81954
2.82020
2.82086
2.82151
2.82217
1.51515
1.51286
1.51057
1.50830
1.50602
2073.5
2076.6
2079.7
2082.9
2086.0
342119
343157
344196
345237
346279
294079625
295408296
296740963
298077632
299418309
25.7876
25.8070
25.8263
25 .8457
25.8650
8.7285
8.7329
8.7373
8.7416
8.7460
2.82282
2.82347
2.82413
2.82478
2.82543
1.50376
1.50150
1.49925
1.49701
1.49477
2089.2
2092.3
2095.4
2098.6
2101.7
347323
348368
349415
350464
351514
448900
450241
451584
452929
454276
300763000
302111711
303464448
304821217
306182024
25.8844
25.9037
25.9230
25.9422
25.9615
8.7503
8.7547
8.7590
8.7634
8.7677
2.82607
2.82672
2.82737
2.82802
2.82866
1.49254
1.49031
1.48810
1.48588
1.48368
2104.9
2108.0
2111.2
2114.3
2117.4
352565
353618
354673
355730
356788
675
676
677
678
679
455625
456976
458329
459684
461041
307546875
308915776
310288733
311665752
313046839
25.9808
26.0000
26 .0192
26 .0384
26.0576
8.7721
8.7764
8.7807
8.7850
8.7893
2.82930
2.82995
2.83059
2.83123
2.83187
1.48148
1.47929
1.47710
1.47493
1.47275
2120.6
2123.7
2126.9
2130.0
2133 .1
357847
358908
359971
361035
362101
680
681
682
683
684
462400
463761
465124
466489
467856
314432000
315321241
317214568
318611987
320013504
25.0768
26.0960
26.1151
26.1343
26 . 1534
8.7937
8.7980
8.8023
8.8066
8.8109
2.83251
2.83315
2.83378
2.83442
2.83506
1.47059
1.46843
1.46628
1.46413
1 .46199
21 36.3
2139.4
2142.6
2145.7
2148 .8
363168
364237
365308
366380
367453
685
686
687
688
689
469225
470596
471 969
473344
474721
321419125
322828856
324242703
325660672
327082769
26 . 1725
26 . 1916
26.2107
26.2298
26.2488
8.8152
8.8194
8.8237
8.8280
8.8323
2.83569
2.83632
2.83696
2 .83759
2.83822
1.45985
1.45773
1.45560
1.45349
1.45138
2152.0
2155.1
2158.3
2161.4
2164.6
368528
369605
370684
371764
372845
690
691
692
693
694
476100
477481
478864
480249
481636
328509000
329939371
331373888
332812557
334255384
26.2679
26.2869
26.3059
26.3249
26.3439
8.8366
8 .8408
8.8451
8.8493
8.8536
2.83885
2.83948
2.84011
2.84073
2 .84136
1.44928
1.44718
1.44509
1.44300
1.44092
2167.7
2170.8
2174 .0
2177.1
2180.3
373928
375013
376099
377187
378276
695
696
697
698
699
483025
484416
485809
487204
488601
335702375
337153536
338608873
340068392
341532099
26.3629
26.3818
26 .4008
26.4197
26.4386
8.8578
8.8621
8.8663
8.8706
8.8748
2.84198
2.84261
2.84323
2.84386
2.84448
1.43885
1.43678
1.43472
1.43266
1.43062
2183.4
2186.5
2189.7
2192.8
2196.0
379367
380459
381553
382649
383746
No.
Square
650
651
652
653
654
422500
423801
425104
426409
427716
655
656
657
658
659
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
408
700
749
FUNCTIONS OF NUMBERS
No. - Diameter
1000
X
Reciprocal
Circum.
Area
2.84510
2.84572
2.84634
2.84696
2.84757
1.42857
1.42653
1.42450
1.42248
1.42045
2199.1
2202 .3
2205.4
2208.5
2211 .7
384845
385945
387047
388151
389256
8.9001
8.9043
8.9085
8.9127
8.9169
2.84819
2.84880
2.84942
2.85003
2.85065
1.41844
1.41 643
1.41443
1.41243
1.41044
2214.8
2218.0
2221.1
2224.2
2227.4
390363
391471
392580
393692
394805
26.6458
26 .6646
26.6833
26.7021
26.7208
8.9211
8.9253
8.9295
8.9337
8.9378
2.85126
2.85187
2.85248
2.85309
2.85370
1.40845
1.40647
1.40449
1.40252
1.40056
2230.5
2233.7
2236 .8
2240.0
2243.1
395919
397035
398153
399272
400393
365525875
367061696
356601813
370146232
371694959
26 .7395
26 .7582
26.7769
26 .7955
26.8142
8.9420
8.9462
8.9503
8.9545
8.9587
2.85431
2.85491
2.85552
2.85512
2.85673
1 .39860
1. 39665
1.39470
1.39276
1 .39082
2246.2
2249.4
2252 .5
2255 .7
2258 .8
401515
402639
403765
404892
406020
518400
519841
521284
522729
524176
373248000
374805361
378367048
377933067
379503424
26.8328
26 .8514
26.8701
26.8887
26.9072
8.9628
8.9670
8.9711
8.9752
8.9794
2.85733
2.85794
2.85854
2.85914
2.85974
1.38889
1.38696
1 .38504
1.38313
1.38122
2261 .9
2265.1
2268 .2
2271 .4
2274 .5
407150
408282
409415
410550
411687
725
726
727
728
729
525625
527076
528529
529984
531441
381078125
382657176
384240583
385828352
387420489
26.9258
26.9444
26.9629
26.9815
27 .0000
8.9835
8.9876
8.9918
8.9959
9.0000
2.86034
2.86094
2.86153
2.86213
2.86273
1.37931
1.37741
1.37552
1 .37363
1 .37174
2277.7
2280.8
2283.9
2287. 1
2290.2
412825
413965
415106
416248
417393
730
731
732
733
734
532900
534361
535824
537289
538756
389017000
390617891
392223168
393832837
395446904
27.0185
27.0370
27 .0555
27.0740
27 .0924
9.0041
9.0062
9.0123
9.0164
9.0205
2.86332
2.88392
2.86451
2.86510
2.86570
1. 36986
1.36799
1.36612
1. 36426
1. 36240
2293.4
2296.5
2299.6
2302.8
2305.9
418539
419686
420835
421986
423138
735
736
737
738
739
540225
541696
543169
546121
397088375
398688256
400315553
401947272
403583419
27.1109
27.1293
27.1477
27.1662
27.1846
9.0246
9 .0287
9.0328
9.0369
9.0410
2.86629
2.86688
2.86747
2.86806
2.86864
1.36054
1.35870
1. 35685
1.35501
1.35318
2309.1
2312.2
2315.4
2318.5
2321.6
424293
425447
426604
427762
428922
740
741
742
743
744
547600
549081
550564
552049
553536
405224000
406869021
408518488
410172407
41 1830784
27.2029
27.2213
27.2397
27.2580
27.2764
9 .0450
9.0491
9 .0532
9.0572
9.0613
2.86923
2.86982
2.87040
2 .87099
2 .87157
1 .35135
1 .34953
1.34771
1 .34590
1.34409
2324 .8
2327.9
2331.1
2334.2
2337 .3
430084
431247
432412
433578
434746
745
746
747
748
749
555025
556516
558009
559504
561001
41 3493625
41 5160936
416832723
418508992
420189749
27.2947
27 .3130
27.3313
27.3496
27.3679
9.0654
9.0694
9.0735
9.0775
9 .0816
2.87216
2.87274
2.87332
2.87390
2.87448
1.34228
1 .34048
1 .33869
1.33690
1.33511
2340.5
2343.6
2346.8
2349.9
2353 .1
435916
437087
438259
439433
440609
Square
Root
Co""
Root
l ogarithm
343000000
344472101
345948408
347428927
348913664
26.4575
26.4764
26.4953
26.5141
26.5330
8.8790
8 .8833
8.8875
8.8917
8.8959
497025
498436
499849
501264
502681
350402625
351895816
353393243
354894912
356400829
26.5518
26.5707
26.5895
26.6083
26.6271
710
711
712
713
714
504100
505521
506944
508369
509796
357911000
359425431
360944128
362467097
353994344
715
716
717
718
719
51 1225
512656
514089
515524
516961
720
721
722
723
724
No.
Square
700
701
702
703
704
490000
491401
492804
494209
495616
705
706
707
708
709
544644
Cube
AMERICAN
INSTITUTE OF STEEL CONSTRUCTI O N
409
750
799
FUNCTIONS OF NUMBERS
No.
Square
Cuba
S~~~te
Cube
Root
Logarith m
No. = Diameter
1000
X
Reciprocal
Circum.
Area
750
751
752
753
754
562500
564001
565504
567009
568516
421875000
423564751
425259008
426957777
428661064
27.3861
27.4044
27.4226
27.4408
27.4591
9.0856
9.0896
9 .0937
9.0977
9.1017
2.87506
2 .87564
2.87622
2.87680
2.87737
1.33333
1.33156
1.32979
1.32802
1.32626
2356.2
2359.3
2362.5
2365.6
2368.8
441786
442965
444146
445328
446511
755
756
757
758
759
570025
571536
573049
574564
576081
430368875
432081216
433798093
435519512
437245479
27.4773
27.4955
27.5136
27.5318
27.5500
9.1057
9.1098
9.1138
9.1178
9.1218
2.87795
2.87852
2.87910
2.87967
2.88024
1.32450
1.32275
1.32100
1.31926
1.31752
2371 .9
2375.0
2378.2
2381 .3
2384.5
447697
448883
450072
451262
452453
760
761
762
763
764
577600
579121
580644
582169
583696
438976000
440711081
442450728
444194947
445943744
27.5681
27.5862
27.6043
27.6225
27.6405
9.1258
9.1298
9.1338
9.1378
9.1418
2.88081
2.88138
2.88196
2.88252
2.88309
1.31579
1.31406
1.31234
1.31062
1.30890
2387.6
2390.8
2393.9
2397.0
2400.2
453646
454841
456037
457234
458434
765
766
767
768
769
585225
586756
588289
589824
591361
447697125
449455096
451217663
452984832
454756609
27.6586
27.6767
27.6948
27.7128
27.7308
9.1458
9.1498
9.1637
9.1577
9 .1 617
2.88366
2.88423
2.88480
2.88536
2.88593
1.30719
1.30548
1.30378
1.30208
1.30039
2403.3
2406.5
2409.6
2412.7
2415.9
459635
460837
462041
463247
464454
770
771
772
773
774
592900
594441
595984
597529
599076
456533000
458314011
460099648
461889917
463684824
27.7489
27.7669
27.7849
27.8029
27.8209
9.1657
9.1696
9.1736
9.1775
9.1815
2.88649
2.88705
2.88762
2.88818
2.88874
1.29870
1.29702
1.29534
1.29366
1.29199
2419.0
2422.2
2425.3
2428.5
2431.6
465663
466873
468085
469298
470513
775
776
777
778
779
600625
602176
603729
605284
606841
465484375
467288576
469097433
470910952
472729139
27.8388
27.8568
27.8747
27.8927
27.9106
9.1855
9.1894
9.1933
9.1973
9.2012
2.88930
2.88986
2.89042
2.89098
2.89154
1.29032
1.28866
1.28700
1.28535
1.28370
2434.7
2437.9
2441.0
2444 .2
2447.3
471730
472948
474168
475389
476612
780
781
782
783
784
608400
609961
611524
613089
614656
474552000
476379541
478211768
480048687
481890304
27.9285
27.9464
27.9643
27.9821
28.0000
9.2052
9.2091
9.2130
9.2170
9.2209
2 .89209
2.89265
2.89321
2.89376
2 .89432
1.28205
1.28041
1.27877
1.27714
1.27551
2450.4
2453.6
2456.7
2459.9
2463.0
477836
479062
480290
481519
482750
785
786
787
788
789
616225
617796
619369
620944
622521
483736625
485587656
487443403
489303872
491169069
28 .0179
28.0357
28.0535
28.0713
28.0891
9.2248
9.2287
9.2326
9.2365
9.2404
2.89487
2.89547
2.89597
2.89653
2.89708
1.27389
1.27226
1. 27065
1.26904
1.26743
2466.2
2469.3
2472.4
2475.6
2478.7
483982
465216
486451
487688
488927
790
791
792
793
794
624100
625681
627264
628849
630436
493039000
494913671
496793088
498677257
500566184
28.1069
28.1247
28.1425
28 .1 603
28 .1780
9.2443
9.2482
9.2521
9.2560
9.2599
2.89763
2.89818
2.89873
2.89927
2.89982
1.26582
1.26422
1.26263
1.26103
1.25945
2481.9
2485.0
2488.1
2491.3
2494.4
490167
491409
492652
493897
495143
795
796
797
798
799
632025
633616
635209
636804
638401
502459875
504358336
506261573
508169592
510082399
28. 1957
28.2135
28 .2312
28.2489
28.2666
9.2638
9.2677
9.2716
9.2754
9.2793
2.90037
2.90091
2 .90146
2.90200
2.90255
1.25786
1.25628
1.25471
1.25313
1.25156
2497.6
2500.7
2503.8
2507.0
2510.1
496391
497641
498892
500145
501399
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
410
800
849
No.
Square
FUNCTIONS OF NUMBERS
Cube
Sa~~~e
Co""
Root
l ogarithm
No. - Diameter
1000
X
Reciprocal
Circum.
Area
800
801
802
803
804
640000
641601
643204
644809
646416
512000000
513922401
515849608
517781627
519718464
28 .2843
28 .3019
28 .3196
28 .3373
28 .3549
9.2832
9.2870
9.2909
9.2948
9 .2986
2.90309
2 .90363
2.90417
2.90472
2.90526
1.25000
1.24844
1.24688
1.24533
1.24378
2513.3
2516.4
2519.6
2522.7
2525.8
502655
503912
505171
506432
507694
805
806
807
808
809
648025
649636
651249
652864
654481
521660125
523606616
525557943
527514112
529475129
28 .3725
28.3901
28.4077
28.4253
28 .4429
9.3025
9.3063
9 .3102
9.3140
9.3179
2.90580
2 .90634
2.90687
2.90741
2.90795
1.24224
1.24069
1.23916
1.23762
1.23609
2529.0
2532.1
2535.3
2538.4
2541 .5
508958
510223
51 1490
512758
514028
810
811
812
813
814
656100
657721
659344
660969
662596
531441000
533411731
535387328
537367797
539353144
28 .4605
28.4781
28 .4956
28 .5132
28.5307
9.3217
9.3255
9.3294
9.3332
9.3370
2.90849
2.90902
2.90956
2.91009
2.91062
1 .23457
1.23305
1 .23153
1 .23001
1.22850
2544.7
2547.8
2551.0
2554.1
2557.3
515300
516573
517848
519124
520402
815
816
817
818
819
664225
665856
667489
669124
670761
541343375
543338496
545338513
547343432
549353259
28 .5482
28 .5657
28 .5832
28 .6007
28.6182
9 .3408
9.3447
9 .3485
9.3523
9.3561
2.91116
2 .91169
2 .91222
2.91275
2.91328
1.22699
1.22549
1.22399
1.22249
1.22100
2560.4
2563.5
2566.7
2569.8
2573.0
521681
522962
524245
525529
526814
820
821
822
823
824
672400
674041
675684
677329
678976
551368000
553387661
555412248
557441767
559476224
28.6356
28 .6531
28 .6705
28.6880
28.7054
9.3599
9.3637
9.3675
9.3713
9.3751
2.91381
2.91434
2.91487
2 .91540
2 .91593
1.21951
1.21 803
1.21 655
1.21507
1.21359
2576.1
2579.2
2582.4
2585.5
2588.7
528102
529391
530681
531973
533267
825
826
827
828
829
680625
682276
685584
687241
561515625
563559976
565609283
567663552
569722789
28 .7228
28.7402
28.7576
28.7750
28.7924
9.3789
9 .3827
9 .3865
9.3902
9.3940
2.91645
2.91698
2.91751
2.91803
2.91855
1.21 212
1.21065
1.20919
1. 20773
1. 20627
2591 .8
2595.0
2598.1
2601.2
2604.4
534562
535858
537157
538456
539758
830
831
832
833
834
688900
690561
692224
693889
695556
571787000
573856191
575930368
578009537
580093704
28.8097
28.8271
28.8444
28 .8617
28.8791
9.3978
9.4016
9.4053
9.4091
9.4129
2.91-908
2.91960
2.92012
2.92065
2.92117
1.20482
1.20337
1.201 92
1.20048
1.19904
2607.5
2610.7
2613.8
2616.9
2620.1
541061
542365
543671
544979
546288
835
836
837
838
839
697225
698896
700569
702244
703921
582182875
584277056
586376253
588480472
590589719
28.8964
28.9137
28.9310
28.9482
28.9655
9.4166
9.4204
9.4241
9.4279
9.4316
2.92169
2.92221
2.92273
2.92324
2.92376
1.19760
1.1 9617
1.19474
1.19332
1.1 9190
2623.2
2626.4
2629.5
2632.7
2635.8
547599
548912
550226
551541
552858
840
841
842
843
844
705600
707281
708964
710649
712336
592704000
594823321
596947688
599077107
601211584
28.9828
29.0000
29 .0172
29 .0345
29 .0517
9.4354
9.4391
9.4429
9.4466
9.4503
2.92428
2.92480
2.92531
2.92583
2.92634
1.19048
1.18906
1.1 8765
1.1 8624
1.18483
2638.9
2642.1
2645.2
2648.4
2651.5
554177
555497
556819
558142
559467
845
846
847
848
849
714025
715716
717409
719104
720801
603351125
605495736
607645423
609800192
611960049
29.0689
29.0861
29.1033
29.1204
29.1376
9.4541
9.4578
9.4615
9.4652
9.4690
2.92686
2.92737
2.92788
2.92840
2.92891
1.18343
1.18203
1.18064
1.17925
1.17786
2654.6
2657.8
2660.9
2664.1
2667.2
560794
562122
563452
564783
566116
683929
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
411
850
FUNCTION S OF NUMBERS
Area
No.
2513.3
2516 .4
2519 .6
2522.7
2525.8
502655
503912
505171
506432
507694
850
851
852
2529 .0
2532 .1
2535.3
2538 .4
2541 .5
SQuare
Cube
SA~~~e
Cube
Root
Logarithm
899
No . ... Diameter
1000
X
Reciprocal
Circum.
