LIBRARY
OF THE
UNIVERSITY OF CALIFORNIA.
Ctes
PROPERTIES
OF
STEEL SECTIONS
A REFERENCE BOOK FOR
STRUCTURAL ENGINEERS AND
ARCHITECTS
INCLUDING TABLES OF MOMENTS OF INERTIA AND
RADII OF GYRATION OF BUILT SECTIONS, EXAMPLES
OF SECTIONS SELECTED FROM MONUMENTAL STRUC-
TURES, UNIT STRESSES, SAFE LOADS FOR COLUMNS,
PLATE GIRDER DESIGN, DESIGN IN TIMBER, ETC., WITH
ONLY SUFFICIENT TEXT TO EXPLAIN THEIR APPLICATION
BY
JOHN C. SAMPLE, C.E., M. ARCH.
Architectural Engineer, New York
NEW YORK
McGRAW PUBLISHING COMPANY
114 LIBERTY STREET
1905
COPYRIGHT, 1905
BY THE
McGRAW PUBLISHING COMPANY
NEW YORK
PREFACE
THERE is a tendency at the present time to call for designs to be submitted on short
notice. Should the design be properly made, it requires rapid and often laborious
calculations. It is hoped the designer will be able to select directly from the tables
here given such sections as will meet his special requirements, thus saving the energy
ordinarily spent in preliminary figuring for more important parts of design.
A portion of the material here presented was originally prepared for the author's
own use as designer for a structural steel plant. When it was decided to publish the
tables additional sections were included. The aim has been to cover the particular
field as thoroughly as possible without producing too large a volume. It has not
been considered to be within the scope of this book to treat the subjects involved
from a theoretical standpoint, only sufficient text being presented to explain the ap-
plication of the tables.
All values have been calculated and checked independently, and may be relied
upon as correct.
Sufficient time has been taken in preparing these tables to permit the author to
add such sections as are in use. He has aimed to confine himself to those sections
which are necessary to good design and such shapes as are carried in stock by most
large structural steel plants, it being the desire to avoid unnecessary refinements.
Common usage will account for the appearance of some of these sections.
Properties of patented sections are omitted. They may be obtained by applying
to the manufacturer.
Where possible all controverted points have been avoided. There is a diversity
of practice as to how much the back to back of angles should exceed the width of the
plate for plate girders and columns, the practice being about equally divided between
\" and y. The author has used \" for all sections with less than 42" plates, since
this is on the safe side for those using %". Where cover plates are not used, it is un-
necessary to chip the web plate, and it is seldom necessary to chip where cover plates
are used unless it be for very long web plates.
It is not intended to recommend any particular set of specifications, or to present
a text on design in steel. With the exception of the chapter giving safe loads of col-
umns, the material is general and capable of being applied to any specification.
The author acknowledges his gratitude to those who have assisted him in pro-
?
iv PREFACE
viding material for the chapter on Monumental Structures, pages 56 to 66. He will
appreciate suggestions tending to add to the value of future editions of the book.
Chapters will be revised at intervals determined by the advance in the particular
subject.
Special acknowledgment is due Mr. H. R. Bradley for carefully checking all the
material.
CONTENTS
PAGE
MOMENT OF INERTIA AND RADII OF GYRATION -
Explanatory notes and examples of application i
TABLE No. i Two angles, unequal legs, long legs outstanding 4
2 " equal legs 6
3 " unequal legs, short legs outstanding 8
4 " "Star Struts," equal legs 10
5 " unequal legs n
6 Four angles, Axis AA, unequal legs, long legs outstanding 12
7 " equal legs 14
8 unequal legs, short legs outstanding 16
9 Axis BB, unequal legs, long legs outstanding .... 17
10 " equal legs 20
11 " " unequal legs, short legs outstanding .... 22
12 Moment of Inertia of one plate, Axis AA 23
13 of one plate, Axis BB 24
14 of two cover plates for angle columns 26
15 " of two cover plates for zee-bar columns .... 28
1 6 Two Angles and one plate, T-shaped section 29
1 7 Four zee-bars and one plate 30
18 Two channels laced, flanges in 31
19 " " flanges outstanding 32
20 (flanges outstanding) and one beam 34
21 " " (flanges in) and one beam 38
22 Three beams, H-section 39
23 Two channels and two cover plates 40
24 " one cover plate 46
25 One channel and one plate 49
26 " and one angle 50
27 Four angles, one plate, and one channel 51
VALUES OF COLUMNS FROM LARGE BUILDINGS
28 List and properties of sections 54
Columns having one web plate 56
two web plates 57
three web plates 58
Miscellaneous types 59
vi CONTENTS
PAGE
VALUES OF TOP CHORDS FROM LARGE BRIDGES
TABLE No. 29 List and properties of sections 55
Laced top and bottom, two webs 61
" three webs 62
" " four webs 63
Cover plate on top, two webs 63
four webs 64
Miscellaneous types 66
UNIT STRAINS -
Strains under dynamic loads 67
Unit strains in compression members 68
Summary of compression formulae 70
30 Values from compression formulae, reduced to 16,000 base unit . . 72
Curves derived from compression formulae, reduced to 16,000 base
unit 73
31 Values corresponding to compression formulae 74
Curves corresponding to compression formulas 75
Railroad bridge, highway bridge, and building specifications ... 76
SAFE LOADS FOR COLUMNS
32 Two angles 78
33 Four angles and an 8-inch plate 80
34 " and a 12-inch plate 81
35 and an i8-inch plate 82
36 and a 24-inch plate 83
.37 Two channels laced 84
STRESS DUE TO WEIGHT OF SECTION -
38 Extreme fiber stress due to weight of angles 86
39 AREA OF ONE PLATE 87
40 AREA IN SQUARE INCHES DEDUCTED FOR ONE
HOLE 90
NET AREA OF ONE ANGLE
41 Deducting one, two, and three f-inch holes 91
42 " |-inch holes 92
43 " " " i-inch holes 93
NET VALUES OF SECTIONS
44 Net values of beams 94
45 " " channels 95
46 " " cover plates for beams and channels 96
CONTENTS VU
PAGE
PLATE GIRDERS
Graphics in design of plate girders 97
Three examples illustrating application of tables 99
Resistance of web plate to bending stress 100
TABLE No 47 Moment of inertia of one web plate for plate girders 102
48 " " of four angles deducting one hole 103
49 " " " two holes 104
50 . " " " " three holes 105
51 " " of two cover plates, deducting two holes . . . 106
TIMBER COLUMNS, BEAMS, AND FLOORING
General notes on strength of timber no
52 Safe working stresses for various timbers 113
53 Ultimate breaking stresses for various timbers 114
54 Safe loads for columns 115
55 " (uniformly distributed) for beams i inch thick .... 116
56 (uniformly distributed) for beams of various thickness . 117
57 Safe bending moments for beams in foot-pounds 119
58 Bending moments in foot-pounds for uniform loading 120
59 Thickness of flooring for uniform loading 121
General Notes Governing Tables
THE shapes used in the tables throughout are manufactured by the Carnegie Steel
Co. as given in the Pocket Companion for 1903. It has been the object to supple-
ment the Pocket Companion and not to include any information given in it.
The values of all sections except for net values of beams, channels, and cover
plates, pages 94-96; net sections of angles, pages 91-93; and plate girders, pages
97-109, are based upon their gross area. Should it be required to use net sections in
other cases, due allowance must be made for deductions by rivet holes.
The following notation is used throughout :
Areas of sections are square inches in cross-section.
Weights of sections are pounds per lineal foot.
Dimensions are in inches unless noted.
L = unsupported or unbraced length in feet.
/ = unsupported or unbraced length in inches.
x = unknown distance in feet to point in question.
w = uniform load in pounds per lineal foot of span.
W = total load in pounds.
P = safe stress in pounds per square inch.
B = bending moment in inch pounds.
R = extreme fiber stress in pounds per square inch.
b = thickness in inches.
h = depth in inches.
A = total area of cross-section in square inches.
I moment of inertia.
M r = moment of resistance in inch pounds.
r = radius of gyration in inches.
e = distance in inches of extreme fiber from neutral axis.
b. to b. = back to back in inches.
C = coefficient of strength for fiber stress of 16,000 pounds per square inch.
5 = section modulus.
5 and C are with neutral axis perpendicular to web at center.
ix
MOMENTS OF INERTIA AND RADII OF GYRATION OF COLUMNS
AND STRUTS
THE values of all sections in this chapter are based on the gross sections, no deduc-
tions being made for rivet holes. Bending produces tension in one side of a column
and increases the compression in the other, but the tension is only sufficient to reduce
the compression, or in rare cases to produce a slight tension. Should such a case be
possible that tension determines the section, where the member has a strut action it
would be necessary to use the net values of the section.
A column of such proportions should be selected as to be of nearly the same strength
about both axes for the particular loading and bracing. Such relative values of /, r,
and / should be examined as will show the column weakest.
The application of the tables of Moments of Inertia and Radii of Gyration is
shown by the following examples. The sections will be determined in accordance
with the requirements of the New York Building Law. The allowable strain in
pounds per square inch for compression members, P = 15,200 58 - . The ratio
of - must not exceed 120.
r
In each example the unsupported length about both axes is 20 feet. To this
maximum ratio of - = 120, corresponds the minimum value of r = =
r 120
= 2.0. The minimum value of r may therefore be determined for this
1 20
ratio of - by pointing off one decimal place in the value of / in feet. By examination
of the tables it is seen that a large number of sections have a value of r equal to or
greater than 2.0 The sections used in the examples have values of r much greater
than 2.0, and it is important to select such sections as will give the greatest value of
r for a given area, provided the requirements or conditions will permit the use of such
a section.
Let A required area of column in square inches.
W = total direct load in pounds.
B = bending moment in inch pounds.
P = safe load in pounds per square inch.
e = distance in inches from the neutral axis to the ' extreme
fiber on the side in which the bending produces compression.
MOMENTS OF INERTIA AND RADII OF GYRATION
The values of compound sections may be found by combining the values of ele-
mentary parts. This is illustrated by a column shown in the accompanying figure,
the values of which are tabulated below. The column is composed of four angles
6 X 4 X f > l8 i" b - to b., l n g kg 8 outstanding, an 18" X " web plate, and two
14" X i" cover plates.
SECTION.
AREA.
TABLE.
I ABOUT
Axis AA.
TABLE.
I ABOUT
Axis BB.
4 LL 6x4 x|
i PL i8"Xi"
2 Pis. I4"X|"
23-44
Q.OO
17.50
6
12
13
206.13
.19
285.84
9
*3
14
1,566.08
243.00
*559- a 3
Totals
49-94
492.16
3.368-31
v/'-
/ 492.16
J
3368.31 Q n
-\ A
3- I 4
49.94
V
49.94
The safe direct load for this column according to the New York Building Law for
an unbraced length of 20 feet is
W
/ l\ I 2 4 0\
= A 15,200 - 58-] = 49-94 i5. 200 - 5 8 ) = 5377 pounds.
V r ) \ 3- I 4/
General form of Example i. This form is for direct loading only, i.e. the loading
is balanced about any horizontal axis through the center of gravity of the column.
This is a general case and applicable to all sections. The form becomes
W W
15,200 50 -
General form of Example 2. This form is for combined direct load with eccentric
loading or bending. This is a general case and is applicable to all sections. The
form becomes
MOMENTS OF INERTIA AND RADII OF GYRATION
W
l Be
A =
Example i. Required a channel column capable of carrying a direct or balanced
load of 230,000 pounds. To obtain the approximate area required, assume an allow-
able strain of 12,000 pounds per square inch. 230,000 -^- 11,000 = 19.2 square inches.
From the table 23 the area of two 10* 15-pound channels and two 12" x 1* plates =
20.92 ; the least r = 3.68. Applying the general form,
W 230.000 230,000
A = _ . = _ - = ^ - = 20.2.
/ 240 11,400
15,200 58 - 15,200 58
r 3.68
The section assumed has an excessive area of .72 square inch, and is capable of
being reduced by approximately that amount.
Example 2. Required a channel column capable of carrying a balanced load of
200,000 pounds, and having in addition a bending of 120,000 inch pounds. To ob-
tain the approximate area required, assume an allowable extreme fiber strain of 10,000
pounds per square inch for the direct load. 200,000 -j- 10,000 = 20.0 square inches.
From the table 23 the area of two 10* 15-pound channels and two 12" x \" plates =
20.92 ; the least r = 3.68. Turn the column so it will most effectively resist the
bending, by placing the axis AA parallel to the plane of bending force. The value
of I about the axis AA = 464.8. Applying the general form,
W 100,000 200,000
/ A Be ( 2 4 o\
(^5,200- 58 -J- y ^5,200-58 j-
120,000 x 5-5 10,000
464.8
square inches required. The section assumed has an excessive area of .92 square
inch and is capable of being reduced by approximately that amount.
* NOTE : It will be seen by referring to the table of specifications under the chapter on
Unit Strains that the practice varies ; some add the total extreme fiber stress due to bending,
while others add | of the extreme fiber stress, to the direct stress.
3
TABLE 1
TWO ANGLES, UNEQUAL LEGS,
SIZE.
TOTAL SECTION.
Axis BB.
Axis AA.
o" b. to b.
f" b. to b.
T y b. to b.
Weight
Area.
I
r
I
r
I
r
I
r
7X3ix f
49-8
14.62
12. l6
.91
i7 2 -34
3-43
187.21
3-58
189.79
3.60
*%
46.0
13.50
11.38
.92
158.20
3-42
171.84
3-57
174.20
3-59
x I
42.0
12.34
10.56
93
143.22
3-4i
155-55
3-55
!57- 6 9
3-57
x&
38.0
II. 18
9.72
93
129.06
3-40
140.14
3-54
142.06
3-56
x \
34-0
10.00
8.82
94
114.83
3-39
124.67
3-53
126.38
3-55
x&
30.0
8.80
7.90
95
IOO.I2
3-37
108.68
3-5 1
110.17
3-54
o" b. to b.
i" b. to b.
T y b. to b.
6x 4 x i
47-2
13.88
*7-36
1. 12
109.07
2.80
116.50
2.90
118.43
2.92
xtt
43-6
12.82
16.22
J -I3
100.04
2-79
106.85
2.89
108.61
2.91
x I
40.0
11.72
15.04
-I3
90.44
2.78
96.57
2.87
98.16
2.89
x&
36.2
10.62
13.82
I.I4
81.43
2.77
86.93
2.86
88.36
2.88
x i
32.4
9.50
12.54
I-I5
72.42
2.76
77-30
2.85
78-56
2.88
x^
28.6
8.36
1 1. 20
1.16
63.04
2-75
67.26
2.84
68.36
2.86
X f
24.6
7.22
9.80
1.17
54-n
2.74
57-73
2.83
58.67
2.85
5X3ix f
33-6
9.84
9.66
99
5 2 -5
2.31
56-83
2.40
57-96
2-43
x&
30.4
8.94
8.90
1. 00
47.29
2.30
5!-i9
2-39
52.20
2.42
x *
27.2
8.00
8.10
I.OI
42.02
2.29
45-47
2.38
46.37
2.41
x^
24.0
7.06
7.26
1. 01
36-56
2.28
39-54
2-37
40.33
2-39
x I
20.8
6.10
6.36
1. 02
3 J -37
2.27
33-92
2.36
34-59
2.38
X&
17.4
5.12
5-44
1.03
26.14
2.26
28.26
2-35
28.81
2-37
4X3X&
24.6
7.24
5-32
.86
24.29
1.83
26.85
I -93
27-53
J -95
x *
22.2
6.50
4.84
.86
21.60
1.82
23.86
1.92
24.46
1.94
x&
IQ.6
5-74
4-3 6
.87
18.74
1.81
20.70
1.90
21.21
1.92
x f
17.0
4.96
3-84
.88
16.05
i. 80
17.71
1.89
18.15
1.91
x&
14.2
4.18
3-30
.89
13.40
1.79
14.78
1.88
IS.I4
1.90
3X2JX \
17.0
5.00
2.60
.72
9.16
I 3S
10.49
i-45
IO.84
1.47
x&
15.2
4.44
2.36
73
8.02
i-34
9.18
1.44
9-49
1.46
x I
13.2
3.84
2.08
74
6.86
i-34
7.84
i-43
8.10
1.45
x&
II.O
3.24
i. 80
74
5- 6 4
1.32
6-45
1.41
6.66
i-43
x i
Q.O
2.62
1.48
75
4-5 1
i-3i
5-i5
1.40
5-32
1.42
2$X2X f
10.6
3.10
1.02
58
3-96
*-*3
4-65
1.22
4.84
1.25
x&
9.0
2.62
.90
58
3-3
1. 12
3-87
1.22
4.03-
1.24
x t
7-4
2.12
74
59
2.62
I. II
3-07
1. 2O
3.20
1.23
x&
5-6
1.62
58
.60
1.96
1. 10
2.29
I.I9
2.38
1. 21
(4)
UNIVERSITY I
TABLE 1 (Continued}
LONG LEGS OUTSTANDING
Axis AA.
V b. to b.
f" b. to b.
f ' b. to b.
I" b. to b.
i b. to b.
I
r
I
r
I
r
I
r
i
r
192.40
3.63
197.71
3-68
203.12
3-73
208.65
3-78
214.30
3-83
1 76.59
3-62
181.46
3-67
186.42
3-72
191.50
3-77
196.68
3-82
159-85
3-60
164.25
3-65
168.74
3-70
1 73-34
3-75
178.02
3-80
144.01
3-59
J 47-97
3-64
152.01
3-69
156.14
3-74
160.36
3-79
128.10
3-58
131.62
3-63
135-21
3-68
138.88
3-73
142.63
3-78
111.67
3-56
II4-73
3-6i
117.86
3-66
121.05
3-7i
124.32
3-76
|" b. to b.
&" b. to b.
\" b. to b.
I" b. to b.
" b. to b.
120.38
2-95
122.36
2-97
124-37
2-99
128.47
3-04
132.67
3-09
110.40
2-93
112. 21
2.96
114.05
2.98
117.80
3-03
121.65
3-o8
99-77
2.92
ICI.4I
2.94
103.07
2-97
106.45
3-oi
109.93
3-o6
89.80
2.91
91.27
2-93
92.76
2.96
95-8o
3-oo
98-93
3-05
79.84
2.90
81.15
2.92
82.47
2-95
85.16
2-99
87.94
3-04
69.47
2.88
70.60
2.91
7i-75
2-93
74.09
2.98
76.50
3-03
59.62
2.87
60.59
2.90
6i-57
2.92
63-57
2-97
65-63
3.02
59.12
2-45
60.29
2.48
61.48
2.50
63.91
2-55
66.43
2.60
53-24
2-44
54-29
2.46
55-36
2.49
57-55
2-54
59.81
2-59
47-29
2-43
48.22
2.46
49.16
2.48
51.11
2-53
S3-"
2.58
41.12
2.41
4L93
2-44
42.75
2.46
44-44
2.51
46.18
2-56
35-27
2.40
35-96
2-43
36.66
2.45
38.11
2.50
39.60
2-55
29.38
2.40
2 9-95
2.42
30-53
2-44
31-73
2.49
32.97
2-54
28.21
1.97
28.92
2.OO
29.63
2.02
31.11
2.07
32.64
2.12
25.07
1.96
25.69
1.99
26.33
2.OI
27-64
2.06
29.00
2. II
21.74
i-95
22.28
1.97
22.83
1-99
23-96
2.04
25.14
2.O9
18.60
1.94
19.06
1.96
19-53
I. 9 8
20.50
2.03
21.51
2.08
I5-52
J-93
15.90
J -95
16.29
1.97
17.10
2.02
J 7-93
2.07
II. 21
1.50
"59
J-5 2
11.97
1-55"
12.77
1. 60
13.61
1.6 5
9.8l
i-49
10.14
i-5i
10.48
1-54
u. 18
i-59
11.91
1.64
8.38
1.48
8.66
1.50
8-94
i-53
9-54
1.58
10.16
1.6 3
6.89
1.46
7.12
1.48
7-35
i-5i
7.84
1.56
8.36
1.61
5-50
i-45
5-68
1.47
5-87
1.50
6.26
i-55
6.67
i. 60
5-03
1.27
5-23
1.30
5-44
1.32
5-87
1-38
6.32
i-43
4.19
1.26
4-35
1.29
4-52
J-3 1
4.88
1-36
5-26
1.42
3-33
1.25
3-46
1.28
3-59
1.30
3-88
i-35
4.18
1.40
2-47
1.24
2-57
1.26
2.67
1.28
2.88
i-33
3- 11
1.38
(5)
TABLE 2
TWO ANGLES,
SIZE.
TOTAL SECTION.
Axis BB.
Axis AA.
o" b. to b.
f" b. to b.
&" b. to b.
Weight.
Area.
I
r
i
r
I
r
i
r
8x8x1
102.0
30.00
177.96
2-44
346.47
3-40
374.i8
3-53
379-01
3-55
xtf
96.0
28.24
168.66
2-44
323.29
3.38
349.06
3-52
353-55
3-54
x 1
QO.O
26.46
159.16
2-45
301-58
338
325-53
3-5 1
329.70
3-53
xH
84.0
24.68
149.42
2.46
279.98
3-37
302.13
3-50
305-99
3-52
x f
77-8
22.88
139.48
2.47
258.42
3-36
278.79
3-49
282.34
3-5 1
x&
71.6
21. 06
129.28
2.48
235-9
3-35
254-41
3-48
257.63
3-5o
x f
65.4
19.22
118.84
2-49
214.42
3-34
231.17
3-47
234.09
3-49
x&
59-0
17.36
108.18
2.50
192.97
3-33
207.97
3-46
210.58
3-48
x I
52.8
15.50
97.26
2-50
171.60
3-33
184.87
3-45
187.19
3-48
6x6x f
57-4
16.88
56-30
1.83
109.78
2-55
121.64
2.68
I2 3-73
2.71
x&
53-0
15.56
52-38
1-83
100.03
2-54
110.79
2.67
112.69
2.69
x I
48.4
14.22
48.32
1.84
90.88
2-53
100.60
2.66
102.32
2.68
x&
43-8
12.86
44-14
1.85
81.74
2.52
90.44
2.65
91.98
2.67
x *
39-2
11.50
39-82
1.86
72.28
2.51
79-93
2.64
81.28
2.66
x&
34-4
IO.I2
35-36
1.87
63-25
2-50
69.90
2.63
71.08
2-65
x f
29.6
8.72
30.78
1.88
54-23
2-49
59-9
2.62
60.91
2.64
o" b. to b.
i" b. to b.
&" b. to b.
4X4X f
31.4
9.22
13-32
i. 20
27.27
1.72
30-25
1.81
31.04
1.83
x&
28.6
8.36
12.24
1. 21
24.48
1.71
27.14
i. 80
27.84
1.83
x i
25.6
7-50
II. 12
1.22
21.56
1.70
23-89
1.78
24.51
1.81
x&
22.6
6.62
9-94
1.23
18.85
1.69
20.87
1.78
21.41
i. 80
x f
19.6
5.72
8.72
1.23
16.15
1.68
17.87
1.77
18.33
1.79
x&
I6. 4
4.80
7.42
1.24
13-44
1.67
14.86
1.76
15.24
1.78
3X3X \
18.8
5.50
4-44
.90
9.20
1.29
10.56
I -39
10.93
1.41
x&
16.6
4.86
3-98
.91
8.00
1.28
9.19
I -37
9-5 1
1.40
x f
14.4
4.22
3-52
.91
6.86
1.28
7.87
J-37
8.14
!-39
x&
12.2
3.56
3-02
.92
5-7i
1.27
6-54
1.36
6-77
1.38
x i
9.8
2.88
2.48
93
4-51
1.25
5-i6
i-34
5-34
1.36
2iX2iX&
13-6
4.00
2.22
74
4-65
i. 08
5-5o
1.17
5-73
1.20
x f
n.8
3-46
1.96
75
3-96
1.07
4.67
1.16
4.86
I.I 9
x&
10.0
2.94
1.70
76
3-3i
i. 06
3-90
i*S
4.06
1.18
x i
8.2
2.38
1.40
77
2-63
1.05
3.10
1.14
3-23
1.16
x&
6.2
i. 80
1. 10
.78
1.96
1.04
2.30
MJ
2-39
"5
2X2Xfk
8.0
2.30
.84
.60
1.70
.86
2.08
.95
2.19
.98.
x*
6.4
1.88
.70
.61
i-35
85
1.66
94
i-75
.96
x&
5-0
1.44
56
.62
1.03
85
1.26
93
1.32
.96
TABLE 2 (Continued*)
EQUAL LEGS
Axis AA.
\" b. to b.
f " b. to b.
I" b. to b.
I" b. to b.
i" b. to b.
I
r
I
r
1
r
I
r
I
r
383-89
3-58
393-83
3.62
404.01
3-67
414.42
3-72
425-07
3.76
358-10
3-56
367-35
3-61
376.82
3-65
386.52
3-/0
396.43
3-75
333-93
3-55
342-53
3.60
35J-34
3- 6 4
360.36
3.69
369-58
3-74
309.90
3-54
317.86
3-59
326.02
3-63
334-37
3.68
342.91
3-73
285-93
3-54
293.26
3.58
300.76
3.63
308.44
3-67
3J6-3I
3-/2
260.91
3-5 2
267.57
3-56
274.40
3 .6l
281.39
3-66
288.55
3-7o
2 37-o5
3-5i
243.08
3.56
249.27
3 .60
255.60
3-65
262.08
3-69
213.24
3-50
218.64
3-55
224.18
3-59
229.86
3-64
235-67
3-68
189.54
3-5
J 94-33
3-54
199.24
3-59
204.27
3-63
209.42
3-68
125.86
2-73
130.21
2.78
134.69
2.82
J 39-30
2.87
144.05
2.92
114.62
2.71
118.57
2.76
122.64
2.81
126.84
2.86
131-15
2.90
104.07
2.71
107.64
2-75
m-33
2.80
ii5-i3
2.85
119.03
2.89
93-54
2.70
96.74
2-74
100.04
2-79
103.45
2.84
106.95
2.88
82.66
2.68
85-48
2-73
88.38
2-77
91.38
2.82
94-47
2.87
72.28
2.67
74-73
2.72
77-27
2.76
79.88
2.81
82.58
2.86
61.93
2.66
64.02
2.71
66.18
2-75
68.41
2.80
70.71
2-85
I" b. to b.
T y b. to b.
\" b. to b.
f " b. to b.
I" b. to b.
i
31-85
1.86
32.67
1.88
33-52
1.91
35-26
1.96
37-07
2.01
28.57
1.85
29.30
1.87
30.06
1.90
31.62
i-94
33-24
1-99
25-15
1.83
2 5.79
1.85
26.46
1.88
27.83
!-93
29.26
1-97
21.96
1.82
22.52
1.84
23.10
1.87
24.29
1.92
25-54
I. 9 6
18.80
1.81
19.28
1.84
19.77
1.86
20.79
1.91
21.85
J -95
J 5- 6 3
i 80
16.02
1.83
16.43
1.85
17.27
1.90
18.15
1.94
11.31
i-43
11.70
1.46
12.10
1.48
12.93
J -53
13.81
1.58
9-83
1.42
10.17
i-45
10.52
i-47
11.24
1.52
I2.0O
1-57
8.42
1.41
8.71
1.44
9-00
1.46
9.62
*-5 x
10.27
1.56
7.00
1.40
7.24
i-43
7-49
i-45
8.00
1.50
8-54
!-55
5-5 2
1.38
5-7 1
1.41
5-90
i-43
6.31
1.48
6-73
1-53
5-96
1.22
6.21
J - 2 5
6.46
1.27
6-99
1.32
7-56
J -37
5-07
1. 21
5-27
1.23
5-49
1.26
5-94
i-3i
6.42
1.36
4-23
1.20
4.40
1.22
4-58
1.25
4.96
1.30
5-36
i-35
3-36
I.I 9
3-50
1. 21
3- 6 4
1.24
3-94
1.29
4-25
i-34
2-49
1.18
2-59
1.20
2.69
1.22
2.91
1.27
3-14
1.32
2.30
I.OO
2.42
' 1-03
2-54
1.05
2.80
I.IO
3-07
1.16
1.84
99
!-93
1. 01
2.03
1.04
2-23
1.09
2-45
1.14
!-39
.98
1.46
I.OI
!-53
1.03
1.68
i. 08
1.85
I-!3
(7)
TABLE 3
TWO ANGLES, UNEQUAL
SIZE.
TOTAL SECTION.
Axis BB.
Axis AA.
o" b. to b.
i" b. to b.
T y b. to b.
Weight
Area.
I
r
I
r
i
r
i
r
7X3^X f
49-8
14.62
71.98
2.22
23-23
1.26
28.51
1.40
29.49
1.42
x&
46.0
13.50
66.94
2.2 3
21.13
1.25
25.91
!-39
26.80
1.41
x f
42.0
12.34
61.72
2.24
18.86
1-24
23.09
J -37
23-87
i-39
x&
38.0
ii. 18
56.36
2.25
16.88
1.23
20.62
1.36
21.32
1.38
x i
34-0
10.00
50.82
2.25
14.90
1.22
18.18
i-35
18.79
1-37
x^
30.0
8.80
45-12
2.26
12.85
1. 21
J 5-63
r -33
16.16
J -35
o" b. to b.
\" b. to b.
- t V' b. to b.
6x 4 x |
47-2
13.88
49.02
1.88
33-55
!-55
37-5i
1.64
38.57
1.67
xH
43-6
12.82
45-64
1.89
30.62
i-55
34-22
1.63
35-18
1.66
x
40.0
11.72
42.14
1.90
27.47
J -53
30.67
1.62
3 r -53
1.64
x&
36.2
10.62
38.52
1.90
24.65
1.52
27.50
1.61
28.26
1.63
x i
32.4
9.50
34.80
1.91
21.85
1.52
2 4-35
i. 60
25.02
1.62
xA
28.6
8.36
30.92
1.92
18.90
1.50
21.04
J -59
21.62
1.61
x I
24.6
7.22
26.94
i-93
16.18
1.50
17.99
1-58
18.48
i. 60
5X3^x f
33.6
9.84
24.06
1.56
18.54
!-37
21.03
1.46
21.70
i-49
x&
30.4
8.94
22.06
i-57
16.63
1.36
18.85
i-45
J 9-45
i-47
x i
27.2
8.00
19.98
1.58
14.72
1.36
16.67
1.44
17.19
1.47
x^
24.0
7.06
17.80
i-59
12.73
i-34
J 4-39
i-43
14.84
i-45
x f
20.8
6.10
15-56
i. 60
10.87
i-34
12.28
1.42
12.66
i-44
x&
17.4
5.12
13.20
1.61
9-05
!-33
IO.2I
1.41
10.52
1-43
4X3X&
24.6
7.24
II. IO
1.24
io-55
1. 21
12. 2O
1-30
12.65
1.32
x i
22.2
6.50
IO.IO
1.25
9-3 2
1.20
10.77
1.29
ii. 16
J-3 1
x^
IQ.6
5.74
9.04
1.25
8.03
1.18
9.27
1.27
9.61
1.29
x I
17.0
4.96
7.92
1.26
6.86
1.18
7.90
1.26
8.19
1.28
x&
14.2
4.18
6.76
1.27
5-7i
1.17
6-57
1-25
6.81
1.28
3X2^X 1
17.0
5.00
4.16
.91
5-4i
1.04
6-43
LI3
6.71
1.16
x&
I5.2
4.44
3-76
.92
4-73
1.03
5-6i
1. 12
5-85
*"*S
x f
13.2
3.84
3-32
93
4.02
1.02
4.76
I. II
4.96
1.14
xA
II.O
3-24
2.84
94
3-30
I.OI
3-9
1. 10
4.07
1. 12
x 1
9.0
2.62
2-34
95
2.62
1. 00
3-09
1.0 9
3-23
I. II
2^X2X |
10.6
3.10
1.82
77
2.06
.82
2.56
.91
2.70
93
x&
9.0
2.62
1.58
.78
1.72
.8l
2.13
.90
2.24
93
x i
7-4
2.12
1.30
.78
1.36
.80
1.68
.89
1.77
.91
x&
5-6
1.62
i. 02
79
I. CO
79
1.23
-87
1.30
.90
(8)
TABLE 3 (Continued}
LEGS, SHORT LEGS OUTSTANDING
Axis AA.
i" b. to b.