Area
854
722500
724201
725904
727609
729316
614125000
616295051
618470208
620650477
622835864
29 .1 548
29. 1719
29 .1890
29.2062
29 .2233
9. 4727
9 .4764
9 .4801
9 .4838
9.4675
2.92942
2.92993
2 .93044
2.93095
2 .93146
1.1 7647
1.1 7509
1.1 7371
1 .1 7233
1. 17096
2670.4
2673.5
2676 .6
2679.8
2682 .9
567450
568786
570124
571463
572803
508958
510223
51 1490
512758
514028
855
856
857
858
859
731025
732736
734449
736164
737881
625026375
627222016
629422793
631628712
633839779
29.2404
29 .2575
29.2746
29 .2916
29 .3087
9 .4912
9 .4949
9 .4986
9 .5023
9. 5060
2.93197
2.93247
2 .93298
2 .93349
2.93399
1.1 6959
1.1 6822
1.1 6686
1.1 6550
1.1 6414
2686 .1
2689 .2
2692.3
2695 .5
2698 .6
574146
575490
576835
578182
579530
2544. 7
2547.8
2551 .0
2554 .1
2557.3
51 5300
516573
517848
51 9124
520402
860
861
862
863
864
739600
741321
743044
744769
746496
636056000
638277381
640503928
642735647
644972544
29. 3258
29 .3428
29 .3598
29 .3769
29 .3939
9.5097
9 .5134
9 .5171
9 .5207
9. 5244
2 .93450
2 .93500
2 .93551
2 .93601
2.93651
1. 16279
1. 16144
1. 16009
1. 15875
1. 15741
2701 .8
2704 .9
2708 .1
2711.2
2714.3
580880
582232
583585
584940
586297
2560.4
2563.5
2566 .7
2569 .8
2573.0
521681
522962
524245
525529
52681 4
865
866
867
868
869
748225
749956
751689
753424
755161
647214625
649461896
651 71 4363
653972032
656234909
29 .41 09
29. 4279
29 .4449
29 .4618
29 .4788
9 .5281
9.5317
9 .5354
9 .5391
9 .5427
2.93702
2.93752
2 .93802
2.93852
2.93902
1.15607
1.1 5473
1. 15340
1.15207
1. 15075
2717.5
2720.6
2723.8
2726.9
2730 .0
587655
589014
590375
591738
5831 02
2576 . 1
2579 .2
2582.4
2585 .5
2588 .7
528102
529391
530681
531973
533267
870
871
872
873
874
756900
758641
760384
762129
763876
658503000
660776311
663054846
665338617
667627624
29. 4958
29 .51 27
29. 5296
29.5466
29 .5635
9 .5464
9 .5501
9.5537
9.5574
9. 5610
2 .93952
2 .94002
2.94052
2.94101
2.94151
1.1 4943
1. 14811
1. 14679
1.14548
1 .14416
2733.2
2736.3
2739 .5
2742 .6
2745 .8
594468
595835
597204
598575
599947
2591 .8
2595 .0
2598 . 1
2601 .2
2604 .4
534562
535858
537157
538456
539758
875
876
877
878
879
765625
767376
769129
770884
772641
669921875
672221376
674526133
676836152
679151439
29 .5804
29 .5973
29 .6142
29 .6311
29 .6479
9. 5647
9.5683
9.5719
9 .5756
9 .5792
2 .94201
2. 94250
2.94300
2 .94349
2 .94399
1.14286
1. 14155
1.1 4025
1.1 3895
1.1 3766
2748.9
2752 .0
2755.2
2758.3
2761. 5
601 320
602696
604073
605451
606831
2607 .5
2610.7
2613 .8
2616 .9
2620. 1
541 061
542365
543671
544979
546288
880
881
882
883
884
774400
776161
777924
779689
781456
681472000
683797841
686128968
688465387
690807104
29.6648
29 .6816
29. 6985
29. 71 53
29. 7321
9 .5828
9 .5865
9.5901
9. 5937
9.5973
2 .94448
2 .94498
2 .94547
2 .94596
2.94645
1.1 3636
1.13507
1. 13379
1.1 3250
1.1 3122
2764.6
2767.7
2770.9
2774.0
2777.2
608212
609595
610980
612366
61 3754
2623 .2
2626 .4
2629 .5
2632 .7
2635.8
547599
548912
550226
551541
552858
885
886
887
888
889
783225
784996
786769
788544
790321
693154125
695506456
6978641 03
700227072
702595369
29. 7489
29. 7658
29. 7825
29. 7993
29 .8161
9.601 0
9.6046
9.6082
9.611 8
9 .6154
2. 94694
2 .94743
2 .94792
2.94841
2.94890
1. 12994
1. 12867
1. 12740
1. 12613
1.12486
2780.3
2783.5
2786.6
2789 .7
2792 .9
6151 43
616534
617927
619321
620717
2638.9
2642. 1
. 2645.2
2648 .4
2651 .5
554177
555497
556819
558142
559467
890
891
892
893
894
792100
793881
795664
797449
799236
704969000
707347971
709732288
712121957
714516984
29 .8329
29 .8496
29 .8664
29 .8831
29 .8998
9 .6190
9 .6226
9 .6262
9.6298
9.6334
2 .94939
2.94988
2.95036
2 .95085
2 .95134
1.1 2360
1.1 2233
1. 12108
1.11982
1.11 857
2796.0
2799 .2
2802.3
2805 .4
2808.6
622114
623513
624913
626315
627718
2654. 6
2657.8
2660.9
2664.1
2657. 2
560794
562122
895
896
897
898
899
801025
802816
804609
806404
808201
716917375
719323136
721734273
724150792
726572699
29 .9166
29 .9333
29 .9500
29.9666
29 .9833
9 .6370
9 .6406
9 .6442
9 .6477
9 .651 3
2 .95182
2.95231
2 .95279
2. 95328
2 . 95376
1.11 732
1.11 607
1. 11483
1.1 1359
1.1 1235
281 1 .7
2814.9
2818 .0
2821. 2
2824 .3
629124
630530
631938
633348
634760
5634~2
564783
56611 6
853
A MER I CAN
IN S TITUTE OF STEEL CON S TRUCT I O N
412
900
949
N,.
Square
FUNCTIONS OF NUMBERS
Cube
Square
Root
Cube
Root
Logari thm
1000
X
No. = Diameter
Reciprocal
Circum.
Area
900
901
902
903
904
810000
811801
813604
815409
817216
729000000
731432701
733870808
736314327
738763264
30.0000
30.0167
30.0333
30 .0500
30.0666
9 . 6549
9.6585
9 .6620
9.6656
9.6692
2.95424
2.95472
2 .95521
2 .95569
2.95617
1.11111
1.10988
1.10865
1.10742
1.10619
2827 .4
2830.6
2833.7
2836 .9
2840.0
636173
637587
639003
640421
641840
905
906
907
908
909
819025
820836
822649
824464
826281
741217625
743677416
746142643
74861331 2
751089429
30 .0832
30.0998
30. 1164
30. 1330
30 .1 496
9.6727
9.6763
9.6799
9 .6834
9.6870
2.95665
2.95713
2.95761
2.95809
2.95856
1.10497
1 . 10375
1.10254
1.10132
1.10011
2843.1
2846.3
2849 .4
2852.6
2855 .7
643261
644683
646107
647533
648960
910
911
912
913
914
828100
829921
831744
833569
835396
753571000
756058031
758550528
761048497
763551944
30. 1662
30. 1828
30. 1993
30.2159
30.2324
9.6905
9.6941
9 .6976
9.7012
9.7047
2.95904
2.95999
2.96047
2.96095
1.09890
1 .09769
1.09649
1 .09529
1.09409
2858.8
2862.0
2865.1
2868.3
2871 .4
650388
651818
653250
654684
656118
915
916
917
918
919
837225
839056
840889
842724
844561
766060875
768575296
771095213
773620632
776151559
30.2490
30 .2655
30.2820
30 .2985
30.3150
9.7082
9.7118
9.7153
9.7188
9.7224
2.96142
2.96190
2.96237
2.96284
2 .96332
1.09290
1.09170
1.09051
1.08932
1.08814
2874.6
2877.7
2880.8
2884.0
2887 .1
657555
658993
660433
661874
663317
920
921
922
923
924
846400
848241
850084
851929
853776
778688000
781229961
783777448
786330467
788889024
30.3315
30.3480
30.3645
30.3809
30 .3974
9.7259
9.7294
9.7329
9.7364
9.7400
2.96379
2.96426
2.96473
2.96520
2.96567
1.08696
1.08578
1.08460
1.08342
1.08225
2890.3
2893.4
2896 .5
2899 .7
2902.8
664761
666207
667654
669103
670554
925
926
927
928
929
855625
857476
859329
861184
863041
7914531 25
794022776
796597983
799178752
801765089
30.4138
30.4302
30.4467
30.4631
30.4795
9 .7435
9.7470
9 .7505
9.7540
9 .7575
2.96614
2.96661
2.96708
2.96755
2.96802
1.08108
1.07991
1.07875
1.07759
1.07643
2906.0
2909.1
2912.3
2915.4
2918.5
672008
673460
674915
676372
677831
930
931
932
933
934
864900
866761
868624
870489
872356
804357000
806954491
809557568
812166237
814780504
30.4959
30.5123
30.5287
30.5450
30.5614
9.7610
9.7645
9.7680
9.7715
9.7750
2.96848
2.96895
2.96942
2.96988
2.97035
1.07527
1.07411
1.07296
1.071 81
1 .07066
2921.7
2924.8
2928.0
2931.1
2934.2
679291
680752
682216
683680
685147
935
936
937
938
939
874225
876096
877969
879844
881721
817400375
820025856
822656953
825293672
827936019
30.5778
30.5941
30.6105
30.6268
30. 6431
9.7785
9.7819
9.7854
9.7889
9 .7924
2 .97081
2.97128
2.97174
2 .97220
2.97267
1.06952
1.06838
1 .06724
1.06610
1.06496
2937.4
2940.5
2943.7
2946 .8
2950.0
686615
688084
689555
691028
692502
940
941
942
943
944
883600
885481
887364
889249
891136
830584000
833237621
835896888
838561807
841232384
30.6594
30.6757
30.6920
30.7083
30.7246
9.7959
9.7993
9.8028
9 .8063
9.8097
2.97313
2 .97359
2 .97405
2.97451
2.97497
1 .06383
1.06270
1.06157
1. 06045
1.05932
2953.1
2956.2
2959.4
2962.5
2965.7
693978
695455
696934
698415
699897
945
946
947
948
949
893025
894916
896809
898704
900601
843908625
846590536
849278123
851971392
854670349
30.7409
30.7571
30.7734
30.7896
30.8058
9.8132
9.8167
9.8201
9 .8236
9 .8270
2 .97543
2.97589
2. 97635
2. 97681
2.97727
1.05820
1.05708
1.05597
1.05485
1 .05374
2968.8
2971.9
2975 . 1
2978.2
2981 .4
701380
702865
704352
705840
707330
AMERICAN
2.95952
INST ITUTE OF STEEL CONSTRUCTION
413
950
999
FUNCTIONS.. OF NUMBERS
No.
Square
Cuba
~uare
00'
Cube
Root
Logarithm
1000
X
Reciprocal
No. - Diameter
Area
Circum .
.
950
951
952
953
954
902500
904401
906304
908209
910116
857375000
860085351
862801408
865523177
868250664
30.8221
30.8383
30.8545
30.8707
30.8869
9.8305
9.8339
9.8374
9.8408
9.8443
2.97772
2.97818
2.97864
2.97909
2.97955
1.05263
1.05152
1.05042
1.04932
1.04822
2984.5
2987.7
2990.8
2993.9
2997 .1
708822
710315
711809
713306
714803
955
956
957
958
959
912025
913936
915849
917764
919681
870983875
873722816
876467493
879217912
881974079
30.9031
30.9192
30.9354
30.9516
30.9677
9.8477
9 . 8511
9.8546
9.8580
9.8614
2.98000
2.98046
2.98091
2.98137
2.98182
1.04712
1.04603
1.04493
1.04384
1.04275
3000.2
3003.4
3006.5
3009.6
3012.8
716303
717804
719306
720810
722316
960
961
962
963
964
921600
923521
925444
927369
929296
884736000
887503681
890277128
893056347
895841344
30.9839
31.0000
31.0161
31.0322
31.0483
9.8648
9.8683
9.8717
9.8751
9.8785
2.98227
2.98272
2.98318
2.98363
2.98408
1.04167
1.04058
1.03950
1.03842
1.03734
3015.9
3019.1
3022.2
3025.4
3028.5
723823
725332
726842
728354
729867
965
966
967
968
969
931225
933156
935089
937024
938961
898632125
901428696
904231063
907039232
909853209
31.0644
31.0805
31.0966
31.1127
31.1288
9.8819
9.8854
9.8888
9.8922
9.8956
2.98453
2.98498
2.98543
2.98588
2.98632
1.03627
1.03520
1.03413
1.03306
1.03199
3031.6
3034.8
3037.9
3041.1
3044.2
731382
732899
734417
735937
737458
970
971
972
973
974
940900
942841
944784
946729
948676
912673000
915498611
918330048
921167317
924010424
31.1448
31.1609
31.1769
31.1929
31.2090
9.8990
9.9024
9.9058
9.9092
9.9126
2.98677
2.98722
2.98767
2.98811
2.98856
1.03093
1.02987
1.02881
1.02775
1.02669
3047.3
3050.5
3053.6
3056.8
3059.9
738981
740506
742032
743559
745088
975
976
977
978
979
950625
952576
954529
956484
958441
926859375
929714176
932574833
935441352
938313739
31 .2250
31.2410
31.2570
31.2730
31 .2890
9.9160
9.9194
9.9227
9.9261
9.9295
2.98900
2.98945
2.98989
2.99034
2.99078
1.02564
1.02459
1.02354
1.02249
1.02145
3063.1
3066.2
3069.3
3072.5
3075.6
746619
748151
749685
751221
752758
980
981
982
983
984
960400
964324
966289
968256
941192000
944076141
946966168
949862087
952763904
31 .3050
31 .3209
31 .3369
31 .3528
31.3688
9.9329
9.9363
9.9396
9.9430
9.9464
2.99123
2.99167
2.99211
2.99255
2.99300
1.02041
1.01937
1.01833
1.01729
1.01626
3078.8
3081.9
3085.0
3088.2
3091.3
754296
755837
757378
758922
760466
985
986
987
988
989
970225
972196
974169
976144
978121
955671625
958585256
961504803
964430272
967361669
31 .3847
31.4006
31.4166
31.4325
31.4484
9.9497
9.9531
9.9565
9.9598
9.9632
2.99344
2.99388
2.99432
2.99476
2.99520
1.01523
1.01420
1.01317
1.01215
1.01112
3094.5
3097.6
3100.8
3103.9
3107.0
762013
763561
765111
766662
768214
990
991
992
993
994
980100
982081
984064
986049
988036
970299000
973242271
976191488
979146657
982107784
31.4643
31.4802
31.4960
31.5119
31.5278
9.9666
9.9699
9.9733
9.9766
9.9800
2.99564
2.99607
2.99651
2.99695
2.99739
1.01010
1.00908
1.00806
1.00705
1.00604
3110.2
3113.3
3116.5
3119.6
3122.7
769769
771325
772882
774441
776002
995
996
997
998
999
990025
992016
994009
996004
998001
985074875
988047936
991026973
994011992
997002999
31.5436
31.5595
31.5753
31.5911
31 .6070
9.9833
9.9866
9.9900
9.9933
9.9967
2.99782
2.99826
2.99870
2.99913
2.99957
1.00503
1 .00402
1.00301
1.00200
1 .00100
3125.9
3129.0
3132.2
3135.3
3138.5
777564
779128
780693
782260
783828
I
962361
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
414
WIRE AND SHEET METAL GAGES
I N DEC IMALS OF AN INCH
Name
of
Gage
Principal
U..
Gage
No.
---
T ho
United States
United States
Steel
Standard Gage>!'
Wire Gage
Uncoated Steel Sheets
and Light Plates
Wei~t
Oz. per
. Ft .
6
7
8
•
10
11
12
13
14
15
16
17
18
,.
20
21
22
23
24
2.
26
27
28
29
30
31
32
33
34
35
36
37
38
3'
40
,.
32
28
24
22
20
18
16
14
12
11
10
Steel Wire
Non.Ferrou$
except
Music W ire
Sheeta and
Wire
.4900
.4615
.4305
.3938
.3625
.3310
.3065
.2830
.2625
.2437
.2253
.2070
.1920
.1770
.1620
.1483
.1 350
.1 205
.1055
.0915
.0800
.0720
.0625
.0540
.0475
.0410
.0348
.0318
.0286
.0258
.0230
.0204
.018 1
.0173
.0162
.0150
.0140
.0132
.0128
.Oi 18
.0104
.0095
.0090
.0085
.0080
.0075
.0070
.0269
.0239
.0209
.0179
.0164
.0149
•
.0135
.0120
.Q105
.0097
.0090
.0082
.0075
.0067
.0064
.0060
8
7
6 .5
6
5.'
5
4.5
4.25
•
Sheet &.
Hoop Gage
British
Imtrerial
or nalish
l egal Stand·
srd Wife
Iron and
Steel Sheets
Bi rming ham
or Stubs
Name ·
Iron W ire
Gage
Gage
Gage
of
- --
and Hoops
.6666
.625
.5883
.5416
.500
.4452
.3964
.3532
.3147
.2804
.250
.5800
.5165
.4600
.4096
.3648
.3249
.2893
.2576
.229'
.2043
.1819
.1620
.1443
.1285
.1144
.1 019
.0007
.0808
.0720
.064 1
.0571
.0508
.0453
.0403
.0359
.0320
.Q285
.0253
.0226
.0201
.0179
.0159
.0142
.0126
.0113
.0100
.008'
.0080
.0071
.0063
.0056
.0050
.0045
.0040
.0035
.0031
.222'
.1981
.1764
.1570
.1398
.1250
.111 3
.0991
.0882
.0785
.0699
.0625
.0556
.0495
.0440
.0392
.0349
.0313
.0278
.0248
.0220
.0196
.0175
.0156
.0139
.0123
.0110
.0098
.0087
.0077
.006'
.0061
.0054
.0048
.0043
.0039
Gage
No.
.500
7/0's
6/0's
.464
.432
.500
.454
0400
.372
.348
.324
.300
.276
.252
.232
.212
.192
.176
.160
.144
.128
.116
.104
.092
.080
.072
.064
.056
.048
.040
.036
.032
.028
.024
.022
.020
.018
.0164
.0148
.0136
.0124
.0116
.0108
.0100
.0092
.0084
.0076
.0068
.0060
.0052
.0048
.425
.380
.340
.300
.284
.259
.238
.220
.203
.180
.165
.148
.134
.120
.109
.09'
.083
.072
5/D's
4/0'8
3/0's
2/0'8
0
1
2
3
4
•
6
7
8
•
10
11
12
13
14
15
16
17
18
.06'
.058
,.
.04'
.042
.035
.032
.028
.025
.022
.020
.018
.016
.014
.013
.012
.010
.009
.008
.007
.00'
.004
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
3.
40
.. U. S . Standard Ga"e is officially a weight gage. in oz. per sq. ft. as tabulated. The Approx. Thickness
shown is the "Manufacturers' Standard " of the American I ron a nd Steel I nstitute, based on s teel as weighing
S01.8 1 lbs. per cu. ft. (489.6 true weight plus 2.5 percent .for ave rage over-run in area and thickness). T he
A.I.S.I. standa rd nomenda ture for flat rolled carbon steel IS as follows :
Thicknesses, Inch
0.2500
Widths, Inches
0.2499
to
0.2031
and
thicker
T o 3lj1 incl... _.... ____________
Over 3lh to 6 incL ___ .. __
6 to 12 "
.....
,.
" 12 to 32
--to
48
32
"
,." 48 __ ._ _ _ _ •__
..
.-------
B.,
B.,
P late
P late
Plate
Plate
AME R I C A N
I
i
Bar Bar
Strip
I
Sheet
Sheet
Plate
I
I
I
I
0.2030
to
0.1875
0.1874
to
0.0568
0.0254
0.0567
1 C.0343
to
to
10
0.0344
0.0255 _ , 0.0142
Strip
Strip
Strip
Sheet
Sheet
Plate
Strip
Strip
Strip
Sheet
Sheet
Sheet
Strip
Strip
tihee t
Sheet
Sheet
Sheet
IN S T ITUTE
OF
S TEEL
I
-
Strips, Bands,
Pr incipal
Hoops and
U"
Wire
Wire
- --
.2391
.2242
.2092
.\943
.1793
.1644
.1495
.1345
.1 196
.1046
.0897
0747
.0673
.0598
.0538
.0478
.0418
.0359
.0329
.0299
160
150
140
130
120
11 0
100
.0
80
70
60
50
45
40
Now
Birmingham
Standard
Thickness, Inches
4/0'&
3/0's
•
ShaCfB
Wire age
Approx.
T hickness
I nches
7/0's
SfO' s
S/O's
2/0'8
0
1
2
3
4
American or
Brown &.
Strip
Sheel
Sheet
Sheet
Sheet
Sheet
C O N S TRU C TI O N
Sheet
S heet
Sheet
Sheet
Sheet
Sheet
0.0141
and
thinner
Sheet
Sheet
Sheet
Black Plate
Sheet
I
--
415
WEIGHTS AND MEASURES
UNITED STATES SYSTEM
1.0 ~
.08333~
12.0 ~
Square Feet
1.0~
144.0~
1296.0~
39204.0~
.02778~
.33333~
1.0
36 . 0~
3 .0
198 . 0~
16 .5
7920.0~ 660.0
63360 . 0 ~ 5280.0
Sq.lnc;hes
LINEAR MEASURE
Yards
Rods
Feet
r nches
.0050505~
.0606061 ~
.1818182~
Furlongs
Miles
.00012626~
.00151515~
.00454545~
.00001578
.00018939
.00056818
.003125
.125
1.0
5.5
220 .0
1.0
40.0
~ 1.0
~1760 .0
~320.0
~8.0
.025
SQUARE AND LAND MEASURE
Square Yards
Sq. Rods
. 006944~
1 .0
9.0
272.25
43560.0
~1.0
Acres
AVOIRDUPOIS WEIGHTS
Ounces
Pounds
Grains
Sq. Miles
.000772
.111111
1.0
.03306~
.000207
30.25
1.0
.00625
.0000098
4840.0
160.0
1.0
.0015625
3097600.0
~1024oo.0
~640.0
~1.0
Drams
Tons
1.0
.03657~
.002286~
.000143 ~ .0000000714
27 .34375~
1.0
.0625
.003906~ .00000195
437.5
16.0
1.0
.0625
.00003125
7000.0
256.0
16.0
1.0
.0005
~512000.0
14000000.0
~32oo0.0
~2ooo.0
~1.0
DRY
Pints
Quarts
1.0
2.0
16.0
51 .42627
64.0
.5
1.0
8.0
25.71314
32.0
MEASURE
Pecks
Cubic Feet
Bushels
.0625
. 125
1.0
3.21414
4.0
.01945
.03891
.31112
1.0
1.2445
.01563
.03125
.25
.80354
1.0
LIQUID MEASURE
Quarts
U. S. Gallons
Gills
Pints
1.0
4.0
8.0
32.0
.25
1.0
2.0
8.0
.125
.5
1.0
4.0
.03125
.125
.250
1.0
7.48052
Cubic Feet
.00418
.01671
.03342
.1337
1.0
METRIC SYSTEM
UNITS
Length-Meter
Mass- Gram
Capacity- Liter
for pure water at 4°C. (39.2°F.)
1 cubic decimeter or 1 liter
1 kilogram
meters (mm)}
lmeters (em)}
lmeters (dm)}
lmeter
1000 Milli grams (mg) = 100 Centi grams (cg) = 10 Deci grams (dg) = 1 gram
liters (el)
liters (dl)
liter
l liters (ml)
Imeters (dkm)}
Imelers
Imeter (km)
meters}
1000 grams ~ 100 Deka grams (dkg) ~ 10 Heeto grams (hg) ~ 1 Kilo gram (kg)
liters (dkl)
liters (hi)
liter (kl)
l liters
(hm)}
1 Metric Ton
100 Square Meters
100 Ares
100 Hectares
AMERICAN
1000 Kilograms
1 Are
1 Hectare
1 Square Kilometer
INSTITUTE OF STEEL CONSTRUCTION
r--416
ENGINEERING CONVERSION FACTORS
Multiply
by
to obtain
acres.... __ ....___. ___....... ___ .. __...__ ......___ ._________ _
,404687
4,04687 X 10-'
1076,39
144 sq. in. X 1 in.
hectares
square kilometers
SQuare feet
cubic inches
cubic feet
feet
inches
cubic feet
cubic inches
cubic centimeters
cubic meters
gallons, British Imperial
liters
tons, British Shipping
tons, U. S. Shipping
cubic centimeters
cubic feet
cubic yards
cubic meters
radians
degrees, Centigrade
degrees, Fahrenheit (less 32 F.)
kilogram meters
centimeters
meters
millimeters
miles, nautical
cubic feet
gallons, U. S.
liters
gallons, British Imperial
cubic feet
cubic inches
liters
pounds, avoirdupois
acres
square feet
square miles
horse-power, U. S.
horse-power, metric
centimeters
meters
millimeters
pounds
long tons
short tons
foot pounds
pounds per foot
pounds per square inch
pounds per square foot
long tons per square foot
pounds per square inch
long tons per ~uare inch
pounds per CUbIC foot
miles, statute
miles, nautical
ares _____ ... ____...... ___..__ ........ __ . ___ ...........__ ..
bo~rd f~~L .. _____ .... _...... _______ ............... __
centimeters ......__............ ____....................... .
cubic centimeters.. __ ...... __ .... ______ ......__ ......__
"
"
cubic feet.__.. __..._...... __ .. __ .______ ...... ________ ..__ ..
--------............... __ ............. __...._---
cubic inches. _____ ......... _. ______........_____ ..___ ...
cubic meters. __ ........... _.. _____ ....... ___ .... ____ ...
---_ .................... __ ......
_-_ ..... _--_ ..
cubic yards ___ ................. __ .... __ .... ___ ..........
degrees, angular..........
................. .
degrees. Fahrenheit (less 32 F.) ....._
..
Centigrade.......... ..................... _
foot pounds........ _................................... .
feeL .......... .
"
gall~ns, Briysh Imp,crial
gal1~ns, U"S" """""""" " ,,"",,"'"'''''',,'''''
grams, metric........................................ _.
hectares ........................... ...................... .
horse-power, metric......... .... _.................. .
horse-power, U. S ....... .
incJ;es.....................................................
ki1o~;ams................................................. .
kilogram meters.................................... .
kilograms per meter..... _......................... _.
kilograms per SQuare centimeter .... " ..... .
kilog.r;ams ~ squ,~re m~~er..... --............ .
kilog;t;ams ~r squHre milliTeier.~::~:::::::·
kilograms per cubic meter........ _......... .
. .............._........................
kilometers..
..
AMERICAN
,0833
3.28083 X 1()-'
,3937
3,53145 X 10-'
6,102 X 10-'
2 ,8317 X 10'
2,8317 X I()-'
6,22905
28,3170
2,38095 X 10-'
,025
16,38716
35,3145
1.30794
,764559
,0174533
,5556
1.8
,13826
30.4801
,304801
304,801
1.64468 X I(}-'
,160538
1.20091
4,54596
.832702
.13368
231.
3.78543
2,20462 X I(}-'
2.47104
1.076387 X 10'
3.86101 X I(}-'
.98632
1.01387
2,54001
2,54001 X I(}-'
25,4001
2,20462
9,84206 X I(}-'
1.10231 X I(}-'
7,233
,671972
14.2234
.204817
9.14362 X 10-'
1422.34
,634973
6,24283 X 10-'
.82137
.53959
INS TITUTE OF STEEL CONSTRUCTION
417
ENGINEERING CONVERSION FACTORS
Multiply
by
liters.___.._____ .__ ........ ____ .............................. _
.219975
.26417
3.53145 X 10-'
3.28083
39.37
1.09361
1.60935
"
meters. ___________.__.. _____ ... ________ ................ __.__ _
"
mi}~,
staf.ute.___... ___... ___._____................. ___ ..
mi}~.
nauycaL ...__ _______ .__ ......___________ .......
.8664
6080.204
1.85325
1.1516
millimeters.... ___................. __ .........____________..
3.28083 X 10-'
3.937 X 10-'
"
pou~ds , avoir~,upo is ____.. _____________ .... _. ____ ....
453.592
.453592
4.464 X 10-'
4.53592 X 10-'
pounds per fooL._. __ ....._____ .__________ ........... .
1.48816
pounds per SQuare fooL._ ...... ___.... _._._ ... __ _
4.88241
poll!J-ds IXf,r SQ!-!are in.~h_ ..__ ..______ .. _. ______ .. __
7.031 X 10-'
7.031 X 10-'
pounds per cubic fooL ..__._____ ............ ___..
16.0164
radians.... _........... __ .... _______ .__..._.......... __ ...... .
57.29578
.1550
square centimeters................................... .
9.29034 X 10-'
sq~~re f~~t.. ..... _.................. _.....................
9.29034 X 10-'
.0929034
6.45163
sq~~e inc!?es............... - ...... - .................... .
645.163
247.104
sq~~re kilo~eters............--._.................... .
.3861
10.7639
sq~~re me.~ers........ .....- ........................... .
1.19599
squ.~e mHes..... __ ................ _.....................
259.0
2.590
square millimeters..............._.................. .
1.550 X 10-'
SQuare yards........................._.................. .
.83613
1016.05
to~s, l<??g..... _......................_.....................
2240.
1.01605
1.120
tons. long, per square fooL ...__ .... _........ _
1.09366 X 10-'
1.57494
tons, long, per square inch. .................... .
2204.62
to~s, meYic. .............................................. .
.96421
1.10231
907.185
to!!-s, sh~rt ................................................. .
.892857
.907185
to~s. Bri~~sh·"Silipp.ing_·.·~~~~~~:::~:::::::~::::::::::
42.00
.952381
ton~, U. ~. Ship.I?ing..... __ ........................ .
40.00
1.050
yards... _.... _...... _.. _...... _.. _......_................ .
.914402
AMERICAN
to obtain
gallons, British Imperial
gallons, U. S.
cubic feet
reet
inches
yards
kilometers
miles, nautical
feet
kilometers
miles, statute
feet
inches
grams. metric
kilograms
tons, long
tons, metric
kilograms per meter
kilograms per square meter
kilograms per square centimeter
kilograms per square millimeter
kilograms per cubic meter
degrees, angular
square inches
ares
hectares
square meters
square centimeters
square millimeters
acres
square miles
square feet
square yards
hectares
square kilometers
square inches
square meters
kilograms
pounds
tons. metric
tons. short
kilograms per square meter
kilograms per square millimeter
pounds
tons, long
tons, short
kilograms
tons, long
tons, metric
cubic feet
tons, U. S. Shipping
cubic feet
tons, British Shipping
meters
INSTI TUTE OF STEEL CONSTRUCTION
~~--------------------------
418
DECIMALS OF A FOOT
FOR EACH 32ND OF AN INCH
I
Inch
0"
1"
2"
3"
4"
5"
0
0
.0026
.0052
.0078
.0833
.0859
.0885
.0911
.1667
.1693
.1719
.1745
.2500
.2526
.2552
.2578
.3333
.3359
.3385
.3411
.4167
.4193
.4219
.4245
.0104
.0130
.0156
.0182
.0938
.0964
.0990
.1016
.1771
.1797
.1823
.1849
.2604
.2630
.2656
.2682
.3438
.3464
.3490
.3516
.4271
.4297
.4323
.4349
.0208
.0234
.0260
.0286
.1042
.1068
.1094
.1120
.1875
.1901
.1927
.1953
.2708
.2734
.2760
.2786
.3542
.3568
.3594
.3620
.4375
.4401
.4427
.4453
.031 3
.0339
.0365
.0391
.1146
.1172
.1198
.1224
.1979
.2005
.2031
2057
.2812
.2839
.2865
.2891
.3646
.3672
.3698
.3724
.4479
.4505
.4531
.4557
~
.0417
.0443
.0469
.0495
.1 250
.1276
.1302
.1328
.2083
.2109
.21 35
.21 61
.2917
.2943
.2969
.2995
.3750
.3776
.3802
.3828
.4583
.4609
.4635
.4661
%
.0521
.0547
.0573
.0599
.1354
.1380
.1406
.1432
.2188
.2214
.2240
.2266
.3021
.3047
.3073
.3099
.3854
.3880
.3906
.3932
.4688
.4714 .
.4740
.4766
.0625
.0651
.0677
.0703
.1458
.1484
.1510
.1536
.2292
.2318
.2344
.2370
.3125
.3151
.3177
.3203
.3958
.3984
.4010
.4036
.4792
.4818
.4844
.4870
.0729
.0755
.0781
.0807
.1563
.1589
.1615
.1641
.2396
.2422
.2448
.2474
.3229
.3255
.3281
.3307
.4063
.4089
.4115
.4141
.4896
.4922
.4948
.4974
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
I{,
l{,
J{,
~
J{,
!{o
l{,
~
J{,
!{o
II{,
%
IJ{,
l{,
IJ{,
Il{,
%;
I%;
%
Il{,
' J{,
ji
"43
I%;
%
%
'J{,
l!{o
'1{,
419
DECIMALS OF A FOOT
FOR EACH 32ND OF AN INCH
Inch
6"
7"
8"
9"
10"
11 "
0
l{,
.5000
.5026
.5052
.5078
.5833
.5859
.5885
.5911
.6667
.6693
.6719
.6745
.7500
.7526
.7552
.7578
.8333
.8359
.8385
.8411
.9167
.9193
.9219
.9245
.5104
.5130
.5156
.5182
.5938
.5964
.5990
.6016
.6771
.6797
.6823
.6849
.7604
.7630
.7656
.7682
.8438
.8464
.8490
.8516
.9271
.9297
.9323
.9349
.5208
.5234
.5260
.5286
.6042
.6068
.6094
.6120
.6875
.6901
.6927
.6953
.nos
.7734
.7760
.7786
.8542
.8568
.8594
.8620
.9375
.9401
.9427
.9453
.5313
.5339
.5365
.5391
.6146
.6172
.6198
.6224
.6979
.7005
.7031
.7057
.7813
.7839
.7865
.7891
.8646
.8672
.8698
.8724
.9479
.9505
.9531
.9557
.541 7
.5443
.5469
.5495
.6250
.6276
.6302
.6328
.7083
.7109
.71 35
.7161
.7917
.7943
.7969
.7995
.8750
.8776
.8802
.8828
.9583
.9609
.9635
.9661
.5521
.5547
.5573
.5599
.6354
.6380
.6406
.6432
.7188
.7214
.7240
.7266
.8021
.8047
.8073
.8099
.8854
.8880
.8906
.8932
.9688
.9714
.9740
.9766
.5625
.5651
.5677
.5703
.6458
.6484
.6510
.6536
.7292
7318
.7344
.7370
.8125
.8151
.8177
.8203
.8958
.8984
.9010
.9036
.9792
.9818
.9844
.9870
.5729
.5755
.5781
.5807
.6563
.6589
.6615
.6641
.7396
.7422
.7448
.7474
.8229
.8255
.8281
.8307
.9063
.9089
.9115
.9141
.9896
.9922
.9948
.9974
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
}16
~
l1l
ji2
!!6
l!2
M
j{,
!!6
ll{,
% .
Ij{,
%;
Ij{,
l1l
Il{,
!!6
%
%
'l{,
1!(6
,~
%
'j{,
l~
'l!2
Ys
'u.
1;(5
'l{,
420
DECIMALS OF AN INCH
FOR EACH 64TH OF AN INCH
WITH MILLIMETER EQUIVALENTS
~4ths
Decimal
1
2
3
4
----
5
6
7
Yo
....
Fract ion
__ 0 .
lj2
••0 .
li",
' - 0-
~
jf
••0 .
~
---lj2
--_.
~
---~
. _--
;{o
---Ilj2
....
%
---Ilj2
----
>!6
---Ijf
._.
Yo
Millime!ers
Millimeters
(appr ox.)
Fraction
~4th8
Decimal
.015625
.03125
.046875
.0625
0.397
0.794
1.191
1.588
....
33
34
35
36
.515625
.53125
.546875
.5625
13.097
13.494
13.891
14.288
8
.0781 25
.09375
.109375
.125
1.984
2.381
2.778
3.175
37
38
39
40
.578125
.59375
.609375
.625
14.684
15.081
15.478
15.875
9
10
11
12
.140625
.15625
.171875
.1875
3.572
3.969
4.366 ·
4.763
.._-
41
42
43
44
.640625
.65625
.671875
.6875
16.272
16.669
17.066
17.463
13
14
15
16
.203125
.21875
.234375
.250
5.159
5.556
5.953
6.350
....
45
46
47
48
.703125
.71875
.734375
.750
17.859
18.256
18.653
19.050
17
18
19
20
.265625
.28125
.296875
.3125
6.747
7.144
7.541
7.938
....
49
50
51
52
.765625
.78125
.796875
.8125
19.447
19.844
20.241
20.638
21.
22
23
24
.328125
.34375
.359375
.375
8.334
8.731
9.128
9.525
---'lj2
----
53
54
55
56
.828125
.84375
.859375
.875
21.034
21.431
21.828
22.225
25
26
27
28
.390625
.40625
.421875
.4375
9.922
10.319
10.716
11.113
....
1 ~6
57
58
59
60
.890625
.90625
.921875
.9375
22.622
23.019
23.416
23.81 3
29
30
31
32
.453125
.46875
.484375
.500
11.509
11.906
12.303
12.700
---' lj2
----
61
62
63
.953125
.96875
.984375
1.000
24.209
24.606
25.003
25.400
A M ERICAN
Ilj2
---~ (6
l~
.'-.
%
'lj2
.-- .
1 ~6
,~
---~
' jf
.--.
1;(6
Ys
,~
----
1
64
INSTITUTE OF STEEL CONSTRUCTION
( appro)(.)
421
IN DE X
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
422
INDEX
NOTE: The A. 1. S. C. Specification and A. I. S. C. Code are herein indexed as to
general Section headings. Further details of Specification and Code are not indexed.
Page
A.I.S.C. Specification for the Design, Fabrication and Erection of Structural
Steel for Buildings._________..... __ ......... __ ........ _..... _____.. _,..__ .._..................... ___ .... .
Administrative Provisions ~
Section 1. Types of COnstruction. ___... _____________________________ .... ___ ..___ ...._. __
"
2. Definitions and Nomenclature, " 'elded Construction.___
3. Plans and Drawings. Stress Sheets ____ ...___ .__ ....... _........... .
4. Loads and Forces .. ____....____ ............ _,.....................................
5. Welding.................................................................................
6. Turned Bolts.....•.................................................................
7. Erection. ................_...... _.................................................._._.
8. Inspection........................... _.................................................
Technical Provisions;
Section 9. MateriaL ..._.. _.......__ ......................................................... _.. _.
••
10. Loads and Forces__ .. _........................................................_._.
..
11. Members Subject to Reversal of Stress.......................... ..
12. Combined Stresses............................................................... .
13. Composite Beams_ ... ____ ................................................ _...... ..
14. Effective Span Length..... ____............................................_.
"
15. Allowable Unit Stresses....... _.....................................____..... _
Tension....................................... _................__ ..__.
COmpression........................................... _.......... .
Bending..... _...... _..................................._._.
Shearing....................................._.............._....__..
Bearing..................................................... .........
Cast Steel ..........................._.. _.._.................._...
M asonry......................... _......................_.__......_..
Wind Only ......................................................... .
Wind and Other Forces_.. _........ _._____ .__ ._.......... ..
Effective Areas of Weld MetaL_ ......... __....... .
u
16. Slenderness Ratio __ ._.__.__.. _... _.. _.._.....__ __ ..._........................_.
17. Depth Ratio .......... _____________________________ ._
_____ ._...... __ ........
18. Minimum Thickness of MateriaL __.. ___ .________....___......._...
19. Gross and Net Sections ____.__ ._ ... ____________ . ______ .._.. _..__........
20. E xpansion............................_.. _......_..._
.__.____ .____ ...._._... .
21. COnnections..... ___.. _......._.._..._.___._._.____ .._
______._........... .
22. Rivets and Bolts..... __ .. _.... ___........_......... __..__ .._._.____............
23. Spacing of Rivets.............._..._..................._.........._....._.... _...
24. Welds....................................... ............................................
25. Spacing of Welds .............................................................. .
26. Plate Girders and Rolled Beams..................._............_..... _.
27. Separators__._.. __ ____ ._._........_....................................................
28. Tie Plates............ _.... _._._......__........ _......................................
29. Lacing................__ ._. __...._....._.....___.... _............._.....................
30. Camber................. _________...._._........_. __......__..._.... _....... _......_.
31. Column Bases..........__ ___ ...__ .......____....... _...._...___......_........... .
32. Anchor Bolts....._.... __ .._. __... ___...... _._............... _.......__........... .
33. Workmanship..__ ....... _.. _.... __.........__....__ ._........_.............. _.. _.
275
277
278
278
279
279
280
280
281
282
282
283
284
284
285
285
285
285
286
286
287
287
287
287
287
287
288
288
289
290
291
291
292
293
294
296
~~: i~~~!~i;e··PfOVi-sions~~~~~:~.~~~:::::::::::::::::::::::::::::::::=::=:
297
299
299
300
300
301
301
301
304
305
A.I.S.C. Code of Standard Practice for Steel Buildings and Bridges......... ___.... .
Section 1. General ...__.____......._.._..___________ ..................._........................ .
2. Definition of Structural SteeL ___ ......................... _............. .
..
3. Calculation of Weights_. __ ..._.._.......... _. __.... _.. __....... _......_..._._.
4. Drawings and Specifications..... __ ............._.. ___.................. .
5. Stock Materials _____ ............ ___........._........ _........_....... _......._.....
6. Inspection and Delivery._.......... _........ _...... __......._...... _....._.
7. Erection.____..........____.....__.... _. __ .........._........... ___................ .
306
307
308
309
311
311
312
313
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
423
Page
A.I.S.C. Recommended Fundamental Principles, Minimum Requirements
and Tentative Standard Welded Connections for Buildings ..... _.... ___ 336-339
A.S.T .M . (American Society for Testing Materials):
Specifications for Steel for Bridges and Buildings, A7.........___________ _ 326-332
..
.. Structural Rivet Steel, AI4l................................... . 333·335
Permissible variations, structural shapes and plates____..._......_.._...... .
68·69
A.W .s.
}~~1~s~e:~ng ~~t~ :........... ..................... ........................... 340·341
Symbols for welded construction... ___ ._____.__ ...._.............................. _________
342
Allowable loads. angle and tee connections for hangers and brackets.......... _____ _
267
"
" angles, used as beams____.___________________.___ ....___ .... ____ ................_____ 200-20l
base plates. ___ ......______ ..______ .___________________.____._____ ._........ _.......______ 249-251
beam connections ____ _______________________ ..________________________________._______ 252-261
beams, explanation of tables ___________________________________________... ______ _ 172-174
•• American Standard___________.________ ..____________._.__._______.________ _ 189-192
miscellaneous ___________ .___ ._____ .___________________ .______________________._ 193-195
Wide Flange_________._.___... _.... __ . __._________ ._____.. ______________________.. 175-188
laterally unsupported, charts____.__________.______________________ 202-206
"., bol ts, unfinisheci
___ ._ ....._______.____.__ .____.. ___._____________.__________________.__ _
271
" turned _____.____.... __________.. ____... _____.__________.______.. __________________.__ _
270
channels used as beams_____ ._._. __._______.. __________________________________ ... __ 196-199
columns. explanation of tables._. _____ .. _____________ .__.______________________ _ 207-210
American Standard beams used as_______..._________________ _
"
222
~i~~tl~:~s~~.~~_~~~_~_~~~~==~~~~=~~=~~=~:::=:~=:::::::==:
211-213
223
pipe..................................................................................