" b. to b.
\" b. to b.
I" b. to b.
i" b. to b.
I
r
I
r
I
r
I
r
I
r
3o-5
1.44
32.60
i-49
34.82
i-54
37.I5
i-59
39.60
i-55
27.72
i-43
29.62
1.48
31.64
i-53
33-76
1.58
35-98
1.63
24.69
1.41
26.39
1.46
28.18
i-5i
30.07
1-56
32.06
1.61
22.05
1.40
2 3-56
i-45
25.16
1.50
26.84
i-55
28.61
I.OO
iQ-43
!-39
20.76
1.44
22.16
i-49
23-64
i-54
25.20
i-59
16.70
1-38
17-83
1.42
19.04
1.47
20.31
1.52
21.65
i-57
I" b. to b.
A" t>- to b.
i" b. to b.
f " b. to b.
f " b. to b.
39-66
1.69
40.77
1.71
41.91
1.74
44-27
1.79
46.74
1.84
36.17
1.68
37-iS
1.70
38.22
J-73
40-37
1.77
42.62
1.82
32.41
1.66
33-3i
1.69
34-24
1.71
36-16
1.76
38.18
1.80
29.05
1.65
29.85
1.68
30.68
1.70
32-39
i-75
34-19
1.79
25-7I
1.65
26.42
1.67
27-15
1.69
28.66
1.74
30.24
1.78
22.21
1.63
22.82
1-65
23-44
1.67
24.74
1.72
26.10
1.77
18.98
1.62
19.49
1.64
20.02
1.67
21-13
1.71
22.28
1.76
22.39
i-5i
23.10
*-53
23.83
1.56
25-34
1.60
26.94
1.65
20.06
1.50
20.70
1.52
21-35
i-55
22.70
i-59
24.12
1.64
17-74
1.49
18.29
i-5i
18.86
i-54
20.06
1.58
21.31
1-63
I 5-3
1.47
15-78
1.50
16.27
1.52
17.30
i-57
18.38
1.61
13-05
1.46
13.46
i-49
13.88
i-5i
14.75 .
i-55
15.66
1.60
10.85
1.46
ii. 18
1.48
11.52
1.50
12.24
i-55
13.00
i-59
13.11
i-35
J 3-59
i-37
14.08
!-39
15.10
1.44
16.18
1.50
"57
i-33
11.99
1.36
12.42
1.38
I 3-3 2
i-43
14.28
1.48
9.96
1.32
10.32
i-34
10.69
1.36
11.46
1.41
12.28
1.46
8.48
-3
8-79
i-33
9.10
r -35
9.76
1.40
10.46
i-45
7-05
1.30
7-30
1.32
7-56
i-35
8.ii
i-39
8.68
1.44
6-99
1.18
7.29
1. 21
7.60
1.23
8.24
1.28
8-93
i-34
6.10
1.17
6.36
1.20
6.62
1.22
7.19
1.27
7-78
1.32
5-i7
1.16
5-39
1.18
5-62
1. 21
6.09
1.26
6.60
i-3i
4.24
1.14
4-42
1.17
4.60
I.I 9
4-99
1.24
5-4i
1.29
3-36
i-i3
3-5o
1.16
3-65
1.18
3.96
1.23
4-29
1.28
2.85
.96
3.00
.98
3-i6
I.OI
3-49
'1.06
3-85
i. ii
2.36
95
2-49
97
2.62
I.OO
2.89
1.05
3-!9
1. 10
1.86
94
1.96
.96
2.06
99
2.28
1.04
2-5 1
1.09
x -37
.92
1.44
94
1.52
97
1.68
1.02
1.85
1.07
(9)
TABLE 4
STAR STRUTS
TWO ANGLES, EQUAL LEGS
SIZE.
TOTAL SECTION.
Axis CC.
Axis AA.
Weight.
Area.
I r
8x8x1
102.0
30.00
282.50
3-7
x||
96.0
28.24
268.02
3.08
x I
90.0
26.46
253-I4
3-9
XT!
84.0
24.68
237.87
3.10
For I and r about axis AA, see
x f
77-8
22.88
222.2O
3.12
Table 2.
XT$
71.6
21. 06
206.12
3- J 3
x|
65.4
19.22
189.61
3-i4
x&
59-0
17.36
172.69
3.15
x *
52.8
15.50
I55-32
3-17
6x6x f
57-4
1 6.88
89.39
2.30
XTS
53-0
15.56
83-25
2.31
x f
48.4
14.22
76.89
2-33
X&
43-8
12.86
70.31
2-34
x *
39-2
11.50
63-49
2-35
XTS
34-4
10.12
56.44
2.36
x I
29.6
8.72
49.14
2-37
4X4X |
3L4
9.22
2I.O4
r . 5 ,
X&
28.6
8.36
19.40
1.52
x i
25-6
7.50
17.66
1.53
X T5
22.6
6.62
15.82
1.55
x I
19.6
5.72
13.89
1.56
x&
16.4
4.80
11.85
^57
3X3X i
18.8
5.50
6-99
1.13
XTS
16.6
4.86
6.31
1.14
X |
14.4
4.22
5-59
1.15
Xfk
12.2
3.56
4.81
1.16
x 1
9.8
2.88
3-97
1.17
21X2JX&
13.6
4.00
3-49
93
x I
u.8
3-46
3.11
95
x&
10.0
2-94
2.69
.96
x i
8.2
2.38
2.24
97
x&
6.2
i. 80
1.74
.98
2X2X&
8.0
2.30
1.32
.76
x i
6.4
1.88
1. 10
77
X*
5-0
1.44
.87
.78
(10)
4-
! \
TABLE 5
STAR STRUTS
TWO ANGLES, UNEQUAL LEGS
TOTAL SECTION.
Axis CC.
SIZE.
AXES AA AND BB.
Weight.
Area.
I
r
6x 4 x f
40.0
11.72
48.97
2.04
x&
36.2
10.62
44.85
2.o6
X J
32.4
9-50
40-57
2.07
xA
28.6
8.36
36.13
2.08
x I
2 4 .6
7.22
3L52
2.09
For I and r about axis AA, see
4X3X \
22.2
6.50
12.32
1.38
Table 3.
x
IQ.6
5-74
11.07
1-39
xf
17.0
4.96
9-74
1.40
For I and r about axis BB, see
x&
14.2
4 .l8
8-33
I.4I
Table i.
3X2JX&
15-2
4.44
4.90
1.0 5
x|
13.2
3.84
4-35
1. 06
x&
II.O
3-24
3-75
1. 08
y 1
Q.O
2.62
3.10
1.00
(II)
TABLE 6
, L. J
r T
UNEQUAL LEGS,
Axis AA.
SIZE.
f " b. to b.
A" b. to b.
\" b. to b.
Weight.
Area.
I
r
I r
I
r
7X3*X f
9Q.6
29.24
374-43
3-58
379-59
3.60
384.81
3-63
xH
92.0
27.00
343-67
3-57
348.40
3-59
353-19
3.62
x I
84.0
24.68
311.10
3-55
3I5-38
3-57
3J9-7 1
3-60
x&
76.0
22.36
280.28
3-54
284.13
3-56
288.02
3-59
x i
68.0
2O.OO
249.34
3-53
252-75
3-55
256.21
3-58
x&
60.0
17.60
217.36
3-5i
220.33
3-54
223-34
3-56
i" b. to b.
T y b. to b.
f " b. to b.
6X4X
94.4
27.76
233.01
2.90
236.86
2.92
240.77
2-95
xft
87.2
25.64
213.69
2.89
217.22
2.91
220.79
2-93
x I
80.0
23-44
I93-J4
2.87
196.31
2.89
J 99-54
2.92
x&
72.4
21.24
173.86
2.86
176.71
2.88
179.61
2.91
x i
64.8
19.00
. 154-59
2.85
157.12
2.88
159.69
2.90
x^
57-2
16.72
134-53
2.84
136.72
2.86
i3 8 -95
2.88
x I
49.2
14.44
115.46
2.83
H7-33
2.85
119.24
2.87
5X3ix |
67.2
19.68
113.67
2.40
"5-93
2-43
118.23
2-45
x&
60.8
17.88
102.37
2 -39
104.41
2.42
106.48
2.44
x i
54-4
16.00
90.94
2.38
92.74
2.41
94-57
2-43
x^
48.0
14.12
79.09
2-37
80.65
2-39
82.24
2.41
x I
41.6
12.20
67.84
2.36
69.18
2.38
7-54
2.40
x&
34-8
10.24
5 6 -5 2
2-35
57-63
2-37
58.75
2.40
4X3X&
49.2
14.48
53-7
i-93
55-5
!-95
56.43
1.97
x 1
44.4
13.00
47.72
1.92
48.92
i-94
50.14
1.96
x^
39-2
11.48
4i-39
1.90
42.42
1.92
43-48
!-95
x f
34-0
9.92
35-42
1.89
36-30
1.91
37.20
1.94
x&
28.4
8.36
29.56
1.88
30.29
1.90
31.04
1-93
3X2^X i
34-0
IO.OO
20.98
i-45
21.69
1.47
22.42
1.50
x&
30.4
8.88
18.36
1.44
18.98
1.46
19.62
1.49
x I
26.4
7.68
15.68
i-43
16.21
i-45
l6 -75
1.48
x&
22.
6.48
12.89
1.41
J 3-33
i-43
J 3-77
1.46
x i
18.0
5-24
10.29
1.40
10.64
1.42
10.99
i-45
2^X2X |
21.2
6.20
9.29
1.22
9.67
1-25
10.06
1.27
x&
18.0
5.24
7-74
1.22
8.05
1.24
8-37
1.26
x i
14.8
4.24
6.15
1. 2O
6.40
1.23
6.65
1.25
x&
II. 2
3.24
4-58
I.I 9
4-76
1. 21
4-95
1.24
(12)
TABLE 6 {Continued)
ANGLES, LACED
LONG LEGS OUTSTANDING
Axis AA.
f " b. to b.
i" b. to b.
I" b. to b.
i" b. to b.
I
r
I
r
I
r
I
r
395-41
3 .68
406.24
3-73
417-30
3-78
428.59
3-83
362.91
3-67
372-85
3-72
382.99
3-77
393-35
3.82
328.50
3-65
337-49
3-7
346.67
3-75
356-05
3-80
295.94
3- 6 4
304.02
3-69
312.29
3-74
320.72
3-79
263.24
3-63
270.42
3-68
277.76
3-73
285.26
3-78
229.46
3.61
235-7I
3-66
242.11
3-7i
248.64
3-76
A" b. to b.
\" b. to b.
'f " b. to b.
f " b. to b.
244-73
2-97
248.75
2.99
256.94
3-04
265-35
3-09
224.42
2.96
228.10
2.98
235-60
3-03
243-3
3.08
202.81
2.94
206.13
2-97
212.90
3.01
219.86
3.06
182.55
2 -93
185-53
2.96
191.61
3-oo
197.86
3-05
162.29
2.92
164.93
2-95
170-33
2 -99
I75-87
3-4
141.21
2.91
143-50
2-93
148.19
2.98
i53-oo
3-03
121.17
2.90
123.14
2.92
127.14
2-97
131.27
3-02
120.57
2.48
122.95
2.50
127.83
2-55
132-85
2.60
108.58
2.46
110.72
2.49
115.10'
2-54
119.63
2-59
96-43
2.46
98-33
2.48
102.21
2-53
106.22
2-58
83.86
2.44
85-5i
2.46
88.88
2.51
92-36
2.56
71.92
2-43
73-33
2-45
76.21
2.50
79.19
2-55
59-90
2.42
61.07
2.44
63.46
2-49
65-94
2-54
57.83
2.OO
59-27
2.02
62.22
2.07
65-29
2.12
51-38
1.99
52-65
2.01
55-27
2.06
57-99
2. II
44-5 6
1.97
45-66
1-99
47-93
2.04
50.29
2.09
38.12
I. 9 6
39.06
1.98
41.00
2-03
43.01
2.08
31.80
i-95
32-58
1.97
34-19
2.O2
35-87
2.07
2 3-i7
1.52
2 3-95
i-55
25-55
1. 60
27-23
1.65
20.28
i-5i
20.95
i-54
22.35
i-59
23.82
1.64
I7-3I
1.50
17.88
-53
19.08
1.58
20.33
1.6 3
14.23
1.48
14.70
-S"
15.68
1.56
16.72
1.61
11.36
1.47
"73
1.50
12.51
*5S
J 3-33
i. 60
10.46
1.30
10.87
1.32
"73
1.38
12.64
1-43
8.71
1.29
9-5
1-31
9-76
1.36
10.52
1.42
6.91
1.28
7.19
1.30
7-75
i-35
8-35
1.40
5-14
1.26
5-35
1.28
5-77
i-33
6.21
1.38
(13)
u
r" n"
TABLE 7
FOUR
EQUAL
Axis AA
SIZE.
TOTAL SECTION.
i" b. to b.
iV" b. to b.
\" b. to b.
Weight.
Area.
I
r
I
r
I
r
8x8x1
204.0
6O.OO
748.37
3-53
758.oi
3-55
767.78
3-58
xtf
192.0
56.48
698.13
3-52
707.10
3-54
716.19
3-56
x I
iSo.O
52.92
651-05
3-5 1
659.40
3-53
667.85
3-55
xif
168.0
49.36
604.26
3-5o
611.98
3-52
619.80
3-54
x 1
155.6
45.76
557-57
3-49
564.67
3.51
57I-87
3-54
xft
143.2
42.12
508.81
3-48
515-27
3-5
521.81
3-52
x f
130.8
38.44
462.33
3-47
468.18
3-49
474.10
3.51
x^
118.0
34.72
4I5-93
3-46
421.17
3-48
426.47
3-5
x *
105.6
31.00
369-75
3-45
374-38
3-48
379.08
3-5
6x6x |
114.8
33.76
243.28
2.68
247.47
2.71
251.72
2-73
xft
106.0
3LI2
221.58
2.67
225.38
2.69
229.24
2.71
x f
96.8
28.44
201.21
2.66
204.64
2.68
208.14
2.71
x&
87.6
25.72
180.88
2.65
183.96
2.67
187.09
2.70
x 1
78.4
23.00
I59-85
2.64
162.56
2.66
165-31
2.68
Xik
68.8
20.24
139.80
2.63
142.16
2.65
144.56
2.67
x 1
59-2
17.44
119.80
2.62
121.81
2.64
123.86
2.66
$" b. to b.
T y b. to b.
|" b. to b.
4X4X f
62.8
18.44
60.50
1.81
62.08
1.83
63-69
1.86
x&
57-2
16.72
54.28
1.80
55.69
1.83
57-13
1.85
x i
51-2
15.00
47-79
1.78
49.02
1.81
50.29
1.83
x rV
45.2
13.24
41.74
1.78
42.82
i. 80
43-92
1.82
x f
39.2
11.44
35-75
1.77
36.66
1.79
37.60
r.8i
x&
32.8
9.60
29.72
1.76
30.48
1.78
31-25
i. 80
3X3X i
37.6
11.00
21.12
i-39
21.86
1.41
22.62
i-43
X A
33-2
9.72
18.37
i-37
19.01
1.40
19.67
1.42
x f
28.8
8.44
15-73
1.37
16.28
1.39
16.84
1.41
x&
24.4
7.12
13.09
1.36
J3-54
1.38
14.00
1.40
x i
19.6
5.76
10.32
i-34
10.68
1.36
11.04
1.38
2jX2iX^
27.2
8.00
10.99
1.17
n-45
1.20
n-93
1.22
x f
23.6
6.92
9 : 34
1.16
9-73
I.I9
10.13
1. 21
x&
20.0
5-88
7.80
MS
8.12
1.18
8.46
1.20
x i
16.4
4.76
6. 20
1.14
6-45
1.16
6.72
I.I9
x&
I2. 4
3-60
4-59
1-13
4-78
I-I5
4-97
1.18
2X2X&
16.0
4.60
4.16
95
4-38
.98
4.61
I.OO
x i
12.8
3.76
3-32
-94
3-49
.96
3-67
99
x&
10.0
2.88
2.51
93
2.64
.96
2-77
.98
(14)
ANGLES, LACED
LEGS
TABLE 7 {Continued}
Axis AA.
| " b. to b.
\" b. to b.
I" b. to b.
i" b. to b.
I
r
I
r
i
r
i
r
787.67
3-62
808.02
3-67
828.84
3-7 2 -
850.13
3-76
734-7
3-6i
753-65
3-65
773-03
3-70
792.87
3-75
685.06
3-6o
702.68
3-64
720.71
3-69
739-i6
3-74
635-73
3-59
652.04
3-63
668.74
3-68
685.82
3-73
586.52
3-58
601.52
3-63
616.89
3-67
632.61
3-72
535-M
3.56
548.79
3-6l
562.78
3-66
577-09
3-7o
486.17
3-56
498.53
3-60
511.20
3-65
524-17
3-69
437.28
3-55
448.37
3-59
459-72
3-64
471-35
3-68
388.66
3-54
398.48
3-59
408.53
3-63
418.84
3-68
260.42
2.78
269.38
2.82
278.60
2.87
288.10
2.92
237-M
2.76
245-29
2.81
253-67
2.86
262.31
2.90
215.29
2 -75
222.66
2.80
230.25
2-85
238.07
2.89
!93-49
2.74
20O.09
2 -79
206.89
2.84
213.90
2.88
I70-95
2-73
176.77
2-77
182.77
2.82
188.95
2.87
149.47
2.72
154-54
2.76
J 59-77
2.81
l6 5-i5
2.86
128.05
2.71
*32-37
2-75
136-83
2.80
141-43
2-85
T y b. to b.
i" b. to b.
|" b. to b.
f " b. to b.
65-34
1.88
67.03
1.91
70-51
1.96
74.14
2.01
58.61
1.87
60.12
1.90
63.24
1.94
66.48
1-99
51-59
1.85
52-9 1
1.88
55-65
i-93
58-51
1.97
45-05
1.84
46.20
1.87
48.59
1.92
51.08
1.96
38.56
1.84
39-54
1.86
41.58
1.91
43-7
i-95
32-05
1.83
32.86
1-85
34-54
1.90
36-3
1.94
23.40
1.46
24.20
1.48
25.86
J-53
27.61
1.58
20.34
i-45
21.04
1.47
22.49
1.52
24.01
i-57
17.41
1.44
18.01
1.46
19.24
i-5i
^o-55
1.56
14.48
i-43
14.97
i-45
16.00
1.50
17.08
i-55
11.42
1.41
11.80
1-43
12. 6l
1.48
13.46
i-53
12.42
1-25
12.93
1.27
!3-99
1.32
15.11
!-37
IO -55
1.23
10.98
1.26
u.88
J-3 1
12.83
1-36
8.80
1.22
9.16
1.25
9.91
1.30
10.71
!-35
6-99
1. 21
7.28
1.24
7.87
1.29
8-51
i-34
5-J7
1.20
5-38
1.22
5-82
1.27
6.28
1.32
4.84
1.03
5-o8
1.05
5-59
I.IO
6.14
1.16
3-86
I.OI
4-05
1.04
4.46
1.09
4.90
1.14
2.91
I.OI
3-o6
1.0 3
3-36
i. 08
3-69
1-13
S
2
00
W
PQ
* M S"
t^ t^- O
. O <"O ** O
VO VO Tf Tt
ON
Tj-
ON <N *> M IT)
M O ON 00
%
od
O ON t^ vO u->
ON
co
^- ro f*5 * t/i oONvot^fO
ONOOl>.vO^Ovorl- 10 Tf ^ PO fj
ONOOt^.to
<N rj- CO vO ON OO vo
co ^j- ^- *o w co o
'd-rOWMO
rO-3-voOOCOCO
-3-voO
'tPOO
od 4 6
OOOOONOTj-
VOOOOMNN
^ t^ T*- <S O
(N N N N N
vq q q q o q
O\ N ^ vO 00 O
O> O 00 l> vO vo
JiL
i
X X X X X X
xxxxxxx xxxxxx
^- HN
X
(16)
TABLE 9 (Continued on pp. 18 and 19)
POUR ANGLES, LACED
UNEQUAL LEGS, LONG , LEGS OUTSTANDING
SIZE.
TOTAL SECTION.
Axis ED.
7i" b. to b.
8" b. to b.
iol" b. to b.
Weight.
Area.
I
r
I
r
I r
7X3*x f
xH
x I
x&
x *
6x4 x I
xft
x I
x&
x *
x&
x }
5X3}X f
x&
x *
x&
x i
x&
4x3 x&
xi
x^
x|
xA
3X2JX i
x&
x I
x*
x i
9Q.6
92.0
84.0
76.0
68.0
60.0
94.4
87.2
80.0
72.4
64.8
57-2
49.2
67.2
60.8
54-4
48.0
41.6
34-8
49.2
44.4
39-2
34-0
28.4
34-0
30.4
26.4
22.0
18.0
29.24
27.OO
24.68
22.36
20.00
17.60
27.76
25-64
23.44
21.24
19.00
16.72
14.44
19.68
17.88
16.00
14.12
12.20
IO.24
14.48
13.00
11.48
9.92
8.36
10.00
8.88
7.68
6.48
5.24
266.85
249.83
233.00
214.03
194.06
174.20
3.02
3-4
3-07
3-9
3.12
3-!5
334-12
312.35
290.70
266.64
241.42
216.28
3.38
3-40
3-43
3-45
3-47
3-5 1
553-7 1
516.20
478-52
437.70
395-22
352-68
4-35
4-37
4.40
4.42
4-45
4-48
8V' b. to b.
io" b. to b.
313-68
293.36
273.12
250.61
227.00
203.38
177.81
3-36
3.38
3-4i
3-43
3-46
3-49
3-5 1
488.93
456.12
423-15
387-30
349-95
312.45
272.51
4.20
4.22
4-25
4.27
4.29
4-32
4-34
7i" b. to b.
8}" b. to b.
io". b. to b.
173.61
1 59-99
145-25
130-83
114.62
97-59
2-97
2.99
3.01
3-4
3-07
3-9
217.71
200.32
181.58
163.20
142.77
121.38
3-33
3-35
3-37
3-40
3-42
3-44
362.35
332.45
300.46
268.96
234.64
198.90
4-29
4-3 1
4-33
4.36
4-39
4.41
6" b. to b.
8i" b. to b.
ioj" b. to b.
94.04
85.81
77-63
68.20
58-43
2-55
2-57
2.60
2.62
2.64
l6 5-95
150.82
135-64
118.68
101.26
3-39
3-4i
3-44
3-46
3-48
275.27
249.49
223.46
194.96
165.88
4-36
4-38
4.41
4-43
4-45
Si" b. to b.
~8i" b. to b.
ioi" b. to b.
45.20
40.95
36.12
3i-37
25-85
2.13
2.15
2.17
2.20
2.22
119.11
107.07
93-73
80.50
65.87
3-45
3-47
3-49
3-52
3-55
196.61
176.25
153-86
I3L63
107.43
4-43
4-45
4-48
4oi
4-53
(17)
L
r
j
TABLE 9 {Continued)
FOUR ANGLES,
UNEQUAL LEGS, LONG
Axis BB.
SIZE.
i2" b. to b.
i Si" b. to b.
i8" b. to b. 2ii" b. to b.
Weight.
Area.
I
r
I
r
I
r I
r
' 7X3*X f
9Q.6
29.24
831.78
5-33
J 358-54
6.82
2016.88
8.31
2806.80
9.80
xft
92.0
27.00
774-os
5-35
1262.08
6.84
1871.60
8-33
2602.63
9.82
x I
84.0
24.68
715-69
5-39
1164.00
6.87
!7 2 3-37
8.36
2393.81
9-85
x&
76.0
22.36,
6 53-47
5-41
1060.98
6.89
1569.11
8.38
2177.86
9-87
x }
68.0
20.00
589.02
5.43
954-72
6.91
1410.42
8.40
1956.12
9^9
x&
60.0
17.60
524.28
5-46
847.68
6-94
1250.28
8-43
1732.08
9.92
12!" b. tob.
151" b. to b.
i8i" b. to b.
2ii" b. to b.
6x 4 x J
94.4
27.76
741.27
5.i7
1223.88
6.64
1831.40
8.12
2563-85
9.61
xft
87.2
25.64
690.21
5.i9
II 37-5
6.66
1700.17
8.14
2378.22
9-63
x.f
80.0
23-44
638.56
5.22
1049.58
6.69
1566.08
8.17
2188.06
9.66
x&
72.4
21.24
583-35
5-24
957.06
6.71
1426.36
8.19
1991.24
9 .68
1 x i
64.8
19.00
526.08
5.26
861.52
6-73
1282.47
8.22
1788.91
9.70
xA
57-2
16.72
468.44
5- 2 9
765.14
6.76
1137.08
8.2 5
1584.25
9-73
x I
49.2
14.44
407.81
5-3i
664.91
6.79
987.00
8.27
1374.06
9-75
i2|" b. to b.
i5i" b. to b.
i8J" b. to b.
2ii"b..tob.
5 X 3*X |
67.2
19.68
546.36
5-27
896.17
6-75
1334-55
8.23
1861.48
9-73
x&
60.8
17.88
5oo-35
5-29
819.24
6-77
1218.59
8.26
1698.40
9-75
x 1
54-4
16.00
45 I 34
5-3 1
737-66
6.79
1095.98
8.28
1526.30
9-77
x^
48.0
14.12
402.96
5-34
656.91
6.82
974.40
8. 3 I
!355-43
9.80
x f
41.6
12.20
350-9 1
5.36
571.06
6.84
846.10
8-33
1176.05
9.82
x&
34.8
10.24
296.90
5.38
482.29
6.86
7 J 3-77
8-35
991.32
9.84
i2i"b. tob.
i Si" t>. to b.
i8i" b. to b.
2ii" b. to b.
4x3 x&
49-2
14.48
413-56
5-34
675.28
6.83
1002.17
8-32
1394.21
9.81
x|
44.4
13.00
374-i6
5-36
609.92
6.85
904.17
8-34
1256.93
9-83
x^
39-2
11.48
334-24
5-40
543-47
6.88
804-35
8-37
1116.89
9.86
x|
34-0
9.92
291.08
5-42
472.47
6.90
698.50
8-39
969.17
9.88
x&
28.4
8.36
247.23
5-44
400.59
6.92
59I-58
8.41
820.18
9.90
12!" b. to b.
iSi" b. to b.
i8i" b. to b.
3X2}X |
34-0
10.00
294.11
5-42
477.86
6.91
706.61
8.41
x&
30.4
8.88
263.18
5-44
426.88
6-93
630-55
8-43
x f
26.4
7.68
22 9'35
5-46
371-40
6-95
548.00
8-45
x&
22.0
6.48
I95-72
5-50
3*6.15
6-99
465-74
8.48
x i
18.0
5-24
159.46
5.52
257.16
7.01
378.44
8.50
(18)
TABLE 9 {Continued)
LACED
LEGS OUTSTANDING
Axis BB.
241" b. to b.
28i" b. to b.
32|" b. to b.
3 6i" b. to b.
i
r
I
r
i
r
i
r
3728.30
11.29
5161.64
13.29
6828.91
15.28
8730.09
17.28
3455- I 5
11.31
4780.85
I3-3 1
6322.55
X 5-30
8080.25
I7-30
3I75-3
H-34
4390-05
13-34
5802.24
'5-33
7411.87
17-33
2887.24 , 11.36
3989-58
I3-36
5270.81
X 5-3S
6730-92
17-35
2591.82 ! 11.38
3579-42
I3-38
4727-02
'5-37
6034.62
17-37
2293.08 ' 11.41
3164.28
i3-4i
4176.28
15.40
5329-08
17.40
24}" b. to b.
28}" b. to b.
32i" b. to b.
3 6i" b. to b.
3421.22 ii. 10
4758.70
13.09
6318.25
I 5-og
8099.89
17.08
3171-65
II. 12 4409.04
13.11
5851-55
15.11
7499.17
17.10
29J5-52
11.15 4049-55
I3-J4
537i-io
!5-i4
6880.16
I7-I3
2651.70
11.17 3680.99
13.16
4880.20
15.16
6249-33
i7-!5
2380.86
11.19
3303- 1 2
13.18
4377-38
15.18
5603.64
17.17
2106.67
11.23
2920.26
13.22
3867.62
15.21
4948-73
17.20
1826.11
11.25
2529.91
13.24
3349-24
15-23
4284.08
17.22
24V b. to b.
28!" t>. to b.
2476.97
11.22
3435-39
13.21
2258.67
11.24
3130-85
13-23
2028.62
11.26
2810.38
!3- 2 5
1709.99
11.29
2491.59
13.28
1560.90
II. 3 I
2159-43
13-30
1314.96
n-33
1818.15
!3-3 2
24i" b. to b.
1851.42
11.31
i668.!8
"33
1481.09
11.36
1284.47
11.38
1066.40
11.40
(19)
L- 1 -1
rT" i
TABLE 10
FOUR ANGLES,
EQUAL
SIZE.
"OTAL SECTION.
Axis BB.
i6|" b. to b.
18}" b. to b.
2i}" b. to b.
Weight.
Area.
I
r
I
r
I
r
i
r
8x8x i
x&
x I
x
x i
xft
x f
x&
x i
6x6x
xtf
x f
x&
x i
x&
x i
4X4X |
x&
x i
xA
x f
x&
3X3X i
x&
x 1
x&
x*
2^X2jX^
x|
x&
xl
x
204.0
192.0
iSo.O
168.0
155-6
143.2
130.8
118.0
105.6
114.8
106.0
96.8
87.6
78.4
68.8
59-2
62.8
57-2
51-2
45-2
39-2
32.8
37-6
33-2
28.8
24.4
19.6
27.2
23.6
20.0
16.4
12.4
60.00
56.48
52.92
49.36
45-76
42.12
38.44
34-72
3I.OO
33.76
3LI2
28.44
25.72
23.00
20.24
17.44
18.44
16.72
15.00
13.24
11.44
9.60
11.00
9-72
8.44
7.12
5.76
8.00
6.92
5-88
4-76
3-60
1 *'
2430.38
2310.06
2179.25
2046.31
1909.89
1774-88
1630.76
1483.00
1332-95
6.36
6.40
6.42
6.44
6.46
6.49
6. 5 I
6-54
6.56
3093.72
2937-45
2768.94
2598.06
2423.00
2249-39
2065.16
1876.57
1685.44
7 .l8
7.21
7-23
7-25
7.28
7-3 1
7-33
7-35
7-37
4444.62
4214.18
39 6 8.37
37J9-77
3465-64
3212.88
2946.78
2674.96
2400.15
8.61
8.64
8.66
8.68
8.70
8-73
8.76
8.78
8.80
i2"b.tob.
i Si" b. to b.
1 8}" b. to b.
21}" b. to b.
787.16
734-94
677.68
618.41
559-99
497.14
432.20
4-83
4.86
4.88
4.90
4-93
4.96
4-98
1265.98
1178.89
1084.96
988.15
892-53
790.88
686.26
6.12
6.15
6.18
6. 20
6.23
6.25
6.27
I933-9 2
1797.40
1651.91
1502.42
1354-48
1198.62
1038.64
7-57
7.60
7.62
7.64
7.67
7.70
7.72
2753-78
2555-95
2346.84
2132.43
1919.94
1697.43
1469.50
9-3
9.06
9.08
9.11
9.14
9.16
9.18
8J" b. to b.
io" b. to b.