248
plate and angle _____________________________________________ ._.____ _ 224-233
Wide Flange.................................................................. 214-221
double-angle struts concentrically loaded ____________________._______ _ 234-247
pins _____________________________._______________________________ .._........... _. ____..
269
rivets..... _.........__... ____... ___... _...____ .. __._ .. _.._..._....._............__ .____..
270
Allowable unit stresses, building materials. _____ .._.. _.._..... ___....... _....... __._... _______._
346
If
"
I,
columns. table ot..._................. _....... _.. _..._.. _..._.. __ .____....
209
American Societ y for Testing Materials- see A.S.T.M. above.
American Standard beams, allowable loads_.__ .. _. __....... _......... ____....._....... __.___... ____..
.,
"
"
beam connections. ___...... _. __..... __.. _..... _.. _...... ___... _' __"'_'_
dimensions, weights and properties.............___ ..____..
method of increasing area and weight_._._. ______ ......__
rolling and cutting tolerances... _.......... __ ._ .....__ ._..... .
used as columns, allowable loads......._.. _.._..._. __... _..
Ame;!can Stan?ard cha~ ~els, allowable loac!s_ ............ _.._._.....___ .._. ___ .____ ._.. __ ...... _"
beam connections_.. _. __ ..__ ... __ ._. ____ ..____ ......_.___ ._.._..
dimensions, weights and properties. .... __ .._. __....__
method of increasing area and weight.. _..___ ...____ _
rolling and cutting tolerances..... ___ ......_.._..._. __.
189-192
151-153
28-29
62
65
222
196-199
151-153
30·31
62
American Welding Society-see A.W.S. above.
Anchor bolts..... _.... _................_ ~... ~_ ..~~.......................................................................
Anchors, wall and governmenL.__.________.__......__._.._.___ .. _.... ____.________.___.________..
~¥I e connecti9ns fOF hangers and brackets_ .......... __ ... _.... __.____ ._
.._... ______ ._. ______.. .
155
155
struts. dIscussIon.___ .__ .___..._..__.. _..... _...... __.... _. _____......_......_._..._._.. __. ________.. _
66
267
234
Angles and channels, properties of combined sections.. _...__.._.___...____ ._.._______ .. _.. 120-122
Angles. bulb, dimensions, weights and properties._._..__.. _. ___.. _____..________ ..________ ...
54-55
.,
effective net are3. ____________ .___._. ___... _... _...... _.._. ___ ._________..__.___ .. _______ .. _..
97-99
gages in __ .____..__ .. ____....... _. ____________._ .._.. _..__ .. _.._____ .__.___.._...___..__ ..______._..... .
160
in combined sections. see Combined sections
method of increasing area and weight __ ._.__ .___ .... ________ ._._______._. _______....._._
62
natural functions of, see Functions
32-37
pro~rties a~.d wei~.hts-of-doubie~~~~:::~:::::~:~:::=::::::::==::::::=::=::::===::~~:=:~ 123-127
properties of four. for girder design..... ___ .... ____.... _.._____ ... ____.........___...."._._
96-98
properties referred to axis of moments through center of gravity ....... .
364
67
~~~~n~sab!~s:t~fo~~bl:l~ds_~~~~~
==~:~:::~~~::~:~::::::::=::::::::::::::::::=:~~:::::~:::~
2()()·201
Arcs of circles, length oL._............... _.__ ....___..._.._. ___ .. ____..._... ____... _. _____.... ____....__ _
356
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
424
Page
Area and weight of structural sections. method of increasing.___ ..______________._._ ....
62
" of bars, round and SQuare __ .___ ...___............................... ___...____ . __... _.............._. __
72-73
.. circles........ __ .... ______......... _______..... __ ...... __ ..__.______________________________________ .______. ____ ._ 392-413
.. one cover plate, gross and neL __ _....___ .... ____________ .__.____ ._______________________ .__ . __.
95
.. rectangular sections ........_____ ...........___ ..... _____________ .. _______________________.______...... .
78-81
rivet holes, chart for reduction due to....._________ .... _____________________ .___ .....__ ....
101
"
..
table"
..
.. ........ _______.._____._______.__.__.. _................ .
~eas:'~;~e~g~fin~~i~i~e~~r.~_~_-_-_-_-_-.·.~~:::::::::::::::::::=::::::::::::::=::=::::::::::::::::::::
Arrangement of contents, explanation oL...... _.. _....... ____... ____...__............._... ___.... .
100
96-99
92-94
7
~;s, squ,~e a~d ro~d, ;:;~~~ibr~ ~~tio~s:::::=::::::::::::::::::::::::::::::::::::::::::
72-73
334
definition......._.........___ ... _...... _........ _..................._..._. __.._._. __._____....__ ...__.____ ..__.... _ 58,326
upset square_... _.. _____ .. __________________ ..........._....__.__ .___ .__...__________ ._._._..._____________ ......
136
.. round....... _............. ___ .___ ._______ ..___ ._.. ____ .-.-----.------.----.-------.-----------------.--....-137
Base plates, allowable loads .... ____ ___ ._______ ._.___ ... _._._ ..._. ________ ._______ ..______ .__________ ._ ...... ____. 249-251
129
~~~n;ie-~ari·a"tions·hi-i·t;ickness::::::::--·- :::::::::::::::::::::::::::::::::::::::::
69
rolling mill practice __________ _____ .__ .......___... __ .__..._____________.._...._....... _________ .
60
60
Base' price,
...
58
Battledeck Floor, typical designs for highway bridges. _________._.______ .__.. _.._. _____...
144
Beam anchors.._. _..... _. ___ ........___....______.__________________ ..________________________________..... __.. ____ .
155
" bearing plates, see Bearing plates.
connections, see Connections.
flexure diagrams and formulas; reactions, shears. moments, deflections 366-377
seats_ ...__._____.___.______ ._.__ ._...._._.____________ ..__________________________ .______________.__ ..... _.. __ .___ ._ .. 262-263
•, separators. ___.__ .__...._..........._...__ ._____ .___ .. _____________________________ .___________ .___........... ___ ._.
155
Beams, allowable loads, explanation of tables.__._____ .___________________________........ __ .. ____ .. 172-174
.,
••
" American Standard ... _.. ____ . __. ____________________ ._._......... __ .__ .... _ 189-192
miscellaneous. ___ ... _. ______ ..____________.______________ ._ ......... ____ .__ ._ 193-195
Wide F lange __ ._.... _____.________________________________ ........_. _____ ._. 175-188
charts for laterally unsupported. ___________ ._.._.. _._____.._..... 202-206
200-201
63
continuous, coefficients for calculating__________ .. _..._____.. _. __._..... _. ______ ..... _. __ 378-383
detailing practice..... ___..... ___________.___ ....... _. ___ ... _..... . _. ___._._.__..._____ ._.._........ __ . 148-149
~erican Standard; dime!?sions, wei~.hts a~d pro~rties....-------........ ----28-29
mIscellaneous
_____._.. _......... ____ _
24-27
..
.."..
____..... _........ _____ .
'Vide F lange
12-23
Junior
.."
"
"
_____._ .._......... _____
26-27
economy of sections used as (section modulus table) __ ._.____ ._ ..___..........._.
83-85
in flexure under transverse for ce oblique through center of gravity...___
364
in combined sections, see Combined Sections.
web crippling in, explanation oL ... _..._......... __.___ ..____.._. ______________.... _.._
172
46
~ing ~~~s:-definitiorL:::~.~=:::::::::::::::::::::=:::::::::::::::::::::::::::::::::::::::::::::::::
58
.,
•• desi&!1.. :.. _____ ... _: ___ :____.___; ___.___;__________ .___ ------------------ .._..__ ......... __.__
128
permissible vanatlons m thickness____..________________ .______......... ____ .____ .
69
60
~~~~~ ~~d~ii~~~~~
60
.' standard rolled sizes _____._. ______.. _____ .__ . __________ ._____________ .___ ............ _. ___ _
60
Bending factors. explanation oL __ ._ ...._____ .___._. _______._________________ .____________ ..._......... _. ___ _
207
149
••
., ,.
li:~~f~~sr~~~.~~~.-: -:_~=:::::::::::::::::::::::::::::::::::::::::::::::::::::::=::::::
~b:ri~dof~~~moli~~i~t~~~~~:::==:::::::::::::::::::::::::::::::::::::::::::::::::::::::::
..
..
. _-_-_-. . . =::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
:l~~fu~\~h~i~fio~a~~ads::::~~=::::=:::::::::::::=:::::::::::::::::::::::::::::::::::::::::::::
•• ancboe ________:__.........._______.__.___. _______..___________ ..___ .... ______________________ ..._............____ _
271
155
dimensions of threads, heads, nuts.. _._. _____... _______________________ ._ ..............___ _ 164-165
swedge.____.. ____ .........___________ ._____________________.. ______.____________________________ .............____.
155
turned. allowable loads._______________.___ ._._.. _............. __... _.._______..._.. _.____._.. _.
270
weight of. ___ ......___ ._..........____. ___________________ ._.. _.............. _...__... ______. _________________..... 166-167
Brackets, angle and structural tee connections [or........... _.._... _. __ ._. __ .______________._...
267
••
design ______ .. .._............. __... _____________ . ___.__ ... _................._.. _._._. __ .____________ .____ ...... 265-266
Building materials, coefficients of expansion._________ .__ .__ ...__.__ ._..... _.. ____. _____.._. ___ .___.
348
346
~~f:~ttshan(rsjjecific-gravities::~:::::=:::::::::::::::::::::::::::::::::::: 349-351
Bulb Angles, dimensions, weights and properties... ___...... __.... ____ ...____.__._____.. __ ...
54-55
,.
,.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
425
Page
Bureau of Standards, Minimum Design Loads.... __ .____ ... _____ ......... ____ ......... _____........ 343-344
....
..
Recommended Live Loads for Storage Warehouses __ ...._ 352-353
Camber of beams, mill limitations; maximum for given length ______ .. ______._ ...... __ _
63
" ,factors for determining_________ .___________________________________________________________________ _
384
of plates, pennissible....______________.. ____________________________ ._____________ .________.___ _
70
•• structural shapes_________________ ... ________ ....... __ ...___ ... _______......_..___ ......____ .. _...
63-67
Carbuilding channels; dimensions, weignts and properties........ ___......... ____ ._ .......
48·51
62
"
..
method of increasing area and weight............................. .
rolling and cutting tolerances..... ...................._.. _.._._ .. .
66
50-51
special shapes for sills and posts................... __................................. .
Castings, specifications for .... _....... _____ ........ _____....... ____ ........ ______ .........__ ......................
326
Center sill section, half, for cars; dimensions, weights and properties. __...........
50-51
Channels, allowable loads as beams_ ...... _.. ___ ......... _............ ____ ........ ____ ...........
195-199
"
American Standard; dimensions, weights and properties..... __.
30·31
Car and Shipbuilding,"
...."
....... ___.. _...
48-51
Junior,
..... ___ ........ .
26-27
in combined sections. see Combined sections
in flexure under transverse force oblique through center of gravity
364
method of increasing area and weighL ..__........................................ _...
62
66
rolling and cutting tolerances.... __ .......... _.......... .....................................
prop;.rties
com~!ned w},th an~les.. __ ............. _......................... _....... 120-122
WIde Flange beams......................_..... 11&-117
.. two combined........
_............................. _... 118-119
Chords, truss, plate-and-angle ....... ___ .......
._ .......... _...... _.. _........... 114-115
Circles. circumference of. ............................. __.......... _._ .........._................................ 392-413
"
length of circular arcs. ......._._ ........................ _.........._.........._............. _.....
356
properties of. .... _.............................................................................................
355
Clamps, crane raiL.__................................................................................ _.............
131
Clearance. field erection and rivet............................_.........................._.. _............... 156-157
"
for driving rivets......................
_....................................... 157, 160-161
Clevises; dimensions and weights.. __ ..._..... _._._ ......... .........
_._......................
132
Code for Arc and Gas Welding, A.W.S .• references to...
__ ............. 336. 34Q-342
Code of Standard Practice, A.I.S.C. (see page 422)........
........................
307
Coefficients of expansion for structural steel ....... ____ .......... _._.................................. 347·348
Coefficients for designing eccentric connections....___ ..........................._. ..............
266
..
..
"
continuous spans............ .......... _.................._............... 378-383
of expansion for various substances ........................ _.. _......
348
Cold Flanging. see Flanging.
Cold Riveting __ ..........................._..............................................................._.......... . 324·325
Column anchors................................ __............................................................ _.........
155
.,
base plates. allowable loads_ ......................................._.........._................. 249·251
129
..
.e
desi~.. :bj" ........: ... :.....-.-.-.......;----.......... -...•.........._.._............ .
permlssl e vanatlons In thickness..................................... .
69
rolling mill practice.___ ......... _ ............................. _...............
60
section moduli of................_.............................. _.. _._.........
60
standard rolled sizes ____ .......... _........ __ .__ ............................... .
60
web connection, clearances and flange cuts fOL_ .................................... .
"
156
Columns. allowable loads. explanation of tables..__ ............................................... . 207-208
..
ee
ee
American Standard beams used as........................... .
222
cover plated on 14" Wide Flange core......... .
211-213
miscellaneous....._.. _...... _....................................
223
pipe..... ___.................... ..............................
248
224-233
plate and angle ___ ........ ___ ............ _.................... .
Wide Flange shapes. _........... _................................. . 214-221
allowable unit stresses for steeL .... __ .
.................................... .
209
dimensions, weights and properties, cover plated on 14" Wide
Flange core............................ 112-113
miscellaneous...... _........._.........
24-27
pipe............................................
139
plate and angle............_............. 10!).111
Wide Flange shapes..... __ .........
1&-25
eccentrically loaded. design.....__ .
........................................... 207·208, 365
Combined sections ; properties. weights and dimensions, as follows:
..
"
..
two angles and one stem plate....__.... _......... _... 114-115
one beam and one channeL .... _......................_.. . 11&-117
two channels...................._................................... . 11&-119
0:1
AMERICAN
INSTITUTE OF STEEL. CONSTRUCTION
426
Page
Combined sections; properties, one channel and one angle (linteIs) ... ______ ......... 120-121
"
"
" o n e channel and two angles (eave struts) ..... __ _
122
Compression, allowable unit stresses, table oC._.... ____ .. __ .................. _______ .. ___ ..........
209
Compression members with l/ r over 120. __ ........... __________............... _.. ______........ _.. .
210
Connections, beam. standard; designs, weights, minimum span8. .... _____....__....... . 150-153
" . " ; a llowable loads... _____ .. __________________________________ .... . 252-259
..
.. ; special, as follows:
eccentric, method of design and tables.... ______________ .. ___ .___... __ 264-266
thin \vebs.___________ ............ ____ ... ____ ... ___............... __ .______... __ .......... . 260-261
heavy shears._____..__ ................................................................. -. 260-261
one sided..... _................ _.........._..................._............___ .____....... . 260-261
I. ,seated, generaL .._........................................._._......................... .
149
..
maximum reactions and minimum spans... _. __...... .
154
method of design and tables .. _.............._._........ _.... . 262-264
wind bracing..... __ ................................. __ .._....____... _. __ ...... _.... .
149
for hangers and brackets (angle and tee) ... _........... _...................... .
267
, welded, beams to beams and girders __ ... _.........................__......_._ .....
337
••
beams to columns ..... _.......... _. ____._. __ .......................__.. __.. _.. .
338
column splices, column bases_... __ ...................._...._. __.. __._._ ..
339
.
' see also.Riyet groups.
Contmuous spans, prmclples..... __ ._____ ._.. __ ...............__. ....__ ........... __...... _._. __... _____.... 365,378
..
.. design coefficients (ordinates to influence lines)._ .. ______ .__._. __ 379-383
Conversion factors, weights and measures____ ._ ...______. ___ ...... _............... __ .__........_..... _. 416-417
Copes for beams __ .. __ ... _._. __............____...____ ... _____ .. ____________ .__ ....... _._ .. _.. __ .... _........ ___.. __ ._
149
Corrugated sheet metal construction__ .........._. __ ._. _____ ... _...._____ ... ____ .__ ............_......... . 142-143
Cotter pins, dimensions and weights___ ......................._.................. __................. _..... .
134
~yer p1a~,ed Wi.1e Fl3f.ge col~s, ~lowa1?le loads; ................ _............: ..... __..... . 211-213
dunensIOns, weIghts and propertIes._....... . 112-113
plates, design of girder with..... _....... _............____...__..._.._......__ ...... ____ ...____ .. .
88-89
Crane rails and fastenings; dimensions, weights and properties._._..__ .. ___.......... . 130-131
Crippling of beam webs..... _.. _..._......__.....__ ................ _. __ .... ____..... __........... __... _.......... .
172
Cuts, beam flange, for column web connections......... __.__.....___............... _.. _......... .
156
" detailing practice...... ..... _......... _.................____....... _................._......... _._._......... .
149
Cutting tolerances, plates................... _.......... __...._._.....__._..._... _....................____......... .
58,70
..
"structural shapes............... ____ .. __ .__ ._.. _........... _... _. _____....... _.
64-67
Dead load, weights of building materials........ __ .._......._..... __ .._.. __..__... ____... __ ....... .
Decimals of a foot for each !-fI of an inch..... __ ...____.......................... _........._.......... .
..
.. an inch for each !i4 of an inch , with millimeter equivalents ......... .
Deflection camber, factors for determining......................................
.............. .
I.
formu1as ..... ___ ..................................................._...................... _................
of beams under maximum uniform load, American Standard ......... .
of beams"
..
. . . . , Am. Std. channels ........... .
of beams
.. ,Wide Flange..... __.____ ........ .
Detailing practice..._. __ .__.... ____.. _. ____... __ ._ .............. ____...._........__ .........____.. ___......... .
Diaphragrns....................... ___ ........ _._._...._.._...................__._._.................._._......._..........
Dimensions, see specific item.
Double-angle struts, allowable loads on concentrically loaded.......... _................ .
Drill gages, detailing practice....._...._._...................... _. ______ ................_.. _..........__...... .
349-351
418-419
420
384
365-375
189-192
196-199
175-188
148-168
165
234-247
148
Eave Struts, channel and angle.............................. ___ .. _................. _. ___ ._._............ _
122
Eccentric connections, beam, see Connections.
loading. design of columns..__. ___ .............
................ ___.._......... . 207-208
Economr of shapes used as bearns..... __................ _..
.................. .. _. ___............ .
83-85
Effect 0 heat on steeL...........................................
................. __... _............. _..
347
Elasticity, modulus of, various materials............
................... .................. .
346
variation in structural steel. ........................ _................. .
347
Erection clearances.. _.. _.................... _....... ___ .......................................... ___................. . 156-157
EXIX¥,lsion, coe~~ents ?,L ... __ ;-...;......; ..----...............-....-..... -................ ___ .... _. __...._._.
348
, vanatIOn 10 structural steeL .._................____...._. __ ._._.
347
Eyebars...... __ .. __ ...___ ..._......._. __........____... __................. _. ____......_............. _..____ .. ____....... _.
135
II
II
"
..
Fast~ings (?,r corrugat.ed st~eL .... :.""-................; ....--...... --................... _... ___ ._........... .
crane ralls; dimenSIOns and welghts......... __ ...................................
Flame cut plates, tolerances...... _._. ____.........................___............... _.......____ ...____....... .
Flange angles, girder.....____ ........._.____ ._ .......... _. __.....___....... _...... _.........._... ____ .. _.. _.
Flange slope, rolled steel sections... _.. __ ..._. __.__ .. _...... __._ .. ____ .. ____ ..... __...._____.... .
AMERICAN
INSTITUTE OF STEEL
CONSTRUCTION
143
131
70
96-99
9-10
427
Page
Flanging, cold, minimum radiL ________________________ ......____... __._______________ .. __... _.. ______ _
168
Flexure diagrams and formulas. __________________________.. ___.... _____________________..__ ._____ ....__ _ 366-377
Floor, battledeck.. ... __ ............................ _.._...................... _......_.. _...........................
144
Floor plates, raised pattern. .. ____.___........ ___ .. ______________... __.__.__.. _______ ..__.___ .__ ._____ .... _______
59
326
366-377
" continuous beams.... _.
_______ .___ .........___..__....... __ .____ ... ___._ ...........___ ._.
365
•• Mechanics of Materials.... _______ .............. __ ......... __._______._................. _.. .
365
,. properties of various geometrical sections ...._______.__... ____________________ _ 358-364
:: slope an? deflection, beam ~ _. ______ .________________ .___._ ..___.... ______ .._.___ ...... .
365
stresses m columns._______.__. _........... __ .._____.__....... _. __....... __.................... 207-208
, Trigonometric....... ____.. _________ .._. __ ...___..______ .____________.__. __.._.. _...................