12}" b. to b.
194.82
.179.00
163.61
146.30
128.09
108.89
3- 2 5
3-27
3-3
S-S 2
3-35
3-37
306.39
280.75
255- 6 9
228.03
199.11
168.82
4.08
4.10
4-13
4-15
4.17
4.19
468.48
428.39
389.04
346.26
3Q I -73
255-32
5-4
5.06
5-09
5- 11
5-i4
5.16
. . .
6i"b.tob.
8i" b. to b.
ioi" b. to b.
12}" b. to b.
68.09
61.18
54-05
46.37
38.41
2-49
2.51
2-53
2-55
2.58
121.17
108.43
95-37
81.48
67.12
3-32
3-34
3-36
3-38
3-4i
202.46
180.65
158.41
!34-95
110.72
4.29
4-3 1
4-33
4-35
4-38
35-75
272.31
238-34
202.66
165.84
5-27
5-29
5-3 1
5-33
5-37
5i"b.tob.
8}" b. to b.
ioi" b. to b.
12$" b. to b.
35-49
3I-32
27.16
22.42
17.48
2. II
2.13
2-15
2.17
2. 2O
93-95
82.28
70.77
57-99
44.68
3-43
3-45
3-47
3-49
3-52
155-47
!35-77
116.46
95.16
73.01
4.41
4-43
4^-45
4-47
4-50
232-99
203.10
I 739 I
141.86
108.54
5-40
5-42
5-44
5.46
5-49
(20)
TABLE 10 (Continued)
LACED
LEGS
Axis BB.
2 4 J" b. tO b.
28i" b. to b.
32}" b. to b.
36i" b. to b.
I
r
I
r
I
r
i
r
6065.52
10.05
8646.72
12.00
11707.92
13-97
15249.12
15-94
5745-07
10.09
8181.61
12.04
11070.00
14.00
14410.23
15-97
5405-94
IO.II
7 6 93-!5
1 2. 06
10403.71
14.02
J3537-63
J 5-99
5o63-59
10.13
7200;88
1 2. 08
9733-05
14.04
12660.10
16.02
4714.20
10.15
6699.27
12. IO
9050.42
14.06
11767.65
16.04
43 6 5-9 2
10.18
6198.14
12.13
8367-32
14.09
10873.46
16.07
4001.38
10.20
5676.60
12.15
7659-33
14.12
9949-59
16.09
3629-59
IO.22
5 J 45-46
12.17
6939.10
14.14
9010.49
1 6. 1 1
3254.35
10.25
4610.29
12.20
6214.23
14.16
8066.17
16.13
24i" b. to b.
28i" b. to b.
32^" b. to b.
361" b. tob.
3725-56
I0.5O
5257-59
12.48
7059-7
14.46
9131.89
16.45
3454-54
10-54
4870.50
12.51
6535-42
14.49
8449.30
16.48
3 l6 9-75
10.56
4466.05
12-53
5989.86
I4-5 1
7741.20
16.50
2878.19
10.58
4052.56
I2 -55
5432-70
14-53
7018.59
16.52
2588.89
10.61
3641.83
12.58
4878.77
14.56
6299.71
l6 -55
2287.33
10.63
32I5-53
12.60
4305.66
J4-59
5557-7 1
l6 -57
1978.83
10.65
2780.02
12.63
3720.74
14.61
4800.97
16.59
i Si" b. to b.
18!" b. to b.
2ii" b. to b.
24}" b. tob.
i
780.76
6.51
1176.02
7-99
1654.27
9-47
2215.49
10.96
712.55
6-53
1071.94
8.01
1506.58
9-49
2016.45
10.98
645-3 1
6.56
969.09
8.04 1360.36
9-5 2
1819.14
II.OI
573- 2 6
6.58
859.84
8.06 1206.00
9-54
1611.74
11.03
498.55
6.60
746.86
8.08
1046.64
9-56
J397-9 1
11.05
421.06
6.62
630.01
8.10
882.15
9-59
1177.50
11.07
i Si" b. to b.
i8i" b. to b.
5 OI -93
6-75
747-62
8.24
446.25
6.78
663,93
8.27
389.88
6.80
579-40
8.29
330-93
6.82
49!- 2 3
8.31
270.13
6.85
400.33
8-34
(21)
o
1 1
3 I
Oi w
o
5
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JL
XJ
o
Btf
vO 00 HI Tt- vO ON
vo vo t^. r^. t^- r^
VO VO vo VO vo vo
,0
8
vO 00 M co 10 00 O 1
M M ot cs cq w co
vO vd vO vo vC5 vO vO
xi
M CO VO OO O <N
vo vo vo vo vO vO
XJ
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vo
<yj
HH
O I s * vO CM CM CM
>3- vo ON OO t-~ M
ro M 4 v6 10 r-
t^.- * ON co vo 00
MO O to ON co
XJ
V
iHHt
vO
f/j
CO vO ON cs co O O
\O vo co ON O ON >O
4 OO vO cs vd O vo
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CO 4 t>- cvi M ON
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vO t^~ t^- t~> r^ OO
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v6 C>i 9 co 00 f^
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rth*
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o
vo OO M co vo OO O
00 00 ON ON ON ON O
XJ
o
ON M Tt t^ ON M
vO t> t^ t^. J>. CO
to 10 10 10 vo vo
-M
XI
*<
t^- ON ON 1O M ~^-
t^ vO ON vO N CO
x>
*.
oo co vo O w CM r-~
vo CO O !> ON Th vo
XJ
f^ ON ^ ON <N O
Tt- co ON 00 CO O
HN
Tf
M
O t-~ co vO t> t^
t^ H vO O ^f OO
r^ r^ MO vO SO *T
1-t*
10
M vo 00 O <N 00 6
VO 00 M Tf t^ ON <N
ON 00 00 t>- VO vo VO
H-*
N
CO t-. 00 O CN t-~
CO ON vo M r^. CO
rj- co co co CM CM
.
t^ O co vo t^ O N
n
^
x>
o
vo O vo M3 vo t^- t~>.
CO ON ON ON ON O
^- J
X)
vO <N M OO O vo CM
XJ
5
t^ Tj- t^ 00 Tt- VO M
M O HI VO t^ VO
rs
OO T)- O vo M vo (N
O
ON t^ 1- c-i CN vO
rt
M O O ro O vO
vO Th Tf TI- o N rj-
!> vO Tj- (N O 1> Tf
00 00 O N O ^t
vO CO O M fN fN
I
<
O l> Tl- N O 1>
t^. \n ro M o\ vo <*
O\ JN vd 4 <S 6
|
H
(S (N N N M M M
u
u
^
vO
^ N O Tf 00 N N
N 00 Tf O vo 00
;$
Tf t>- O N Tj- 1> O
O* 00 00 t^ vO V) -<t
1> O ^ 00 M Tj-
VO vo IO Tt" "t CO
u
N
c/3
c ** 1 35 "* H5 "** H5
X X X X X X
He*
CO
X
t*
^ H Mioo .jo HN _| e*o
X X X X X X
1
.doe jg He. tJg KM ^te
X X X X X X
PO
X
IO
(22}
TABLE 12
MOMENT OF INERTIA OF ONE PLATE ABOUT
AXIS AA
III
J2*
THICKNESS OF PLATE IN INCHES.
i
A
1
A
i
A
i
H
i
H
1
tt
i
4
.01
.01
.02
03
.04
.06
.08
.11
.14
.18
.22
.27
33
5
.01
.01
.02
03
5
.07
.10
.14
.18
.22
.28
34
.42
6
.01
.02
3
.04
.06
.09
.12
.16
.21
.27
33
.41
5o
7
.01
.02
3
5
.07
.10
.14
.19
25
31
39
.48
58
8
.01
.02
.04
.06
.08
.12
.16
.22
.28
36
45
55
.67
9
.01
.02
.04
.06
.09
J 3
.18
.24
3 2
.40
50
.62
75
10
.01
03
.04
.07
.10
15
.20
27
35
45
56
.69
83
ii
.01
3
05
.08
.11
.16
.22
3
39
49
.61
.76
.92
12
.02
3
5
.08
13
.18
.24
32
.42
54
.67
.82
I.OO
13
.02
03
.06
.09
.14
.19
.26
35
.46
.58
73
.89
i. 08
14
.02
.04
.o5
.10
i5
.21
.28
38
49
63
.78
.96
1.17
15
.02
.04
.07
.10
.16
.22
3 1
.41
53
.67
.84
1.03
1.25
16
.02
.04
.07
.11
i7
.24
33
43
56
72
.89
' 1. 10
i-33
i7
.02
.04
.07
.12
.18
25
35
.46
.60
.76
95
1.17
1.42
18
.02
05
.08
J 3
.19
2 7
37
49
63
.80
I.OO
1.24
1.50
iQ
.02
5
.08
J 3
.20
.28
39
5 1
.67
85
i. 06
1.30
1.58
20
3
5
.09
.14
.21
30
.41
54
.70
.89
1. 12
i-37
1.67
21
3
S
.09
15
.22
31
43
57
74
94
I.I7
1.44
i-75
22
3
.06
.10
15
23
33
45
.60
77
.98
1.23
i-5i
1.83
23
3
.06
.10
.16
.24
34
47
. .62
.81
1.03
1.28
1.58
1.92
24
3
.06
.11
*7
25
36
49
65
.84
1.07
i-34
1-65
2.00
25
03
.06
.11
J 7
.26
37
Si
.68
.88
1. 12
1.40
1.72
2.08
26
3
.07
.11
.18
2 7
39
53
.70
.91
i.z6
i-45
1.79
2.17
27
.04
.07
.12
.19
.28
.40
55
73
95
1. 21
i-5i
1-85
2.25
28
.04
.07
.12
.20
.29
.42
57
.76
.98
1.25
1.56
1.92
2-33
29
.04
.07
r 3
.20
30
43
59
79
1.02
I. 3
1.62
1.99
2.42
30
.04
.08
!3
.21
3 1
44
.61
.81
1.05
i-34
1.67
2.06
2.50
32
.04
.08
.14
.22
33
47
.65
.87
1. 12
1-43
1.79
2.20
2.67
34
.04
.09
!5
.24
35
5
.69
.92
1.20
1.52
1.90
2 -33
2.83
36
OS
.09
.16
25
38
53
73
97
1.27
1.61
2.01
2.47
3.00
38
5
.10
*7
.27
.40
56
77
1.03
i-34
1.70
2.12
2.61
3-i7
40
5
.10
.18
.28
.42
59
.81
i. 08
1.41
1.79
2.23
2-75
3-33
42
OS
.11
.18
.29
44
.62
85
1.14
1.48
1.88
2-34
2.88
3-5
44
.06
.11
.19
3 1
.46
65
.90
1.19
i-55
1.97
2.46
3.02
3-67
46
.06
.12
.20
32
.48
.68
94
1.25
1.62
2.06
2-57
3-i6
3-83
48
.06
.12
.21
33
5
7i
.98
1.30
1.69
2.15
2.68
3-3
4.00
50
.07
!3
.22
35
52
74
I.O2
i-35
1.76
2.23
2.79
3-43
4.17
54
.07
.14
.24
38
56
.80
1. 10
1.46
1.90
2. 4 !
3.01
3-7i
4-5
60
.08
15
.26
.42
63
.89
1.22
1.62
2. II
2.68
3-35
4.12
5.00
(23)
B
L^\DL^IL, 1O
B
MOMENT OF INERTIA OI
~o c ,;
s' s
THICKNESS OF PLATE IN INCHES
SSc
&<~
4
fV
t
TV
i
A
f
4
i-33
1.67
2.00
2-33
2.67
3-oo
3-33
5
2.60
3.26
3-9 1
4-56
5-21
5-86
6.51
6
4-5
5.63
6-75
7.88
9.00
10.13
11.25
7
7-15
8.93
10.72
12.51
14.29
16.08
17.86
8
10.67
13-33
16.00
18.67
2i-33
24.00
26.67
9
*5-*9
18.98
22.78
26.58
30-38
34-17
37-97
10
20.83
26.04
31-25
36.46
41.67
46.88
52.08
ii
2 7-73
34.66
41-59
48.53
55-46
62.39
69-32
12
36.00
45.00
54-00
63.00
72.00
8 1. oo
90.00
13
45-77
57-2i
68.66
80. 10
9i-54
102.98
114-43
14
57-17
71.46
85-75
100.04
IJ 4-33
128.63
142.92
15
70.31
87.89
105.47
123.05
140.63
158.20
175.78
16
85-33
106.67
128.00
M9-33
170.67
192.00
213.33
17
102.35
127.94
J53-53
179.12
204.71
230.30
255-89
18
121.50
151.88
182.25
212.63
243.00
273-38
303-75
iQ
142.90
178.62
214.34
250.07
285-79
321-52
357-24
20
166.67
208.33
250.00
291.67
333-33
375-00
416.67
21
192.94
241.17
289.41
337.64.
385.88
434-n
482.34
22
221.83
277.29
332-75
388.21
443-67
499. J 3
554.58
23
253-48
316.85
380.22
443-59
506.96
570.33
633-70
24
288.00
360.00
432.00
504.00
576.00
648.00
720.00
25
3 2 5-52
406.90
488.28
569.66
651.04
732.42
813.80
26
366.17
457-7 1
549-25
640.79
732-33
823.88
915.42
27
410.06
512.58
615.09
717.61
820.13
922.64
1025.16
28
457-33
57I-67
686.00
800.33
914.67
1029.00
JI 43-33
29
508.10
635-13
762.16
889.18
1016.21
1143-23
1270.26
30
562.50
7 3-!3
843-75
984.38
1125.00
1265.63
1406.25
32
682.67
853.33
1024.00
1194.67
!3 6 5-33
1536.00
1706.67
34
818.83
1023.54
1228.25
1432.96
1637.67
1842.38
2047.08
36
972.00
1215.00
1458.00
1701.00
1944.00
2187.00
2430.00
38
ii43-i7
1428.96
I7U.75
2000.54
2286.33
2572-13
2857.92
40
1333-33
1666.67
2000.00
2333-33
2666.67
3000.00
3333-33
42
!543-5
1929.38
23I5-25
2701.13
3087.00
3472.88
3858-75
44
1774.67
2218.33
2662.OO
3105.67
3549-33
3993.00
4436.67
46
2027.83
2534.79
3 4L75
3548-7 1
4055-67
4562.63
5069.58
48
2304.00
2880.00
3456.00
4032.00
4608.00
5184.00
5760.00^
50
2604.17
3255-21
3906.25
4557-29
5208.33
5859-38
6510.42
54
3280.50
4100.63
4920.75
5740.88
6561.00
738i-i3
8201.25
60
4500.00
5625.00
6750.00
7875-00
9000.00
10125.00
11250.00
(24)
TABLE 13 (Continued}
ONE PLATE ABOUT AXIS BB
THICKNESS OF PLATE IN INCHES.
H
1
H
i
it
; I
-h
3-67
4.00
4-33
4.67
5.00
' 5-33
33
7.16
7.81
8.46
9.11
9-77
10.42
65
12.38
13-50
14.63
15-75
16.88
18.00
"3
19.65
21.44
23.22
25.01
26.80
28.58
1.79
29-33
32.00
34-67
37-33
40.00
42.67
2.67
41.77
45-56
49-36
53-i6
56.95
60.75
3.80
57- 2 9
62.50
67.71
72.92
78.13
83-33
5-2i
76.26
83.19
90.12
97-05
103.98
110.92
6-93
99.00
108.00
117.00
126.00
135-0
144.00
9.00
125.87
*37-3*
148.76
160.20
171.64
183.08
11.44
157.21
171.50
l8 5-79
200.08
214.38
228.67
14.29
193-36
210.94
228.52
246.09
263.67
281.25
17-58
234-67
256.00
277-33
298.67
320.00
341-33
21-33
281.47
307.06
332-65
358-24
383-83
409.42
25-59
334-13
364-5
394.88
425-25
455.63
486.00
30-38
392.96
428.69
464.41
500.14
535-86
57I-58
35-72
458-33
500.00
541-67
583-33
625.00
666.67
41.67.
530-58
578.81
627.05
675.28
723-52
771-75
48.23
610.04
665.50
720.96
776.42
831.88
887-33
55-46
697.07
760.44
823.81
887.18
950-55
1013.92
63-37
792.00
864.00
936.00
1008.00
1080.00
1152.00
72.00
895.18
976.56
1057.94
1139.32
1220.70
1302.08
81.38
1006.96
1098.50 1190.04
1281.58
I 373- I 3
1464.67
9J-54
1127.67
1230.19
J 332.7o
1435.22
1537-73
1640.25
102.52
1257.67
1372.00
1486.33
1600.67
1715.00
1829.33
"4-33
1397.29
I524-3 1
1651.34
1778.36
!905-39
2032.42
127.03
1546.88
1687.50
1828.13
1968.75
2109.38
2250.00
140.63
1877-33
2048.00
2218.67
2389-33
2560.00 | 2730.67
170.67
2251.79
2456.50
2661.21
2865.92
3070.63 | 3275.33
204.71
2673.00
2916.00
3159.00
3402.00
3645.00 3888.00
243.00
3 I 43-7 I
3429.50
3715.29 4001.08
4286.88
4572-67
285-79
3666.67
4000.00
4333-33 ! 4666.67
5000.00
5333-33
333-33
4244.63
4630.50
5016.38
5402.25
5/88.13
6174.00
385.88
4880.33
5324.00
5767-67
6211.33
6655.00
7098.67
443-67
5576.54
6083.50
6590.46
7097.42
7604.38
8111.33
506.96
6336.00
6912.00
7488.00
8064.00
8640.00
9216.00
576.oo
7161.46
7812.50
8463-54
9114.58
9765-63
10416.67
651.04
9021.38
9841.50
10661.63
11481.75
12301.88
13122.00
820.13
12375.00
13500.00
14625.00
15750.00
16875.00
18000.00
1125.00
(25)
OQ
I?
NO NO NO NO NO NO NO
II
H
O
q
ro
HI co co HI 00 00 O
ON vo O rt IO CO t^.
CS ON t IO rt CO CS
M
pi
co t^. !>. co co r^ u-
O rt rt O NO NO HI
HI CO CO M ON ON M
HI OO NO 10 co cs ts
3
00*
PJ
VO M M IO t>- NO 6
HI rt ON NO NO ON vo
t-- t^ ON rt rt VO CO
ON t- vo rt CO CS HI
in
!>. NO rt CO M 00 CO
O t> vo CS CO rt rf
i *n
CS ON VO CS vo ON VO
oho
ro
O vo O 10 NO OO co
* ON ON IO IO O HI
NO CS HI CO HI M CS
HI ON t^. 10 rt CO CS
i 6
rt (N HI O rt CO t^<
t^ NO ON NO ON NO NO
CO CS CO t^ NO t^ ON
O 00 NO rt CO CS Hi
PJ
vo
PJ
t^ ON CS IO CS r^ Hi
t^ CS ON NO CO HI CS
O CS IO M CS rt t>
ON f>- VO rt CO CS M
O
VO l~- O <N rt HI CO
00 ON H CS ON rt NO
vo vo vo vo O vo O
NO NO NO NO rt M ON
O
rt M ON NO vo 00 NO
rt co M O 00 CO M
H.
vo cs cs co NO cs ON
VO rt 00 t^- VO 00 rt
00 NO NO ON 00 00 O
ON CS ON O CO CS HI
rt OO co cs cs NO cs
NO NO ON rt rt vo 00
IO
4
CO CS !> OO ON M rt
rt t^ M CO ON CS VO
M
t^ HI \O O O CS NO
vN HI ON 00 O 00 CS
cs t~s. cs t-^ co ON NO
O l~- vo CS co co rt
in
NO CS 00 CO NO f^ 10
t~ rt O 1>- NO ON NO
$
1
\O VO * rt HI OO CO
rt ON t^. ON NO vo OO
8 ON HI IO VO NO OO
t^. NO rt CO CS M
t
O NO M rt vo CO CO
CO O ON 00 NO NO t^
ON M rt O HI co NO
00 IN vo rt CO CS HI
pi
CO 00 10 co ON t^ 00
M HI O t^- NO NO NO
00 CS 00 10 l^ O rt
t^ NO rt CO CS CS M
IH HI HI HI NO HI NO
O O O O cs O cs
o
CS CS CS CS CS CS CS
CO co CO co 00 co 00
MM
t
cs cs CO O CO CO ON
rt IO t^ CS NO CO CS
o
rt
vo vo t~* HI to r* t~>-
M CO rt vo O NO co
q
M
CO OO NO CS HI NO rt
00 HI HI 00 rt ON rt
i
5
10
t> NO NO vo co ON cs
O NO cs CO t*- ON NO
9
vo O vo O NO cs ON
ON r^ rt CS t-. CO 00
IO
CO rt rt VO ON NO VO
oo r^. NO vo t^ NO M
1/3
-<|tO
it
co co cs CO CO ON cs
rt t^ Hi CO ON CS IO
00 NO 10 co cs cs M
pi
PJ
rt t^ NO HI t-^ co t**
O NO O cs rt r~ ON
VO ON NO rt NO ON CO
t^ IO rt CO CS M HI
*
NO HI O CO NO NO CO
NO CS CO ON Hi CS CS
10 cs O ON co t^ cs
NO vo rt cs cs HI H*
_)
o
HI rt NO ON OO CO CS
9
00 00 00 00 co 00 co
o
rt CS ON i s > r^ CO rt
vo ON CS VO O CS HI
o
1
"*
10
pi
PJ
ON O O M CS rt 00
rt 00 ON CO ON O HI
NO O NO rt NO O rt
t^ NO rt CO CS CS M
8
ON rt ON rt CO M O
ON O NO ON ON OO NO
t** rt M O CO t^* CS
NO IO rt CO CS HI M
M
ON 00 00 t^ rt ON CO
rt CS rt O ON VO O
ON t-* NO t- O 10 M
VO rt CO CS CS HI HI
H
fc
M
10
CO CS CS Hi ON O CO
O HI cs co M cs co
o
ON rt ON rt HI t^. CO
NO rt HI ON VO O NO
10
NO NO t-> OO CS rt CO
CO t~-. M IO OO ON ON
fl
HS
o
PJ
M HI CO * ON CS NO
NO vo O M O ON NO
00 rt CS M rt t^. CS
NO VO rt CO CS HI HI
00
H
tvo NO O HI co vo
OO t^. t^ HI VO HI
rt CO CS CS HI HI
10
NO ON ON rt co co rt
CO co NO CS t^. ON 00
CO CS CS rt OO co ON
vo rt co CS HI HI
o
HI HI HI HI NO HI NO
ON ON ON ON Hi rt NO
g
00 00 CO 00 00 00 00
VO VO IO vo VO VO VO
g
NO NO NO NO HI NO HI
cs cs cs w O t^ vo
H
o
00
t- NO ON NO ON CS NO
t> CS HI IO CS OO HI
O OO l- *>. M VO M
NO rt CO CS CS HI H!
NO
M O NO O cs NO cs
O ON O vo ON O ON
rt CS CO rt CO rt ON
10 rt CO CS M HI
4
M
t- rt CO rt NO O 00
CS IO ON rt VO CO NO
!> r^ CO M NO (N oo
rt CO CS CN) M HI
10
CS \O O vo rt M NO
O co t > * O cs co cs
i
CO 00 co 00 rt O NO
M OO NO co rt vo 10
IO
rt ON 10 O CO ON r^.
cs co vo *- NO NO OO
*
10
O ** O O CS 10 ON
O O rt O vo t^ NO
co cs cs rt OO co ON
vo rt CO CS HI HI
4
H
M ON O CO NO M HI
HI ro 00 CO rt CS NO
t^ t^ 00 M NO CS 00
rt CO CS CS Hi M
PJ*
M
cs cs O NO O ON co
CS t-~ CS NO rt NO vo
HI CS VO OO rt O t**
rt CO CS M HI HI
g
10 CO O co 10 M co
CO rt NO t-. rt ON M
o
M M HI HI NO HI NO
co co co co O CO vo
O
t^ IO CS O CO HI ON
CS M O ON NO t^ O
M|QO
HI
t^ CS IO NO CO O rt
CS ON NO rt t^. t^ CS
vo vo t- O vo M CO
rt CO CS CS HI HI
PJ
M
rt CO 00 ON CO O CS
CS ON VO M O rt CO
O HI rt 00 rt O t^-
rt CO <N HI M HI
HI rt HI HI t^. O O
cs ON vo ON CS HI rt
IO t^ HI vo Cs ON NO
CO CS CS M M
10
ON co 1>- cs rt 00 vo
00 CS VO ON *- HI CS
g
cs *- cs t^. co O NO
M CO NO co rt vo vo
vo
NO M t^. CS CO M NO
CO vo NO 00 HI 00 00
<
ON CS rt NO t^ ON HI
10 00 ON ON O NO CO
r^ ON cs NO CO ON NO
CO CS CS HI Hi
O
HI
CS O ON OO Cs M vo
rt vo CO O NO NO O
co NO O 10 HI 00 NO
CO CS CS HI M
IN
00
rt ON rt ON t^ CO ON
Cs Hi OO HI M VO CS
ON CO t^ CO O t^ VO
O CS HI M M
1
,,:
.-t>*
h
H
h
J
J
*
O PJ 00 Tt- M CO to
O PJ 00 Tl- M 00 IO
O PJ 00 Tf M 00 10
SHiV'I
HO H1U1
I
AY
^
>0 <U ->.-';
o ^ ^ ^ 1
;
M -
M
s
w
PQ
00^ O O
t^ O -<t
o o
PO P
N 10 O
O TJ- o
Q
PO O to
PI 1-1 M
M 00 -tO Tj- Tt
io q o PI q to oo o
r^-dco PO -<i- pi 06 .
O PO M o r^. t^ to PI
OPOMQPOt^WPO
O O Tf PO P M MOO
PO PO PO PO 00 PO 00
OOMt>~piioo
t^-OOMOMfN
PO <N N 1-1 M
00 to T}- to tr O 00 M
10 * PO PI M M M
M\O M
fOM
\O MOO 10M
O O
00 W ro
ro-^-d d
fOOO O
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00
in
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<T)O wvO ^O ro
OOO r^r^MO M
\O ^ fO N N M M
M O O
totototoO too to
'f to 4 O rj-
r M to O PO
POOO
MO
>0 Tf
O\M POlOtOPOOO O
vooO O WOO POO ^
t>.O
POO
PO
8
MOO 10MOO IOPON
too M O OOOM
O <* PO Pi
M M M
O M PO to O M o
pp oo PJ o q "^ o
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MT^-Ot^
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to PO PO N M M
s,
PO
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MCIC^OO
POOO ** P) O
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.f^. M M IO
O O to 00
totoO r^-O O
M O^fOfOf^^O
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<N M M M
m
<*00
CO I-H
r-cooco
to d to d >- *>
O PO O l>. to Tf
s
<S t^POw POMO
OOOO MO NOO to
Tt PO M N M M
MO M TfQ\CNOOO
C< lOOMOO OOO M
N POtOQs^M t^t
"^ PO CS M M M
M PO-^-
t^OPOOM
OOOOO
to O O
PO t^ PO
O^S
MOOOt^
OOO M M
-^-o POIO
totototooo
00 POOOO -^-
POM VOt^O
O -5tOO POO
PO W M M M
tOP< P
ppq M
o
P<
P4 M M
q
d POO
toOP<
PO
MO
O P PO
O OOO W
p t^poo
Pi M M M
vO o M t-. oo PO
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to O
3
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sHivnd
o
B -*
TABLE 15
MOMENT OP INERTIA OF TWO COVER
PLATES FOR Z-BAR COLUMNS
ABOUT AXIS BB
Thickness of plate equals thickness of Z-bar
1
N
N|
|.
THICKNESS OF COVER PLATES IN INCHES.
h*
"35
A
i|*
S^
O.
a
*
d.
I
^
|
1
I
8
i
Q
^ rt
6
17
I2f
746.14
95-3 6
.1161.84
1380.70
1607.03
6
H
16
"
702.25
894.45
1093.50
1299.48
1512.50
6
if
15
....
658.36
838-55
1025.16
I2I8.27
1417.97
J
14
u
....
614.47
782.65
956.81
II 37-5
1323-44
5
i
14
iol
332.23
452.87
578.59
709.49
845-63
987.11
5
i
13
"
308.50
420.52
537-27
658.81
785-23
916.60
5
i
14
ioi
310.45
423-5
541-47
664.45
792.52
925-75
5
i
13
(1
288.27
393- 2 5
502.80
616.99
735-9 1
859-63
(28)
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(30)
J
TABLE 18
TWO CHANNELS LACED, FLANGES IN
SIZE OF
CHANNEL.
TOTAL SECTION.
Axis BB.
Axis AA.
^
j7
.
|
Jc
M
i
<
io"b. tob.
u" b. to b.
i2"b. to b.
I
r
I
r
I
r
r
r
15
55
no
32.36
860.4
5-16
588.98
4-27
732.23
4-76
891.67
5-25
"
50
100
29.42
805.4
5- 2 3
54067
4.29
671.50
4 . 7 8
817.04
5-27
45
90
26.48
750.2
5.32
490.36
4.30
608.51
4-79
739-9 1
5.29
"
40
80
23.52
695.0
5-43
437.04
4-3 1
542.10
4.80
658-93
5.29
"
35
70
20.58
640.0
5.58
381.90
4-3 1
473-7
4.80
575-8o
5-29
"
33
66
19.80
625.2
5-62
366.73
4-30
454.96
4.79
553-09
5-29
9" b. to b.
10" b. to b.
ii" b. tob.
12
40
80
23.52
394-0
4.09
348.97
3.85
443-71
4.34
550.20
4.84
M
35
70
20.58
358.6
4.17
309.91
3-88
393-39
4-37
487.15
4.87
it
30
60
17.64
3 2 3-4
4.28
268.23
3-9
340.08
4-39
420.75
4.88
"
25
50
14.70
288.0
4-43
223.79
3-90
283.65
4-39
350.86
4-89
if
20.5
4i
12.06
256.2
4.61
181.60
3.88
230.39
4-37
285.22
4.86
9" b. tob.
10" b. to b.
n" b. tob.
10
25
50
14.70
182.0
3-52
228.10
3-94
288.81
4-43
356-87
4.93
M
20
40
11.76
I 57-4
3.66
183-75
3-95
232.44
4-45
287.02
4-94
15
30
8.92
133.8
3-87
I 37-57
3-93
174.24
4.42
215-37
4.91
8" b. to b.
9" b. to b.
10" b. to b.
9
20
40
11.76
121. 6
3-2i
142.05
3-48
185.15
3-97
234-13
4.46
M
15
30
8.82
101.8
3-40
106.46
3-47
138-74
3-97
!75-43
4.46
"
13.25
26.5
7.78
94-6
3-49
93-n
3-46
121.45
3-95
153-68
4-44
8" b. to b.
9" b. to b.
10" b. to b.
8
16.25
32.5
9.56
79.8
2.89
116.95
3-50
152-27
3-99
192.36
4-49
"
13.75
27-5
s.os
72.0
2.98
98.88
3-50
128.72
3-99
162.60
4.49
a
11.25
22.5
6.70
64.6
3-"
81.21
3-48
105.83
3-97
133-79
4-47
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tOOtoCOGNfOCOfS to
to TtOO ^ lo fO9 00
ON lo, to O W^ M CN POCO XOOOTftoMIHTj-OvOfO
CM vO O ' u ~> ONOO fDtoMO<N voOiOOtoroOrOw
"in
CMCOTJ- MtorfooJ^lo.
OONOtOtotO 1 ^ 'f-' CM
,Q
o
,0
<
vb
-
CM O ON ON O O O to\O vOONCOOOM -^-lOtoHMfT
ON ONOO CO ONONOO tor^r^r^vOO tovOOO OvOO
XJ
o
o
O O- M to\o to p<-) rf M
O tovO to to to to to to
CMCMCN CMCMCM CNCN1 CM
POPOfOfO^OPO rorOPnf^PO COCOPO fOfOfO fj f5 fJ
-
fO ^ ^"OO CMtoONfOCMCMOO fOto(M rj- tovO VT> PO Tf
rOONtorD'^-'^- OO ONONCM ^-OO to O vo to rf fO fd
OOONM TfOOMD OCMO
torOONlOTl-toONM Tl-
totoOOCNM ONCMCOtoCO ONOO CM O to ^ r^ VOOO
ON^OIOMQ fOONTj-OtoCNU-)CM lOMQ CMQOO
V
OOOOOO OOM COIOCN
tO-^-fDtOrJ-rOfOCM M
e*)f*> co
,0
3
j=>
"in
-
ro<NOOw<N MOOtotoQ ONONCS xovO 00 CM CM rt
.
MMfOCNtoON^ttoCM
rorococororo rrjcofOfOPO CTJfifO cOfO^O fOfOPO
3
,Q
""fO
CMtM-CM CMCMCM CMCM CM
~
M M 1000 OOO rOOtoro<M OtoON,-^Mrtri-Mio
toTtOO CM lOfO -<ttoTj- VOO ONfOT)-^ H \O 00\O O
tO ON CM CMtOtoOOONO
to ONOO CM IO to O f5 O
OO M to POO O CM \O CM
OOPOCM COCMCM CMM M
M PT>vO CNONM toMOOtoM ONCNCM^COOO CMOOO
CO -^-OtorofO XOCMOO vofO ^M Q\ "oCto ON to\o
POrOPOCMCMCM CMCMMMM MM
,d
5
,e
V
M
\O to CO
tot^t^OOO NO\O\O
&
B
n
IO to to
CMCMCN CMCMCM CSCNCN
MMM
HH
* ' MIOCMCOtoCN) CMfOCM
torot^. TtO ^ O ONM
M CO
ONO CM
to LOO **5 ^OO VO to to
*(N
CM ON to
H 10 LO
%
M
X
<!
la
O tT) CM fOOO CM ON looO row CM\OtoMOON ONOO M OONCM POMTfroiO-O
M CM <T> Tf 10 VO O M CM TfrvO IOO 00 CMTtTl-OOONlH lOlOtoMCMCOOOONlO
1 1
^1-^-CMOOCM OOTt-OCM O -^-00 OOOvOOOOvO Tj-TtCNivOCMOCOOO\O
O tO O to O to ^tOO fOOO O CMtorOMMTJ-ONCMTf TfOO CM Tf O \O to T^- t>.
VOQtOON^fCM ONtOCMOOtOOOtOfOCNOONto foO lOTj-Tj-rOfOCM MM
00 00 to\o OvO rorofOCMCN MMM MM
SECTION.
<
M
OS
<
SONOONOOO NOOTl-OvO OONvOMOONOOOe OOOO -TfOO vO O O O
ro ^- "^ in moo in invo i> o io j> & t^cc t^moto \oNtovOMtoroOM
(S ONVO roOOcoOCoT}-(S Tj-MOO MQOto o\00 vo
oo t*if> tovo -^ in PO r^
j
1
XHOIHM
oooooo ooooo ooo oomminin inininooo oo in
OOOOO^O OOOOw OOO OOO (N^N O\^^vOM\OOOfOO
M o o>oo t^vo oo t^vo m^in^co'^-fOtN COCNN <SCNM (NNM MM M
M M
ISlZE OK
CHANNEL.
LHOIH^V
ininmm mtnin in
in (NNixN iNNt^in in<s
inoinoinro oinoino inoin oinro\oroM TJ-NON <r>ooo ao in
HidHQ
in^. v~s.~ fs v. >.>.. Ov.^. o\x. s. oo .. to,. ^ vo ^. m~ ^
(32)
PQ
H
3
oq oq oq co oc oq
06 od 06 od 06 od
O -3-
NO M
PO 0* to PONO t^
^f O NO PO O ^*"
VO PO O 00 NO vo
N o w M M M
00 00 00 00 00 00
NO O
NO VO
d O OO NO ^" PO
oq oq oq oq oq oq t^- 1>. r>. r-. t>-
IOION t^OO
o6 6
HH M PO O
t^. t^ O O ^t"NO *-i
pooq q oq q -^t- r^-
O O O NO ONO PO
O ^ O O vo O NO PONO ^" C
00 O vo vo voO t>. Tf c ro\O vO vooO
M o\O
PO M O
t>. vo vo\O t
(N VOOO NO O VO fO Tf POOO O C\OO ^- N M f5
\& >* \O PO\O M POOCNON ONOW I^VOM
M PO f>- vo\o 1-1 p^ d^od N d M vood w ON
NMOOOOOOOt^. t^OO O t^ t^-OO t^ I s *
M O OOO t^.NO t^NO VOTj-TfTj-PCM POCI
vO <SOO NOO O
rO ^ M W C^ M
NONvONOO OOO
^ ^ ^ * *
o o
Iqqqqqq qqqqq qqq qqio
idddddNO O o O O H odd ddvd
M O OvOO t^NO 00 t^NO 1O^ lO^-ro ^-CON
-LHOI3 \\
O1OOlOOlOr<5 ^-pj
(SN(SM(SMM MM
(33)
TABLE 20
-B TWO CHANNELS (FLANGES OUTSTANDING)
AND ONE BEAM
CHANNEL.
BEAM.
TOTAL SEC.
Axis BB.
Axis AA.
DEPTH.
WEIGHT.
a
H
0,
W
p
WEIGHT.
WEIGHT.
AREA.
I
r
I
r
15
55
15
42
I52.OO
44.84
875.02
4.42
2707.73
7-77
"
12
31-5
I4L50
41.62
869.90
4-57
1746.65
6.48
"
*
IO
25
135-00
39-73
867.29
4-67
1243.72
5-6o
"
9
21
131.00
38.67
865-56
4-73
1026.18
5-i5
(4
"
8
18
128.00
37.69
864.18
4-79
834.02
4.70
"
"
7
15
125.00
36.78
863.07
4.84
665.33
4-25
((
U
6
12.25
122.25
35-97
862.25
4.90
S*9-*3
3-8o
15
50
15
42
142.00
41.90
820.02
4.42
2492-35
7.71
tt
12
3i.5
I3L50
38.68
814.90
4-59
1599.82
6-43
10
25
125.00
36.79
812.29
4-7
1135-25
5-55
"
"
9
21
121.00
35-73
810.56
4-76
934-68
5- 11
8
18
IlS.OO
34-75
809.18
4-83
758.02
4.67
7
15
115.00
33.84
808.07
4.89
603.38
4.22
"
6
12.25
112.25
33.03
807.25
4-94
469.74
3-77
15
45
15
42
I32.0O
38.96
764.82
4-43
2281.22
7-65
"
12
31.5
121.50
35-74
759-70
4.61
1456.50
6.38
"
10
25
115.00
33.85
757-09
4-73
1029.78
5-52
tt
"
9
21
1 1 1. 00
32.79
755-36
4.80
845.94
5-o8
"
tt
8
18
ioS.OO
3I.8l
753-9 8
4-87
684-53
4.64
"
tt
7
15
105.00
30.90
752.87
4-94
543-67
4.19
II
"
6
12.25
102.25
30.09
75 2 -o5
5-oo
422.34
3-75
15
40
15
42
122.00
36.00
709.62
4-44
2074.14
7-59
tt
"
12
31.5
111.50
32.78
704.50
4.64
1316.71
6-34
"
"
10
25
105.00
30.89
701.89
4-77
927.46
5-48
"
"
9
21
IOI.OO
29.83
700.16
4.84
760.13
5-5
"
8
18
98.00
28.85
698.78
4.92
6i3-75
4.61
"
"
7
15
95.00
27.94
697.67
5-0
486.43
4.17
"
(i
6
12.25
92.25
27.13
696.85
5-07
377-i8
3-73
15
35
15
42
112.00
33.06
654.62
4-45
1872.66
7-53
"
"
12
31.5
101.50
29.84
649-5
4-67
1181.30
6.29
"
IO
25
95-00
27.95
646.89
4.81
828.75
5-45
"
<(
9
21
91.00
26.89
645.16
4.90
677.56
5-02
U
"
8
18
88.00
25.91
643.78
4.98
545-85
4-59
It
U
7
15
85.00
25.00
642.67
5-07
431-74
4.16
If
6
12.25
82.25
24.19
641.85
5- J 5
334-22
3-72
(34)
TABLE 20 {Continued)
TWO CHANNELS (FLANGES OUTSTANDING) AND ONE BEAM
CHANNEL.
BEAM.
TOTAL SEC.
Axis BB.
Axis AA.
Q
1
WEIGHT.
DEPTH.
WEIGHT.
WEIGHT.
AREA.
I
r
I
r
15
33
15
42
I08.00
32.28
639.82
4-45
1820.21
7-51
"
"
12
31-5
97.50
29.06
634.70
4 .6 7
1146.20
6.28
"
"
10
25
QI.OO
27.17
632.09
4.82
803.25
5-44
II
9
21
87.00
26.11
630.36
4.91
656.28
5-oi
"
"
8
18
84.00
25.13
628.98
5-00
528.41
4-59
II
"
7
15
Sl.OO
24.22
627.87
5-09
4I7-74
4-15
"
6
12.25
78.25
23.41
627.05
5-18
323-27
3-72
12
40
12
31-5
IH.50
32.78
403.50
3-5 1
1291.82
6.28
ii
"
10
25
105.00
30.89
400.89
3-6o
905-43
5-41
"
9
21
101.00
29.83
399.16
3-66
739-53
4-98
11
"
8
18
98.00
28.85
397.78
3-7i
594-59
4-54
u
7
IS
95.00
27.94
396.67
3-77
468.71
4.10
"
u
6
12.25
92.25
27.13
395-85
3.82
360.89
3-65
12
35
12
31-5
101.50
29.84
368.10
3-5 1
1149.78
6.21
"
"
10
25
95.00
27.95
3 6 5-49
3-62
801.14
5-35
(i
"
9
21
91.00
26.89
3 6 3-76
3-68
651.90
4.92
"
8
18
88.00
25.91
362.38
3-74
522-15
4.49
M
7
15
85.00
25.00
361.27
3.80
409.99
4-05
<
6
12.25
82.25
24.19
360.45
3.86
3 J 4-43
3-6i
12
30
12
31.5
91.50
26.90
332.90
3-5 2
1012.65
6.14
"
10
25
85.00
25.01
330.29
3-63
701.03
5-29
9
21
81.00
23.95
328.56
3-70
568.10
4-87
"
"
8
18
78.00
22.97
327.18
3-77
453.18
4-44
"
7
15
75.oo
22.06
326.07
3-84
354-39
4.01
"
6
12.25
72.25
21.25
325-25
3-9i
270.72
3-57
12
25
12
31.5
81.50
23.96
297.50
S-S 2
880.42
6.06
"
u
10
25
75.oo
22.07
294.89
3-66
605.08
5-24
"
"
9
21
71.00
21.01
293.16
3-74
488.09
4.82
M
"
8
18
68.00
20.03
291.78
3-82
387-65
4.40
II
7
15
65.00
19.12
290.67
3-90
301.86
3-97
"
6
12.25
62.25
18.31
289.85
3-98
229.72
3-54
12
20.5
12
31.5
72.50
21.32
265.70
3-53
765.64
5-99
"
"
10
25
66.00
19.43
263.09
3-68
522.30
5-i8
"
9
21
62.00
18.37
261.36
3-77
419.32
4.78
ii
<
8
18
SQ.oo
17.39
259.98
3-87
33I-58
4-37
"
7
15
56.00
16.48
258.87
3-96
257.16
3-95
"
6
12.25
53.25
15.67
258-05
4.06
195.08
3-53
(35)
St
TABLE 20 (Continued)
TWO CHANNELS (FLANGES OUTSTANDING)
AND ONE BEAM
CHANNEL.
BEAM.
TOTAL SEC.
Axis BB.
Axis AA.
DEPTH.
WEIGHT.
DEPTH.
WEIGHT.
WEIGHT.
AREA.
I
r
I
r
10
25
12
31.5
81.50
23.96
191.50
2.83
866.82
6.01
M
IO
25
75.00
22.07
188.89
2-93
593-19
5-i8
ii
9
21
71.00
21.01
187.16
2.98
477-05
4-77
M
(C
8
18
68.00
20.03
185.78
3-05
377-46
4-34
"
7
15
65.00
IQ.I2
184.67
3-n
292.52
3-91
<
M
6
12.25
62.25
I8.3I
183-85
3-17
221.23
3-48
IO
20
12
31.5
7i.5o
21.02
166.90
2.82
735-16
5-9i
(4
10
25
65.00
19.13
164.29
2 -93
497.78
5.10
9
21
6 1. oo
18.07
162.56
3-oo
397-56
4.69
M
"
8
18
58.00
17.09
161.18
3-07
312.42
4.28
(|
7
15
SS.oo
16.18
160.07
3-15
240.45
3-86
"
u
6
12.25
52.25
15.37
!59- 2 5
3-22
180.67
3-43
IO
15
12
31.5
61.50
18.18
I43-30
2.81
6I3-56
5.81
"
10
25
55.oo
16.29
140.69
2.94
410.34
5-02
(
9
21
51.00
15-23
138.96
3-02
325-07
4.62
M
8
18
48.00
14.25
I37-58
3-n
253-46
4.22
"
7
15
45-00
13.34
i3 6 -47
3.20
193.61
3.81
"
6
12.25
42.25
12-53
I35-6S
3-29
144.52
3-40
9
20
10
25
65.00
19.13
128.49
2-59
493.82
.5.08
"
"
9
21
61.00
18.07
126.76
2.65
393-88
4.67
"
8
18
58.00
17.09
125-38
2.71
309.02
4.25
11
"
7
15
SS.oo
16.18
124.27
2.77
237-34
3.83
"
"
6
12.25
52.25
15.37
123-45
2.83
177.84
3-40
9
15
10
25
55-00
16.19
108.69
2-59
401.61
4.98
"
11
9
21
51.00
15-13
106.96
2.66
3I7-3 1
4.58
ii
"
8
18
48.00
14-15
105-58
2-73
246.62
4.17
"
"
7
15
45-00
13.24
104.47
2.81
187.64
3.76
"
6
12.25
42.25
12.43
103-65
2.89
J 39-37
3-35
9
13.25
10
25
5i.5o
I5.I5
101.49
2-59
370-23
4-94
(I
9
21
47.50
14.09
99.76
2.66
29I-35
4-55
"
8
18
44.50
13.11
98.38
2-74
225.57
4-15
M
7
15
41.50
12.20
97.27
2.82
170.97
3-74
"
6
12.25
38.75
11-39
96-45
2.91
126.56
3-33
(36)
TABLE 20 (Concluded)
TWO CHANNELS (FLANGES OUTSTANDING)
AND ONE BEAM
CHANNKI..
BEAM.
TOTAL SEC.
Axis BB.
Axis AA.
DEPTH.
WEIGHT.
DEPTH.
WEIGHT.
WEIGHT.
AREA.
I
r
I
r
8
16.25
9
21
53.50
15.87
84.96
2.31
332.84
4.58
"
8
18
SO-SO
14-89
83.58
2-37
258.90
4.17
"
7
15
47.50
13.98
82.47
2,43
I97-03
3-75
"
"
6
12.25
44-75
13.17
81.65
2.49
146.25
3-33
8
13-75
9
21
48.50
14.39
77-16*
2.32
294.63
4-52
"
"
8
18
45.50
13.41
75-78
2.38
227.79
4.12
"
"
7
15
42.50
12.50
74.67
2-44
172.29
3-71
"
6
12.25
39-75
11.69
73-85
2-5 1
127.13
3-30
8
11.25
9
21
43.50
13.01
69.76
2.32
260.19
4-47
"
M
8
18
40.50
12.03
68.38
2.38
199.86
4.08
"
7
15
37.50
II. 12
67.27
2.46
150.17
3-67
"
"
6
12.25
34-75
10.31
66.45
2.54
110.14
3-27
7
M.75
8
18
47-50
14.01
58.18
2.04
238.21
4.12
7
15
44.50
13.10
57-07
2.09
180.32
3-7 1
"
6
12.25
4L75
12.29
5 6 - 2 5
2.14
I33-07
3-29
7
12.25
8
18
42.50
12.53
52.18
2.04
206.90
4.06
"
(
7
15
39.50
11.62
5!- 7
2.10
155-40
3-66
"
"
6
12.25
36.75
I0.8l
5- 2 5
2.16
113.80
3-24
7
9-75
8
18
37.50
11.03
45-98
2.O4
176.66
4.00
ti
"
7
15
34-50
IO.I2
44.87
2. II
i3!-47
3.60
"
M
6
12.25
3L75
9.31
44-05
2.l8
95-43
3.20
6
13
7
15
41.00
12.06
37- 2 7
I. 7 6
161.62
3-66
a
M
6
12.25
38.25
11.25
36.45
1. 80
118.44
3-24
6
10.5
7
15
36.00
10. 60
32-87
1.76
136.99
3-59
n
"
6
12.25
33.25
9-79
32-05
i.8r
99-39
3-J9
6
8
7
15
31.00
9.18
28.67
i-77
114.41
3-53
"
"
6
12.25
28.25
8.37
27.85
1.82
82.08
3-!3
(37)
O
vO
<N CO CO P o N OJ (N M CJH
OsONONO
OO -sf M
O io O
<fr rO CO
CM M OO
ON
<f Tf rf ^- Tf **
vO
O
N 00
Ox OO 1
o t> m <s
ro d fS o^
? ? ? ".
N M O O
in in 10 10 in in
ininininvoininminw M
o o^oo J>o t^vo inmm
in in in in in in
oinoinoinoininroinoinincofOM M
^t* ^O ^O W^CS^MMM f^ f^ M M M M M M
00
100000 tnvoiovomoooooo
q oo o o oq
6
00
3
CO C4 (N M M M
ON
O
8
Tft^. OONlOUOVO O
OlO ONONOH^iOO
B3JV
O\O OOOO OO (SCO Tf-00
OAOAOON OOMMinvO
Tl-00 Tj-\O 00
N\O NOO
ininininm inininininminin
1> vO
Tj-rONMO (SMOONOO cONMOO\iHOO\OOI>00
omoin*^) oinom omo
in^-^-'Oco TfcoroN N mTf^
in in
inro omoindm
oin
<s M
PA
(38)
ZTi
TABLE 22
THREE BEAMS
BEAM "C."
BEAM " E."
TOTAL SECTION.
Axis BB.
Axis AA.
DEPTH.
WKIGHT.
DEPTH.
WEIGHT.
WEIGHT.
AREA.
I
.r
I
r
15
60
20
65
I8 5
54-42
1245.86
4-79
4967.10
9-55
"
"
18
55
175
51.27
1239.19
4.92
3900.79
8.72
"
M
15
42
162
47.82
1232.62
5-o8
2640.95
7-43
M
12
3i.5
I5L5
44.60
1227.50
5-25
1668.14
6.12
15
50
20
65
165
48.50
994.66
4-53
43 IO -i3
9-43
"
18
55
155
45-35
987.99
4-67
33 6 o.74
8.61
"
15
42
142
4I.QO
981.42
4.84
2254-07
7-33
u
"
12
3L5
I3L5
38.68
976.30
5-02
1407.79
6.03
15
45
2O
65
155
45.56
939.46
4-54
3970.81
9-34
"
11
18
55
US
42.41
93 2 -79
4.69
3081.51
8.52
"
tt
15
42
132
38.96
926.22
4.88
2053.96
7.26
"
"
12
31-5
I2I.5
35-74
921.10
5-o8
1273-57
5-97
15
42
20
65
149
44.04
911.26
4-55
3798.22
9.29
"
11
18
55
139
40.89
904.59
4.70
2939-75
8.48
15
42
126
37-44
898.02
4.90
1952.74
7.22
"
"
12
31-5
H5.5
34-22
892.90
5-n
1206.05
5-94
12
40
18
55
135
39.61
558-99
3-76
2840.59
8.47
"
"
15
42
122
36.16
55 2 -42
3-9i
1884.27
7.22
"
12
3i.5
III-5
32.94
547-30
4.08
1162.51
5-94
12
35
18
55
125
36.51
477-79
3-62
2564-45
8.38
"
"
15
42
112
33-06
471.22
3-78
1687.74
7.14
12
31-5
IOI.5
29.84
466.10
3-95
1031.64
5.88
12
3i-5
18
55
118
34.45
452.79
3-63
2373-63
8.30
<
"
15
42
105
31.00
446.22
3-79
I 55 I -63
7.07
"
12
3i.5
94-5
27-78
441.10
3-98
940.98
5.82
10
30
18
55
n5
33-57
289.59
2.94
2312.89
8.30
"
15
42
IO2
30.12
283.02
3-7
1510.36
7.08
"
"
12
3i.5
91-5
26.90
277.90
3.21
915.21
5-83
10
25
18
55
105
30.67
26 5-39
2.94
2044.80
8.17
"
"
15
42
92
27.22
258.82
3-9
1319.23
6.96
12
31-5
81.5
24.00
253-70
3-25
787.99
5-73
(39)
P" TABLE 23
TWO CHANNELS AND
Thickness of Pis.
A
1
, 7 ( ,
i
Area of 2-18" Pis.
11.25
13.50
15.75
18.00
SECTION.
AKHA
OF a[s
11. TO B.
01' fs
Axis.
i
r
I
r
I
r
I
r
Channel.
Pl.it.-.
15" {
55.* S
18"
32.36
10.5
BB
AA
1519.94
1521.61
1464.94
1404.10
1409.74
1330-11
I 354-54
1251.01
1299.54
1167.36
1284.74
1136.04
5-90
5-9 1
6.00
5-88
6.ii
5-94
6.24
6.00
6-39
6.06
6-43
6.05
1658.37
1582.36
1603.37
1464.85
1548.17
1390.86
1492.97
1311.76
1437-97
1228.11
1423.17
1196.79
0.0 I
5-87
6.ii
5-84
6.22
5-90
6.35
5-95
6.50
6.00
6-54
5-00
1799.02
1643.11
1744.02
1525.60
1688.82
1451.61
1633.62
I 372-5i
1578.62
1288.86
1563.82
J257-54
6.12
5-84
6.21
5.81
6.32
5-86
6-45
5-9 1
6-59
5-96
6.63
5-95
1941.90
1703.86
1886.90
1586.35
1831.70
1512.36
1776.50
1433.26
1721.50
1349.61
1706.70
1318.29
6.21
5.82
6.31
5.78
6.42
5.83
6.54
5.88
6.68
5-9i
6.72
5-91
IS"{
5o#$
i5" {
45M
18"
29.42
10.5
BB
AA
BB
AA
18"
26.48
10.75
i5" (
40// S
18"
23.52
II
BB
AA
i5"^
35#S
18"
20.58
11.25
BB
AA
15" {
33#S
1 8"
19.80
11.25
BB
AA
Thickness of Pis.
A
I
A
i
Area of 2-16" Pis.
IO.OO
I2.OO
14.00
16.00
IS"}
55* S
1 6"
32.36
8-5
BB
AA
BB
AA
1446.66
1070.51
1391.66
986.95
1336.46
939- 7 8
1281.26
888.56
1226.26
833-52
1211.46
811.23
5-84
5-3
5-94
5.00
6.05
5-o8
6.18
5-iS
6-33
5.22
6.38
5-22
1569.71
1113.18
I5H-7 1
1029.62
I459-5 1
982.45
1404.31
93 I - 2 3
J349-3 1
876.19
I334-5 1
853-90
A
5-95
S-oi
6.05
4.99
6.16
5-5
6.29
5.12
6.44
5-19
6.48
5.18
1694.73
1155-84
l6 39-73
1072.28
1584-53
1025.11
I 5 2 9-33
973.89
1474-33
918.85
J 459-53
896.56
6.05
4-99
6.15
4-97
6.26
5-03
6.38
5-09
6-53
5-15
6-57
5- J 5
1821.73
1198.51
1766.73
1114.95
^"SS
1067.78
1656.33
1016.56
1601.33
961.52
1586.53
939-23
6.14
4.98
6.24
4-95
6-35
5.01
6-47
5-07
6.62
5-!3
6.66
5.12
IS"
5o#S
16"
29.42
8.5
I3TJ
45* S
16"
26.48
8.75
BB
AA
15"*
40* S
16"
23.52
9
BB
AA
15" {
35M
16"
20.58
9.25
BB
AA
IS**
33#S
16"
19.80
9.25
BB
AA
Thickness of Pis.
i
I
A
Area of 2-16" Pis.
8.00
10.00
I2.OO
14.00
12" >
40#S
16"
23.52
8.75
BB
AA
694.17
794.96
658-77
737-67
623-57
676.97
588.17
612.83
556.37
553-86
4-69
5.02
4.80
5-08
4-93
5- J 4
5-09
5-20
5-27
5- 2 5
773-07
837.63
737.67
780.33
702.47
7J9-63
667.07
655-50
635-27
596.52
4.80
5.00
4.91
5-05
5-4
5.10
5-20
5-15
5-37
5.20
853.56
880.30
818.16
823.00
782.96
762.30
747.56
698.17
7I5-76
639.19
4.90
4.98
5.01
5-3
5-i4
5-7
5-29
5-n
5-45
5-i5
935-64
922.96
900.24
865.67
865.04
804.97
829.64
740.83
797-84
681.86
4-99
4.96
5.10
5.00
5-23
5-4
5-38
5.08
5-53
5- 12
12" I
35#S
16"
20.58
9
BB
AA
BB
AA
IF]
30# S
16"
17.64
9.25
12" J
25#S
16"
14.70
9-5
BB
AA
!2">
20.5 S
16"
1 2.O6
9-75
BB
AA
Thickness of Pis.
i
A
I
A
Area of 2-14" Pis.
7.00
8.75
10.50
12.25
l*>
40# S
14"
23.52
6.75
BB
AA
656.65
5 22 -39
621.25
488.13
4-64
4.14
4-75
4- 21
725.69
550.97
690.29
516.71
4.74
4-13
4-85
4.20
796.12
579-55
760.72
545- 2 9
4-83
4-13
4-95
4.19
867.94
608.13
832.54
573-88
4-93
4.12
5.04
4.18
12' >
3sn
MT
20.58
7
BB
AA
(40)
TABLE 23
TWO COVER PLATES
A
I
B
I
1
i
20.25
22.50
24-75
27x10
3i-5<>
36XM>
i
r .
I
r
i
r
I
r
I
r
I
3167.40
::,_ S(
3112.40
2072.35
3057-20
998-36
3002.00
; 1 9.5 '
2947-00
835-61
2932.20
1804-29
t
2087.03
1764.61
2032,03
1647.10
1976.83
1575-- 1
1921.63
1494-01
1866.63
1410.36
1851.83
1379-04
6.30
5-79
6.40
5-76
6.50
5.80
6.63
5-84
6.76
5-88
6.80
5-87
2234.42
1825.36
2179.42
707.85
2124.22
1633-86
2069.02
rr , : , :
2014.02
1471.11
1999.22
J439-79
6.38
5-77
6.48
5-74
6-59
5-78
6.71
'."
6.84
5-84
6.87
5-83
384.10
:-..'/ ::
2329.10
768.60
2273.90
694.61
2218.70
1615-51
2163-70
1531-86
2148.90
1500-54
6^6
5-75
5-7 1
6.66
5-75
6.78
5-79
6-91
5-8i
6-95
5 .8c
2536-09
946.86
2481-09
829-35
2425-89
1755-36
2370.69
1676-26
2315-69
->; 6]
2300-89
1561.29
6.54
5-73
6-63
5-69
6-74
5-73
6.85
5-7^
6.98
5-79
7.01
5-78
2847,03
2068.36
2792-03
950-85
--/ '\
1876-86
2681.63
797 '/-
2626.63
1714.11
2611-83
^:.--
6.68
5-69
6-77
5-66
6-87
5-69
6.98
5-72
7.10
5-74
7-i4
5-73
6-81
5-66
6.90
5^3
7.00
s-66
7.1
5-68
7.22
5-7
7-25
:/-,
&
1
&
1
1
i
18.00
20.00
22.00
24-00
28.00
ytjoo
1950.74
1241.18
1895.74
1157.62
1840.54
1110.45
1785-34
1059.23
i730'34
1004.19
I7IS-54
981.90
6.22
4.96
6-32
4-94
6.43
5.00
6.56
5-05
6.70
: - -
74
5-io
2081.75
1283.84
2026.75
1200.28
i97i-55
1153.11
1916.35
1101.89
1861.35
1046.85
1846.55
1024.56
&
- :-
4-95
6.40
4-93
6-51
4-98
6.64
5-03
6-77
5-o8
5-07
' ---
2214.80
':-' r -
2159-80
1242.95
2104.60
"95-78
2049.40
' : 44 ; '-
1994.40
co8( -:
.... fa
1067.23
6.38
4-94
6.48
4.92
6-59
4-97
6.71
5-oi
6.84
. , ,
5-5
2349-90
1365 iG
2294-90
1285.62
2239.70
1238.45
2184.50
3 : g J ; ;
:::; r,
1I32-I9
2114.70
1109-90
6^6
+93
6-55
: ':
4-95
6.78
5-00
6-93
5-04
6-95
m
2626-30
1454-51
2571.30
1370-95
2 5 it ic
1323.78
2460.90
1272.56
2405 -^
1217.52
2391-10
"95-23
6.60
4-91
6.69
4-89
6-80
4-93
6-91
4-97
7-04
5-01
7-07
2911^07
1539-84
2^56.07
I40.2S
2800-87
1409.11
2745-^
1357-89
. 690 '' 7
1302-85
2675^87
12*0.56
6-73
4-89
6-82
4*7
6.92
4-91
7^>3
4-95
7-*5
4^98
7.19
1-97
i
I
tt
1
1
I
1 6.00
18.00
20.00
22.00
24.00
28-00
32-00
IOI 9-33
965.63
9 8 3-93
908-33
948.73
847-63
913-33
783-50
881.53
724-52
5.08
4-94
5-19
4-98
5-3*
5-02
5-45
S'5
5.60
5-o8
1104.65
1008.30
1069.25
"-;-'--
890.30
998-65
826.17
966.85
767.19
:'
4 :
5 . 2 e
4-9<
r :
5-00
5-53
S'3
5.67
5-05
; ] : 6c
1050.96
] : - ' : c
II2I.OO
932-97
1085.60
868.83
1053.80
809.86
x ; :
r 34
4-95
5-46
4^8
5-59
5-00
5-73
5-03
1280.21
1093.63
1244.81
1209.61
975-63
1174.21
911.50
1142.41
852.52
5-3
x ;,'.
5-43
4-93
5-52
4-96
5-66
4.98
5-79
15-00
1370.50
1136-30
i335-io
: '. - ; '.<-.
1299-90
1018.30
1264.50
954-17
1232.70
895.19
5-37
4-89
1556-14
1221-63
1520.74
H64-33
1485-54
1103-63
1450-14
1039-5
1418-34
9*>.52
4-87
5-59
-:-'-
5-71
4^92
4-93
5-95
4-95
1748.67
1306.96
1713-27
1249.67
1678-07
1188-97
1642-67
1124-83
1610-87
1065.86
5-6i
4*5
5-7i
flftft
4^92
W5
4^95
5-72
441
5-85
4^9*
5-8i
4.80
$-93
4^91
6-05
4^92
I
&
1
tt
f
i
I
14.00
15-75
17-50
19.25
21.00
24-50
28.00
941.17
636.72
905-77
602.46
5-oi
4-12
5-12
4.17
1015.82
665.30
980.42
631.04
5-09
4.12
5-i9
4.17
1091-90
693,88
1056.50
659-63
5-16
4-n
5-27
4.16
1169.44
722-47
1 134-04
688.21
5-23
4-n
S-34
4-16
1248-44
75 lJ 5
1213^04
716.79
5-3
4-n
5-4
4-15
1410.88
808.22
1375-48
773-96
5-42
4-io
5-52
4-J4
1579-33
865.39
1543-93
831-13
5-54
4-M
= .*4
4-34
(41)
TABLE 23 (Co?itinued)
TWO CHANNELS AND
Thickness of Pis.
i
ft
I
ft
Area of 2-14" Pis.