357
Functions of angles, natural :
sines, cosines....... _......__ .._... _____________________ ._________________________...... _............. 366-387
tangents, cotangents_.___________ ....__...___ .__..___ .__________ .______._.___.. _.... _........ _. ___.. 388-389
secants, cosecants......__.. _...____ ........ _... __ .___ .__ ..______ ._.__. ___ ...._... _____ ... _____ .___ ._ 390-391
of numbers; square, cube, square root, cube root, log, reciprocal,
circumference, area_....... _.. _........... _.____ .__ ._________________ ........ . 392-413
~~~~Fas f~fi~~~~O~j f:ams_~~~~~-.·.-~~~~~~~~::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
Gages and clearances for structural rivets_____ .................. _. __ .___________________............
•. for angles ____ ...... ________________ ...._.. _____...._____.....................__._._____.. _____________... _...... .
, standard drill and punch_. __ .. ____.. _. __... _..................... ___ ._________________.............
, wire and sheet metaL ______________.__ ..___ .__....................... _.____________________._ ........ .
160-161
160
Girders, allowable unit stresses for unstiffened webs oL_._. __.________________...........
..
, design of laterally unsu pported ____... __ ....____ ....... _____________________ ...............
, plate, design methods_.__. ___ .... ___.____________________________________ ....__.. _._.__.. _.. ___ .__ _
•• t ables for design.._. ________________________ ._____________________ . _____.. _._____ ... __._____ _
"
tables of dimensions, weights and properties._.. _________ ...._. ___ .____
Government anchors _________ .._. ___._____________________________________________________________ ....__ ......... ___ .
148
414
70
358-364
102
202-206
86-89
90-99
102-108
155
H Piles ; dimensions, weights and properties....._____ ....... __._ ..____ .__________ ............. .
Half center sill sect ion for cars.. _.. ___._ ..._... _...........................__._____.____________ .__ ._.....
He;:ds, bolt ; dim~nsi0I'l:s and weights__________ ... _.... _.._._.........____ .__....________________ .__..
eyebar ; dimenSlOns. ___ .... _... _.____.._._____ .........................._...____ ._______________ ._.... .
Heat, effect of on steeL __._____ ...._. __ ..__ .....___....___ ... __....... _..__... _.. _________ .._______ .... _.......
46
50-51
165-167
135
347
Inch, decimal and millimeter eq uivalents for fractions of an .. __....__________._ ...... .
Inertia, see Moment of inertia .
420
Joints, welded, a cceptable under A_W.S. COde.__ ..... _. __... _... ______ . __________..................
340-341
g~~~~~~ti~~~~~~~rtles-of~3rious~~~~:~~:::::~::::::::::::~~~::~:~~:::==:::::~===:::::::::::
Kip, definition oC .. _......... __ _
6
Length. of circular arcs ___ . ___________ .. __ ._. __ .___.. ______________ ..________________________ ...__.___...... _____ _
356
Lintels. channel and angle. properties... ____.. ______________________ ._______________.. __ .. __ .. __.________ . 120-121
, diaphragms and separators fOL _____.______ ._______ .________.______._.._____ ._____________.___ .
"
155
Live load, see Loads.
Loads. allowable, see specific item under Allowable Loads.
279
Loads, dead.......................................... . ......................................... ...........................
" • definit ion of live and dead ____.___________________________ ... _________________ ._+_.. ___ ____ •_____ __ ._.
279
, floor ... ___.. _............................................................................... ....................... 343-344
• impact._ . __________________________ __________ . ___________________ .__________________________.___... __________ .___ .
283
, live..... _.................................. _. ................................................................ 279, 343-344
• live, for storage warehouses.___..... _____ .... ________ ....____ ._.___ .__________. .........___________ . 352-353
, minimum for design of buildings. A58.1-1945.. ______________ ____.. _....______ .______ 343-344
• moving, beam diagrams and fonnulas.... ___________.____ ... _._. __ ._____. ___ .____... __.....
377
• partial live....__ .. _..... __......__..
.......___.......... _... _........ __._______.. __________ .............
344
343
, partition, allowance for movable. ... ____... ______ ........___.._._......__________ .............
• reduction of live...._.......... __ .. . .. __._. __________ .... ______ ._._.___.__.... __ ... ____________ .............
344
, roof.._____..... _.. __ .__ ........ _....._. __ ..... _.. _.._____ ._____ .___ ._______________ .__ .... _____________.___.........
344
, snow.... .......................... ............................................... ...................... 279, 283, 344
, wind. .. . ....................
............................................. ...............................
279
Logarithms of numbers .. _._....
.___._.____ ..___________________ .________________._.. _.. _.________.__ .__ .... 392-413
Loop rods, dimensions__ .... __ .
....... ______.. ___________________________ .____. ... ___.. __________ ._........
138
AME R I CAN
I N S T I T U TE OF STE EL. CONSTRUCTI O N
428
Page
Maso~y. pro~rti~, weights and spec~fic gravities.. :.....__ ._____ ...............____..
346, 348, 350
Material, SpecIfication for Steel for Bndges and BuIldIngs, A.S.T.M. A7........ 326-332
..
..
.. Structural Rivet Steel, A.S.T.M. AI4L................. 333-335
Materials, coefficients of expansioIL .... _________ ........____ ..................................... __ .........
348
365
..
Mechanics of. frequently used formulas ...... __ .. __ __ .__ .............................
strength 01...... ...................................................... .................................
346
weights and s~cific gravities..........__ ... __ ............ ___ ................................ 349-350
351
.. of buIlding............................................... . ............... .................
Maximum camber for given length............ __ .... ____ .............. _______ .............
63
Measures and weights.. ____ .... ____ ... __ ............ ___ .... ___ .......... __ .......................... __.. ___ .__ ._
415
Mechanics of Materials ____ .. _........_..
.. .. _...................................... ____ ._........
365
61-70
Mill practice ..................................__ ._. ........................................................
Milled ends of Wide F lange column sections, allowances for
..................
64
Millimeter equivalents for fractions of an inch _..................... _..........
420
Minimum camber likely t o remain permanent_ .................................. .................
63
..
lengths for given cambers................ __ __ .................................
63
343-344
live loads recommended by Bureau of Standards....... _.............. _
..
. spans for beams with standard connection........... _..................____
150-154
M iscellaneous beams and columns; dimensions, weights and properties._
24-27
beams, allowable loads........... _.............................................
193·195
..
columns, allowable loads....... _.... __ ...._________________ ._._______.____ ._ ............._
223
Modulus of elasticity of steel, effect of temperature on. ___ ..____ .____ .. _____ ....____ ._........
347
., ..
"
., various materials_......__...._. __ ....____ ._._______ ._ .. ______ .. _____ .. _.... ..
346
Moment diagrams, beams._. _____......................._......... _._.....______..__......._____ .____________..... 366-377
"
formulas, moving loads_.... ___ ... _.... ___ ...____....... _.._..... __ .........._... ___________ ._.
377
Moment of inertia, design of plate girders......... ___ .........._.. __...._.........________________ ...
86-89
..
..
..
of four angles_ ..... _____ ............ _.............................________________ .....
96, 98
92-95
.. two cover plates..... __.___ ._.................. _..._.. _...____ .___________ ......
•• unit areas __ ._ ... _.......... ....... __ .......... __
..........._. __ .____________ ...
92-94
.. web plates ...... _........ ..................
.. .................... _.........
90-91
.. shapes with respect to oblique axes ____ ......... ______________ .....
364
Moving loads, formulas and diagrams.... _._. ________.................................__.__________....
377
Natural fun ctions, see Functions.
Net section of riveted tension members-Chart......_. __________ ...._. _______ .______________......
Nomenclature, standard .._.. __ .... ____....... _..... _....._........... _.. _._ ....... _._ ...._.. _._. _____ ..___._.... .
Numbers, functions of. ___ ...._____..... __........... _...... __...... _.. __ ...._. ___ ......_..._.. _____...._...__ ... .
Nuts, and bolt heads..............._.._.. _.................._.......... _...... _.._ ............................
•• ,pin..........________._.... _........_...____ ....____ ......._____ ......._.. _______._._._.____...___. _______.____....
•• sleeve ____ ... __ ..._........ _......__________ ._. ____ ........................ ______________ ..________ .____.____ .___ ..... .
Permissible tolerances, rolling and cutting... ___ ... ____ .......... _........... __ .........___ .__ .... __ .__.
..
variations in camber of beams.... _. __ .___ .___ ........._... _..___ ...... _............. _._ ..
"
in rolled plates and structural shapes.. _. ______ ._ ..... _.._...__ ..
•• bars, round and square __.. ____ ......... ___ .__ .__ ..________ ............. .
Partition loads, allowance for movable._ ...____ ._..________ ............ ____ .___....____.___.......... __ _
Piles, steel H , dimensions and properties ... _...... ____ ._ ............... _______ ....___ .._____... _....... _
P in caps_ ....__ .............. ___ ...______ .._. __ ...._.. _........... _..._____ .__ ...................____ ..___ ._...___ ._ ......... __
•• nuts, recessed; dimensions and weights_. __.______ ... _..... ................ _................... __
Pins, allowable loads.. __ ....... _____..... _..................____...._............ _._...................... _......_.
•. ,cotter, dimensions and weights.. _. ____ .... _._.... _.............. .................._..__...... _._.
.. with integral heads.__ ....___ ...................... _.. ___ ...._.... _......... _.... _.... _....... __ ...._..... ___ .
101
6
392·413
165-167
134
133
64-70
63
68-70
334
343
46
134
134
269
134
134
248
139
14().141
158-159
P~.te a~d an¥,le col,-!~ns, al1owa~le loadds.....;-.h..----....-------.-------.------..----.----__ ._ ...... _ 224-233
propertIes an welg ts ____ .... ____________ .__ .________ .. ______.___..... . IW-UI
"
"
.. girders, see Girders.
Plate girders, see Girders.
Plates, area of rectangular, table....___ ._.__...______.._. _____._.____.__ .____.__ .....__ ... _..........__ ... .
78-81
Of
available sizes. ___... _..........._.... ____ .__ ._.. ___...._________...___ ....... _....... _............... _._ .... .
59
base and bearing, design_._ .. _...... __....____ ....... __ .__ .... __ .____ .... _....____ .... _. _____.. __ .___ ._. 128-129
"..
" , rolling mill practice, section modulus table, standard
rolled sizes_....._. _______ ..._.. _______..____._ ......_. _______ ._.____ ... _.. _____ _
60
definition ____._.__ ................ ___ ......... ___ ... _____ .......__ .._._.____ ..........__...... ______ .._.... ____ _ 58, 326
floor, raised pattem.. _. __ ......................_......_.__ ......._. __._.__ ._ ................_......___ _
59
moment of inertia of web. _____...... _.. __ ._._...._._ ....._.. _......._. __..... _._ ....__ ._..... __
90-91
.
Pi~ ~~:~~!~~Ti~~~~~~~~~~~~~~~: ~ .~ : ::.: : :~:: : .:.:
AMERICAN
. : .':' .:' : : :' :.: :
INSTITUTE OF STEEL. CONSTRUCTION
429
Page
268
68·70
68-70
59
59
74-77
347
Pro~rties ?f ~~~~~~l:~~~~_~ ~~~~~_~~_~~~:
35!>-356
•• various geometric sections.... __.......... ________ ._ .. _........ __________________________ _ 358·364
Punch gages, detailing practice.. ___________
_____________ .__________________________ .. __
148
Plates, net section moduli of.. .. _________________________ .._._.._______________........____________ _
••
permissible variations in weight and thickness ________._ .......... _
rolling and cutting tolerances ____ .___ .... ____ .. __.__ ..____ .___ ._._ ......... _.__
sheared, table of available sizes _____ .... ____ ...__________________............__ _
universal mill, table of available sizes____ ..... _____________ ._..____.. _
weight of rectangular, table_____ ________________________________________ ..__ .. _..__ ._._... _....... _
_
_ -:_ -_: : : : : : : : : : : : : : : : : :: : : : : : : : : :
Radii of IP'ration, tabulated as "properties" of various shapes and combmations.
.. , minima for cold flanging __ .. ___ .. _. ___ .. _.........._______ ____._._.._. ____________________________ ..
168
158-159
Ra~~ing ~~~nilgSs:.dimensions--an~f-weights::~~::.::::::::::::::-:::::::::::::::::::::=:::::::--:::::::::::: 140-141
Rails, splices and fastenin gs; dimensions, weights and properties ___ . __.. ______ .. _.. _.. 130· 131
208
Ratios of radii of gyration of strong to weak axis, explanation of use in tables
Reaction formulas, moving load!t. ____ ...... _...._________________________________ .____________________ .____ .
377
134
78-81
.•
" . \veight. ....___________ .________ ._________________________________ ..__ ._________ ... _.
74-77
Reduction of area for rivet holes, table oL ____ ._________________________ .___.__.___ .. ________ ..... .
100
"
of live load related to area covered_. ___________________ ...... __.._... ___ ._.________ .... _
344
Regular Series of rolled structural shapes____ ._ ....__ ._ .. ______________ ._ .... _. ____._.... __ ..___ .__ ..... .
11-46
Rivet groups under eccentric application of load _________._. _________ .....____..__.___ .__ ._____.__
265
., holes, reduction of area for ____________________________ .__________________________._______________...__ .
100
333·335
Steel, Specification for, A.5.T.M. Spec. AI4L ....•.......................
Riveting, cokL _.... _..................... .........................................................._......._.......... 324-325
Rivets, allowable loads _______ .__ ...____
______________ .__ ._________ .__________ ...____ ... ______ ._. __ ...... __
270
"
clearances, dimensions, gages, symbols, spacing _____________._. ___ _
160-161
erection clearances..... _. _____ .___ ____________________.. ______ ..__ .___ ............. _.
156-157
length for given grip __ .. _____________________________ .. _____ ._______ ..__ ....._.. _.... ________ .___ ........
162
~~=~~ ~~ir;;n~:~~~i-~-~:-~~~-:~.~~~~.~:::::::=::=::::::::::::::=::=:::::::----:::=::::::=:::
163
9·10
Ro;;ed s~~~~~u~aX-sl1a.-pes:··generaL:::::=:::::::::::::::::::::::::::::::::::::::::::::_:::::::::::::::::::::::
Rolling mill practice_______ ..... _. ________________________________ .. ______ .____________________ ._____ ._______ .______
61·70
••
tolerances, plates.._.___ .. __________________. __________ ._____________________________________________ _
68-70
••
structural shapes_____________________.___________________ .___ .______________________ _
64·67
Roof loads, recommended ......___________________ ...____ .___________________________ ._________________ .__.__ _
344
Roofing, corrugated sheets used as ________ .. _.._____________________________.____ ._________________ .. __ _ 142-143
Round bars; areas and weights __________.________.__________ ._______________________ ._._______________.. __ ..
72·73
..
.. upset screw ends fOf.. __ .__________ ._. _________________________._______ .___.. ______________ _
137
Screw ends, upset bars. ___ ._..__ ._... ~. ________.__ ._.._. _____________.......... _____ .____ .___ ............. ______
137
.. threads. dimensions......__._. __..._____ .__ .____________________ ..____....... __ ............. _____ .........
164
Seated connections, allowable loads.___ .....__ .. ___ .. ______ .. ___________ ... ____ ..............__ .... 154. 262-263
.f
••
design of stiffened __...... ________________ .... ______... _____................ ________ ..
264
.f
., unstiffened.........._____ ...____........____ .. ______ ........____ ....____ ..
263
154
maximum reactions and minimum spans____......._________._____ ..
Section moduli of plates, table of neL __ .. __ .... ____________.. ____________________________________________
268
..
modulus table for shapes used as beams____________________ ....________ ....____..._._..
83-85
Separators......... __ ............................................ _.. _................................................
155
Shapes, general discussiofi._._._........_. __..... _..._.._...____ .. _. __ .. _..____......__ .._............_._.....
9-10
Shear diagrams, beams...... ...........................•....................................................... 366·377
Shear, table of allowable web..._. __....... _..... ____ ........ _._. ___...._. ___ ._... _.._.. _............ _____ ...
102
Sheared plates, available sizes.... ________ ._._..... _...___........................... ____...... __....___ .......
59
,.
..
~;:\~gie·~~iai·io~s.·.·.-.~~~:::::::::::::::::::::::::::::::::::::::::::::==::=::::::::: 68-~
Shearing stresses in beams.._.. ____ ............... _. ____ ..___ ..__ ._____ .__._._____._ ....._.._... ___ ._ .. _. ___..
172
Sh~et me~l and wire ~ages ....------... - ................ ---.----.------.-.............. _____________________ .
414
construction, corrugated___ . __________ .. __________ _____ .... __ ....___________________.... 142-143
Sheets, definition ___ .________ .......... __________________ .......... ____________________ ._. ___ .._.________________________
326
48-51
Shipbuilding channels; dimensions, weights and properties__________ .______________________
..
..
methods of increasing area and weighL __.___________________
62
..
..
rolling and cutting tolerances ________ .________________________________
66
§~~~~a:;~;a~~~e ihe~~ ~~du~~~~~=~:=::==::::::==::::=::==::=::::===::::::::==::::::::::: 14~~~
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
~
~--
430
Sill sections _____.............. ____ ..__ .. ___........... _..__ .--......... -----...----.. --------..--.-.--.....--.. -.
~~!~~~1~~ d:~s~~!~nd~~~iS~=~_~~:~~=::::::::=::::::::::::==::::::=::::::::::=::::::=:::::
~=~C ~~iti~~1~1 :;ri~~~r:~;~~~s:::=:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::
Page
50-51
234
133
47-55
349·350
Specification for the Design, Fabrication and Erection of Structural Steel for
Buildings (see page 422) ........................................................ . 275· 305
"
" Structural SteeL______ ____ ......__..........__ ...._.___ .._. ___.__....... ___ ... ____ _ 326·332
•• Rivet Steel. ___.____........ ______ .__ ............... ___ ....... __ ._.. ___ ........... __ .__._______ . 333-335
Splice bars for crane rails, dimensions and weights.....____ ____ ._____________________________ .
131
Sq~e bats; areas and weights .. _
....____ _............................ ____________________________________ _
72-73
upset screw ends for ____ .. ___._ ........____ .............. _. ________________________ .________ _
136
Stair railing detaiL ____.... __ ._. _____. __________. _______ ._... ____ ._ .... _..._........______________ _______________ .. ___ _ 158-159
Steel for Bridges and Buildings, Specifications for, A.S.T.M. A7_ ._ .. ____________ .__ 32&-332
.. •• Rivets, Specifications for Structural, A.S.T.M. A14L _.. ____________________ _ 333-335
.. ,properties of at various temperatures... _... _..____________ .... ____.... _. _______ . _________ ._._ ...
347
Stiffened beam seats.... _. __ .._____ ._..___________ .____ .. ______ .____ ... _. __ ....___ ._.___ ...____.... ____ ................
262
••
,..
.. , design ot._..__________________ ....___..............._._._._. __ ... _................_...
264
Strength of materials .............._______._______ .____.. _____ ._____ ............. __ ...____............._ ........ __...
346
..
" steel at various temperatures. __ .. ______ ............. ____________________ . __.. _.._. ____ .
347
Strip, definitioll. ________ .. _.................. _.. _. ________ ...... _.._............... ___._____ ____ ._. __...._.. _____ ._
326
Stresses, allowable unit, for building materials.. ______ ....... _._____ .______. ____ ._.. _... __ . ___ . __ _
346
"
.,
.. for columns, table ot. .............. _.. __________________ .___ .___________ _
209
Structural shapes, general discussion_ ..________________ ............... _.... _____ . __...._..........._._._.
9-10
64-67
::
::
roll~ ~ and. cuttip.g toleranc~.- ............ -----.------..-- ..- .. - ......... -vanatlOns m weIght and thIckness oL __ ._________ . __ .._... _......... __ _
68
tees, see Tees.
Struts, double-angle, properties ____ .. ____ ___ ............. __ .... ____. __________________________ .______ .. _.. 123·127
"
"
allowable loads. .. _. ____ ._ ............ _..... ________________________________________ _ 235-247
single-angle, design method_. ___... _____ ............... _.. ______________________________.. ________._
234
Stub ends, threaded, dimensions ______ .. _,__.... _........... __ . ____ . __________________________________ .....
138
Swedge bolts.........................................: ....... _..- .............. _...... _.. _...... _.......... _........ .
155
Symbols, list of standard ..... __.... _............ _...._.. _...... _...._...___________. __. ____. __ ._______ .. ___.
6
rivet._.._.._.......... _................. _.........____..... _.... _....... ___...._________. ____ .__._____.._. __
160
structural shapes, for drawings._ ...............__ .. _.... _......____...._... _.... _.._. __ .... .
10
welding. A. W .5 •............................................................................. _..._._.
342
II
Tee connections for hangers and brackets ....................... ___........_____ ...____...............