7.00
8.75
10.50
12.25
SECTION.
AREA
OF 2 [s
B. TO B
OF [S
Axis.
I
r
I
r
I r
I r
Channel.
Plate.
12" ?
30#S
14"
17.64
7.25
BB
AA
586.05
451.22
550-65
411.62
518-85
375-Q2
4.88
4.28
5-4
4-36
5-22
4.44
6 55-o9
479.80
619.69
440.20
587.89
403.60
4.98
4-26
5-14
4-33
5-32
4-40
725-52
508.39
690.12
468.79
658-32
432.18
5.08
4-25
5- 2 3
4-3 1
5-40
4-38
797-34
536-97
761.94
497-37
73- I 4
460.77
5.16
4.24
5-32
4-3
5-48
4-35
12"?
25^ S
14"
14.70
7-5
BB
AA
12" /
20.5# (
14"
1 2. 06
7-75
BB
AA
Thickness of Pis.
1
ft
1
7
TS
Area of 2-14" Pis.
7.00
8.75
10.50
12.25
10" ?
25#S
14"
14.70
8
BB
AA
365-89
434-89
341-29
383-58
317.69
332.I4
4.II
4.48
4.27
4-52
4-47
4.57
414.70
463.48
390.10
412.17
366.50
360.72
4.21
4-45
4-36
4.48
4-55
4-52
464.08
492.06
440.08
440-75
416.48
389-3I
4-29
4.42
4-45
4-45
4-63
4-48
5I5-83
520.64
49 I - 2 3
469-33
467.63
417.89
4-37
4.40
4-52
4.42
4.70
4.44
10" ?
20# $
14*
11.76
3.25
BB
AA
10"
i5#S
14"
8.Q2
8.5
BB
AA
Thickness of Pis.
1
ft
1
ft
Area of 2-12" Pis.
6.00
7-50
9.00
10.50
10"?
25! S
12"
14.70
6
BB
AA
339.62
271-43
315-02
241.67
291.42
211.51
4-05
3.62
4.21
3- 6 9
4.42
3-77
381.46
289.43
356.86
259.67
333-26
229.51
4-i5
3.61
4-3
3-67
4-51
3-74
424.3
307-43
399.70
277.67
376.10
247-5 1
4-23
3.60
4-39
3-66
4-58
3-72
468.14
325-43
443-54
295.67
419.94
265-5!
4-3 1
3-59
4.46
3-64
4-65
3-7o
10" ?
20#S
12"
11.76
6.25
BB
AA
Vfl
i5#S
12"
8.Q2
6.5
BB
AA
Thickness of Pis.
|
ft
1
ft
Area of 2-12" Pis.
6.00
7-50
9.00
10.50
9 "/
20#S
12"
11.76
6.25
BB
AA
249.97
238-77
230.17
205.96
222.97
198.90
3-75
3-67
3-94
3-73
4.02
3-8o
284.26
256.77
264.46
223.96
257.26
216.90
3-84
3-65
4-03
3-7o
4.10
3-77
319.46
274.77
299.66
241.96
292.46
234-90
3-92
3-64
4.10
3-68
4.17
3-74
355-57
292.77
335-77
259.96
328.57
252.90
4.00
3-63
4.17
3-67
4.24
3-72
tfl
i5#S
12"
8.82
6.5
BB
AA
9V
13-25 S
12"
7.78
6.75
BB
AA
Thickness of Pis.
i
1
ft
Area of 2-11'' Pis.
5.50
6.88
8.25
9.63
gr'j
20#S
II"
11.76
5.25
BB
AA
239.28
181.53
219.48
J 57-75
212.28
J53-33
3-72
3-24
3-9 1
3-32
4.00
3-40
270.71
195.40
250.91
171.61
243-7 1
167.19
3.81
3-24
4.00
3-3i
4.08
3-38
302.97
209.26
283.17
185.48
275-97
181.05
f
3-89
3-23
4.07
3-30
4-15
3-36
336-07
223-13
316.27
J 99-34
309.07
194.92
3-96
3-23
4.14
3-29
4.21
3-35
9" >
i5#S
II"
8.82
5.50
BB
AA
9V
13-25 S
II"
7.78
5-75
BB
AA
Thickness of Pis.
i
4
ft
A
Area of 2-12" Pis.
6.00
7.50
9.00
10.50
8"?
16.25 \
12"
9.56
6.50
BB
AA
181.92
214.04
3-42
3-7 1
209.42
232.04
3-5
3-6q
237.72
250.04
3-58
3-67
266.84
268.04
3-65
3.66
TABLE 23 (Continued)
TWO COVER PLATES
\
A
|
H
f
I
14.00
15-75
17.50
19.25
21.00
24.50 28.00
I
r
i
r
5-32
4.22
5-47
4.27
5.62
4-3 2
I
r
i
r
I
r
I r I r
870-57
565-55
835-17
525-95
803.37
489.35
5- 2 5
4-23
5-39
4.28
5-55
4-33
945-22
594-14
909.82
554-54
878.02
517-93
1021.30
622.72
985.90
583-12
954.10
546.52
5-39
4.21
5-53
4.26
5.68
4-3
1098.84
651-3
1063.44
611.70
1031.64
575-Jo
5-46
4.20
5-60
4.24
5-74
4.29
1177.84
679.89
1142.44
640.29
1110.64
603.68
5-52
4.19
5.66
4-23
5 .8o
4.27
1340.28 5.64 1508.73 5.75
737.05 4.18 794-22 4.17
1304.88 5.77 1473-33 5-87
697.45 4.22 754.62! 4.20
1273.08 5.90 1441.53 6.00
660.85 4- 2 5 718.02 4.23
1
A
I
ft
1
14.00
15.75
17.50
19.25
21.00
568.17
549-23
543-57
497.92
5*9-97
446.47
4-45
4-37
4-59
4-40
4-76
4.41
621.71
577-8i
597- 11
526.50
573-51
475-o6
4-52
4-36
4.66
4-37
4.82
4-39
676.46
606.39
651.86
555-o8
628.26
503-64
4-58
4-34
4-72
4-36
4.88
4-37
732-45
634-98
707-85
583-67
684.25
532.22
4.64
4-32
4-78
4-34
4-93
4-35
789.69
663-56
765.09
612.25
741.49
560.81
4.70
4-3 1
4-83
4-32
4.98
4-33
|
A
1
H
I
12.00
13.50
15.00
16.50
18.00
S^-oo
343-43
488.40
3I3-67
464.80
283-51
4-38
3-59
4--S3
3-63
4.71
3-68
558.89
361-43
534-29
33!- 6 7
510.69
3 I -5 I
4-45
3-58
4.60
3-62
4-77
3-67
605.83
379-43
581-23
349-67
557-63
S^-S 1
4-5 2
3-57
4.66
3.61
4-83
3-65
653.82
397-43
629.22
367-67
605.62
337-5 1
4-58
3-57
4-72
3-6i
4.88
3-64
7 02.8 7
4I5-43
678.27
385-67
654.67
355-5 1
4.64
3.56
4-77
3-6o
4-93
3-63
i
A
f
H
1
I2.0O
13-50
15.00
16.50
18.00
392.60
3 IO -77
372.8o
277.96
365.60
270.90
4.06
3-62
4-23
3-65
4-3
3-7
430-57
328.77
410.77
295.96
403-57
288.90
4-i3
3-6i
4.29
3-64
4-35
3-68
469.49
346.77
449.69
3 J 3-9 6
442.49
306.90
4.19
3=6o
4-34
3-63
4.41
3-67
509-37
364-77
489-57
33J-96
482.37
324.90
4-25
3-59
4.40
3.62
4.46
3-66
550.22
382.77
530-42
349.96
523-22
342.90
4-3
3-59
4-45
3-6i
4-51
3-65
\
A
i
H
I
11.00
12.38
13.75
15.13
16.50
370.02
236.99
350.22
213.21
343-02
208.78
4-03
3-23
4.20
3-28
4-27
3-33^
404.82
250.86
385.02
227.07
377-82
222.65
4.10
3.22
4.26
3-27
4-33
3-32
440.50
264.72
420.70
240.94
413-50
236.51
4.16
3-22
4-32
3-27
4.38
3-3 1
477.06
278.59
457.26
254.80
450.06
250.38
4.21
3.22
4-37
3-26
4-43
3-3 1
514-5
292-45
494.70
268.67
487.50
264.24
4-27
3-22
4-42
3-26
4-48
3-30
*
A
I
12.00
13-50
15.00
296.80
286.04
3-7i
3-64
327.60
304.04
3-77
3-63
359-25
322.04
3.82
3.62
(43)
TABLE 23 (Continued}
TWO CHANNELS AND
Thickness of Pis.
i
TTT
i
Area of 2-12" Pis.
6.00
7.50
9.00
SECTION
AREA
OF 2 [s.
B. TO B.
OF[S.
Axis.
i
r
I
r
i
r
Channel.
Plate.
8V
13-75 S
12"
8.08
6-75
BB
AA
174.12
200.02
166.72
l8 5-97
3-52
3-77
3.62
3-83
201.62
2l8.02
194.22
203.97
3.60
3-74
3-70
3-79
229.92
236.02
222.52
221.97
3.67
3.72
3.76
3-76
8V
11.25 S
12"
6.70
7
BB
AA
Thickness of Pis.
i
T*
f
Area of 2-10" Pis.
5.00
6.25
7.^-0
8V
16.25 \
10"
9.56
4.50
BB
AA
164.90
120.50
157.10
114.23
149.70
107.72
3-37
2.88
3-47
2.96
3-58
3-03
187.82
130.91
l8o.02
124.64
172.62
Il8.I4
3-45
2.88
3-54
2-95
3-65
3.02
211.40
J 4i-33
203.60
i35-o6
196.20
128.55
3.52
2.88
3.61
2-94
3-72
3.01
8V
13-75 )
10"
8.08
4-75
BB
AA
8" ?
11.25 S
10"
6.70
5
BB
AA
Thickness of Pis.
i
S
i
Area of 2-10" Pis.
5.00
6.25
7.50
T'\
14-75 S
10"
8.68
4-75
BB
AA
120.13
117.97
114.13
110.06
107.93
100.94
2.96
2.94
3.06
3-0
3.18
3-7
138.00
128.39
132.00
120.48
125.80
111.36
3-4
2-93
3- J 3
2.99
3-24
3-05
i5 6 -47
138.80
150-47
130.90
144.27
121.77
3-n
2-93
3.20
2.98
3-3 1
3-4
Ti
12.25 $
10"
7.20
5
BB
AA
7*1
9.75 S
10"
5.70
5-25
BB
AA
Thickness of Pis.
i
5
$
Area of 2-0" Pis.
4. co
5.63
6.75
r l
14.75 s
9"
8.68
3-75
BB
AA
IJ 3-55
83-59
I0 7-55
78.77
101.35
73.00
2.94
2.52
3-3
2-59
3-i5
2.68
129.64
91.18
123.64
86.36
117.44
80.59
3.01
2.52
3.10
2-59
3-22
2.67
146.26
98.78
140.26
93-96
134.06
88.19
3.08
2-53
3-!7
2.60
3.28
2.66
7V
12.25 S
9"
7.20
4
BB
AA
7V
9-75 S
9"
5.70
4.25
BB
AA
Thickness of Pis.
T 5 *
f
Area of 2-10" Pis.
5-00
6.25
7.50
6V
I3# S
10"
7.64
5
BB
AA
83-45
JI 3-35
79-05
103.89
74-85
93-87
2 -57
2-99
2.66
3-5
2-77
3.10
96.91
123.76
92-51
114.31
88.31
104.29
2.64
2.98
2-73
3-03
2.83
3.08
110.89
134.18
106.49
I2 4-73
102.29
114.70
2.71
2.98
2-79
3.02
2.89
3.06
6V
io.5# S
10"
6.18
5.25
BB
AA
6V
8#$
10"
4.76
5-5
BB
AA
Thickness of Pis.
\
1
Area of 2-8" Pis.
4.00
5-00
6.00
6V
I3#S
8"
7.64
3
BB
AA
73.68
54-55
69.28
51.08
65.08
47.19
2.52
2.16
2.61
2.24
2-73
2.32
84.45
59.89
80.05
56.41
75-85
52.53
2-58
2.18
2.68
2.25
2-79
2-32
95-63
65.22
91.23
6i.75
87-03
57.86
2.65
2.19
2.74
2.25
2.84
2-32
6V
io.5# S
6V
8#j
8"
6.18
3-25
BB
AA
8"
4.76
3-5
BB
AA
(44)
TABLE 23 (Concluded)
TWO COVER PLATES
T'S
i
fV
i
10.50
12.00
13.50
15.00
I
r
I
r
I
r
I r
259.04
254.02
251.64
239-97
3-73
3-7o
3-82
3-74
289.00
272.02
281.60
257-97
3-79
3-68
3-88
3-7i
319.80
290.02
312.40
275-97
3-85
3.67
3-93
3-70
351.45 3.90
308.02 3.65
344.05 3.98
293-97 3-68
TV
i
A
f
8.75
10.00
H.25
12.50
235- 6 7
I 5 I -75
227.87
145.48
220.47
I38-97
3-59
2.88
3-68
2-94
3-78
3.00
260.63
162.16
252-83
155-89
245-43
149-39
3-65
2.88
3-74
2-94
3-83
2-99
286.30
172.58
278.50
166.31
271.10
159.80
3-7i
2.88
3-8o
2-93
3-89
2.98
312.68 3.76
183.00 2.88
304.88 3.85
176.73 2.93
297.48 3.94
170.22 2.98
TV
^
T*
8.75
10.00
11.25
!75-54
149.22
169.54
141.31
163-34
132.19
3- J 7
2-93
3-26
2.98
3-36
3-02
195-23
159.64
189.23
151-73
183-03
142.61
3-23
2.92
3-32
2-97
3-4i
3.01
215-55
170.05
209-55
162.15
203-35
153-02
3-29
2.92
3-37
2.96
3-46
3-oo
TV
i
s
7.88
9.00
10.13
163-43
106.37
J57-43
iQi-55
I 5 I - 2 3
95-78
3-M
2-53
3-23
2.60
3-34
2.66
181.15
113.96
*75-*S
109.14
168.95
103.38
3-20
2-54
3-29
2.60
3-39
2-65
J 99-43
121.56
193-43
116.74
187.23
110.97
3.26
2-54
3-34
2.60
3-44
*.6 5
TV
*
T 9 *
8.75
IO.OO
11.25
1 2 5-39
144.60
120.99
I35-M
116.79
125.12
2-77
2-97
2.85
3.01
2-94
3-4
140.43
155-01
136.03
145-56
131-83
135-54
2.82
2.96
2.90
3-oo
2-99
3-3
156.02
165.43
151.62
J 55-98
147.42
J 45-95
2.87
2.96
2-95
2-99
3-3
3.02
Tff
\
S
7.OO
8.00
9.00
107.23
70-55
102.83
67.08
98.63
63.20
2.71
2.20
2-79
2.26
2.90
2.32
119.27
75-89
114.87
72.41
110.67
68.53
2.76
2. 2O
2.8 5
2.26
2.94
2.32
I 3 I -74
81.22
127.34
77-75
123.14
73.86
2.81
2.21
2.90
2.26
2-99
2-32
(45)
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Tt-^-Tj-^-tf-TtTfTt
00 O ^f O Tf <N OOt^OOOO
QQ OO 00 GO 00 00 r-.r-.t-.t~-.t~-.!>.
IO VO VO IO IO to VO to to to tO IO
MO <-O OO CO <N
i/)ini/)ioi/)ioioioio
1/51010
OOOOOOOOO (SNNOOOOOO
OOOOOOiniOlO lOiniOTfrfrl-
H5H5H5H5H5H5H5H5H5 HH*HHHH* H* H H H H H
xxxxxxxxx xxxxxx xxxxxx
voooovoooovoooo OOONOOON OOONOOON
voONOOvO
OsOO
MO
io<NvOOO MO IOC^MO WOO
MXOONOM
O^ oo t . o ^O o *^t" to to O C^ oo t o to o t^ t^ t-- co oo
^^'^'^ T i"'i'" : f'^' T i" totoioiototo totototototo
TtOrfO
101010
to M ro I/)
cO <"O fO <"O *^ f^5
^H< I-HI rtH" r4* H^ i-H * >-+* H* 05|o8 c*io c*o c*c * csloo * nice crtoo c*e ccloo fcloo
XXXXXXXXX XXXXXX XXXXXX
vOOOO^OOOOvOOOO OOOMOOON OOONOOON
l> , IQ
in - - in - ..
(48)
TABLE 25
ONE CHANNEL AND ONE PLATE
G EQUALS GAUGE OF CHANNEL
CHANNEL.
M
H
5 1
5 *
O
AREA
OF SEC-
TION.
Axis AA.
Axis BB.
G
s
be
e
I
r
e'
I
r
9
13.25
8x |
6.89
2.04
8405
3-5
94
18.77
1.6 5
if
"
"
8x&
6.39
1.82
80.31
3-55
.91
16.00
I. 5 8
"
M
8x*
5.89
i-57
75-56
3-58
.87
13.22
1.50
c
8
11.25
8x |
6.35
1.98
60.08
3-o8
.89
18.05
1.6 9
I*
"
"
8x&
5.85
1.78
57-05
3.12
.86
i5-3i
1.62
1
"
8xi
5-35
J-54
53-62
3.i7
.83
I2 -57
i-53
"
7
9-75
8xA
5-35
1.71
38. 9 2
2.70
.88
14.97
1.67
"1
"
11
8x i
4-85
1.49
36.55-
2.74
.84
12.23
J -59
u
"
7X^
5-04
i-59
37-66
2-73
-85
10.52
i-45
tf
"
7X J
4.60
1.38
35-36
2-77
.81
8.67
i-37
. "
6
8
7Xtk
4-57
i-5i
24-37
2.31
.81
10.05
1.48
I*
"
u
7X i
4-13
1.32
22.86
2-35
-77
8.22
1.41
11
u
6x i
3-88
1. 21
21.99
2.38
75
5-54
i.ig
(49)
TABLE 26
ONE CHANNEL AND ONE ANGLE
LONG LEG OF ANGLE PERPENDICULAR TO WEB OF CHANNEL
BACK OF ANGLE FLUSH WITH FLANGE OF CHANNEL
CHANNEL.
SIZE OF
ANGLE.
TOTAL
AREA.
Axis BB.
Axis A A.
J
o
Q
1
e'
I
r
e
r
12
(i
20.5
tt
5X3ix&
4x3 x&
8.59
8.12
1-54
1-35
178.67
172.37
4-5 6
4.61
+ .02
+ .20
19.97
13.28
1.52
1.28
10
en
15
5X3ix&
4x3 x&
7.02
6-55
1.52
*-3S
97-77
94.13
3-73
3-79
-17
+ .0 3
16.98
10.81
I. 5 6
1.28
9
13-25
u
5X3jXfk
4x3 xA
6.45
5.98
i-45
-3
70.70
67.97
3-3 1
3-37
-.26
-5
15.82
9.89
T -57
1.29
8
11.25
4x3 x^
3X2^X i
5-44
4.66
1.24
.94
47.46
43-55
2-95
3.06
-!3
+ .16
9-5
4-58
1.29
99
7
9.75
4x3 x^
3X2JX i
4.94
4.16
1.16
.89
31.80
29.08
2-54
2.64
.22
+ .0 9
8.29
4-05
1.30
99
6
n
8
4x3 x&
3X2JX i
4-47
3.69
1.05
83
20.23
18-37
2.13
2.23
-3 1
+ .01
7-59
3-59
1.30
99
(50)
A
TABLE 27
FOUR ANGLES, ONE PLATE, AND ONE
CHANNEL
Back to back of Angles = width of Plate + i"
L indicates long leg of Angles " E " in contact with channel
S indicates short leg of Angles " E " in contact with channel
SIZE
OF
PLATE.
SIZE OF
ANGLES
" C."
SIZE OF
ANGLES
"E."
CHANNEL.
TOTAL
AREA.
Axis AA.
Axis BB.
H
~2
"5;
e
<
JB
Q.
(5
4
c
I
r
I
r
e
3 6x|
6x6 x|
6x6 x|
15
33
60.84
528.62
2 -95
12785.41
14.50
15.64
36xj
6x6 x
6x6 x$
15
33
SO.QO
478.29
3-07
10759.02
14.54
15.08
3 6x|
6x6 x|
6x6 x|
15
33
40.8 4
432.5 6
3-25
8625.16
J4-53
14.23
30X|
6x6 xf
6x6 xf
i.S
33
57-09
528.50
3-4
8389.78
12.12
12.97
30x4
6x6 xi
6x6 xl
15
33
47-90
478.22
3-16
7074.84
12.15
12.48
3ox|
6x6 x|
6x6 xf
15
33
38.59
43 2 -54
3-35
5682.11
12.14
n-75
30X|
6x4 x|
6x4 x|
15
33
52.09
526.11
3-i8
7841-38
12.27
12.73
L
30XJ
6x4 x
6x4 xi
15
33
43.90
477.85
3-30
6618.33
12.28
12.20
L
3ox|
6x4 xf
6x4 xf
15
33
35-59
43L97
3-48
53 2 7-84
12.23
!*-43
L
24Xi
6x4 x|
6x4 xj
15
33
40.90
477-7 8
3-42
3997-7 1
9.89
9.69
L
2 4 Xf
6x4 xf
6x4 xf
15
33
33-34
43J-94
3-6o
3224.18
9-83
9.04
L
24X|
5X3M
5X3ixi
12
20.5
34.03
196.38
2.40
3I93-45
9-69
10.51
S
2 4 Xf
5X3ix|
5X3ixf
12
20.5
27.23
176.53
2-55
2572.07
9.72
9.98
S
2 4 Xt
6x4 x
4x3 xj
12
20.5
34.03
237-I4
2.64
3387-15
9.98
11.28
L
2 4 Xf
6x4 xf
4x3 xf
12
20.5
27.21
206.43
2-75
2738.78
10.03
10.71
L
21X5
6x4 xj
6x4 x^
15
33
39.40
477-75
3-48
2958.90
8.67
8.46
L
2lXf
6x4 x|
6x4 xf
15
33
32.22
43J-93
3-66
2389.51
8.61
7.88
L
2IX
5X3M
5X3M
12
20.5
32.53
I 9 6 -35
2.46
2348.64
8.50
9.20
S
2lXf
5X3ixf
5X3ixf
12
20.5
26.11
176.51
2.60
l8 95-95
8.52
8.72
S
2IXJ
6x4 x
4x3 xi
12
20.5
32.53
237.11
2.70
2505-38
8.78
9.87
L
2lXf
6x4 x|
4x3 xf
12
20.5
26.09
206.41
2.81
2029.79
8.82
9-36
L
i8x
6x4 xj
6x4 x
15
33
37.90
477-72
3-55
2091.22
7-43
7-25
L
i8xf
6x4 xf
6x4 xf
15
33
31.09
431.92
3-73
1691.84
7.38
6.75
L
i8xi
6x4 x*
4x3 xj
10
15
29.46
161.98
2-34
1626.05
7-43
8-95
S
i8xf
6x4 x|
4x3 xf
10
15
23-39
135-08
2.40
1315.82
7-50
8-57
S
i5Xi
6x4 xi
4x3 x|
10
15
27.96
161.94
2.41
1070.58
6.19
7-5
S
iSXf
6x4 x|
4x3 xf
10
IS
22.27 j
i35- 7
2.46
870.01
6.25
7.17
S
(51)
SECTIONS OF COLUMNS,
SECTIONS OF TOP CHORDS,
Selected from some of the Largest Buildings
and Bridges in the United States
The values of the sections covered by the tables on Moments of Inertia
and Radii of Gyration are suitable for structures of ordinary proportions.
The variety of ways in which standard shapes are used to compose sec-
tions of monumental structures, has made it necessary to treat this class
separately. The sections here given are selected from some of the largest
buildings and bridges in the United States. The types show what is
customary as well as what can be done when circumstances and condi-
tions demand it. It is necessary to be acquainted with these conditions
in order to compare intelligently the values of these sections. They are
classified and tabulated here in order to more readily serve as a guide in
the design of new structures.
(53)
33
Tf XO
CO ON
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xo
co vo
CO co 00 M
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CO Tf
4 1
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t- vo
t- *
vO xo
t^ ON 00 ON
h- 1
3- 2
M XO
CO co
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3- 0,
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ON CO
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t^. (N
00*
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10 06 6
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co q t^-
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<N
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t~- CO M vO CO vO
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10 ON
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8
M
si
NAME OF BUILDING.
' '
o o
bJD CJO
cJ rt
(J O
IS IS
^
'
,
Miscellaneous Types,
umn 280 Waldorf-Astoria Hotel, New York
go |
8-|
66
66
'o ^
CJ
c/5 &
f .23
' |
hH ^
S S
C C
s s
Columns having One Web Plate.
First National Bank Building, Chicago . . . .
Frick Building, Pittsburg
CJ U
too bC
C G
is is
'3 '3
O 0}
O U
t r-| f p
O O
^ >*
p^ p^
^^
^ ^
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2, 3,
"o "o
U U
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15
s
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(U
' ^
Web Plates
^J
:|
^
o
M
o
be
C
is
'3
PS
c
M
C
5
:|
. .
ILand Title Building, Philadelphia
Columns having Two
&
c
^
c
.2
ll
r* bB
61
3
b w
II
'3 ||
w ^
c
W g
"^ -3
rt O
PH O
IWanamaker Building, New York
Adams Building, Chicago ....
Columns having Three
mers' Bank Building, Pittsburg
umn i Waldorf-Astoria Hotel, K
6
6
6
66
(54)
s
O o
WJ f *
n
tM S
o S
S ^
s
s i
a
CM S
o *
a fc
w
J
on
<
I-
PQ
M
HI
S3
6 o\
M
H]* cc 5
HI C4
- 4
M
oq" M"
o\ o
co to co
6 6v
M M
M O vO co
O ON ON co
M 00 4 4
co O"
O\ to
3 -
M
O NO
vo vO
vO W
C4 NO
M
&
to
1 1
M
O O
04 10 O
8 S 8,5-
M r^ O t^.
C1 vO -* OO
C* M ^O ^O
SN 3-
ON vO
S
co to
o
\O N
CO
,,3
M N O
O * co
r** O O Ov
Tj- 00 ON to
rf 10
\
ON
O O
M M
M Ht
"
H HI
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HI CO O M
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H
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co ON
I
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vgvg
cTS-
to to
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M OO to
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to o o
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c^lcol
Tj- CO
CO
H
in
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M in
in
oo o
0- - ";
in o **
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5
B
1
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M SO
t^ M
H
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11^
f^ M fS PO
VO ** OV M
M
M- -
.
8
sa
B
in o
vO vO 00
C4 W ro
<s o in <s
^ M o in
SS
i
9
S?
M M
M PO
*
O (S
in oo
N (S
^^2
M M
OO M i^ PO
--<-<"-,
M M
PO M
00
E
H
S '
i
n
CO " *
K*
h
C
^ en
^
ft
D
1
M
fr
.
^ rt
i-
O
H
1 ' '
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8
1
s .
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s
H
Laced Top and Bottor
Williamsburg Bridge, New York
|) C/2
C ^
^^3
8 J
HI
1 International Bridge, Buffalo . .
Monongahela Bridge, Pittsburg .
1 Laced Top and Bottom
Niagara Cantilever Bridge, Niaga
Laced Top and Bottom
(Memphis Bridge, Memphis, Tenr
Thebes Bridge, Thebes, 111. . .
Cover Plate on Top
New Omaha Bridge, Omaha, Nel
Cairo Bridge, Cairo, Kentucky .
International Bridge, Buffalo . .
Cover Plate on Top
Sixth Street Bridge, Pittsburg . .
Bellefontaine Bridge, Alton, 111. .
Monongahela River Bridge, Pittst
Rankin Bridge, Rankin, Pa. . .
Miscellaneous
:
|:
< '
-2
I!
55 C/2
^ &
2 *
H "C
'
^
O 13
& c3
^3" fjj
(55)
SECTIONS OF COLUMNS
FIRST NATIONAL BANK BUILDING,
CHICAGO
41L-8" X8"X if'
i PI. - 17- x i"
6 Pis. - 1 8" X if"
FRICK BUILDING, PITTSBURG
4li-8" x 8" xif'
6 Pis. - 18" x if"
i PI. - 17" X |"
COLUMN 43, C. & N. W. R'Y OFFICE
BUILDING, CHICAGO
6 Pis. - 1 6" x i"
2 Pis. - 1 6" x H"
2 pis. - 12$" x r
4 Li - 6" x 6" x f '
COLUMN 24, C. & N. W. R'Y OFFICE
BUILDING, CHICAGO
6 Pis. - 1 8" x |"
4 Pis. - 18" X H"
2 PIS. - I2|" X I"
4 1! - 8" x 6" X f "
(56)
SECTIONS OF COLUMNS
LAND TITLE BUILDING, PHILADELPHIA
4li-8"x 8"x if"
2 Pis. - if x I"
8 Pis. - 1 8" x 44"
ROCK ISLAND RAILWAY STATION,
CHICAGO
4li-5"X3i"xi"
2 PIS. - 12" X \"
2 Pis. - IS" X I"
PARK ROW BUILDING, NEW YORK
6 Pis. - 24" x f "
4li-6" x 4" X I"
2 PIS. - 1 6" X f"
2 Pis. - 6" x I"
2 Pis. - 1 8" x *"
COLUMN (a), IVINS BUILDING,
NEW YORK
4l-6" x 6" x \"
2 Web Pis. - 24" x I"
2 Side Pis. - 22" x |"
2 Side Pis. - 12" x |"
6 Cover Pis. - 24" x f "
(57)
SECTIONS OF COLUMNS
7iTJ
WANAMAKER BUILDING, NEW YORE
4l!-6" x 6" x I"
6 Pis. - 28" x ft"
6 Pis. - 22" X H"
2 Pis. - 10" X I"
2 Pis. - 8J" X |"
<*>!
,_.
ADAMS BUILDING, CHICAGO
3 - i3"[ 5#
6 Pis. - 18" x i"
2 Pis. - \2\" x |"
FARMERS' BANE BUILDING,
PITTSBURG
6 Pis. - i 3 "x \"
8IJ.-6" x 4" X I"
2 Pis. - 24" x \\"
4 Pis. - 24" X f"
COLUMN 1, WALDORF-ASTORIA HOTEL,
NEW YORE
4- 15" [* 55#
2 Pis. - i 4 \" xf"
6 Pis. - 20" x |"
(58)
SECTIONS OF COLUMNS
M*
*
^v
A ,
1!