267
Tees, rolled; dimensions, weights and properties..... _.. _..... __ ._. ___________ .......... _._ .... _.
52
•• ,structural (split-beam); dimensions, weights and properties_ .. _... _._.....__.. ..
33·45
.. ,rolling and cutting tolerances____. __ ....... _.................. ___ .. __ ...
________ .... ___.... ..
64-65
. __... _...... __.... ..
Tempc;:ature effect ~n the properties of steeL .. __ ......... ____ .. _______
347
expansion coefficlents...... _._._.........................____
... _................. .
348
T ension members, effective net area of riveted.................___ .... __.........................
101
Thickness of plates, tables of available_ ... ____ ..................... ___________ . __... _........... _... _ 59.60
Threads. bolt. length oL .. _.............. _............................................._.......................
164
••
, screw; diameter and area.......... __ ...................... ____________ .. _._......... _........... _
164
Threaded bars. stub ends..............._..... ............................................... _.......... _.... .
133
Tie rods...... ____ ......____... _................__._.. _____ . ____ ...... _. __ ........................__ ..... ____.. _.. _..... ..
155
Timber, standard sizes ; weights and bending properties.... __ ........_. __..._... _. __........
354
Tolerances, for plates..... _.... __..... ____.... _... _........ __ ........ _............_..... __ ................._........ _.
68-70
"
" structural shapes.... _....___ .............. _................._.._................. _......... ..
64-67
Trigonometric fonnulas ................. _.......... ___ .............____ ....__ ......__ .._......... _................._.
357
Trusses, factors for approximating camber ___; ..........._..........................._....__.......... ..
384
Trusses, plate-and-angle chords for , properbes....................._.........._.....___ ..._._.... . 114-115
Turnbuckles, dimensions and weights _________...._. ___ ....._... _..._ ......... _..... ____ ...__._... .
133
Turned bolts, allowable loads __ ... ____...._____ ...... _... __ ........ _. __.. _......_...__._....__ ...__.... .
270
Unit areas, moment of inertia of pairs oL ... _...............__ .. __________ ... __.................... .
92-94
Unit stresses, allowable for building materials...___ .__ ..... _____....________... _................ .
346
..
"
. . . . colUIllIls, table ot. ___ .____.._..... _. __ ........ _. ___....__ .._._ ... _.._.
209
Universal mill plates, available sizes.. ___... ________... _... _.... __......... ____ ....... __....__ .. __ ._....... .
59
definition.... ______......... ___.... _.........._....... _.. __.... _____ .. _.___.._.......... .
58
permissible variations ____ ................. _. __........ ___ ......... _......... ..
68·70
Upset screw ends...... _.... _.................. _____.. __.. ____......._.... _.......____ ..._._...... _.. ____.. __..... _... _ 136·137
II
••
.'
Variation, tables of permissible in shapes and nlates.. _.......... _........................... ..
..
"..
..
.. bars, round and SQuare_ ..................._.. _........ ..
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
64·70
334
431
Page
Wall anchors.. __________________________________________________________________________ .__________ ._."____... _________ _
155
Warehouse live loads..__ ..........__.......... __... ________ .. ______ .. __________________________ ... ____... __________ _ 352-353
Water, coefficients of expansion .. __ ..______ ..._. _______ ... __________________ .__________....______.. __.._____ _
348
Web crippling. explanation oC__............. ______.____._______.......____ ... _________ .. __.... ______________ _
172
Weight tolerances, corrugated sheets.....__.__.__.__ .... __ .___.. _______.__ .____.____... _.. ______ ... __.
143
••
••
plates......____...... __ ... ___......__.__ ... ___ .........____.______...___._____________________ _
68-69
structural shapes__________________________________________________________________ .__
68
We~~hts a~d mea~ures-- - ---;-;-- - ..------.. -- _
_____.. _______________________________________________________.
415
specIfic graVIties of vanous substances. _______ ____________.____ .._______________ _ 349-350
of building materials_
______________________ .______________ .. ____ _
351
________________________________._______________ _ 150-153
" connections, standard_. ____ ._... ___
stiffened beam seaL_.________ ._._. ___________________________________.. ___ _
"
"
262
" rectangular sections_. ______________ ..___... _.....____ .______________________________ .____.______
74-77
" round and square bars ____________ ._. ____ .___...._____________________________ ...___ ..____.____
72-73
" shapes, method of increasing_..__________._____________________________...._... ________
62
Welded connections, see Connections.
"
joints, acceptable forms, A.W.S. ____ ________________ .___________..__.___ .. __.._. ______________ _ 340-341
Welding: A.I.S.C. Recommended Fundamental Principles, Minimum
Requirements and Tentative Standard Welded Connections for Buildings.... _____...__ .__._ .....__ ..... _. ____________________ ._ 336-339
Welding symboIL~~~~_ ~ ~ ~~~ ~~~~~~~~~~~~~~~~~~~ ~ ~~~~~~~~~~~~~~~~ ~~ ~~ ~ ~~~~~~~~~~~ ~ ~~~~~~~~~~~~~ ~~ ~. ~~................... .
342
Wide Flange beams and standard channels ; properties of combined sections._ 116-117
"shapes; dimensions, weights and properties ______ __ __ .___________ .._________._.
,.
12-25
"
method of increasing area and weighL __________ .__________________
62
rolling and cutting tolerances __.___ ._________.___________________ .________.
64
structural tees cut from ____ .... ___________..________________ ._______ .______.__
38-43
uS;;d ~,s ~~s, a11owa~le loads_.________________________________ .... ___ _ 175-188
camberrng_____ .. _____________________________... _. ___ .____ _ 63, 384
connections______ .______________________ .___.____ .... ______ _ ISO, 152
us,t;d ~,s coIUJ!.ms, allowable loads ___; __ ;____ .______ ..____ .._. _______ ._._ 211-221
allowances for mlllmg ____________ .___.. ________ _
64
rivet clearances.___...._____.__ .__ .___________.. ______ _ 156-157
variations in dimensions and properties._ ._.__._____ ..____________ _
9
with cover plates, used as columns, allowable loads_ ....__ _ 211-213
"
"
" ; dimensions, weights and properties.. _. 112-113
Wind bracing connections_.. ______ .____________________________________________ ._____ .. ____ .___.______.. __________ _
149
Wire and sheet metal gages _______ . ____________________________________________________.___________________ _
414
Yield point, see Strength of materials.
Zees; dimensions, weights and properties____ .___ ... __ .______ .. ____ ..___... _______ .__... _.___________
.. method of increasing area and weight... ___ .______________._____________.____ ._______ .____._____
rolling and cutting tolerances.___________________________________________________________....... _..__
AMERICAN
INSTITUTE OF STEEL CONSTRUCTION
53
62
67
432
AMERICAN
INSTITUTE OF STEEL C O NSTRUCTION
ADDENDUM
Since the Fifth Edition of the Manual was set in type. the Kaiser Steel
Corporation has commenced the production of certain wide-flange shapes at
its Fontana, California. plant. These shapes have the same nominal sizes as
similar shapes listed in the Manual. Their actual dimensions and design
properties, as shown in this leaflet, are somewhat different.
Also shown in this leaflet are the design properties and dimensions of
certain light columns produced by the Kaiser Steel Corporation. It will be
noted that some of these shapes are identical in dimension with the light
columns tabulated on pages 26 and 27 of the Manual.
It is anticipated that the shapes covered in this addendum will be inserted in their proper location or otherwise covered by footnotes in the next
edition of the Manual.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
ROLLED
STEEL
SHAPES
KAISER STEEL CORPORATION
'IF SHAPES
I
·-x
x-·
PROPERTIES FOR DESIGNING
y
Flange
Nominal
Size
Weight
root
hoa
10 X 5~
29.1
22.9
8 x 5U
22.5
18.5
Inch68
Depth
AXIS X - X
AXIS Y-V
"'
.
J
S
r
J
S
r
.389
.389
.425
.240
131.5
116.6
26.6
23.6
3.92
4.16
11.2
9.9
3.7
3.5
1.14
1.22
.352
.352
.375
.230
68.3
62.1
17.1
15.5
3.23
3.38
7.5
6.9
2.8
2.6
1.08
1.1 3
Width
Thick-
8.55
6.73
9.875 5.935
9.875 5.750
6.61
5.44
8.000 5.395
8.000 5.250
W.b
Thick-
- -- - - - - - - - - - - 0'"
- -- In.'- - -'0. - -'0Lb.
In.'
.
. - In.4
. - In.4- -In.'- - '0-.
- - - -- - - - '0-. -'0-- - - -'0-
I
All flanges have 6" taper and Range thickness is an average thickness.
KAISER STEEL CORPORATION
LIGHT COLUMNS
I
x- ·- ·-x
PROPERTIES FOR DESIGNING
,
Y
Nominal
Size
Weight
ro!t
h ••
of
Soot.
Depth
of
Width
of
Flange
W.b
Thick-
AXIS X -X
A X IS Y-V
Soct.
J
r
S
S
J
0'"
- - - - -- - - - - -- - -- - -- - - - - -- - In.'
In.'
'0. In.4 In.'
'0. - --'0. - In.4
'0. - - - --- - - - - -- - - - - ---
r
--
.
-'0-
''''''"
Lb.
·8 X 8
8x8
34.3
32.6
10.09
9.59
8.OD
8.OD
8.000
7.938
.375
.313
115.5
112.8
28.9
28.2
3.40
3.45
35.1
34.2
8.8
8.6
1.87
1.90
6x6
·6 X 6
22.5
20.0
6.62
5.88
6.OD
6.OD
6.063
5.938
.375
.250
41.0
38.8
13.7
12.9
2.49
2.57
12.2
11.4
4.0
3.8
1.36
1.39
§5 X 5
18.9
5.56
5.OD
5.000
.313
23.8
9.5
2.08
7.8
3.1
1.20
4x4
13.0
3.82
4.OD
3.940
.253
9.9
5.0
1.64
3.3
1.7
.95
• Also rolled by United States Steel Corp. and Inland Steel Co.
§ Also rolled by U nited States Steel Corp. and Bethlehem Steel Co.·M.
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
R E 'G U LA R
-.J~c .. twetl+*"
KAISER STEEL CORPORATION
I".
~
T
~-'l
'IF SHAPES
""
Inches
Lb.
10 X 5~
29.1
22.9
8x5U 22.5
18.5
t ...!f<-c-4
-I --- -. ~
,
,,
T,
D",lh
I
G.,.
Usual
. .
Thick-
Half
Thick_
".
".
".
".
". ". ". ". ". ".
Us
2~
2~
8U
8U
1;U 11 % . 2
Us
2)1
2)1
6)1
6)1
~
~
Us
Width
Thick-
•
T
k
m
g,
c
9
- - - - -"" - -" - -"""- - - - - - - - - - - - - - ---- - - ---- ---- - - ---- ----
".
".
9}i
9:%
51~1S
5~
%
%
}{o
U
711
8
8
5%
5U
%
%
%
U
~
711
I~
11 )1 2U
9% 2U
9% 2U
~
~
2~
2~
2~
2~
w... +-;1;·
STEEL CORPORATION
=J!. KAISERLIGHT
COLUMNS
DIMENSIONS FOR DETAILING
-t- r- !<n
I
OJ,lance
W.b
Flanpe
Weight
Foo'
I
. DIMENSIONS FOR DETAILING
1i:k/
Nominal
Size
SE R I ES
I
I
I
I
1<-......
W.b
Flange
Nominal
Size
Weight
po.
Foo'
Depth
Distance
M". Usual
Gage
Fl ange
Half
Thick_
..... •
Width
Thick-
Thickne88
".
".
".
".
".
%
~
~
3}i
3}i
6U
6U
}i
}i
T
k
C
g.
9
''''- - - - - - - - - - - - - - - - - - - - - - . -'n. -'n. -'n. -'n. -- - - - - - - - - - -".- -'nRivet
".
Inches
Lb.
*8 X 8
34.3
32.6
8
8
8
8
}{o
}{o
Us
22.5
20.0
6
6
6711
%
U
711
2}i
2}i
4%
4%
'Us 2U
6
%
%
~
*6 x 6
1~
2U
§5 X 5
18.9
5
5
}{o
!-Ii
!-Ii
2%
3%
l;U
4X4
13.0
4
31~
%
U
711
l}i
2)1
~
8 x8
6X6
2)1
2)1
U
U
}i
}i
5)1
5)1
U
!-Ii
}i
}i
3)1
3)1
2U
U
~
2~
2
!-Ii
%
2U
* Also rolled by United States Steel Corp. and Inland Steel Co,
, Also rolled by United States Steel Corp , and Bethlehem Steel Co.~M,
AMERICAN
IN STITUTE OF STEEL CONSTRUCTION
Fifth Edition
AMERICAN INSTITUTE OF STEEL. CONSTRUCTION
ECCENTRIC LOADS ON WELD GROUPS
AND
WELDED BEAM CONNECTIONS
fMANUAL STEEL CONSTRUCTION SUPPLEMENT)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
101 PARK AVENUE
NEW YORK 17, N. Y.
FOREWORD
The material given herein is substantially in agreement with
similar information which has been available for a number of
years, although the manner of its presentation is Quite different.
Tables of coefficients for computing the safe load on eccentrically loaded weld groups can be made to cover satisfactorily
a wider range of the variables involved than wou1d be the case
if the relationship between these variables were shown graphically.
Curves drawn to a scale that would permit reading coefficient
values. with the degree of accuracy possible by interpolation in
the tables. would be far too large for inclusion in the Manual.
The use of tables of allowable loads for beam web connections, and for unstiffened and stiffened beam seats, in lieu of
charts, follows the pattern long established in the Manual for
riveted fabrication. It is believed that the ccxlification of fitting
material and required welds into a relatively few combinations
will afford a greater overall economy than would be the case if
each connection were individually "designed" for the particular
conditions of its intended use.
These tables first appeared in the Appendix of the A. !.S.C.
Structural Shop Drafting Textbook, Volume 2. Pending the
publication of a new Edition of the A.I.S.C. Manual this means
is being taken to place them in the hands of all users of the
Fifth Edition.
z
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
ntP
1¥t1/
~
P
I
Permissible eccentric load in Kips.
Length of each weld in inches.
D = Number of sixteenths of an inch in
fillet weld size.
C = Coefficients tabulated below. ~
p ~ CD!
=
=
Required Minimum C
..
",
.
=
~ t>_i ~~~
SPECIAL CASE
~l
(Load not in plane of weld group.)
p
D ~Cf
p
I
"" CD
.
Use C-values given in
column headed k ~ O.
k
a
0
0.1
0.2
0.3
0.4
0.5
0 .•
0.7
0.8
0.'
0.2
0.3
0.4
0.5
0.6
.768
.582
.462
.380
.322
.744
.570
.455
.377
.320
.741
.577
.466
.389
.332
.753
.597
.489
.412
.355
.773
.625
.519
.441
.383
.796
.655
.552
.475
.415
.819
.686
.586
.509
.449
.842
.716
.618
.642
.481
.862
.742
.648
,573
,882 ,899 .930 .955
,790 .830 .863
.702 .747 .785
.830 .678 ,719
,571 .620 .663
0.7
0.8
0.9
1.0
1.2
.278 .278 .290 .311
.244 .246 .257 .276
.218 .220 .230 .249
.198 ,199 .. 209 ,226
.166 .167 ,176 ,191
,338
.302
,273
.249
.211
.369 .401 ,433 .464
.331 ,362 ,392 .423
,300 ,329 ,359 .388
.274 ,302 ,330 .358
.234 ..259 .285 .311
1.0
1.2
1.4
I..
1.8
2.0
- - - - -- - - -- - - - - -- -- -- -- -- - - - - -- -- - -
,250
.223
.201
.183
.166
.768
.677
.603
.513 ,543
.493
.452
.416
,386
.521
.479
.443
,412
.571
.529
.492
.460
.336 .360 .406
.204 .227
.181 .201
.162 .181
.147 .165
.134 .151
.274
.245
.221
.202
.186
.298
.266
.242
.221
.204
.320 .364 ,404
.288 .329 .367
.262 .301 .337
.240 .277 .311
.221 ,256 .289
2.4
2.6
2.8
3.0
.124 .139 .155 .172
.115 .129 .144 .160
.107 .120 .135 .149
.100 1.113 .126 .140
.189
.176
.164
,155
.205
.192
.180
.169
.085
.078
.073
.066
.090
.083
.077
.072
.099
.091
.085
.079
.110
.102
.095
.089
.238
.223
.209
.197
AMERICAN I NSTITUTE OF STEEL. CoNSTRUCTION
,994 1.01
,914 .934
.845 .869
.785 ,811
.700 .732 ,760
,615 .653 .686
,572 ,61 1 .645
.536 .574 .608
.503 .541 .576
.448 .486 .520
1.4 .142 .144 .152 .165 .183
1.6 .124 .126 .133 .146 .162
1.8 .110 .112 .119 .130 .145
2.0 .100 ,101 .107 .118 .131
2.2 .090 .092 .098 .107 .120
.084
.076
.072
.066
.976
.890
.817
,754
,269
.253
.238
.224
,716
.675
.639
.607
.551
.440 .473
.402 .435
.375 ,402
.343 .374
.320 .348
.504
.464
.430
.401
.375
.299
.284
.265
.251
,353
.333
.315
,300
,327
.308
.291
,275
3
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
P = Permissible eccentric load in Kips.
I = Length of each weld in inches.
D = Number of sixteent hs of an inch in
fillet weld size.
C = Coefficients tabulated below.
I' ., '1
§[_.:t.I,
1
,
P - CDt
p
P
Required Minim~m C "'" Dl
I
..
D
,
i..
I
-
P
Ct
p
-
CD
k
a
o
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.2. I 1:4
- - - --
-
- -- -
-
- --
0.2 .545 .553
0.3 .429 .436
0.4 .353 .359
0.5 .300 .306
0.6 .261 ' .266
.576
.457
.378
.323
.281
.611
.489
.407
.349
.306
.552
.529
.444
.383
.336
.698
.573
.486
.422
.372
.743
.620
.530
.463
.411
.787
.666
.575
.506
.451
.827
.710
.619
.548
.491
.866
.752
.662
.590
.532
0.7
0.8
0.9
1.0
1.2
.231
.207
.187
.171
.146
.236
.211
.189
.175
.150
.250
.224
.203
.186
.159
.272 .300 .333 .369
.244 .270 .301 .335
.222 .246 .275 .306
I
. ~ .226 .253 .282
.174 .194 .218 .244
.407
.373
.339
.314
.272
.445 .483 .521
.406 .443 ..479
.374 ' .408 .443
.346 .379 .412
.301 .331 .360
1.4
1.6
1.8
2.0
2.2
.128
.1 13
.102
.092
.084
.131
.1 16
.104
.094
.086
.139
.123
.111
.101
.092
.153
.136
.122
.111
.102
.170
.151
.136
.124
.114
.191
.170
.154
.140
.129
.215
.192
.1 73
.158
.145
.240 .266
.215 .239
.194 .216
.1 77 .197
.163 .182
2.4
2.6
2.8
3.0
.078
.072
.01i7
.063
.080
.074
.069
.065
.085
.079
.074
.069
.094
.087
.081
.076
.105
.098
.091
.086
.119
.110
.103
.097
.134 .151
.125 :.140
.117 .131
.109 .1 23
.899
.790
.702
.630
.571
1-
1.6
1-.8.
2.0
---
.956 n.oo 1.04 1.06 1.08
.858 .913 ' .958 :9951.02
.775 .836 .888 :931 .968
.704 .771 : .825 · .872
,. .913
.644 ' .710 , .766 , :818 .873
.593
.548
.510
.476
.420
.658
.61.3
.5,73
.537
.477
.717 .769 .815
.672 .724 .771
~631 .663 .731
:5Q4 ,646 .694
.531 .582 .629
.293
.263
.239
.219
.201
.320
.288
.262
.240
.221
.375
.339
.309
.283
.262
.428
.388
.355
.327
.303
.479
.436
.405
.369
.343
.528
.482
.444
.410
.382
.573
.1 87
.174
.163
.153
.205
.1 92
.180
.169
.243
.227
.213
.201
.282
.263
.247
.233
.319 .356 .392
.299 .3l4 .369
.281 .315 , .347
.265 ' .297 , .328
~5:i6
.485
:400
.419
,
.168
.157
.1 47
.138
AMERICAN I NSTITUTE OF STEEL CONSTRUCTION
4
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
P = Permissible eccentric load in Kips.
I
~
p-Pt
~ Length 01 weld parallel to load "P"
in inches.
D = Number of sixteenths of an inch in
fillet weld size.
C = Coefficients tabulated below.
xl = Distance from vertical weld to center
of gravity of weld group.
P ~ CDI
Required Minimum C =
1tJ
•
.
.
..
kl
..
~l
P
D~C/
P
I
~ CD
k
0.0
0.1
0.2
0.3
0.'
8.'
0.6
0.7
0.8
0.9
1.0
1.2
0.2 .384 .516 .575 .654 .731
0.3 .291 .422 ..472 .543 .612
0.4 .231 .351 .395 .460 .522
0.5 .190 .298 .338 .397 .453
0.6 .161 .258 .294 .348 .399
.810
.680
.583
.508
.450
.889
.749
.644
.564
.500
.969 1.05 1.14 1.22 1.40 1.58 1.78
.820 .893 .966 1.04 1.20 1.37 1.54
.708 .772 .839 .908 1.05 1.20 1.36
.621 .680 .740 .802 .932 1.07 1.21
.552 .605 .661 .718 .836 .963 1.09
0.7 .139 .227 . .260 .310
0.8 .122 .202 .233 .278
0.9 .109 .182 .211 .253
1.0 .099 .166 .192 .231
1.2 .083 .140 .163 .198
.403
.364
.333
.306
.263
.449 .497
.407 .451
.372 .414
.343 .381
.296 .330
1..
1.6
1.8
2.0
-- - - -- - - - - - - - - - - - - - - - - - - --
.357
.322
.293
.269
.231
1.4 .071 .121 .142 .172 .202 .231 .260 .290
.546
.497
.455
.420
.596
.543
.499
.461
.364 .400
.649
.592
.544
.503
.437
.759
.694
.639
.592
.516
.875
.802
.741
.687
.601
1.97 2.17
1.72 1.91
1 .52 1.69
1.36 1.52
1.24 1.38
.998 1.13 1.27
.917 1.04 1.17
.849 .963 1.09
.788 .897 1.01
.691 .788 .892
.321 .353 .387 .457 .533 .615 .703 .796
1.6 .062 .107 .1 25 .153 .179 .205 .232 .259 .287 .316 .346 .410 .480 .554 .634 .719
1.a .055 .096 .112 .137 .161 .185 .209 .234
2.0 .050 .0&6 .102 .124 .146 .168 .190 .213
2.2 .045 .0.79 .093 .114 .134 .154 .175 .196
2.4
2.6
2.8
3.0
.042 .072
.038 .067
.036 '.062
.033 .058
x
0
.085
.079
.074
.069
.105
.097
.091
.085
.124 .142
.115 .132
.107 .124
.100 .116
.1 62 .181
.150 .168
.140 .157
.132 .148
.008 .029 .056 .089 .125 .164 .204
.259 .285 .314 .372 .436 .504 .578 .656
.237 .261 .287 .341 .399 .462 .631 .603
.218 .240 .264 .314 .368 .427 .490 .568
.201
.187
.175
.164
.221
.207
.194
.182
.244
.228
.213
.200
.291
.271
.254
.239
.342
.319
.299
.281
.39, .456
.370 .426
.347 .399
.327 .376
.519
.465
.45{
.429
.245 .289 .333 .424 .516 .601 .704 .800
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
5
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
P = Pennissible eccentric load in Kips.
I - Length of weld parallel to load "P"
al
in inches.
D = Number of sixteenths of an inch in
1~
fillet weld size.
C = Coefficients tabulated below.
xl = Distance from vertical weld to center
of gravity of weld group.
P =CDI
Required Minimum C = :;1
-~
kl
..
..
.
.
P
D = cr
P
I - CD
k
,
0
0.1
0.2
.384
.291
.231
.190
.161
.522
.428
.357
.303
.263
.655
.544
.455
.387
0.6
0.7
0.8
1.0
1.2
~I·~
1.8
2.0
2.19
1.97
1.79
1.64
1.51
2.38
2.15
.723 .790 .856 .988 1.12 1.26 1.40
.662 .726 .787 .913 1.04 1.17 1.30
.610 .670 .729 .847 .966 1.09 1.22
.564 .622 .678 .791 .905 1.02 1.14
.491 .542 .594 .697 .801 .906 1.02
1.54
1.44
1.35
1.26
1.13
0.3
0.'
0.5
.765
.650
.554
.478
.335 .418
.866
.748
.647
.564
.498
.965 1.06 1.15 1.25 1.34 1.43 1.61
.842 .930 1.02 1.10 1.19 1.27 1.44
.735 .820 .902 .982 1.06 1.14 1.30
.647 .727 .804 .881 .955 1.03 1.18
.575 .650 .724 .795 .866 .936 1.08
0.7 .1 39 .231 .294 .369
0.8 .1 22 .206 .262 .331
0.9 .1 09 .186 .236 .299
1.0 .099 .169 .214 .272
1.2 .083 .143 .181 .231
.443
.399
.362
.331
.283
.516
.467
.425
.390
.335
.071 .124 .156 .200
1.6 .062 .109 .137 .1n
1.8 .055 .097 .122 .156
2.0 .050 .088 .111 .140
2.2 .045 .080 .100 .127
.246
.217
.191
.171
.293
.257
.227
.202
.154 .182
.340 .387
.300 .345
.263 .302
.235 .269
.211 .242
.434
.388
.344
.305
.274
.481
.432
.387
.343
.308
.528
.474
.431
.380
.344
.622
.561
.51 1
.469
.423
.717
.649
.593
.545
.505
.815
.739
.676
.623
.578
.915 1.02
.832 .926
.762 .850
.703 .785
.653 .730
.116
.107
.099
.092
.141
.1 29
.120
.113
.192
.176
.163
.151
.249
.228
.210
.195
.276
.255
.235
.218
.312
.285
.262
.243
.382
.349
.321
.297
.462
.421
.382
.358
.539
.501
.460
.425
.609
.571
.537
.500
0.'
-
0.2
0.3
0.4
0.5
0.6
1.4
2.4 .042 .074 .091
2.6 .038 .066 .084
2.8 .036 .083 .on
3.0 .033 .059 .073
x
0
.166
.1 52
.141
.131
.008 .029 .056 .089 .125
.587
.533
.487
.449
.387
.655
.598
.549
.507
.439
.220
.201
.1 86
.173
1.80
1.61
1.46
1.33
1.22
1.99
1.79
1.62
1.48
1.36
1.96
1.80
1.66
.662
.640
.602
.569
.164 .204 .246 .289 .333 .424 .516 .601 .704 .800
AMERICAN I NSTITUTE OF STEEL CONSTRUCTION
6
I
LOADS ON WELD GROUPS
ECCENTRIC
,
COEFFICIENTS
P = Permissible eccentric load in Kips.
I = Length o f longer welds in inches.
D = N umber of sixteenths of an inch in
81 '
fillet weld size.
C = Coefficients tabulated below.
11kJ
0
p
N ote: When load "P " is perbt:ndicular to
longer side "'" use ta Ie on facing
page.
P - CDI
Required Minimum C
..
..
..
..
~
P
ill
P
D - TI
I
P
- CD
k
a
0
- - - - 0.2' ,.
0.3
0.4
0.5
0.6
0.7
- -
0.'
0.'
1.0
-
- - - --- - 1.70
1.49
1.32
1.18
1.80
1.58
1.41
1.06
1.26
1.14
1.01
.814
.675
.571
.494
1.11
.920
.775
.665
.580
1.21
1.02
.871
.756
.665
1.31
1.12
.963
.844
.747
1.41
1.21
1.05
.929
.828
1.50
1.30
1.14
1.01
.322
.892
.703
.570
.475
.407
.908
1.60
1.40
1.23
1.10
.985
.278
.244
.218
.198
.166
.355
.314
.281
.255
.214
.434
.386
.348
.316
.267
.514
.460
.416
.670
.606
.553
.3&0
.323
.592
.533
.485
.444
.380
.508
.437
.745
.677
.620
.571
.493
.821
.748
.687
.635
.550
.894
.819
.754
.698
.607
.968
.888
.820
.760
.664
1.04
.958
.885
.823
.721
1.6
1.8
2.0
2.2
.142
.124
.110
.100
.090
.185
.162
.1 45
.131·
.119
.231
.204
.182
.1 65
.150
.281
.248
.222
.201
.184
.331
.294
.264
.239
.219
.382
.340
.306
.278
.255
.434
.387
.348
.318
.292
.485
.434
.392
.358
.329
.537
.481
.436
.398
.367
.589
.529
.479
.439
.4D4
.641
.577
.523
.480
.443
2.4
2.6
2.8
3.0
.084
.076
.072
.066
.109
.101
.094
.088
.138
.128
.11 9
.111
.169
.156
.1 46 '
.136
.202
.187
.174
.1 63
.235
.218
.204
.1 91
.269
.250
.234
.21 9
.304
.283
.264
.248
.339
.316
.296
.278
.375
.349
.327
.308
.411
.383
.359
.338
0.3
0.4
0.5
.768
.582
.462
.380
0.6
0.7,
OJ!
0.9
1.0
1.2
:'1.4
,
0.2
0.1
- -- - - - - -- - -- - - - -
.
AMERICAN I NSTITUTE O F STEEL CONSTRUCTION
7
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
P = Permissible eccentric load in Kips.
= Length of longer welds in inches.
1
D = Number of sixteenths of an inch in
fillet weld size.
C - Coefficients tabulated below.
rffi1
.'.
Note: When load "P" is parallel to longer
side "l" use table on facing page.
p
I
P - CDl
I
I
=
61
D -
cr
Required Minimum C
.
..
..
0 .•
0.7
0.8
0.'
1.0
..
P
P
1 -- CD
k
a
0.1
0.2
0.3
0.'
0.'
.545
.429
.353
.300
.261
.662
.530
.442
.379
.331
.782
.636
.536
.463
.407
.905
.746
.635
.552
.488
1.03
.860
.738
.645
.573
1.16
.976
.844
.742
.662
1.28
1.10
.952
.842
.753
1.41
1.22
1.06
.943
.846
1.54
1.34
1.17
1.05
.943
1.67
1.46
1.29
1.15
1.04
1.80
1.58
1.41
1.26
1.14
.294
.265
.241
.221
.189
.364
.328
.299
.275
.237
.438
.397
.363
.334
.516
.681
.622
.574
.529
.460
.768
.703
.647
.599
.288
.469
.429
.396
.343
.597
.544
.499
.462
1.2
.231
.207
.187
.171
.146
.523
.857
.785
.725
.672
.587
.948
.871
.804
.746
.653
1.04
.958
.885
.823
.721
1.4
1.6
1.8
2.0
2.2
.128
.113
.102
.092
.084
.166
.147
.132
.120
.110
.208
.185
.167
.152
.139
.253
.226
.204
.186
.171
.302
.270
.244
.223
.205
.287
.262
.241
.407
.365
.330
.303
.279
.463
.416
.377
.345
.318
.521
.468
.425
.389
.358
.580
.521
.474
.434
.400
.641
.577
.523
.480
.443
2.4
2.6
2.8
3.0
.078
.072
.067
.063
.102
.095
.088
.083
.129
.120
.112
.105
.158
.147
.138
.129
.190
.177
.165
.155
.223
.208
.195
.183
.258
.240
.227
.212
.295
.275
.257
.242
.332
.310
.290
.273
.371
.346
.324
.305
.411
.383
.359
.338
0
0.2
0.3
0.4
0 .5
0.6
0.7
0.8
0.9
1.0
- -- - -- - - - - - -
.402
.354
.317
--- - - - - --- - -
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
8
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
P = Permissible eccentric load in Kips.
~ Length of weld parallel to load "P"
in inches.
D = Number of sixteenths of an inch in
fillet weld size.
C = Coefficients tabulated below.
xl = Distance from vertical weld to center
I
_Xr1
if) ,
of gravity of weld group.
P ~ CDl
Required Minimum C
LJ
=
..
..
.
.
I
1.0
1.2
1.'
.651 .691
.569
.483
.419
.370
.778
.645
.550
.480
.425
.875
.731
.627
.549
~l
P
D ~ CT
~
P
CD
k
a
0.2
0.3
D.'
0.5
D."
0.7
0.8
D.'
.434
.337
.268
.221
.188
.462
.375
.301
.248
.211
.484
.394
.331
.276
.234
.505
.412
.347
.299
.263
.527
.431
.363
.313
.275
.552
.451
.381
.329
.290
.582
.476
.402
.347
.306
.615
.503
.426
.368
.325
.534
.453
.392
.346
0.7 .139 .162
0.8 .122 .1 43
0.9 .109 .128
1.0 .099 .115
1.2 .083 .097
.182
.161
.143
.129
.1 08
.203
.178
.1 59
.144
.120
.225
.198
.176
.159
.133
.246
.221
.1 97
.178
.148
.258
.233
.212
.195
.167
.273
.247
.225
.207
.178
.290
.262
.239
.220
.189
.310
.280
.256
.235
.203
.332
.300
.274
.252
.218
.382
.346
.317
.292
.253
.440
.400
.367
.338
.293
.504
.459
.422
.390
.340
.574
.525
.483
.447
.390
.648
.593
.548
.508
.444
1.4 .071 .083 .093 .103 .114
1.6 .062 .073 .081 .090 .100
1.8 .055 .065 .073 .080 .089
2.0 .050 .058 .065 .072 .080
2.2 .045 .053 .059 .066 .073
.127
.11 1
.099
.089
.081
.143
.125
.111
.100
.091
.156
.139
.1 25
.11 2
.102
.166
.148
.134
.1 22
.112
.178
.159
.143
.130
.120
.191
.171
.1 54
.140
.129
.224
.199
.180
.164
.151
.259
.232
.210
.1 91
.176
.300
.269
.244
.223
.205
.346
.310
.282
.258
.238
.395
.355
.323
.296
.273
.074 .083 .093
.068 .077 .086
.063 .071 .080
.060 .066 .075
.103
.096
.090
.084
.111
.103
.096
.090
.11 9
.111
.105
.097
.139
.130
.121
.1 14
.163
.152
.142
.133
.190
.177
.166
.156
.220
.205
.192
.1 81
.253
.236
.222
.209
0.2
0.3
0.4
0.5
0.6
0
0.1
.384
.291
.231
.1 90
.161
2.4 .042 .049
2.6 .038 .044
2.8 .036 .041
3.0 .033 .038
X
0
1..
1.8
2.0
-- - - - - - - -- - - -- - - -- -- - - -- -- - -
.055
.050
.047
.044
.060
.056
.052
.050
.066
.062
.057
.054
.977 1.09 1.20
.823 .920 1.02
.71 1 .800 .894
.625 .707 .794
.469 .558 .634 .713
.005 .017 .035 .057 .083 .113 .144 .178 .213 .250 .327 .408 .492
AMERICAN INSTITUTE OF STEEL CoNSTRUCTION
.579 .667
9
ECCENTRIC LOADS ON WELD GROUPS
COEFFICIENTS
P = Permissible eccentric load in Kips.
I - Length of weld parallel to load "P"
in inches.
D = Number of sixteenths of an inch in
n
xl
fillet weld size.
C - Coefficients tabulated below.
xl = Distance from vertical weld to center
tRLJ
of gravity of weld group.
P - CDl
Required Minimum C
..
.
,
=
61
..
..
D I
- P
- CD
1.2
1..
1.6
P
cr
k
•
0
0.1
0.2
0.3
0.4
0.5
0.6
.384
.291
.231
.190
.161
0.7
0.8
0.9
1.0
1.2
1.0
1.8
2.0
0.7
0.8
.554 .595 .638 .684
.432 .467 .505 .547
.348 .379 .412 .450
.290 .316 .346 .379
.227 .247 .270 .296 .326
.733
.593
.490
.415
.784
.541
.534
.456
.837
.691
.581
.498
.286
.254
.229
.208
.175
.316
.281
.253
.231
.195
.349
.312
.281
.256
.217
.385 .463
.344 .417
.312 .379
.284 .347
.242 .297
.543
.497
.454
.417
.151
.133
.119
.108
.098
.169
.149
.133
.120
.110
.189
.171
.149
.135
.123
.210
.186
.166
.151
.138
.259
.233
.207
.187
.171
.315
.280
.253
.230
.210
.376 .440 .500
.336 .395 .457
.303 .358 .421
.276 .327 .380
.254 .301 .351
.081 .090 .100 .113 .127
.075 .0.83 .093 .105 .117
.069 .on .087 .097 .109
.065 .072 .081 .092 .102
.158
.147
.137
.128
.194
.180
.168
.158
.235
.218
.204
.191
0.2
0.3
.436
.335
.267
.220
.187
.478
.369
.295
.244
.207
.516
.400
.321
.266
.139
.122
.109
.099
.083
.162
.143
.127
.115
.096
.178
.159
.142
.128
.107
.197
.174
.156
.141
.118
.215
.190
.170
.154
.236
.209
.187
.170
.129 .143
.259
.230
.207
.187
.158
1.4
1.6
1.8
2.0
2.2
.071
.062
.055
.050
.045
.083
.073
.065
.058
.053
.092
.081
.072
.065
.059
.102
.089
.079
.072
.065
.112
.098
.087
.079
.072
.136
.120
.107
.096
.088
2.4
2.6
2.8
3.0
.042
.038
.036
.033
.049
.045
.042
.039
.054
.050
.047
.043
.060
.055
.051
.048
.066 .073
.061 .067
.056 .062
.053 .058
x
0
.005 .017 .035 .057 .083 .113 .144 .178 .213 .250 .327
0.'
0.'
0."
0.'
-- - - - - -- - - - - -- - - - - -- - - -- - - - -
.123
.108
.096
.087
.079
.945 1.06 1.17 1.28 1.39
.796 .904 1.01 1.12 1.24
.680 .783 .889 .996 1.10
.590 .688 .788 .890 .993
.359 .395 .435 .520 .611 .706 .803 .902
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
.638 .730 .824
.581 .6li9 .75l
.533 .616 .702
.493 .571 .652
.359 .427 .498 .572
.279
.259
.243
.228
.325
.303
.284
.267
.408 .492 .579 .667
10
-WELDED BEAM WEB CONNECTIONS
ALLOWABLE LOADS- KIPS
,....
'-'>"wdcI-
n
twla:
if '
r iT
l-
![l~'. ,. I/
::
j
:' :,
!
.JL
t-
•
Wold Size
Size of
anglos
I
".
R· Value
Shop Field
--
Shop
wel ds
-- -
-
Field
welds
w ob
thick-
29
28
27
26
25
24
23
22
21
20
19
18
IS
17
16
15
4 x3x}16
~,
4 x3xUs
;{,
4x3x}{s
%
%
%
%
%
%
%
%
4x3x}{6
4 x3x'!i'6
4 x3x%;
4x3x?{s
4x3x'YtG
4x3x%;
4x3x?16
4x3x?{s
4 x3xW6
4x3x'!1l;
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
3x 3 x % %
3 x 3x % % %
3 X3x % % %
4x3x'!i6
4 x 3 x-'!{s
3 %3 x %
192
186
180
173
167
160
154
147
141
139
128
121
115
108
102
102
95
89
82
I
in.
Size of
angles
''''
3x3x'Us
\\::g 14
3 x3 X %
'"M."~ 14
13 3x 3x%;
"C
32
31
30
Weld Size
M in.
beam
>
c '
210 ",0:
202 ~]
-:;
195 0. _
M ~
• .0
187
179 "
-"'~~
172 - 0
164 -"
o ii;
~ "C
156
148 " 0
140 -"'''
.~ ~
~ ~
133 ~cr
125 . 0 "
~'"
117 109 .47
.47
101
.43
93
86 .42
80
.42
73
.42
13
12
12
11
11
10
'"
"' - 10
c~
"'"
9
9
8
8
7
7
6
6
5
5
4
4
3x3 X %
3x3 x}{6
3x 3 x %
3x 3x!{6
3 x3 X %
3x3 x}16
3 x3x %
3x3x'!{s
3 x3 X %
3x3x}{6
3 x3 X %
3x3x}{6
3%3x Ys
3x3x'!{6
3 x3 X %
3x 3x%;
3X3x %
3 X 3 x '!1'6
3%3 X %
R-Value
Shop
Min.
beam
web
Field
welds
thick-
% ~, 76 66
% % 69 72
% ;{, 69 60
% % 64 64
% % 64 54
% % 57 57
J4 ;{, 46 47
49
% % 51
J4 % 41 41
~,
% 45 41
J4 ;{, 36 35
% % 39 34
J4 ~, 31 29
% % 33 27
J4 % 27 23
J4 % 22 21
J4 % 22 17.5
J4 % 18 15
l{, % 13.5 12.5
l{, % 10.5 10
.41
.47
.40
.47
.40
.47
.38
.45
.38
.43
.38
.41
.35
.38
.32
.35
.29
.31
.26
.27
.23
Shop Field
~,
%
welds
ness
--- - - -.47
% 76 80
;{,
10.5
S.5
When the connection is both shop and field welded use lesser of the two given
R-values.
When connection is shop welded and beam web thickness is less than figure shown
in column headed "Min. beam web thick." multiply R-value of shop weld by given
web thickness and divide by tabulated minimum thickness. Make same adjustment
for field weld if its R-value is less than that of shop weld. For best economy in such
cases use connections shown in italics.