=i
^if*
COLUMN (b), IVINS BUILDING,
NEW YORK
3 Web Pis. -24" xH"
4 Cover Pis. - 28" X H"
8|-6"x6"xH"
COLUMN 280.WALDORF-ASTORIA
HOTEL, NEW YORK
10 Pis. - 32$" X |"
4 Pis. - 36" X I"
4t!-6"X4"xH"
8ll -6"x 3 i"xf"
COLUMN (a), ILLINOIS STEEL
COMPANY, CHICAGO
(59)
SECTIONS OF COLUMNS
COLUMN (b), ILLINOIS STEEL CO., CHICAGO
(60)
SECTIONS OF BRIDGE CHORDS
WILLIAMSBURQ BRIDGE,
NEW YORK
300-FOOT SPAN, BOONE
VIADUCT, BOONE, IOWA
4 [*_ _ 6 /r x 4" X I"
4 LS. - 6" X 4" X T V
2 Pis. - 30" X f"
2 Pis. - 1 8" X |"
PANTHER HOLLOW STEEL
ARCH, PITTSBURG
SECTIONS OF BRIDGE CHORDS
INTERNATIONAL BRIDGE,
BUFFALO
4[i 6" x 6" x f "
2 Pis. 40" x \"
2 Pis. - 27 Y f x I"
2 PIS. - tf" X T y
MONONGAHELA
BRIDGE,
PITTSBURG
4 li. - 8" x 8" x i"
2 Pis. 2O" X l"
2 pis. - 3 6- x 3r y
NIAGARA CANTI-
LEVER BRIDGE,
NIAGARA FALLS
SECTIONS OF BRIDGE CHORDS
MEMPHIS BRIDGE,
MEMPHIS, TENN.
81s. - 6" X4" X |"
8 Pis. - 30" x H"
-^l
//f ; //* j. /**
.^V-
THEBES BRIDGE,
THEBES, ILL.
NEW OMAHA BRIDGE,
OMAHA, NEB.
1 PL - 28" x \"
2 Pis. - i8"x i"
2 PIS. - 10" X f"
2 Pis. - 5" x f "
(63)
SECTIONS OF BRIDGE CHORDS
//*
CAIRO BRIDGE,
CAIRO, KENTUCKY
INTERNATIONAL BRIDGE,
BUFFALO
1 -.
/-S" /-S
SIXTH STREET BRIDGE,
PITTSBURG
LoceJ
(64)
SECTIONS OF BRIDGE CHORDS
BELLEFONTAINE
BRIDGE, ALTON,
ILLINOIS
_ iJf MONONGAHELA
RIVER BRIDGE,
PITTSBURG
RANKIN BRIDGE,
RANKIN, PA.
SECTIONS OF BRIDGE CHORDS
- I" '
ROOF TRUSS, WALDORF-AS-
TORIA HOTEL, NEW YORK
I2 |_s__6"x 4"X \"
ioPls.-29j // x f"
2 Pis. - 3 6""x J"
EADS BRIDGE, ST. LOUIS
(66)
UNIT STRAINS
The following data on unit strains, pages 67, 68, 69, 70, 71, and 73, is
taken from Bulletin No. 41 of the American Railway Engineering and
Maintenance of Way Association, published in 1903.
STRAINS UNDER DYNAMIC LOADS
The subject of unit strains in iron and steel structures is, as said before, so closely
related to the quality and strength of material used, and the loading which the struc-
ture has to carry, that the three must be studied together.
The quality and strength of material to be used in the structure is well known
from the numerous tests made on both specimens and full-sized structural members
in the last fifty years, during which period iron and steel have been used for struc-
tures of various kinds.
The load which the structure may have to carry during its service is, c n the con-
trary, more or less an assumption at the time the structure is designed.
If this is a railroad bridge, we assume that it shall carry a load represented by a
typical train. The static load applied on the bridge from this typical train may closely
represent the static load of the heaviest actual train passing over the bridge when in
service, but we are still in doubt how much this static load should be increased to
closely represent the dynamic load from the moving train.
It is on the question how to provide for this dynamic load of the moving train
that the engineers who design bridges differ, and there is a wide field for the investi-
gator to determine by experiments and observation what the relations are between
the static train load and the load produced by the moving train for various lengths of
spans and for the various members of the bridge. Such investigation, if carefully
made and of sufficient extent, would be of great value to both the designers ajid the
purchasers of bridges. The Committee is now making some investigations in this
direction in connection with the subject of impact.
Two distinct methods are used to provide for the excess of the dynamic load above
the assumed static load. The first method, which we may say has been used ever
since bridge designing became a science, and which is still adhered to by many engi-
neers, is to vary the unit strains in the different members of the structure according to
some rule.. Some engineers vary the unit strains according to the relation between
(6?)
UNIT STRAINS
live and dead load, or total load and dead load; some use different fixed unit strain
for the different members of the structure; and some use different unit strains for live
load and for dead load.
The second method, which has lately found favor with and has been adopted by
many of the American engineers, is to use a constant unit strain for the same grade of
material and provide for the dynamic effect of the load by increasing the static live-
load strains according to impact formulas.
This last method seems to be the most rational, as it treats the dynamic increment
of the load as a load, and not as a decreased strength of material.
It has been thoroughly demonstrated, by experiments, that when a piece of iron
or steel is strained above its elastic limit, but below its ultimate strength, it will finally
break if the strain is repeated a sufficient number of times, and that the nearer this
strain is kept to the elastic limit, the larger is the number of repetitions of the strain
that are required to break the piece, and that when this repeated strain is close above
the elastic limit, the number of repetitions required to break the piece rapidly ap-
proaches infinity. It is therefore reasonable to assume that a piece strained below
the elastic limit will stand any number of repetitions of the strain without being in-
jured or reduced in strength.
If, therefore, all the possible strains with their dynamic increment to which the
various members of the structure will probably be subjected are found, and if such
perfect workmanship is possible that each piece in a member is strained equally per
unit with every other piece in the same member, and the material is free from defects,
then it would be safe to use a unit strain equal to that required to strain the member
up to the elastic limit. The material may have defects not discovered by the in-
spection and the workmanship is not perfect. The pieces forming the member will,
therefore, not be equally strained in the finished structure. Some pieces may have
to be stretched considerably before other pieces take any of the strain.
How much additional section should be allowed for these defects in material and
workmanship depends on the care taken in the manufacturing at mills and shops, and
on the thoroughness of inspection. If the section is increased seventy-five per cent.,
it seems reasonable to assume that these defects have been provided for very liberally.
This would give an allowable unit strain equal to four-sevenths of the elastic limit.
UNIT STRAINS IN COMPRESSION MEMBERS
There is much diversity of opinion in regard to unit strains for compression mem-
bers. Numerous tests have been made, the results plotted on diagrams, and formulas
(68)
UNIT STRAINS
devised to agree as closely as possible with the average of the results of tests. Most
of these formulas, when reduced to the same base unit, follow each other closely within
the limits for length of member divided by least radius of gyration of cross-section of
member that are used in good designing.
The attached diagram (page 73) gives the allowed unit strains, derived from
some well-known formulas for the various relations of "1 over r," reduced to a base
unit strain of 16,000 pounds per square inch.
The straight-line formula, first proposed by Thomas H. Johnson, and used, among
others, by Theodore Cooper in his specifications, is very simple, and gives values that
are no doubt as close to the actual conditions as any of the other more complicated
formulas, within the limits for the relation "1 over r" used in good designing.
This formula discourages inexperienced designers from using long and flimsy
compression members, which they are very apt to do when they use a formula which
will allow comparatively high unit strains for high values of the relation "1 over r."
The earlier formulas always made a distinction between members with pin end
connections and members with riveted end connections, but the later formulas make
no such distinction.
A member with pin end connections is not as rigid as a member with riveted end
connections; but, on the contrary, pin connections do not transmit the secondary
bending strains, caused by the deflection of the structure, to their member as much as
riveted connections. It seems, therefore, as if the advantage of stiffness in a member
with riveted end connections is, at least to some extent, counterbalanced by the dis-
advantage of transmitted bending strains, and that there is practically no difference
in strength between the two members, if of same section but with the above difference
in end connection.
Our knowledge is still limited in regard to the effects of alternating and com-
bined strains. As the members subject to these strains are very few in an ordinary
structure, we can afford to be liberal with material in proportioning them.
The large number of bridges are of so short spans that the lateral and sway bracing
should be proportioned to resist the effect of the swinging and swaying of the trains
rather than the effect of the wind pressure. The term "wind bracing" is misleading,
except for long spans. There is no reason why the unit strains allowed on these parts
of the structure should be different from those previously given.
(69)
SUMMARY OF COMPRESSION FORMULAE
From Bulletin No. 41 of the American Railway Engineering and Maintenance of
Way Association
A Gordon 's Formula.
Square bearing.
50000
B " 1 J2
I +
36000
"B Gordon 's Formula.
Pin and square bearing.
50000
i +
24000
C Gordon 's Formula.
Pin bearing.
50000
i +
18000 r 2
D American Bridge Co.
Standard specifications railway bridges.
15000
13500 r*
Boston & Maine R. R.
Standard specifications riveted members.
8700
10000 i +
28000 r 2
Boston & Maine R. R.
Standard specifications pin members.
14000
G J- B. Johnson's Formula.
Riveted ends.
H J. B. Johnson's Formula.
Pin ends.
(70)
SUMMARY OF COMPRESSION FORMULA (Continued)
From Bulletin No. 41 of the American Railway Engineering and Maintenance of
Way Association
I Max von Leber's Formula.
In Bulletin of European Railway Congress.
P, =
o.oi -
r
J Cooper's Formula.
Chord segments. Live load strains.
10000 - 45 -
K Cooper's Formula.
Posts of through bridges. Live load strains.
P a = 8500-45^
L Cooper's Formula.
Posts of deck bridges. Live load strains.
Pi = 9000 40 -
M Formula recommended by the
Committee on Iron and Steel Structures.
P t = 16000 - 70-
P = Base unit strains in Ibs. per square inch.
PI = Allowable unit strains in Ibs. per square inch.
1 = Unsupported length in inches,
r = Least radius of gyration in inches.
E = Modulus of elasticity = 29,000,000.
f = Elastic limit = 28,000.
a = Values given in table in Boston & Maine R. R. speci-
fications for metal bridges, 1896.
s = Factor of safety.
(71)
w
j
n
*
JO O O O
PO NO ON CNI
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8
to
<N
1
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8 8
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10 rf
8 8
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80
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CM CM
-
JO O O
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to rf PO PO
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CM
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Jo
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t*>
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00 to O PO
to to to rf
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tO NO
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< 8
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t^. t^
PO
NO^
Jo
CM
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to rf
rf
r?^
(J
JO O O O
M to rf ON
ON NO CM NO
to to to rf
to
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ro
ro
&
10
Jo
PO
00 I-
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IH
to
IO
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CO
t^
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JO O O O
CO rf CM O
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1
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PO
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CM NO
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ON
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t^ NO
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ro O
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Jo o o o
NO CM H CM
ON 00 NO PO
to to to to
i
0_
f
ON NO
to O
CO CO
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CM OO
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CM M
CO ON
^
&
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to to 00 CM
00 co CO rf
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ON
(72)
CURVES DERIVED FROM FORMULAE ON PAGES 70 AND 71
REDUCBD TO 16,000 BASE UNIT
From Bulletin No. 41 of the American Railway Engineering and Maintenance of
Way Association
^
1
**
1 1 1
(73)
OQ
x
Jo o o o
o o o o
PO NO ON N
\O ^ PO PO
80000
0000
O OO M Tf t>
<N M M ON
O O O O O
o o o o o
O PO NO ON M
ON OO I s * NO NO
80 o o o o
00000
10 00 M Tf t^ O
vo ^ ^ ro N N
J
88888
O O <N 00 -*
ON 00 OO t- t^
O NO <N OO ^ -
t^. NO NO 10 vo
O O O O O
o o o o o
O NO N OO ^ -
>o * ^- to to
O O O O O O
O O O O O O
O NO <N CO * O
CO W M M M
M
80000
10 O 10 O
vo O O w t^
OO OO t- t^ vO
o b o o o
IO O IO O >O
<N 00 rO ON <*
NO IO IO ^- ^~
00000
O vo O vo O
O vo HI \O <M
^ CO PO CS d
o o o o o o
VO O vo O vo O
f^- fO CO ^ 1 vo
" 4
O
O vo O vo O
O VO M \O M
O O ON 00 00
M
o o o o o
10 O 10 O 10
r^ rO 00 ^f ON
t>- t~^ NO O VO
O
O 10 O 10 O
vo O NO M t^
10 10 * Tf CO
O O O O O O
vo O vo O vo O
(N 00 fO ON Tf O
CO <N <M h-l M M
K
O O O O O
O OO ^f NO vo
O ON C\ 00 J>-
o o o o o
M NO OO CO t^-
NO * (N O 00
5- 2 g.^ SN
NO 't M ON NO
O O
NO PO M ON ON O
o
o o o o o
O ON NO 1-1 ^t"
O ON ON ON OO
r*- NO NO NO NO
00000
10 10 ro ON Tf
r^ NO 1O rO <N
00000
00 M CO 10 NO
O ON t>. to fO
vO IO VO IO VO
O
t^ CO ON O M PO
M ON t^- NO "^ (S
VO Tf Tj- rj- Tt rt
fc
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10 NO ON NO M
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PO <N CNl N| M
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t^ OO t>- *O *-
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M O PO M Tf
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vo >* ^t PO PO PO
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O O O O O
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ro M ON O Tf
o o o o o
"t 00 ON Tf
M ON t^* t^* ON
(N ON t^ to ro
O O O O O O
N rt ON NO Tt" Cl
NO M OO NO vo
<M O ON !> O VO
M
O O O O O
O ON OO O OO
O t*- M N CO
O ON ON 00 NO
XO Tj- -^ Tj- Tf
O O O O O
CO 00 <N 00 CO
<N Tt- to <* ro
IO PO M ON t^
^t rj- ^ ro to
8O O O O
Tf vo rf N
fO M c^ ro vo
vo PO M ON t>
ro to fO M N
000000
M ON ON CO t^ VO
OO M NO CN ON t^-
>-) rh N M ON 00
CN] (N CN CN) M M
<5
O O O O O
O NO xo 00 00
O 00 TJ- t^ 00
O ON ON 00 t
o o o o o
t^ \O M IO M
*> * O -^ 00
NO IO rl- N O
O O
ro M O) ro r-^.
M Tj- t^ O fO
ON t^ vo rj- M
000000
t^. <s Tf M r-~ CO
f^. M l>- PO ON O
O ON t> NO rf PO
PO <N N (N <N <N
i i-
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(74)
CURVES CORRESPONDING TO FORMULA ON PAGES
70 AND 71
1
I I
5 *
1 1
s ^ * >
sfujs 41 un 9/qoMO/iy
I I
(75)
RAILROAD BRIDGE SPECIFICATIONS
NAME.
H
<
M
><
GRADE OF
STEEL.
ELASTIC
LIMIT.
SAFE
TENSION.
SAFE COMPRESSION.
SAFE
STRESS
COMBINEUJ
American Bridge Co.
Theodore Cooper
The Osborn Eng. Co.
*A.R.E. &M.ofW.A.
Pennsylvania R.R.
N.Y.C. & H.R. R.R.
Missouri Pacific
I9OO
I9OI
1903
1903
I9OI
I9O2
I9O2
52000-62000
60000-70000
540OO-62OOO
60000-67000
52OOO-62OOO
60000-70000
55000-65000
52000-62000
56000-64000
52000-62000
60000-70000
* Ult.
JUlt.
32000
35000
28000
28000
33000
$Ult.
15000
17000
Variable
15000
17000
16000
15000
L.L. - 8000
D.L. 16000
15000
{15000 17000
D+f B
D+B
D+IB
D+B
P P
13500^ iiooor
Straight line-Variable
( i 5000 i 7000
\ P P
L X ' 36ooor 2 ' 36ooor 2
16000 70-
r 15000
il *
13500-
f 8000 16000
il P H P
I iSooor 2 iSocior 2
17000-80-
D = direct stress in pounds per square inch.
B = extreme fiber stress in pounds per square inch.
L.L. = live load.
D.L. = dead load.
* American Railway Engineering and Maintenance of Way Association
(76)
HIGHWAY BRIDGE SPECIFICATIONS
NAME.
K
M
GRADE OF
STEEL. ""
ELASTIC
LIMIT.
SAFE
TENSION.
SAFE COMPRESSION.
SAFE
STRESS
COMBINED.
American Bridge Co.
1901
52000-62000
60000-70000
i Ult.
15000
17000
{1 5000 1 7000
D+l B
P P
I 35 oor2 ' nooor 2
Theodore Cooper
1901
54000-62000
60000-68000
iUl,
Variable
Straight line-Variable
D + B
The Osborn Eng. Co.
I9OI
52000-62000
60000-70000
32000
35000
2OOOO
22000
f 20000 22OOO
D + B
< P P
I 36ooor 2 ] 36000^
BUILDING SPECIFICATIONS
NAME.
o5
<:
H
>
GRADE OF
STEEL.
ELASTIC 1
LIMIT. 1
SAFE
TENSION.
SAFB COMPRESSION.
SAFB
STRESS
COMBINED^
Charles Evan Fowler
I9OI
55000-65000
iuit.
15000
I
12500 41.7-
. . .
C. C. Schneider
1904
55006-65000
28000
16000
16000 70 -
D+$B
New York Bldg. Law
l8 99
54000-64000
32000
16000
15200-58 -
-
Chicago Bldg. Law
1903
. . .
15000
15000 reduced
. . .
D = direct stress in pounds per square inch.
B = extreme fiber stress in pounds per square inch.
L.L. = live load.
D.L. = dead load.
(77)
TABLE 32
SAFE LOADS OF TWO ANGLES
T
Short legs outstanding
Safe Loads are based on the New York Building Law Formula, P 15200 58 -
Safe Loads given are total safe loads in thousand pounds
For sections to the left of the heavy line - is less xiian iao
LEAST.
r
TOTAL
AREA.
SIZE
OF ANGLES.
b. TO b.
OF
ANGLES.
UNBRACED SPAN IN FEET.
4
5
6
7
8
9
10
I.4Q
14.62
7X3X f
1
194.9
188.1
181.2
174.4
167.6
160.8
J53-9
1.48
13.50
xtt
f
179.8
J 73-5
167.1
160.8
154-4
148.1
141.7
I. 4 6
12.34
x f
1
164.0
158.2
!5 2 -3
146.4
140.5
134.6
128.7
1.40
II.lS
xA
1
147.7
142.1
136.6
131.0
125-5
119.9
114-3
1-39
10.00
x i
i
132.0
127.0
I22.O
116.9
111.9
106.9
101.9
1-35
8.80
xA
A
115.6
in. i
106.5
IO2.O
97-5
92.9
88.4
1.79
13.88
6x4 x f
f
189.4
184.0
178.6
J 73-2
167.8
162.4
I 57-
1.77
12.82
x&
f
174.7
169.7
164.6
159.6
J54-5
J 49-5
144-5
1.76
11.72
x f
1
159.6
!55-
!5o-3
J 4S-7
141.1
136.4
131.8
1.70
10.62
xA
\
144.0
139-7
!35-3
131.0
126.6
122.3
118.0
1.69
9-50
x i
i
128.8
124.8
120.9
117.0
113.1
109.2
I0 5-3
1.65
8.36
xA
A
113.0
109.5
105.9
102.4
98.9
95-3
91.8
1.62
7.22
x f
1
97-3
94.2
91.1
88.0
84.9
81.8
78.7
1.56
9.84
5X3^X f
1
132.0
127.6
123.2
"118.8
114.4
IIO.I
I0 5-7
1-55
8.94
xA
i
119.8
115.8
iii.8
107.8
103.8
99-8
95-8
1.54
8.00
x *
}
167.1
I0 3-S
99-9
9 6 -3
9 2 .7
89.1
85-4
1.50
7.06
x&
A
94.2
90.9
87.6
' 84-4
81.1
77-8
74-5
1.46
6.10
x I
1
81.1
78.2
75-3
72.4
69-5
66.6
63.6
1-43
5.12
xA
A
67.9
65-4
62.9
60.4
57-9
55-4
52-9
1.24
7-24
4x3 XA
A
93-8
89.7
85-7
81.6
77-5
73-5
69.4
1.25
6.50
x i
i
84-3
80.7
77.1
73-5
69.8
66.2
62.6
1.25
5-74
xA
A
74-5
7i-3
68.1
64.9
61.7
58.5
55-3
1.26
4.96
x f
1
64.4
61.7
59-
56.2
53-5
50-7
48.0
1.27
4.18
xA
A
54-4
52.1
49.8
47-5
45-2
42.9
40.6
.91
5.00
3X2^X \
\
60.7
5 6 -9
53-i
49.2
45-4
41.6
37-8
.92
4-44
x^
A
54-1
5-7
47-3
44.0
40.6
37-3
33-9
93
3.84
x f
1
46.9
44.0
41.1
38-3
35-4
32-5
29.6
94
3.24
xA
A
39-7
37-3
34-9
3 2 -5
30.1
27.7
25-3
95
2.62
x \
A
32.1
30.2
28.3
26.4
24-5
22.5
20.6
77
3.10
2$X2X f
1
35-9
33-i
30.3
27-5
24.7
21.9
19.1
.78
2.62
x^
A
30-5
28.1
25.8
23-5
21. 1
18.8
16.5
.78
2.12
x i
A
24.7
22.8
20.9
19.0
I7.I
15.2
13.3
79
1.62
XA
\
18.9
J 7-5
16.1
14.6
I3.'2
n.8
10.4
(78)
TABLE 32 (Continued}
AS COLUMNS OR STRUTS
Short legs outstanding
Safe Loads are based on the New York Building Law Formula, P 15300 58 -
Safe Loads given are total safe loads in thousand pounds
For sections to the left of the heavy line - is less than 120
UNBRACED SPAN IN FEET.
II
12
14
16
18
20
22
24
26
28
30
147.1
140.3
126.6
113.0
99-3
85.6
72.0
58-3
44-7
135-4
129.0
116.3
103.6
90.9
7 8.2
65.5
52.8
40.1
I22.Q
II7.O
105.2
93-4
81.7
69.9
58.1
46.4
34-6
108.8
103.2
92.1
81.0
69.9
58.8
47-7
36.5
25-4
96.9
91.9
81.9
71.9
61.9
51-9
41.8
31,8
21.8
83-9
79-3
70.2
61.2
52-1
43-o
34-o
24.9
15.8
151.6
146.2
r 35-4
124.6
113.8
103.0
92.2
81.4
70.7
59-9
49.1
J39-4
134-4
124-3
114.2
104.1
94-o
84.0
73-9
63.8
53-7
43-6
127.2
122.5
"3-3
104.0
94-7
85-4
76.2
66.9
57-6
48.4
39-i
113.6
109.3
100.6
91.9
83.2
74-5
6 5-9
57-2
48.5
39-8
3i-i
101.4
97-4
89.6
81.8
74-o
66.1
58.3
5-5
42.7
34-8
27.0
88.3
84.8
77-7
70.7
63.6
56-5
49-5
42.4
35-4
28.3
21-3
75-6
72-5
66.3
60. i
53-9
47-6
41.4
35-2
29.0
22.8
16.6
101.3
96.9
88.1
79-3
7o-5
61.8
53-o
44.2
35-4
91.7
87.7
79-7
71.7
63.6
55-6
47-6
39-6
3i-5
81.8
78.2
71.0
63.8
56.5
49-3
42.1
34-8
27-6
7*-3-
68.0
61.4
54-9
48.3
41.8
35-2
28.7
22.1
60.7
57-8
52-0
46.2
40.4
34-6
28.7
22.9
I 7 .I
50-4
47-9
42.9
38.0
33-o
28.0
23.0
18.0
13.0
65-4
61.3
53-2
45-o
3 6 -9
28.8
59-o
55-4
48.1
40.9
33-7
26.4
52-1
48.9
42.5
36-1
29.7
23-3
45-3
42.5
37-o
31.6
26.1
20.6
38-3
36.1
31-S
26.9
22.3
17.7
33-9
30.1
22.5
30.6
27.2
20.5
26.8
23-9
18.1
22.9
20.5
J 5-7
18.7
16.8
12.9
(79)
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(81)
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(82)
or THE
( UNIVERSITY )
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(83)
TABLE 37
SAFE LOADS FOR
Safe loads are based on New York Building Law Formula
Safe loads given are total safe loads in thousand pounds
For sections to the left of the heavy line, - is less than xao
d = Distance back to back in inches to make r equal about both
axes
SIZE OP
CHANNEL.
TOTAL
AREA.
r ABOUT
Axis BB.
d.
UNBRACED SPAN IN FEET.
Js
M
"5
8
10
12
M
15
55
32.36
5.16
8-53
457-o
448.2
439-5
430.8
|
50
29.42
5- 2 3
8.71
4I5-9
408.0
400.2
392.4
M
45
26.48
5-32
8.92
374-3
367.8
360.9
354-0
40
23.52
5-43
9-J5
333-4
3 2 7-4
321-3
3!5-3
(
35
20.58
5-58
9-43
292.3
287.1
282.0
276.8
33
19.80
5.62
9-5
281.3
276.4
27i-5
266.6
12
40
23.52
4.09
6.60
325-5
317-5
39-5
301-5
"
35
20.58
4.17
6.81
285-3
278-5
271.6
264.7
"
30
17.64
4.28
7.07
245.2
239-4
233-7
228.0
25
14.70
4-43
7-36
205.0
200.3
195-7
191.1
20.50
1 2. 06
4.61
7.67
168.7
165.1
161.5
157-8
10
25
14.70
3-52
5-67
200. 2
194.4
188.6
182.7
20
11.76
3.66
5-97
160.9
156.4
iS 1 ^
147.4
15
8.92
3-87
6-33
122.7
"9-5
116.3
113.1
9
20
11.76
3-21
5.12
I58-3
153-2
148.2
I43- 1
15
8.82
3-40
5-49
II9.6
1 1 6.0
112.4
108.8
13.25
7.78
3-49
5-63
105.8
102.7
99.6
96.5
8
16.25
9.56
2.89
4-54
126.9
122.3
117.7
113.1
13-75
8.08
2.98
4-72
107.7
103.9
100.2
96.4
<
11.25
6.70
3-n
4-94
89.8
86.8
83.8
80.8
7
14-75
8.68
2.50
3-8o
112. 6
107.8
IO2-9
98.1
ii
12.25
7.20
2-59
3-99
94.0
90.1
86.2
82.4
"
9-75
5-70
2.72
4.22
75-o
72.1
69.1
66.2
6
13
7.64
2.13
3-9
96.2
91.2
86.2
81.2
(C
I0.5O
6.18
2.21
3.28
78.4
74-5
70.6
66.7
11
8
4.76
2-34
3-52
61.0
58-2
55-4
52-5
5
9
5.30
1.8 3
2-56
64.4
60.4
56.4
52-3
M
6.50
3.90
1-95
2-79
48.1
45-4
42.6
39-8
4
5-25
3.10
1.56
2.06
36.1
33-3
30-5
27.8
(84)
TABLE 37 (Continued)
LACED CHANNEL COLUMNS
Safe loads are based on New York Building Law Formula
Safe loads given are total safe loads in thousand pounds
For sections to the left of the heavy line, - is less than 120
d = Distance back to back in inches to make r equal about both axes
UNBRACED SPAN IN FEET.
16
18
20
22
24
26
28
30
422.0
4I3-3
404.6
395-9
387-1
378.4
369-7
360.9
384.5
376-7
368.9
361.1
353-2
345-4
337-6
3 2 9-7
347-1
340.1
333-2
326.3
3!9-4
312.4
305-5
298.6
309-3
303-2
297.2
291.2
285.1
279.1
273.1
267.1
271.7
266.6
261.5
256-3
251-2
246.1
240.9
235-8
261.7
256.8
25 * -9
247.0
242.1
237-2
232.3
227.4
293-5
285-5
277-5
269.5
261.5
253-5
245-4
237-4
2 57-9
251.0
244.1
237-2
230.4
223-5
216.6
209.8
222.2
216.5
210.8
205.0
199-3
J93-5
187.8
182.1
186.5
181.9
177-3
172.6
1 68.0
163.4
158.8
154.2
154.2
150.5
146.9
143-3
139.6
136.0
132-3
128.7
176.9
171.1
165.3
I 59-5
J53-7
147.9
142.1
136.2
143.0
138-5
134.0
129.6
125.1
120.6
116.1
111.7
lOQ.Q
106.7
103.5
100.3
97.1
93-9
90.7
87-5
138.0
132.9
127.8
122.7
117.6
112.5
107.4
102.3
IO5.2
101.6
98.0
94-3
90.7
87.1
83-5
79-9
93-4
90-3
87.2
84.1
81.0
77-9
74-8
71.7
108.5
103.9
99-3
94-7
90.1
85-4
80.8
02 6
88.8
8c T
81 1
77 C
7? 8
7O O
77-9
74-9
05.1
71.9
01.^5
68.9
//5
65-9
IS-
62.9
59-9
56.9
93-3
7 Q g
88.4
JA f\
83.6
78.8
66 n
73-9
7 5 -5
63-3
74.O
6O.4
70.7
57-5
uu.y
54.6
63.0
51-6
48.7
76.2
71.2
66.2
62.8
58.9
55-o
51-1
49-7
46.9
44-o
41.2
48.3
44.3
37-o
34-2
(85)
TABLE 38
STRESS DUE TO WEIGHT OP SECTION
The extreme fiber stress due to the weight of a member may be determined by the formula given
below. The general formula and table are based on the member acting as a beam supported at
the two ends. The bending produced for the horizontal span L is the same whether the member
is horizontal or inclined.
Let R = extreme fiber stress in pounds per square inch,
L = simple horizontal span in feet,
r = radius of gyration of section about axis at right angles to load,
e = distance in inches from neutral axis to extreme fiber in question,
Then
R =
5.1 el*
Since bending produces compression in the upper fiber and tension in the lower fiber; for mem-
bers having direct compressive stress, R for the upper fiber is added to the direct compression in
pounds per sq. in.; for members having direct tensile stress, R for the lower fiber is added to the
direct tension in pounds per sq. in. See combined stresses under specifications.
In the above formula R varies directly as e and inversely as r 2 ; it is therefore important that
r should be as large as possible and that e should be as small as possible for a given section.
The following table gives values of R for tension and compression members. For angles sub-
ject to direct compression the angle is placed thus For angles subject to direct tension the
angle is placed thus
tfd
STRESS DUE TO WEIGHT FOR ANGLES
EXTREME FIBER STRESS IN POUNDS PER SQUARE INCH
SIZE
OF ANGLE.
<
<j
SIMPLE HORIZONTAL SPAN IN FEET.
e
r
6
8
10
12
14
16
18
20
22
24
26
28
30
6x4 x f
5-86
2.03
.90
IOO
180
290
410
560
740
93
II5O
1390
1650
1940
2250
2580
x }
4-75
99
.91
100
1 80
280
400
55
710
900
IIIO
135
1600
1880
2180
2500
x^
4.18
.96
.92
IOO
170
270
390
53
690
880
1080
1310
1560
1830
2120
2440
x I
3.61
.94
93
IOO
170
270
380
520
680
860
1060
1280
^3
1790
2080
2390
5X3ix *
4.00
.66
58
1 20
220
34o
490
660
870
I IOO
1360
1640
!95
229O
2660
3050
x^
3-53
63
59
1 20
2IO
33
470
650
840
1070
1320
1590
1900
2220
2580
2960
x I
3-05
.61
.60
1 20
2IO
320
460
630
820
1040
1280
!55
1850
2170
2520
2890
x&
2.56
59
1.61
no
200
310
450
610
800
IOIO
1250
1520
1800
2120
2450
2820
4x4 x j
3-75
.18
1.22
150
260
400
580
790
1030
1310
l62O
1960
233
2730
3170
3640
XA
x f
lil
.16
.14
23
2 3
140
140
250
250
39
380
5 6o
550
770
75
IOOO
980
1270
1240
1560
1540
1890
1860
2250
2210
2640
2600
3070
3010
3520
3460
XA
2.40
.12
.24
130
24O
37
530
73
95
1200
1480
1800
2I4O
25IO
2910
3340
4x3 x^
2.87
3
2 5
J 5
270
420
610
830
1090
1370
I7OO
2050
2440
2870
33 20
3820
x I
2.48
.28
.26
J 5
260
410
59
810
1050
*33
1640
1990
2370
2780
322O
3700
x&
2.09
1.26
1.27
140
260
400
57o
780
1020
1290
1590
1930
2290
2690
3I2O
358o
3x3 x f
2. II
.89
.91
200
35
55
790
1070
1400
1780
2190
2650
3l6o
3700
4300
493
x&
.78
.87
.92
190
34
520
750
1030
1340
1700
2100
2540
3020
3540
4IIO
4720
x \
44
.84
93
1 80
320
500
710
970
1270
1600
1980
2400
2850
335
3880
4460
3X2JX f
.92
.96
93
2OO
360
57
820
i no
145
1830
2260
2740
3260
3830
4440
5090
XA
.62
93
.94
190
340
540
770
1050
1380
1740
2150
2600
3090
3630
4210
4830
x 1
31
'.91
95
190
33
5 10
740
IOIO
1320
1670
2O60
2490
2960
347
4030
4630
2*X2X&
I-3I
.81
.78
24O
440
680
980
1330
1740
2200
272O
3290
3910
459
5320
6110
x i
i. 06
79
.78
240
420
660
95
1300
1700
2150
2650
3200
3 8lO
4480
5 J 9Q
5960
(86)
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(87)
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(88)
THICKNESS OF PLATE.
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8888
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(89)
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M
35
ON t^ vO *
in M t^ ro
M H N
fO N O ON
ON IO M >O
M CO Tt Tf
t^- vO vo fO
N 00 Tf O
vo vo vO *-
<N O ON 00
vO M t^ ro
r. oo CO ON
vO vo ro ci
ON VO M t^
ON M M
O ON 00 VO
PO 00 'I- O
N N PO Tf
H*
VO ON * ON
10 O H
O H l-l O
fO 00 rO 00
t^ w OO ro
M fO CO r}-
(N t- N O
ON Tf O vo
Th VO NO VO
M vO O vo
M VO <N l^
t^ t-~ 00 00
O "* ON Tl-
rO 00 ro ON
ON ON O O
00 PO 00 PO
"t O VO M
M C4 N PO
$5
M <N <N PO
10 O 10 O
Tj- VO IO O
10 O vo O
t^ 00 ON ON
vo O vo O
O I-H (N ro
O M vO i-i
PO Tf vo vO
vO w vO t i
VO t^ 00 ON
vO IH vO M
H
M M M M
c*
t- Tf M 00
T|- ON Tf 00
O H M
Tf M 00 VO
fO OO M t>-
w M rr> ro
W ON vO ro
01 vO w vO
Tf Tj- VO VO
ON VO fO O
O vo O vo
O vo r^- t^
t^. ^ M CO
ON Tf ON ro
^- 00 00 ON
rf M OO vo
OO PO t-- CS
ON M
M M M
35
PO O O N
* oo <N r>~
O M M
VO 00 M Tf
w 10 O rf
<N <N PO ro
r^ O ro vo
00 <"O !> M
fO Tf Tt VO
ON <N vo OO
vo O "^ OO
vo vO vO vO
ro vO ON
rO l>. IH vo
r^. t^ OO CO
N VO OO M
a^i- co PO
ON ON O
$
M
u
2
*o
O 00 t^ vO
PO t^ M vo
O O M M
vo Th ro ro
ON fO !> M
M M W KJ
<N M O ON
vo ON fO vO
fO (T> Tj- rj-
CO t- vO vo
O Tf 00 IN
vo vo vo vO
^ PO O) M
vo o n- oo
vo *> t-- t-
O ON 00 00
PX vo ON PO
CO 00 00 ON
w
_3
X
a.
<!
VO O *O M
PO r^ O TJ-
O O H M
M VO M
t>- M Tf OO
M <N N Ol
O C) t^ M
M vo OO N
fO fO rO Tj-
t^ (N t^ ro
vo ON <N NO
Tt -5J- VO VO
CO fO OO PO
ON PO O O
vo vO vO t^-
00 PO ON rj-
PO t^ O ^t-
r^ t^- oo oo
M
U
H
-ic-i
I-H PO ri- vo
PO O ON N
O O O M
O 00 ON O
VO 00 M VO
M M M (M
M ro Tf ir>
00 M rl- r^
<N ro ro ro
vO 00 ON O
O fO O O
rt rj- rj- vo
H PO ^t VO
PO VO ON W
vo vo vo vO
vO 00 ON O
vo 00 M vo
vo vo t~- r^
g
Q
*
r- vo w ON
<N VO CO O
M
t^ if I-" ON
ro VO ON M
O fO HI 00
Tf t^ O <N
VO PO O 00
vo CO M ro
vo w O t^
VO ON IN rf
Th N ON VO
t^ O P^ vo
vo vO vo vO
t
CO t~ O *
d Tj- J>- ON
0000
t-. M Tj- OO
M Tt VQ 00
M rf 00 M
M ro vo OO
M (Nl (N <N
vo OO vo
O N vo r>
CO ro PO PO
OO N vo ON
ON <N Tj- VO
PO Tj- <^ Tj-
w vO ON PO
ON M ro VO
^- vo vo vo
uJ
O ON Ox 00
oo t^ i^ NO
VO 10 VO Tf
rt ro <T> rO
(N W M M
O O ON O-
!-
o o o o
8 s M J? ^?
M M N Ol
W N (N ro
PO PO PO PO
rt- Tf Tf Tf
4*
vOtnr--.ro
M PO *f vO
00 ^f ON 10
t^ ON O N
M VO N 00
t vo r^. 00
PO ON r|- O
O M ro vo
VO M ^. PO
VO 00 ON M
00 Tf ON vo
M TJ- vo t-~
fi
M PO vo t^
M (N ro <t
O O O O
ON O rf
o o-8 o^
VO f- ON M
O w (N Tj-
CM "t vO 00
vo vo r^ CO
ON H PO Tj-
QS M N PO
vo 00 O M
?! vo r^ 00
Hie
oo vo PO M
O M W ro
O O O O
ON t^. vo PO
ro rt vo O
0000
O 00 NO *
S-S^^ $
(N ON t^ vo
O O M <N
PO M 00 NO
PO Tt- Tf vo
^- c-i O CO
VO t^ 00 CO
*
rh OO W O
8O *H M
O O O
O <*i f i-i
N <M M ff)
O
vo ON PO t^
2 ? ? g-
M vo ON PO
vo vo vo vO
0000
vO O "t 00
vO l^ t^ *
O O
M NO O 'I"
" 8 8 s 8 s
1 M-l
x o-
Sa:
=
g|
H5**P H *
HS ( *^ HB '
R "** * ^
3S Hx 2|2
*^*
L ,|so rtoo ,j!o HN
r- s *
^ c
-:
(90)
TABLE 41
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING ONE f" HOLE
Thickness.
i
ft
f
ft
i
A
1
tt
I
it
. I
if
I
Deducted.
.IQ
23
.28
.33
.38
.42
47
52
56
.61
.66
.70
75
8x8
7 37
8 26
9.14.
IO OI
10 88
1 1.73
12. 57
13.42
14.2 s
7X^i
4O7
A. 62
517
r 70
6 23
6 7C
7 26
7 76
8 27
8.?q
6x6
.
4.08
4-73
5-37
6.01
6.64
7.26
7.88
8.48
9.08
9.67
10.25
6x4
. .
3-33
3-85
4-37
4.89
5-39
5.89
6.38
6.86
7-33
7 .80
8.25
5X3i
. .
2-33
2.77
3.20
3-62
4-05
4-45
4.85
5-25
5-64
6.01
4x4
2.17
2.58
2.98
3-37
3.76
4.14
4-5 1
4.88
5-23
4 X3
1.86
2. 2O
2.54
2.87
3.20
3-5i
3-82
4.13
4.42
3 X3
1.25
i-55
1.83
2.10
2-37
2.64
2.89
3 X2j
1. 12
J-39
1.64
1.89
2.12
2.36
2^X2^
I.OO
1.24
1-45
1.6 7
1.8 7
2$X2
.87
i. 08
1.27
1-45
1.62
2 X2
75
.92
1. 08
1.23
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING TWO " HOLES
Thickness.
\
A
1
A
A
A
I
H
I
H
I
if
i
Deducted.
.38
47
.56
.66
75
.84
94
1.03
1-13
1.22
1-31
1.41
1.50
8x8
7.00
7.84
8.67
9."\O
10.31
II. 12
I I.Q2
12.71
1 3.^0
7X^1
3 74
42 5
47 -
523
572
6 18
6 6<:
71 1
7.^6
8 oo
6x6
3-8o
4.40
5.00
5-59
6.1 7
6-75
7-3i
7.87
8-43
8.96
9-5
6x4
. .
3-05
3-52
4.OO
4-47
4.92
5.38
5-8i
6.25
6.68
7.09
7-5
5X3i
2.09
2-49
2.8 7
3-25
3-63
3-98
4-34
4.68
5-3
5-36
4X4
i-93
2.30
2.6 5
3.00
3-34
3-67
4.00
4-31
4.62
4 X3
.
1.62
1.92
2.21
2.50
2.78
3-4
3-3 1
3-56
3.81
3 X 3
1. 06
i-3i
J -55
1.77
2.OO
2.22
2.42
3 X2i
93
"S
1.36
I. 5 6
i-75
i-94
2^X2^
.81
I.OO
1.17
i-34
1.50
2^X2
.68
.84
99
1. 12
1.25
2 X2
56
.68
.80
.90
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING
THREE f" HOLES
Thickness. 1 f
ft
\
ft
1
tt
I
if
I
if
I
Deducted.
.84
.98
1-13
1.27
1.41
1.55
1.69
1.83
1.97
2.12
2.25
8x8
6x6
3-52
4.08
6.62
4.62
7.41
5.16
8.20
5-70
8.98
6.23
9-75
6-75
10.51
7.26
11.26
7-77
12.01
8.26
I2 -75
8-75
(90
TABLE 42
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING ONE
HOLE
THICKNESS.
|
A
I
5
i
A
1
H
I
it
1
H
i
DEDUCTED.
.22
.27
33
.38
44
.49
55
.60
.66
71
77
.82
.88
8x8
7 31
8 in
9 06
Q Q-2
10 78
1 1 63
12 46
i ^ 30
14 I 2
7X3?
4.02
4-5 6
5.10
5-62
6.1 5
6.65
7.16
7.65
8.15
8.62
6x6
. .
4-03
4.68
5-31
5-94
6.56
7 .l8
7.78
8.38
8. 97
9-55
10.12
6x4
3.28
3.80
4-3 1
4.82
5-3 1
5 .8l
6.28
6.76
7.22
7.68
8.12
5*3l
2.29
2.72
3- J 5
3.56
3-98
4-37
4-77
5-i5
5-54
5-9
4x4
2.13
2-53
2 -93
3-3i
3-69
4.06
4-43
4.78
5-i3
4 X3
1.82
2.15
2.49
2.81
3-i3
3-43
3-74
4-03
4-32
3 X3
1.22
I-5 1
1.78
2.05
2.31
2-57
2.81
3 X2j
1.0 9
!-.35
I -S9
1.84
2.06
2.29
2^X2^
97
1.20
1-40
1.62
1.81
2jX2
.84
I.O4
1.22
1.40
1.56
2 X2
.72
.88
1.0 3
1.18
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING TWO \" HOLES
THICKNESS.
\
A
f
A
i
&
1
H
I
if
1 ,
it
i
DEDUCTED.
.44
55
.66
77
.88
.98
1.09
1.20
I-3I
1.42
1-53
1.64
1-75
8x8
. .
6.87
7.70
8.52
9-33
10.13
10.92
11.70
12.48
13-25
7X3i
3-63
4.12
4.6l
5.08
5-55
6.00
6-45
6.89
7-33
7-75
6x6
3-7
4.29
4.87
5-45
6.02
6.58
7-!3
7.67
8.21
8-73
9- 2 5
6x4
2-95
3-4i
3-87
4-33
4-77
5-21
5-63
6.05
6.46
6.86
7-25
5X3i
. .
2.01
2-39
2.76
3.12
3-49
3-83
4.17
4-5
4-83
5-i4
4X4
1.85
2.20
2-54
2.87
3.20
3-52
3-83
4-13
4.42
4 X 3
.
i-54
1.82
2.10
2-37
2.64
2.89
3-14
3-38
3.61
3 X3
I.OO
1.23
1-45
1.66
1.87
2.08
2.27
3 X2i
.87
1.07
1.26
i-45
1.62
i. 80
2jX2^
75
.92
1.07
1.23
i-37
2^X2
.62
.76
.89
I.OI
1. 12
2 X2
5
.60
.70
79
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING THREE |" HOLES
THICKNESS.
f
A
|
s
|
i*
t
if
i
if
i
DEDUCTED.
.98
i.iS
I-3I
1.48
1.64
i. 80
1.97
2.13
2.30
2.46
2.63
8x8
6x6
3-38
3-9 1
6-44
4-44
7.20
4-95
7-97
5-47
8-73
5-98
9-47
6.47
10.21
6.96
10.93
7-44
11.66
7.91
12.37
8-37
(92)
TABLE 43
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING ONE 1" HOLE
Thickness
\
A
*
A
I
A
1
tt
|
H
1
if
i
Deducted.
25
31
38
44
50
56
.63
.69
75
.81
.88
94
1. 00
8x8
72^
8 12
898
o 8d
10 69
ii ^ 3
12 1Z
ii 18
14 OO
7x3*
3-9 6
4-5
5-03
5-54
6.06
6.56
7.06
7-54
8.03
8.50
6x6
3-98
4.62
5-25
5.87
6.48
7.09
7.69
8.28
8.86
9-43
IO.OO
6x4
. .
3-23
3-74
4.25
4-75
5-23
5-72
6.19
6.66
7.11
7-56
8.00
5X3i
. .
2.25
2.67
3-9
3-5
3-9 1
4.29
4.68
5.06
5-44
5-79
4x4
2.09
2.48
2.87
3-25
3.62
3-98
4-34
4.69
5-03
4 X 3
. .
1.78
2.10
2.43
2-75
3-o6
3-35
3-65
3-94
4.22
3 X3
I.I 9
1.47
J-73
1.99
2.25
2.50
2-73
3 X2|
1. 06
i-3*
i-54
1.78
2.00
2.22
2*X2i
94
1.16
i-35
1.56
i-75
2^X2
.81
1. 00
1.17
1-34
1.50
2 X2
.69
.84
.98
1. 12
NET SECTION IN SQ. IN. OP ONE ANGLE DEDUCTING TWO 1" HOLES
Thickness
1
4
-h
1
A
i
&
1
H
t
H
7
5
if
i
Deducted.
50
.63
75
.88
1. 00
1.13
1.25
1.38
1.50
1.63
i-75
1.88
2.00
8x8
6.7q
7.CC
8 16
91 r
Q Qd.
IO 71
ii 48
7X^i
j C2
A OO
4 d6
A. O2
e 77
s 81
6 67
D-
fMf
o u
6x6
. .
3.61
4.l8
4.75
5-3
5-86
6.40
6.94
7.46
7-99
8-49
9.00
6x4
2.86
3-3
3-75
4.18
4.61
5-5
5-44
5-84
6.24
6.62
7.00
5X3i
. .
!-93
2.30
2-65
3.00
3-34
3-67
3-99
4-3 1
4.62
4.92
4x4
1.77
2. II
2-43
2-75
3-05
3-36
3-65
3-94
4.21
4 X3
.
1.46
i-73
1.99
2.25
2.49
2-73
2.96
3-19
3-40
3 X 3
94
"S
1.36
i-55
i-75
J-93
2. II
3 X2j
.81
99
1.17
i-34
1.50
1.65
2$X2i
.69
.84
.98
1. 12
1.25
2jX2
56
.68
.80
.90
I.OO
2 X2
44
5 2
.61
.68
NET SECTION IN SQ. IN. OF ONE ANGLE DEDUCTING THREE 1" HOLES
Thickness
1
ik
i
&
1
H
I
if
1
if
I
Deducted.
1-13
i-3i
1.50
1.69
1.88
2.06
2.25
2.44
2.6 3
2.81
3.00
8x8
6 2S
6 OQ
771
8 47
6x6
3-23
3-75
4-25
4-74
1 6
5-23
5-72
*v
6.19
y.yu
6.65
7-II
11.31
7.56
8.00
(93)
m
w
CO o
M a
'
I
*HH
POTj-rtvOONON O O M t^
t-*iofooo loioiovo fOTf^o ^ONOON
5: 5 ^% Sj gj ^ ^p
SM^M"^? 2"^MM 2^ ^ *> ">
I] .
39
tooooo oooo
ooooo oooo
8 ooo oooo ooo ooo
ooo oooo ooo ooo
t~N.(N\OO MvoeqrooOOvo ^-NOOO
OONO"3-roONOO ^NMO
ON OO t^* *> IO l^i ^O ^ rO f^O fO CN) H rt
<N M t--
M vo oo -<t
t
vd--~i^' r^---
ro-"- n--- M-- M~~
^
H W rj
8 8 8
8888
P
IO T}~ CN
^ ^r ^a M"
Q
O O O
ro cq M
SHIOfJ HO
HHXHWVIQ
XHAI^ HO
MHXHWVIQ
. 'XHOIH^
ioomoiOM oiooio
10OIOM lOrOOOO OI>1O I^Tt<S
<
pg
(!.> O-^-.
to \0 t-CO M H N ro -t w
10VONO CN^OONt-OfOt-OO^rt
Z c/2
^^^NS lo ^5^^^
HOO QNOOOOi>-OOt^t^t^.\OiOiOiO
b
O
|
Joooo ooooo
oooo ooooo
M 10 OO <N vooO rooo fOOO
Joo oooo oooooooo
OO OOOO OOOOOOOO
fOt^oOr^-vOON rOMONTJ-T^-MOOON
MHO ONONOOOO OOOOOOt^-NONOiOtO
<<
>
OfOoO<^0 10 to 10 TJ-
VOIO<N <N^-t-XOt-.MXOtOrtOOWM
w ,_,
MOO OOt^t^*O \OtOVOtOTrrJ-cOfO
~.
Os .0
TT > to 10
J
o
M M
M" M CN ^-
ffi
o
8Q
o
8888
Q\ s. N. M -^ %. >+ t^- s* S. - ^t* % >* N*
H
M---- &*'*'*'*
8 M^
10 cs O OO
5
|
ro ro
Tt* M l/> O
Q
M M
M M
SH-IOH *
HHXHWIVIQ
XHAI>I HO
aHxawviQ
J.
OIOO1OO OtOOlOO
OOOOOOO OOvOvOOOO
M M
moio omoio looiooiootoN
^- O .
00 10
qjdaa
rt 5 * * 5 (S,----
M M
(94)
TABLE 45
NET VALUES OF CHANNELS. ABOUT AXIS BB
Deducting one hole in top flange and one hole in bottom flange, using
standard gauge and maximum size rivet
CHANNEL.
li
s.
DEDUCT FOR HOLES.
NET VALUBS OF CHANNEL
Depth.
Weight.
I
C
s
I
C
S
15
55
1
I
56.6
80400
7-5
373-6
53 I 5
49-9
M
50
"
"
"
"
"
346.1
492300
46.2
"
45
11
"
H
"
"
3 l8 -5
453100
42-5
"
40
"
M
59.1
84100
7-9
288.4
410100
38.4
II
35
"
"
"
"
"
260.9
370900
34-8
"
33
"
"
n
"
"
253-5
360400
33-8
12
40
I
27-3
48500
4-5
169.7
301700
28.3
M
35
"
"
"
M
"
152.0
270300
25-4
"
30
"
"
"
"
11
134-4
238900
22.4
"
25
"
u
"
"
"
116.7
207600
19.5
"
20.50
u
"
"
"
u
100.8
179300
16.9
10
25
f
I
15.2
32400
3-o
75-8
161700
15.2
"
20
"
"
17.5
37300
3-5
61.2
130700
12.2
"
15
"
"
"
u
"
49-4
105400
9-9
9
20
f
1
12.2
28900
2 -7
48.6
115200
10.8
"
15
"
"
I3.I
31100
2.9
37-8
89400
8.4
"
I3-25
"
M
M
"
" .
34-2
81100
7-6
8
16.25
f
1
9-5
25400
2.4
30-4
81000
7-6
"
13-75
"
"
"
"
"
26.5
70600
6.6
"
11.25
"
"
M
"
"
22.8
60700
5-7
7
14-75
f
f
5-7
17400
1.6
21.5
65400
6.2
M
12.25
"
"
"
"
"
I8. 5
56300
5-3
"
9-75
"
"
u
"
M
15-4
49400
4-4
6
13
f
f
4.1
14700
i-4
13.2
46900
4-4
"
10.50
"
"
M
"
"
n.o 39100
3-6
"
8
"
"
"
"
u
8.9 3 I 5
2.9
(95)
Q \
TABLE 46
NET VALUES OF COVER PLATES
About axis BB. The value of d is such that the plates may
be used as cover plates for beams and channels
l
J
LMETER
RIVET. 1
LMETER I
HOLES. I
NET
AREA
OF
NET
VALUE
OF
M
w H
LMETER 1
RIVET. I
LMETER 1
HOLES. 1
AREA
OF
NET
VALUE
OF
CflPM
Q
P
PLATES.
PLATES.
I
C/20H
<q
Q
PLATES.
PLATES.
I
24
8xi
"7
I
14.00
2188.7
15
8xi
1
7
14.25
913.2
"
8x1
"
(4
12.25
1895.8
M
8x|
"
"
12.47
786.4
"
8x|
"
"
10.50
1608.4
"
8xj
(4
"
10.69
663.3
"
8x|
"
8-75
1326.8
"
8xf
(4
(4
8.91
543-9
"
8x
"
(4
7.00
1050.6
u
8x
"
"
7.13
428.1
"
8x|
"
(4
5-34
3I5-9
24
7x1
i
I
12.00
1876.0
"
7X1
"
10.50
1624.9
15
6xi
f
1
10.25
656.8
"
7 X I
14
(4
9-00
1378.6
"
6x1
"
"
8.97
565-6
"
7 x f
(4
"
7-50
1137.2
"
6xf
"
"
7.69
477-i
"
7X|
"
"
6.00
900.5
6xf
u
"
6.41
391.2
"
6x^
u
"
5- I 3
307-9
20
8xi
1
I
14.00
1544.7
"
6x|
"
"
3-84
227.2
"
8x1
"
"
12.25
1335-3
"
8x|
"
"
10.50
1130.7
12
8X|
f
1
10.69
434-8
"
8xf
"
14
8-75
930.8
"
8x|
"
"
8.91
355-2
"
8x^
"
"
7.00
735-6
"
8xi
"
"
7.13
278-5
"
8xf
*
(4
5-34
204.6
20
6xi
1
I
IO.OO
1103-3
"
8x1
"
"
3.56
J33-7
6x1
M
"
8.75
953-8
"
6x|
"
it
7.50
807.6
12
6xf
f
1
7.69
312.8
6xf
U
6.25
664.9
"
6x|
"
"
6.41
255-5
"
6x^
"
"
5.00
525-4
u
6x
"
"
5- J 3
200.3
11
6x|
11
11
3-84
147.2
18
8xi
1
I
14.00
1264.7
"
6x1
u
"
2.56
96.1
"
8x|
"
11
12.25
1091.8
"
8xf
"
11
10.50
923-3
10
6x|
f
1
6.41
181.0
M
8x|
"
"
8.75
759- 1
(4
6xJ
u
"
5.13
141.4
"
8xJ
"
u
7.00
599- 1
"
6x|
(I
M
3-84
103-5
6X1
"
"
2.56
67-3
18
6xi
1
I
IO.OO
903-3
"
6x1
"
11
8.75
779-9
9
6x|
f
1
6.41
148.6
"
6xf
"
"
7.50
659-5
"
6x
"
(4
5.13
II5-7
"
6x|
"
"
6.25
542-2
"
6x|
"
"
3-84
84-5
"
6x1
"
5.00
427.9
"
6x1
2.56
54-8
(96)
PLATE GIRDERS
GRAPHIC IN DESIGN OF PLATE GIRDERS
Uniform loading. The equation for bending moment in inch-pounds for uniform
loading is,
(a) B = -wD - 6 wx*,*
where B bending moment in inch-pounds,
w = load in pounds per lineal foot of girder, including weight of girder,
L span in feet,
x = distance in feet of section of moments from center of girder.
A J
Equation (a) is a parabola and represents a curve of the form RAS, Fig. i. Such
a curve may be made the basis of graphical design, if vertical distances from the curve
to the line RS represent bending moments for that point in the span.
The equation for moment of resistance is,
(6) M r = ^,
where Mr = moment of resistance,
R = safe extreme fiber stress in pounds per sq. in.,
7 = moment of inertia,
e = distance in inches of extreme fiber from neutral axis.
* Equation (a) is usually written
Where B~=. bending moment in foot-pounds.
The values of the other terms are the same as in equation (a) . Reducing the bending moment to inch-
pounds by multiplying equation (a') by 12 gives equation (a).
Where the value of *=o at the center of the span, equation (a') becomes B = W , or reducing this
value to inch-pounds, B = f wL 2 .
(97)
PLATE GIRDERS
From equation (V), R and e being constants, / varies directly as M r - It is then at
once possible from a moment diagram such as Fig. i exhibits to scale the values of I
by changing the scale of the figure by the proper ratio of multiplication.
To make an application of the above to a particular loading and span, plot a curve
similar to RAS, Fig. i, to any convenient scale, using the following values which are
computed for a typical parabola.
Let L 24 feet, w = 20,000 pounds,
then for x= o, B = 17,280,000
x= i, 5 = 17,160,000
2, 16,800,000
3, 16,200,000
4, 15,360,000
5> 14,280,000
6, 12,960,000
11,400,000
9,600,000
7.560,000
5,2oO,000
II, 2 760,000
PLATE GIRDERS
Compute the moment at the center of the span from equation (a) which for this
point reduces to B = -| wl?. Conditions of design will give the depth of girder from
which the value of e is obtained, whence / = ~ may be computed.
K
The curve, in connection with the tables for plate girders may now be made the
basis of further determinations as follows, see Fig. 2. Draw the radial line xx repre-
senting I above determined, to a convenient scale. In a similar manner draw yy to rep-
resent half the span to a convenient scale. Proceed as in the following case in which the
required moment of inertia at the center of the girder is 97,000, and the span 480 inches.
Uniform Loading
(i) Assume that no part of the web acts as flange, and a girder depth of 60 J
inches back to back of flange angles. From table No. 49 the value of four 8 X 8 X f
angles, 6oJ inches back to back, is 31,384, which leaves 65,616 to be provided for in
cover plates. From table No. 51 for two 20-inch cover plates on angles 6oJ inches
back to back, the nearest value is 65,677 for two i| inch plates. This can be made
up of six 20 X f-inch plates, three on top and three on bottom. From the same table
the value of two 20 X f-inch plates is 21,017,* and two 20 X i^-inch plates is 42,903^
Fig. 3-
* It is seen from the tables that the value of two plates ij inches thick is greater than twice the value of
two f-inch plates with the same distance back to back, since the value of e is greater for the thicker plates;
the values should therefore be taken as the value of two plates of the total thickness of each flange plate.
(99)
PLATE GIRDERS
Represent these values to scale on the line xx and draw lines parallel to RS until they
intersect the curve RAS. From these points of intersection draw vertical lines to
intersect yy, from which the length of the cover plates may be scaled. The cover
plates shown in the figures are allowed to extend beyond this point 18 inches. This
distance is an arbitrary figure, and will depend on the distance required to develop
the plate, and the inclination of the curve. The web plate and stiffener angles are not
considered in this example, as the tables give values for flanges only. The required
girder is therefore made up of four angles, 8 X 8 X f , 6o inches back to back, and
six cover plates, 20 X f inches as flanges.
(2) Assume the same conditions as in example (i), except that J of the 60 X f
inch web plate is considered as flange. See Fig. 3. From table No. 47, the value
of a 60 X inch plate with 8X8 inch flange angles is 8801; the value of four 8 X 8 X J
inch flange angles 60 J inches back to back is 31,384; as given in example (i), the re-
Fig. 4-
mainder of 56,460 is made up of cover plates in the same manner as in example (i).
Lines are drawn from xx to " CL of Girder " parallel to RS', from this line all lines
parallel to the line representing the value of the web until they intersect the curve
RAS; the remainder of the operation is the same as in example (i).
(100)
PLATE GIRDERS
Concentrated Loading
(3) Assume a girder of 480 inches span, supporting two concentrated loads, re-
quiring a moment of inertia shown in Fig. 4 and bounded by the lines RBS. The
uniform load diagram is bounded by the lines RCS. Combining these diagrams by
adding the ordinates, for example, AD = CD + BD, the diagram RAS is obtained.
By laying off to scale on a vertical line 57" the values of flange angles and cover
plates and drawing lines parallel to RDS, the length of the cover plates is deter-
mined as shown in the figure.
RESISTANCE OF WEB PLATE TO BENDING STRESS
B
Fig. 5-
The general formula for moment of resistance is M r = RI -f- e. This equation
becomes M r = RAh+6foT the rectangle shown ; where h = depth of web in inches
and A = area of section in square inches = bh. Therefore the resistance of a web
plate to bending is equivalent to a flange of ^ of the area of the web concentrated at
each edge of the web plate.
If it be assumed that an equivalent to \ of the web be cut away for rivets, the equa-
tion takes the form M r = RAh-~ 8, or its resistance is equivalent to a flange of J of
the area of the web concentrated at each edge of the web plate.
The assumption is made in the discussion above that there is no shearing stress
in the web, and hence is only applicable at the center of plate girders carrying uniform
loads where the web plate is fully spliced.
The following table, giving moment of inertia of web plates, is based on of the
area of the web plate as effective flange at the center of gravity of each pair of flange
angles.
(101)
-f
TABLE 47
a
MOMENT OF INERTIA OF ONE WEB PLATE FOR PLATE GIRDERS
ABOUT AXIS BB
| of area of web considered as effective flange at center of gravity of each pair of flange angles
Long leg of angles outstanding
FLANGE ANGLES.
THICKNESS OF WEB IN INCHES.
H
Ed
*
h
X
H
JL
M
Q
Size.
Back
to
Back.
1
A
I
A
i
A
I
H
!
I
i
4X3X^
i8i
' 78
97
117
136
156
J 75
195
214
234
273
312
18
24i
I 9 2
240
289
337
385
433
481
529
577
673
770
24
"
30|
385
481
577
673
770
866
962
1058
"54
1347
1539
30
"
361
675
844
1013
1182
J 35i
1520
1688
1857
2026
2364
2701
36
5X3ix^
18!