Example:
Required to frame a 14W'30 beam having a reaction of 20 kips and web thickness
of .27 in.
Try 2 l.! 3 x 3 x %x 0'-8, having R-Value ot 29 kips when web thickness is .35 in.
For given beam allowable R ~ 29 x :~; ~ 22.3 kips.
Connection is adequate.
AMERICAN INSTITUTE OF STEEL. CONSTRUCTION
11
UNSTIFFENED WELDED SEAT ANGLES
ALLOWABLE LOADS IN KIPS
..... ":, ~
t1<1111i11d
J.4xh}(
r-
-t
_
Forwtid cl ..
Stamftb
~
T._
........ N~'r ,=-odo'"::
11111 1'Ibla l
.... Table ll
I-'-'"
"" ~
Seat Angle Length and Thickness
TABLE I
Outstanding Leg of Angle 3Y2" or 4"
Thick-
ness of
Beam
Wob
W
6
8
10
11
12
12
!iO
U
!iO
%
l<o
Y.!
!iO
14
W'
9
11
15
17
18
20
21
Length _ 6"
length "" 8"
Tlilickness of Seat Angle
Thickness of Seat Angle
W
-11
14
18
22
25
28
30
~"
'}i"
1"
~"
14
17
21
26
30
34
39
16
16
23
7
9
11
12
13
~
25
30
34
39
44
~
34
39
44
14
50
15
W
10
12
16
19
21
22
24
%"
13
16
20
24
27
31
34
~~ I ~;
19
24
28
32
37
42
l'
22
27
32
37
42
48
I
Values above the zig-zag line apply only for 4" outstanding legs.
Table I same as for riveted seats; See Manual page 263.
Nominal beam setback % in.; allowable loads based on assumption tnat
beam length may under-run. making this figure %' io.
Table II
Weld
Size
Required
~
U
!iO
%
R=
c·rr
Weld Length and Size
load on Seat and Size of Seat Angle
4 ~3~15X3~1~1~ 1~1~
~ I 11
14
18
23
27
9
13
17
28
34
23
11
16
21
41
27
34
13
19
24
40
48
32
U.
14
22
28
50
36
46
~
46
35
50 I
.--.
...%
'Unless controlled by A.I.S.C. Spec. Sect. 24(c).
Entries above zig-zag line are usually least costly.
Aliowable loads on welds computed as
1.2lD
where
~l+
, = length of vertical welds in inches
D = number of sixteenths of an inch in weld size
e = % in. plus one-half of remaining width of outstanding leg
No reduction ot the tabulated loads required when unstiffened seats are lined up on
opposite sides of supporting web.
AMERICAN INSTITUTr:. OF- STEEL. CONSTRUCTION
16
23
a1
36
42
47
50
~ --
12
STIFFENED WELDED BEAM SEATS
ALLOWABLE LOADS IN KIPS
,.. Z
~ ..hh'"
--
c==
lK--
I,L~
,;>~.....
If seat and stiffener are separate
plates, fit stiffener to bear against seat.
Connecting welds should have strength
equivalent to horizontal welds on colwnn under seat plate.
T
ljj
.ll
_
-:«Ydd
T
!.id'1lI
NOTE A
--
....
Minimum plate thickness T, at least 1.5 times required weld size, but not less than
beam web thickness.
For stiffened seats in line on opposite sides of column web, use weld size no greater
than %column web thickness.
/
WIDTH OF SEAT
I
inches
4 in.
5 in.
6 in.
Size of Welds
Size of Wslds
Size of welds
¥.! in.
*' In.
*' -in.
--- -- - - - - - - - - - -
'14 in.
~ in.
6
7
8
9
10
15
19
24
30
35
18
24
31
37
44
29
37
45
53
11
12
13
14
15
41
47
----
51
59
67
74
82
...
....
16
17
18
19
20
.. -.
...
21
22
.. _-
23
----
....
.._....
----
....
24
25
.._.
26
27
....
._--
0/. in.
%; in.
0/. in.
%; in.
26
34
43
52
62
15
21
26
32
38
18
25
31
38
46
21
29
36
44
53
62
71
80
89
99
72
83
93
104
115
45
52
59
66
74
54
62
71
80
89
63
73
83
93
103
106
118
90
98
106
113
121
108
117
127
136
145
126
137
148
----
81
89
97
105
112
98
107
119
126
135
114
125
138
146
157
130
143
158
167
----
128
137
145
.- ..
---.
....
--- .
....
120
128
136
144
152
144
154
163
173
-_.-
168
.. -.
----
....
..-
....
....
....
-...
.-.
._.
._.
....
....
....
....
_.
----
_..
-
159
161
....
_..-
-
22
....
--
----
% in.
~ in.
0/. in.
24
---._--
....
....
21
25
31
39
47
33
41
51
61
72
83
94
22
27
28
33
33
40
39
46
52
59
66
47
55
63
71
80
74
81
89
21
28
35
44
53
64
63
73
73
84
83
93
95
106
104
89
97
106
115
125
103
114
124
135
145
118
130
142
154
166
134
143
153
162
171
156
167
178
189
178
191
--..
---.
112
119
127
135
143
....
....
-...
._..
---.
151
158
181
190
.-..
....
....
----
96
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
55
---.
13
STIFFENED WELDED BEAM SEATS
ALLOWABLE LOADS IN KIPS
1£'
-rv
-.J.4 .)(:
NOTE A
- --
If seat and stiffener are separate
plates, fit stiffener to bear against seat.
Connecting welds should have strength
equivalent to horizontal welds on col-
.~
I / ~ 'T' i'
~ >=
.....
--.
:21
umn under seat plate.
~ wId
T
"'"
Minimum plate thickness T . at least 1.5 times required weld size, but not less than
beam web thickness.
For stiffened seats in line on opposite sides of column web, use weld size no greater
than %column web thickness.
WIDTH OF SEAT
I
inches
*'
7in.
e in.
9 in.
Size of Weld s
Size of Welds
Size of Weld s
*'
1h in.
in.
% in.
11
12
13
14
15
35
41
47
53
60
42
49
56
64
72
16
17
18
19
20
67
74
81
88
96
80
89
97
108
115
104
114
124
134
107
118
130
142
153
21
22
23
24
25
103
111
119
126
134
124
133
142
152
161
145
155
166
177
188
165
178
190
202
214
26
27
28
170
180
189
198
208
199
209
220
....
....
....
30
142
150
157
165
173
....
....
31
32
181
189
217
....
....
....
---
....
29
in.
49
57
66
75
84
94
....
*'
% in.
'n in.
o/a In.
M6 in.
---....
----
_
...
....
63
....
....
59
73
---.
---..... _-
....
-- ..
_._.
,.--
----
---.
----
80
'.'.
---75
82
90
99
100
110
121
131
112
124
137
151
164
143
154
165
177
189
178
192
207
221
236
--- - - in.
56
65
75
85
96
....
....
68
84
....
58
55
65
77
87
97
109
122
135
149
163
177
------.
75
82
61
73
68
81
89
98
106
98
108
119
130
142
103
111
118
126
115
124
133
142
151
153
165
177
189
201
133
141
149
157
164
160
169
179
188
197
172
180
207
216
75
82
89
96
% in.
% in.
%: in.
----
_.--
'.'
90
.
---
77
88
100
192
89
206
96
221
236
.- ..
103
111
118
107
115
124
133
142
213
....
226
....
....
....
....
....
....
151
160
169
178
187
201
212
225
237
249
251
266
238
125
133
141
148
156
164
171
196
206
262
....
....
... .
...•
....
....
AMERICAN INSTITUTE OF STEEL CONS T RUCTION
....
...•
....
....
STEEL JOIST INSTITUTE
STANDARD SPECIFICATIONS
AND
LOADING TABLE
OPEN WEB STEEL JOISTS
LONGSPAN SERIES
( MANUAL STEEL CONSTRUCTION SUPPLEMENT)
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
101 PARK AVENUE
NEW YORK 17. N. V.
Pending the publication of a new edition of the AISC
Manual, this means is being taken to place in the hands
of all users of the Fifth Edition, the Steel Joist Institute 's
recently adopted Standard Specifications and loading
Table for Open Web Steel Joists, lONGSPAN SERIES.
2
Standard Specifications
FOR OPEN WEB STEEL JOISTS -
LONGSPAN SERIES
Ado pted by the Steel Jo isl Institute, April 28 , 1953 .
Effective Apri l 28, 1953.
Adopted by the American Institute of Slee l Construction, Inc. Ju ne 10 , 1954.
Section 1. Scope
[01 Th ese speCifications cover the design and use
of "longspan" Ser ies Open Web Joists in any
structllre to be erected under the provisions of these
specifications.
[bJ "longspon Steel Joist construction" as governed by these speCifications sholl be Ihot type of
construction where decks ond top slobs are sup·
ported directly by separate steel members herein
referred 10 as "Longspon" Steel Joists. The spon
and spacing of "longspan" Steel Joists sho ll be as
defined in Section 6 of these specifications.
Web members sholl consist of ongles, bars, or
other shapes.
Se ction 4 . Conn e ctions
101 All jOints of "longspon" Stee l Joists shall
be made by welding, bolting, riveting or other approved methods. Connections at ends of members
sholl be proportioned to develop Ihe adual design
stress but not less thon 50% of the allowable design strength of Ihe members.
Se ction 5. DeS ign and Stresses
Section 2. De f initi on of " Long spo n" Steel J oists
(0) The term "longspan" Steel Joist as used
herein refers to relatively lightweight steel trusses
having substantially parallel chords and designed
for the direct support of floors, roof slobs and
decks, between walls, beams and main structural
trusses at spans and spacings specified in Section 6.
IbJ This specification sholl not be construed to
cover steel joists or steel joist construction as defined by the Standard Specifications for "Shorlspon"
Open Web Steel Joist Construction 0/ tne Steel
Joist Institute.
Sectio n 3. Materials
(0) Except as otherwise specified herein, "longspon" Steel Joists shall be designed as structural
Irusses in accordance with the American Institute of
Steel C onstruct ion "Specification for Design, Fabrication and Erection of Structural Steel for
Bui ldings".
Ibl The top chords shall be designed as continuous members subject to direct ond bending
stresses. The allowable bending stress ot mid_
panels and at ponel points sholl be 20,000 PSI and
24,000 PSI respectively .
leI The unsupported length of top chord fo r the
purpose of computing the permissible axial compressive stress at mid-panel and at ponel point
sholl be considered equal to the panel length and
half the ponel length respectively.
10) The steel used sholl conform to the American
Society for Testing Moteriols Standard Specifications for Steel for Bridges ond Buildings, Designation A7 of lotest adoption.
[dJ The method of ottoc~ment of floors or roof
ded:s ond slobs sholl be adequate to support the
top chords lotero Ily.
{b) All "longspan" Steel Joists sholl receive one
coot of rust· inhibitive point before leaving the
monu/odurer's shop.
Sedion 6. Span and Spacing
[cJ Top and boltom chords 01 "longspon" Steel
Joists shall be composed of ang les or other shapes.
AMER I CA N
[oj The clear span of "Longspon" Steel Joists
sholl not exceed twenty-four times the depth for
roofs or twenty times the depth for fl oors.
INS T ITU TE OF S TEEL CO N STR U C TI ON
3
Standard Specifications (Continued)
FOR OPEN WEB STEEL JOISTS fhl Where "longspan" Steel Joists rest on masonry wo lis, il is recommended thai the dear span
be limited to 80'.0" and thot the mason ry walls be
adequate ly designed wilh respect to height, thick.ness and spacing of p ilasters.
lei The spacing of the "longspon " Steel Joists
sholl not exceed th e safe span of the fl oor slob or
roof ded.
Section 7, App roximate Cambe r
101 All "longspon" Steel Joists sheill hove approximate combers in accordance wilh the fol-
LONGSPAN SERIES
Se ction 9. Bridging
Br idging shall consist of a cross.bracing wilh 1/r
ratio of not more than 200 where "I" is the distance
in inches between connections and "r" is the least
radi us o f gyration of the b racing member. Where
cross-bracing members are connected at their point
of intersect ion, the "I" distance sholl be token as
the distance in inches between connections at the
point of intersect ion of the bracing members and the
connection to the chord of Ih e "longspan" Jo ist.
The maximum spacing of lines of bridging for
the different joist types sholl not exceed the values
,obulated below:
lowing:
Ta p Chord length
Cam ber
30'-0"
%"
40'.0 '1
50'.0"
%"
lYs"
60'-0"
1}-2"
Max imum Spacing of
lines of Bridg ing
No. 2 to No. B incl .
10'.0"
No. 9 to No. 16 inc I.
12'.0"
No. 17 to No. 19 incl.
16' . 0"
70'.0"
2Ys"
Seelion 10. Inspection
80'.0"
2%"
90'. 0"
3}'2"
4"
(oj All " longspon" Joists sholl be thoroughly
inspected before shipment to make ceria in that
materials and workmanship conform to the requi rements of these speci fi cations.
96'.0"
Se ction 8. Belulng and Anchorage
(0)
Joist Typ e
Se elion 11. Ereelion
Where "Longspon" Stee l Joists are sup-
ported by masonry or concrete walls, the ioists shall
be a ncho red by a ~" round bar anchor not less
than 12" lang or other equivalent method . Where
"longspan" Steel Joists rest on steel beams or
steel tr usses they sholl be connected wi th not less
than two~" bolts o r welds of equal strength.
[bl The ends of "longspon" Joists shaH bear
not less thon 6" on masonry or concrete and not
less thon 4" on sleel The bearing areas shall be
such Ihat the overage bearing pressure does not
exceed 250 pounds per square inch on brick. or
stone mason ry and 600 pounds per square inch on
poured concrele.
AM ER I CA N
lot "longspa n" Steel Joisls shall be unloaded
from shipping facilities. erected and hoisted into
place by hooking to the top cho rd of joists at ap·
proximately the third points . Ho ist ing facilities
sholl not be released duri ng er6ction procedUre
until the line of bridging nearest mid-spon is installed, and in the ccse of bollom chord bearing
"longspan" Joists, th e ends of the top chords sholl
be restrained la tera lly. Core sholl be exercised
01 all times to ovoid damage through careless
handling. As soon as " l ongspan" Jo ists are erected
they sholl be permonently fastened in p lace and all
bridging completely installed before the application
of loads.
IN S TI T UTE OF S TEEL CO N STR U C TIO N
4
Standard Loading Table
FOR LONGSPAN STEEL JOISTS
Adopted by the Steel Joist Institute, April 28, 1953. Effective April 28, 1953.
Adopted by the American Institute of Steel ConslructiO:l, Inc. June 10, 1954.
Th e follow ing table gives th e TOTAL sofe uni formly distr ibu ted load-carrying copacities of "longspon" Joists
in pounds per linear foot of span.
This lood table applies to "longspon" Joists with either paro llel chords or standard pitched top chords.
The carrying capacities of " l ongspons" with lop chords pitched is determined by Ihe nominol depth of Ihe
"Longspon" Joists at Ihe center o f Ihe span .
Standard pilch is Y." pet foot.
If p itch exceeds this standard, the load table does not app ly.
Figures printed to the righl of the heavy vertical lines to be used for roof constru ction only.
l oads below heavy broken horizontal lines are governed by maximum end reaction.
Clear Opening or Net Span in Feel
Maximum
AP:/,
,,,. , ~!{~
in lbs
.
Eo' 1
---.----,---.---.---.----.---.---.----,---.---.--- 1
Jol5t
Des ig.
nation
per
Linear
"
I
Reaction
t
25
26
28
2'
13 l IB
I
l IB
I
I
I
I
I
I~I
2Ol0'
,aT08
I
I
I
I I
I
I
I
"
36
194
1S5
17'
2<2
I
I
J8iTO I
34
I
I
"'-I
I
081
33
"
JO
15
I
1--"-
I
29
,
386
313
I
4"
44
I 383 I
553
"
I '"
I
753
'"
656
633
11
"
445
I
2526 l v l ~~JO" I ~ I 33I34 I · I 36·~~ I ~
I
I
I
I
i2s91
I
I
I
I
I
19' 120 6.7631l27)4'6"671 441 I 41395 37413551337 I 320,*C3'I1
I
I
I
I
I
I
23 20 I 7.8J: f6iO rw
I
I 528
I 447 I 425 I 403
I
I
I
I
I
I
20 I f.56B IT68Ii43 i6i9 1598 1578 1559
I
1509 ~
i540' LE!
I
I
I
I
-26 I 1.605 l748l72Ol694 16701,4 1'2' 1'0' 1588 1571 15541
I
I
I II
I
I
20 I --.:T85 1404 381 T60 I 340 I 320 304 288' 27' I 259 I '"
"
"
"
I
24[1
"
"
I 5.W [30412' V9 "8 1257 if.j')237 ' 228 12191 I '#,
I
I II
I
I
I
I
[408 ' " 3l ! 357
I
I
I
III
I
II
II
I
I I
14 I~
"' I
I
I
I
I
I
I
I
I --.;666 I
Jill
II
I 460
I"
II
I
I
I
ID79 f682l6i2l6« I 626
I
I
II
I
I
I
I
I
--.:s.a
128
28iI3 I "
I
28iI3 I "
I
I
I
I
I
1510 14861 46' I
I
I
I
r441
I
I
I
I"
I
I
194 I
I
i 33 I 34" I 36 I . ~ , ~ I .~ , a ~I M i u i %~lu
i
"
I
I
I,
I.
I
I
1215 207 I 200
I
1 1 "2252
I
I
I
13 14 30
I
I
I II
I
I
I
44 I U I % I " I .. I 49 I ,. I " " I 53 I 54 I 55 "
I 41 I a I 43 ~
I
I
'" 1220 I I 205 1991 19 I 1S6 ISO 175 1 170
I
I
I
I
I
I
1323 I
"0 1280 270 261 ! 25212' I
229 12212
I
I
I
I
I
I
I
I
I
I
I I
I 327 1 3161
I ,761 '" 259
I
I
I
I
I
I
I
I
13281318
i 501
ri
: ~M ~i i
AMERICAN INSTITUTE OF STEEL CONSTRUCTION
II
-,
5
Standard Loading Table (Continued)
Appro •.
Clear Opening or Net Spon in Feet
In1;'5. D7!lr MO~~~!lm 1--,-,---,--,-,-- ,-,----,-'1-,---,---,-,---,---,---1
liF~.cr i In~he~ l1eocl,O'I 49 50 51 .52 53 54 55 56 S1 58 59 60 61 ! 62 63 64
1
Jo;,'
Des ig.
!
notion
1
32"
32l
I
I
I
I
I
I
I
I
5,7:
I
1
I
::
32'16
I
I
I
I
I
~:,
I
I
I
I
I
I
1
1
'~08I~'''~I~
197~19~'~18'1
I~: i
I 4851:m
469~
"' 1440 I 4271
I
I
I"
~: :'38 '31 '25
Ill
' 1293 285 '"
I
041
1382" 360
I
5191 SlO I'" I 487 '"
I
1. ~31
'I
155~'54'
52.
" I ..
I ..
1 57 1 58 59 '0 51 "
OS
..
67
..
10
71
"
1-=36l0.,-+.1-~23-!1~,,~f--c",,",,,.oc-!=
240+=,,"'lfo. L22' ' ''' "0 I '05 19' 194 '89 I 185 180
I
I
I
I
I
I 'I
,
"110
27
8,
295 1
27'
I 257, !SO ' " I '''I '31 225 ,191
I
, I
I '
I
I
I
i2232iB
36l"
31
"10,
3" I
I ,
29 I '" I 284 ,7: 270 I '" I '57
244
I
I
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I
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1-~36L144=~38:t36~~I3~,t!I~tl
138
1414
39 38: 137: 362 353 3441336
1I
I
I I
I
1"'1
36L1'
48
36 16,4" I
I
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I 52',
I SI 0
t 46' 14531
I
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rm
"'4olii9111!
4OlIO
27
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4OLl4 I 38
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441
48LI3
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48L" I
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I .. I 67 1 .. I 69 I 70 I 71, " I," 74 I 75 I 76 I 77 I 78 I 7' ,"
I 40
,'0' 250 1244
:rw,:'" I I 2: 21: ' " I ,07 '0' "8 '91 I I
,
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I 40 10,13 3081 'I
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"255124'1243 238
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The weignt of deed loods, including the weig ht of "lon,:;spons", must in all COS6S b<!: deducted 10 determin e the Jive lood .
carrying copocities w~lch mUSI be reduced for COllcentrated loods . Approxima te weights per linear 1001 of "longspClM" Include
accesmries.
When ~o:es ore required in lOp or bottom chords t~e above carrying capacities mllsl be reduced in proportion 10 reduction
0/ chord areas.
The lop chords a re cCllsidered as be ing sta yed laterally by flccr slob c r rccl deck.
A M ERICAN INSTITUTE OF STEE L CONSTRUCTION