7 6
96
"5
J 34
J 53
172
191
210
229
268
306
18
"
24i
IQO
237
285
332
379
427
474
522
569
664
759
24
3oi
38o
476
57i
666
761
856
95i
1046
1141
J 33 2
1522
30
36i
669
836
1004
1171
1338
1506
1673
1840
2007
2342
2677
36
"
421
1089
1362
1631
1906
2178
245 1
2723
2995
3268
3812
4357
42
6X4X
241
1 86
232
279
325
372
418
465
511
558
651
744
24
"
301
375
468
562
656
749
843
937
1030
1124
1311
1498
30
36i
66 1
826
99 1
1156
1321
1486
1652
1817
1982
2312
2642
36
u
42i
1077
J 347
1616
1886
2155
2424
2694
2963
3 2 32
377i
43 10
42
48
1623
2029
2435
2840
3246
3 6 52
4058
4463
4869
5681
6492
48
6x6x&
24i
163
203
244
285
325
366
407
447
488
569
651
24
H
301
337
422
506
59i
675
759
844
928
IOI2
1181
!35
30
U
36i
606
758
909
1061
1213
i3 6 4
1516
1667
1819
2122
2425
36
((
42i
1002
I2 53
!53
1754
2005
2255
2506
2756
3007
3508
4009
42
11
4 8i
I5 2 4
!95
2286
2667
3048
3429
3810
4191
4572
5335
6097
48
541
22OI
2752
3302
3853
4403
4953
5504
6054
6604
775
8806
54
u
6o
3054
3818
4582
5345
6109
6873
7636
8400
9163
10691
12218
60
fi
721
5369
6711
8053
9395
I0 737
12079
13421
14764
l6lo6
18790
21474
72
8x8x
42i
945
1181
1417
l6 53
1889
2125
2362
2598
2834
33o6
3779
42
u
48^
1448
1810
2172
2534
2896
3258
3620
3982
4344
5068
5792
48
"
54*
2104
2630
3156
3683
4209
4735
5261
5787
6 3 J 3
73 6 5
8417
54
it
60^
2934
3667
4401
5J34
5867
6601
7334
8068
8801
10268
IJ 735
60
((
72*
5!93
6491
7789
9087
10386
11684
12982
14280
15578
18175
20771
72
(102)
TABLE 48
B
-JiL
MOMENT OF INERTIA OF FOUR ANGLES
ABOUT AXIS BB DEDUCTING ONE HOLE FROM EACH ANGLE
One 3" hole deducted for angles less than f" thick
One \" hole deducted for angles over T y thick
Long legs of angles outstanding
SIZE OF
ANGLES.
TOTAL SECTION.
BACK TO BACK OF ANGLES IN INCHES.
Gross
Weight
Net
Area.
i8i
24i
3oi
36*
42*
48}
54*
6oi
72*
4X3X&
28.4
7.28
5i6
947
1409
2202
x I
34-0
8.60
607
i"5
1777
2595
x&
39-2
9.96
699
1286
2053
3098
x *
44.4
11.24
783
1444
2307
3372
x&
49.2
12.52
868
1602
2562
3747
5X3ix&
34-8
9.16
640
1177
1880
2748
3827
x I
41.6
10.88
756
!393
2227
3256
4536
x&
48.0
12.60
871
1608
2571
3762
5243
x *
54-4
14.24
977
1807
2894
4236
5908
x&
60.8
15.92
1087
2013
3226
4725
6 59i
x i
67.2
17.16
1166
2162
3467
5081
7091
6x4x1
49.2
13.12
1661
2660
3894
5432
7I 4 8
x&
57-2
15.20
. .
1917
3072
4501
6280
8267
x 1
64.8
17.24
2163
3470
5087
7102
9352
x&
72.4
19.28
2410
3869
5 6 75
7926
I044I
x f
80.0
20.92
. .
2605
4186
6144
8583
II309
xM
87.2
22.88
. .
2834
4559
6695
9359
12337
x I
94-4
24.76
. .
3055
4919
7228
10108
J 3327
C6x 4 x |
49.2
13.12
.
1415
2 335
349i
4946
6584
=3 Xfg
57-2
15.20
. .
1632
2696
4034
57i8
7614
I x \
64.8
17.24
. .
1840
344
4558
6465
8612
1 x&
72.4
19.28
2050
3393
4984
7214
9613
x f
80.0
20.92
.
2216 3672
554
7812
10413
1 XH
87.2
22.88
. .
2409
3897
5996
8517
"357
t x f
94.4
24.76
2596
43 11
6472
9197
12268
6x6 x f
59-2
16.12
1834
2993
4442
6261
8302
10634
13256
J 937i
x^
68.8
18.72
2121
3565
5 X 46
7255
9624
12329
!537 2
22469
x i
78.4
21:24
. .
2 397
3919
5824
8214
10899
13967
17417
25463
x&
87.6
23.76
. .
2666
43 6 4
6490
9160
12160
15587
19442
28434
x I
96.8
25.92
. .
2897
4747
7064
9973
13242
16978
21180
30984
xH
106.0
28.36 1
. .
3157
5178
7709
10889
14462
18546
23140
3386o
x i
114.8
30.76
. .
3405
595 1
833
"773
!5 6 43
20067
25045
36661
8x8 x \
105. 6
2O.24.
10817
14424
18^7
23217
341 jc
xA
v^^.vx
118.0
"y * et ^
22.76
I2OQ3
16130
x/0 /
207^7
O 1
2CQ74
O^ J
38776
' lo
x
no 8
O'*'. / v
5C Q2
^^"yo
I 3232
i?6?;
/ /
22724
^OV /T-
28430
o /
41810
XN 8
Xtt
A ^VJ.VJ
143.2
oo.y^
79.76 i
*-o*o*
14468
/ 00
19309
*"*( **+
2481:9
"~"tjy
3III7
4^7^9
' N 16
x 1
^O **
i.6
OV*O X '
42.76
KJ667
yo y
20918
*T OV
2694O
O /
33731
T^O / 0V
49622
4
Xtt
OO "
168.0
T.^* / ^^
46.12
3 I
16861
22520
2QOOQ
OOl O A
36328
^34^7
16
X i
180.0
if W. i ^
4 0.4.O
18021
24076
y^^v
31021
O"v)^ W
3881:1;
Ootj /
C.7IQO
^* 8
x4|
102 o
^.y .i^.vj
C2 72 '
10180
m^prfu
2c64<;
33O5I
J^^JJ
4I4O^
/ A y'-'
5ooco
^16
X I
A vy ^ . w
204.0
O-^* /*
56.00
. .
iy i<jy
20317
* J^T-J
27165
oO^j- 1
352i
T-^T-^O
43884
^^yjy
64636
(103)
L.
TABLE 49
MOMENT OF INERTIA OF FOUR ANGLES
ABOUT AXIS BB DEDUCTING TWO HOLES FOR EACH ANGLE
Two |" holes deducted for angles less than |" thick
Two i" holes deducted for angles over T y thick
Long legs of angles outstanding
SIZE OF
ANGLES.
TOTAL SECTION.
BACK TO BACK OF ANGLES IN INCHES.
Gross
Weight.
Net
Area.
i8i
24i
30j
36*
42i
48i
54*
60 }
72*
4x3 x&
28.4
6.16
438
802
1278
1864
x I
34-0
7.28
5 J 5
945
1506
2198
x&
39-2
8.40
59i
^1086
1732
2530
x \
44.4
9.48
662
1219
1947
2845
x&
49.2
10.56
734
1353
2163
3162
5X3?x^
34-8
8.04
563
io35
l6 53
2413
336o
x f
41.6
9.56
666
1226
1958
2862
3987
x^
48.0
11.04
765
1411
22 55
3298
4595
x \
54-4
12.48
858
1586
2538
37i5
5*79
x&
60.8
13.96
955
1767
2831
4i45
5782
x I
67.2
14.68
1000
1853
2969
435
6069
6x4 x |
49.2
II.So
1496
2394
354
4887
643 1
x^
57-2
13.64
. .
1623
2 759
4041
5638
742i
x *
64.8
15.48
1944
3118
457
6 379
8400
x&
72.4
17.32
2167
3478
5101
7123
9382
x f
80.0
18.44
. .
2300
3 6 94
54i9
7569
9972
xft
87.2
20. 12
2496
4013
5892
8234
10852
x f
94.4
21.76
2689
4327
6 357
8887
11717
6x4 x f
49.2
II.SO
1278
2105
3 J 45
4454
59 2 7
1 XA
57-2
13.64
. .
1471
2426
3626
5 J 37
6839
*i
64.8
15.48
. .
1660
2740
4100
5812
7740
x&
72.4
17.32
1849
3056
4575
6489
8644
3 x f
80.0
18.44
1963
3246
4861
6896
9189
I xH
87.2
20.12
2130
3526
5284
75i
9998
t x t
94.4
21.76
2294
3801
5700
8095
10793
6x6x |
59-2
14.80
1689
2753
4084
5753
7627
9768
12176
17790
x^
68.8
I7.l6
i95
3182
4723
6656
8828
11308
14097
20602
x i
78.4
19.48
2205
3601
5348
7540
10003
12816
15980
23360
x&
87.6
2 1. 80
2 453
4011
5962
8412
11164
14308
17845
26096
x f
96.8
23.44
. .
2629
4302
6 397
9028
11984
15362
19163
28028
x&
106.0
25.60
2860
4684
6969
9839
13065
16751
20898
3575
x f
114.8
27.76
3083
55 6
7529
10636
14129
18121
22613
33097
8x8x i
105.6
27.48
.
.- . :
10178
*35 6 7
!745 2
21831
32074
x&
118.0
30.80
11382
15178
19528
24433
35905
x I
130.8
33-44
I2 335
16452
21171
26492
38940
xft
143.2
36.60
. .
. .
i347i
J 7973
23134
28953
42568
x f
155-6
39.76
14587
19470
25069
3^84
46160
xtf
168.0
42.84
15683
20939
26967
33766
49676
x I
180.0
45.92
16774
22402
28858
36140
53183
XH
192.0
48.96
17845
23840
30717
38476
56636
XI
20.40
52.00
18892
2525
32545
40775
60044
(104)
T"
TABLE 50
MOMENT OF INERTIA OP FOUR ANGLES
ABOUT AXIS BB, DEDUCTING THREE HOLES FOR EACH ANGLE
Three \" holes deducted for angles less than f" thick
Three i" holes deducted for angles over T y thick
SIZE OF
ANGLES.
TOTAL SECTION.
BACK TO BACK OF ANGLES IN INCHES.
Gross
Weight.
Net
Area.
24i
3oi
36}
42*
4 8i
54i
6oJ
72*
6x6x |
59-2
13.50
1546
2516
373
5253
6963
8916
IIII2
16233
x i%
68.8
15.65
1785
2908
43*3
6077
8057
10319
12863
l8 795
x \
78.4
17.75
20l6
3288
4880
6878
9122
11685
I 45 68
21292
x&
87.6
IQ.Sl
2237
3653
5426
7652
IOI 53
13010
16224
23722
x f
96.8
20.94
2359
3854
5725
8075
10716
J 3734
I7I29
25049
x&
106.0
22.87
2567
4196
6237
8801
11683
I497 6
l868l
27326
X \
114.8
24.76
2762
4522
6727
9499
12614
16175
20l82
29532
8x8x \
105 6
2C 7cr
0^40
12726
16^66
2O4.6o
30067
x A
118 o
28 81
10661
1421 1
18280
22868
3-2CQQ
x f
130.8
30.94
.
. .
H43 1
15240
19606
24529
36046
x 44
IA-3 2
H.8?
12486
16652
214.27
26813
3O4I2
x 2
tee 6
36 76
1 3^07
18022
23IQQ
2OO37
4.2600
xH
168.0
39.61
14523
19383
24956
31242
45953
X 1
180.0
42.4.2
I ^^IO
2O7IQ
26683
334IO
4O I <4
x 44
IO2 O
4^.23
1651 i
22O5O
284.O3
7C C7O
r 2 347
X I
2O4.O
48.00
17466
23335
30069
37666
55453
(105)
TABLE 51
MOMENT OF INERTIA OP
ABOUT AXIS BB, DEDUCTING
d = distance back to back of flange angles
A = net area of two plates
1 1 WIDTH OF PLATE!
S_2hO| IN I NCHF ,S.
BACK TO BACK
J> OF FLANGE Is
n IN INCHES.
Two |" holes deducted for plates less than f " thick
" i'' " " " " over T V' thick
If 4 one-inch holes are deducted, use values of plates 2 inches less in width
THICKNESS OF PLATE IN INCHES.
\ A
f Aj_T_j_5_LJ
tt
*
= 3.63
4-53
5.44
6.34
7.25
8.16
8-75
9-63
10.50
i8i
24i
3oi
310
544
843
39
683
1058
472
824
1275
554
967
1494
637
IIIO
1714
722
1256
1936
780
J 354
2086
863
J 497
2304
948
1641
2523
10
IO
<l
tt
A =
= 4-13
5.56
6.19
7.22
8.25
9.28
10.00
11.00
12. OO
13-00
i8i
241
301
36*
353
619
959
J 374
444
778
1204
J 7 2 3
537
938
I 45 I
2075
630
1 100
1700
2429
725
1264
!95
2786
821
1429
2203
3J45
891
1547
2384
3400
987
1711
2633
3753
1084
1876
2884
4108
1182
2042
3i37
4465
12
A =
= 5-13
6.41
7.69
8.97
10.25
H.53
12.50
13.75
15.00
16.25
12
it
n
24!
30|
36*
42*
48*
769
1192
1707
2342
3045
966
1496
2141
2936
3816
1166
1803
2578
3533
459 1
J 3 6 7
2112
30l8
4134
5370
!57
2423
346i
4738
6i53
J775
2737
397
5346
6940
J 934
2979
4250
5812
7542
2138
3291
4691
6412
8317
2 345
3605
5i35
7oiS
9097
2553
3921
558i
7622
9880
14
A =
= 6.13
7.66
9.19
10.72
12.25
13.78
15-00
16.50
18.00
19.50
14
ti
tt
n
24i
3Qi
36i
42i
48*
54i
6oi
919
1424
2040
2798
3 6 39
459
5 6 5 r
"55
1788
2559
35o8
45 61
575i
7079
J 393
2154
3081
4222
5487
6917
8512
l6 33
2524
3607
4941
6418
8088
995 1
1876
2896
4i3 6
5663
7353
9264
11396
2122
3271
4669
6389
8294
10446
12847
2321
3575
5100
6975
9050
11396
14012
2566
3949
5629
7695
998i
12564
15444
2813
4325
6161
8419
10916
13738
16883
3 6 3
475
6698
9 J 47
11856
14916
18327
16
A =
= 7-13
8.91
10.69
12.47
14.25
I6.O3
17.50
19.25
21.00
22.75
16
ti
tt
ii
(i
(i
24!
3oi
36*
4 2*
48}
54*
60*
1069
l6 57
2373
3255
4233
5339
6 574
1343
2080
2977
4081
5305
6690
8234
1620
2506
3584
4912
6383
8046
9901
1900
2936
4196
5747
7466
9408
11576
2183
33 6 9
4812
6587
8554
10777
13256
2468
3 8o6
5432
7432
9648
I2I52
14944
2708
4171
595
8i37
I0 559
13295
16347
2994
4607
6567
8977
11644
14658
18018
3282
5046
7188
9822
!2735
16027
19697
3574
5489
7814
10671
13832
17402
21382
18
~7S
K
<t
tt
<t
A =
= 8.13
10. 16
12.19
14.22
16.2^
18.28
20.00
22.00
24.00
26.00
36i
42i
48i
54i
60*
72*
2706
3712
4827
6089
7497
10751
3394
4654
6050
7628
939
13461
4087
5601
7278
9 J 75
11291
16181
4785
6 554
8513
10729
13200
18911
5487
75 12
9754
12289
15^7
21649
6194
8476
IIOO2
13857
17042
24397
6800
9300
12067
I5J95
18682
26737
7505
10259
13308
16752
20592
29461
8215
11225
I455S
18317
22511
32195
8930
12195
15808
19888
24437
34937
(106)
TABLE 51 (Continued)
TWO COVER PLATES
TWO HOLES FROM EACH PLATE
d = distance back to back of flange angles
A = net area of two plates
Two I" holes deducted for plates less than f" thick
" i" " " " " over T y thick
If 4 one-inch holes are deducted, use values of plates 2 inches less in width
THICKNESS OF PLATE IN INCHES.
i
if
I
I|
ii
If
i*
if
if
If
2
14.00
15.00
16.00
1281
2211
3392
4825
1382
2380
3 6 49
5i87
1484
2552
3908
5552
17.50
i8.75
20.00
22.50
25.00
27.50
30.00
2763
4240
6031
8232
10667
2975
45 61
6484
8846
11458
3190
4885
6940
9463
12253
3625
5540
7860
10708
13855
4068
6205
8793
11967
!5473
4520
6881
9738
13240
17107
4980
7567
10695
J 45 2 7
i8757
21.00
22.50
24.00
27.00
30.00
33-00
36.00
39-00
42.00
45-00
48.00
- 33 l6
5088
7237
9879
12800
16100
19778
357
5473
7781
10615
r 375
17289
21234
3828
5862
8328
Ir 35 6
14704
18484
22696
28.00
435
6648
9432
12850
16626
20889
25 6 37
4881
7446
I0 55!
14360
18568
233 J 5
28603
5423
8257
11685
15887
20528
25763
3i59i
5975
9080
12833
J743 2
22508
28232
34604
6538
9916
T 3997
18993
24507
30723
37640
7111
10765
!5!73
20572
26526
33235
40701
7694
11626
16367
22168
28564
35769
43785
8287
12499
J 7575
23782
30622
38326
46894
24.50
26.25
3L50
574
7756
11004
14991
!9397
24370
29910
35-00
38.50
42.00
45-50
49.00
52.50
56.00
3868
5935
8444
"525
14934
18783
23074
4165
6385
9077
12384
16041
20170
24772
4466
6839
9716
13248
I 7 I S4
21564
26478
5695
8687
12310
16753
21662
27201
33369
6327
9633
13632
18535
23949
30056
36856
6971
10594
14972
20337
26259
32937
4037 1
7627
11569
16329
22159
28591
35843
439 J 3
8295
12558
17703
24001
30946
38774
47484
8976
13563
J 9095
25863
33324
4i73i
51082
9668
14582
20504
27745
35725
447 1 3
5479
28.00
30.00
32.00
36.00
40.00
44.00
48.00
52.00
56.00
60.00
64.00
9650
13172
17067
21467
26370
37689
I0 374
14154
18333
23052
28312
40450
11103
i5 J 4i
19605
24645
30261
43221
12576
!7!33
22168
27852
34183
48790
14068
19146
24756
31086
38136
54396
i558o
21183
27370
3435
42121
60040
17111
23242
30010
37642
46138
65722
18662
25324
32676
40963
50187
71442
20232
27429
35367
443 1 3
54267
77199
21823
29557
38084
47692
58379
82994
23433
31708
40828
51100
62524
88828
(107)
TABLE 51 (Continued)
a o
MOMENT OF INERTIA OF
ABOUT AXIS BB, DEDUCTING
d = distance back to back of flange angles
A = net area of two plates
Two |" holes deducted for plates less than f" thick
" x" ' ' " " over ft" thick
If 4 one-inch holes are deducted, use values of plates 2 inches less in width
S.
*
>2
HZ
20
20
M
(1
BACK TO BACK
OF FLANGES [s_
IN INCHES.
THICKNESS OF PLATE IN INCHES.
i
A
i
A
4
A
f
H
1
tt
A =
7oT
42*
48 -V
54i
6oi
724
= 9-13
11.41
13.69
15.97
18.25
20.53
22.50
24.75
27.00
29.25
339
4169
5422
6838
8419
12074
3812
5227
6794
8567
10546
15118
4590
6290
8174
10304
12681
18173
5374
7360
956i
12049
14825
21238
6162
8436
i955
13802
16977
243 1 4
6956
95 J 9
12356
15563
I 9 I 39
27400
7649
10462
T 3575
17094
21017
30079
8443
11542
14971
18846
23167
33 J 44
9242
12628
16374
20606
25324
36219
10046
13720
17784
22374
27491
39304
22
22
A =
= 10.13
12.66
.15.19
17.72
20.25
22.78
25.00
27.50
30.00
32.50
36i
424
48i
54i
6o
72i
337 2
4626
6016
7588
9342
13397
4230
5800
7539
9506
11701
16775
5093
6980
9070
11434
14071
20165
5963
8167
10609
i337o
16449
23566
6838
9361
12156
I S3 I S
18838
26979
7719
10562
13710
17268
21236
30403
8499
11624
15084
18993
23353
3342i
938i
12824
16635
20940
25741
36827
10269
14031
18193
22896
28138
40243
1163
15244
19760
24860
30546
43672
24
A =
=11.13
13-91
16.69
19.47
22.25
25.03
27.50
30.25
33-00
35-75
2 4
u
M
36*
42*
484
544
604
72^
3705
5083
6610
8337
10264
14720
4648
6372
8284
10445
12857
18432
5596
7669
9966
12563
15460
22156
655 1
8974
11657
14690
18074
25893
75 J 3
10286
!335 6
16827
20699
29643
8481
11605
15064
18974
2 3334
334o6
9349
12787
16592
20892
25688
36763
10319
14107
18298
23034
38315
40509
11296
J 5434
20013
25185
30952
44268
12279
16769
21736
27346
336oo
48039
26
A =
30.00
33-00
36.00
39-00
26
42i
48^
544
604
72i
13949
18101
22792
28023
40106
15389
19962
25128
30889
44192
16837
21832
27475
33766
48292
18293
23712
29832
36655
52406
:
28
38
(
A =
32.50
35-75
39-00
42.25
424
484
54i
604
72^
15112
19609
24691
3035 8
43448
16671
21625
27222
33463
47874
18240
23651
29764
36580
5 2 3 l6
19817
25688
32318
39709
56773
32
A =
I
37.50
41.25
45-00
48.75
32
((
424
48|
54i
6o
72*
J 7437
22626
28490
35029
50132
19236
24952
31410
38611
55240
21046
27290
34344
42207
60365
22866
29639
37290
45818
65507
(108)
TABLE 51 (Continue
TWO COVER PLATES
TWO HOLES FROM EACH PLATE
d = distance back to back of flange angles
A = net area of two plates
Two J" holes deducted for plates less than f" thick
" i" " " " " over T V thick
If 4 one-inch holes are deducted use values of plates a inches less in
width
THICKNESS OF PLATE IN INCHES.
I \ if
I
1|
ii
if
ii
if
if
i*
2
31.50
33-75
36.00
40.50
45.00
49.50
54.00
58.50
63.00
67.50
72.0O
10856
14818
19201
24150
29666
42400
11671
15923
20625
25934
31851
45507
12491
!734
22056
27726
34044
48624
14148
19274
24939
3 J 333
38456
54889
15827
21540
27851
34972
42903
61196
17527
23831
30792
38644
47387
67545
19250
26147
33761
42347
5*905
73937
20994
28489
36760
46083
56460
80372
22761
30857
39788
49852
61050
86849
24550
3325 1
42845
53653
65677
93368
26362
35671
4593 1
57487
70339
9993 1
35-00
37.50
40.00
45-00
50.00
55-00
60.00
65.00
70.00
75.00
80.00
12062
16465
21334
26833
3 2 9 6 3
47111
12968
17692
22916
28815
35390
50563
^879
18926
24506
30806
37826
54026
15720
21416
27710
34814
42729
60987
17585
2 3933
30945
38858
47670
67995
19475
26478
34213
42937
52652
7505
21388
29052
375*2
47052
57672
82152
23327
31655
40844
51203
62733
89302
25290
34286
44208
55391
67833
96498
27278
36946
47605
59614
72974
103742
29291
39634
5 I0 34
63874
78i54
111034
38.50
41.25
44.00
49.50
55-00
60.50
66.00
7L50
77.00
82.50
88.00
13268
18111
23467
295 i 7
36259
51823
14265
19461
25208
3 l6 97
38929
556i9
45-00
15267
20819
26957
33887
41609
59429
17292
23557
30481
38296
47001
67086
19344
26326
34040
42744
52437
74795
21422
29126
37634
47231
57917
82555
23527
3*958
41264
51758
63440
90368
25659
34820
44928
56324
69006
98232
27818
37714
48629
60930
74616
106148
30005
40640
52337
65576
80271
114116
32227
43605
56145
70269
85977
122145
42.00
48.00
54.00
60.00
66.00
72.00
78.00
84.00
90.00
96.00
J 975 8
25601
32200
39555
56534
21230
27499
34578
42467
60676
22711
29407
36967
4539 1
64831
25699
33252
41777
5 I2 74
73i85
28719
37 J 34
46629
57204
8i594
3*774
41055
5 J 525
63182
90060
34863
45 OI 5
56463
69207
98583
37985
49013
6i444
75279
107162
4U43
53050
66469
81400
115798
44334
57125
7*537
87568
124490
4756i
61241
76649
93785
133241
45.50
48.75
52.00
58.50
65.00
7L50
78.00
84.50
91.00
97.50
104.00
21404
27734
34883
42852
61245
22999
29791
3746o
46006
65732
24604
31858
40048
49 J 74
70234
27840
36023
45258
55548
79284
3i"3
40229
505*5
61971
88394
34422
44476
558i8
68447
97565
37768
48766
61168
74974
106798
4H5 1
53097
66564
81552
116092
44571
57470
72007
88183
125447
48029
61886
77498
94865
134864
5*524
66344
83036
101600
144344
52.50
56.25
60.00
67.50
75.00
82.50
90.00
97.50
105.00
112.50
120.00
24697
32001
40250
49444
70667
26538
34374
43223
53084
75844
28389
36759
46209
56739
81039
32123
41565
52221
64093
91481
35899
46418
58287
7^05
101993
397 i 7
5^9
64405
78977
H2575
43578
56268
70578
86508
123228
47481
61265
76805
94099
I 3395 2
51428
66311
83085
101749
144746
55417
71406
89420
109459
155613
5945
7655
95810
117230
166550
(109)
TIMBER COLUMNS, BEAMS, AND FLOORING
STRENGTH OF TIMBER
The following data on strength of timber, pages no to 114, are taken
from the Report of a Committee of the American International Associa-
tion of Railway Superintendents of Bridges and Buildings on " Strength
of Bridge and Trestle Timbers." The report was made in 1895.
The test data at hand and the summary of criticisms of leading authorities seem
to indicate the general correctness of the following conclusions:
(1) Of all structural materials used for bridges and trestles, timber is the most
variable as to the properties and strength of the different pieces classed as belonging
to the same species; hence it is impossible to establish close and reliable limits for each
species.
(2) The various names applied to one and the same species in different parts of
the country lead to great confusion in classifying or applying results of tests.
(3) Variations in strength are generally directly proportional to the density or
weight of timber.
(4) As a rule, a reduction of moisture is accompanied by an increase in strength;
in other words, seasoned lumber is stronger than green lumber.
(5) Structures should be, in general, designed for the strength of green or moder-
ately seasoned lumber of average quality and not for a high grade of well-seasoned
material.
(6) Age and use do not destroy the strength of timber unless decay or season check-
ing takes place.
(7) Timber, unlike materials of a more homogeneous nature, as iron and steel,
has no well-defined limit of elasticity. As a rule, it can be strained very near to the
breaking point without serious injury, which accounts for the continuous use of many
timber structures with the material strained far beyond the usually accepted safe
limits. On the other hand, sudden and frequently inexplicable failures of individual
sticks at very low limits are liable to occur.
(8) Knots, even when sound and tight, are one of the most objectionable features
of timber, both for beams and struts. The full-size tests of every experimenter have
demonstrated not only that beams break at knots, but that invariably timber struts
will fail at a knot or owing to the proximity of a knot, by reducing the effective area
of the stick and causing curly and cross-grained fibers, thus exploding the old prac-
tical view that sound and tight knots are not detrimental to timber in compression.
(no)
TIMBER COLUMNS, BEAMS, AND FLOORING
(9) Excepting in top logs of a tree or very small and young timber, the heart wood
is, as a rule, not as strong as the material farther away from the heart. This becomes
more generally apparent, in practice, in large sticks with considerable heart wood
cut from old trees in which the heart has begun to decay or been wind shaken.
Beams cut from such material frequently season check along middle of beam and fail
by longitudinal shearing.
(10) Top logs are not as strong as butt logs, provided the latter have sound timber.
(n) The results of compression tests are more uniform and vary less for one spe-
cies of timber than any other kind of test; hence, if only one kind of test can be made,
it would seem that a compressive test will furnish the most reliable comparative results.
(12) Long timber columns generally fail by lateral deflection or "buckling" when
the length exceeds the least cross-sectional dimensions of the stick by 20; in other
words, when the column is longer than 20 diameters. In practice the unit stress for
all columns over 15 diameters should be reduced in accordance with the various rules
and formulae established for long columns.
(13) Uneven end bearings and eccentric loading of columns produce more serious
disturbances than are usually assumed.
(14) The tests of full-size long compound columns, composed of several sticks
bolted and fastened together at intervals, show essentially the same ultimate unit
resistance for the compound column as each component stick would have if consid-
ered as a column by itself.
(15) More attention should be given in practice to the proper proportioning of
bearing areas; in other words, the compressive bearing resistance of timber with and
across grain, especially the latter, owing to the tendency of an excessive crushing
stress across grain to indent the timber, thereby destroying the fiber and increasing
the liability to speedy decay, especially when exposed to the weather and the con-
tinual working produced by moving loads.
The aim of your committee has been to examine the conflicting test data at hand,
attributing the proper degree of importance to the various results and recommenda-
tions, and then to establish a set of units that can be accepted as fair average values,
as far as known to-day, for the ordinary quality of each species of timber and corre-
sponding to the usual conditions and sizes of timbers encountered in practice. The
difficulties of executing such a task successfully can not be overrated, owing to the
m eagerness and frequently the indefiniteness of the available test data, and especially
the great range of physical properties in different sticks of the same general species,
not only due to the locality where it is grown, but also to the condition of the timber
as regards the percentage of moisture, degree of seasoning, physical characteristics,
grain, texture, proportion of hard and soft fibers, presence of knots, etc., all of which
affect the question of strength.
(in)
TIMBER COLUMNS, BEAMS, AND FLOORING
Your committee recommends, upon the basis of the test data at hand at the present
time, the average units for the ultimate breaking stresses of the principal timbers
used in bridge and trestle constructions shown in the accompanying table.
Attention should also be called to the necessity of examining the resistance of a
beam to longitudinal shearing along the neutral axis, as beams under transverse load-
ing frequently fail by longitudinal shearing in the place of transverse rupture.
In addition to the ultimate breaking unit stress the designer of a timber structure
has to establish the safe allowable unit stress for the species of timber to be used. This
will vary for each particular class of structures and individual conditions. The selec-
tion of the proper "factor of safety" is largely a question of personal judgment and
experience, and offers the best opportunity for the display of analytical and practical
ability on the part of the designer. It is difficult to give specific rules. The following
are some of the controlling questions to be considered:
The class of structure, whether temporary or permanent, and the nature of the
oading, whether dead or live : if live, then whether the application of the load is
accompanied by severe dynamic shocks and pounding of the structure. Whether the
assumed loading for calculations is the absolute maximum, rarely to be applied in
practice, or a possibility that may frequently take place. Prolonged heavy, steady
loading, and also alternate tensile and compressive stresses in the same place will call
for lower averages. Information as to whether the assumed breaking stresses are
based on full-size or small-size tests, or only on interpolated values, averaged from
tests of similar species of timber, is valuable in order to attribute the proper degree
of importance to recommended average values. The class of timber to be used and its
condition and quality. Finally, the particular kind of strain the stick is to be sub-
jected to and its position in the structure with regard to its importance and the possible
damage that might be caused by its failure.
In order to present something definite on this subject, your committee presents
the accompanying table, showing the average safe allowable working unit stresses for
the principal bridge and trestle timbers, prepared to meet the average conditions
existing in railroad timber structures, the units being based upon the ultimate break-
ing unit stresses recommended by your committee and the following factors of safety,
Tension with and across grain 10
Compression with grain 5
Compression across grain 4
Transverse rupture, extreme fiber stress 6
Transverse rupture, modulus of elasticity 2
Shearing with and across grain 4
(112)
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("4)
TABLE 54
SAFE LOADS FOR WOOD COLUMNS
OT POUNDS PER SQUARE INCH OF CROSS-SECTION
The following safe loads are obtained from the formula
p = p 700+ *5 c
700 + 15 c+ c*
where P = allowable working stress in Ibs. per sq. in. for long columns.
F = allowable working stress in Ibs. per sq. in. for short columns.
c = unbraced length in inches divided by least cross-sectional dimen-
sion in inches.
VALUES OF F.
VALUES OF F.
C
700
800
900
1000
1200
C
700
800
000
IOOO
1200
I
699
799
899
999
1198
21
488
558
627
697
837
2
696
796
895
995
"93
22
476
544
612
680
816
3
692
790
889
988
1186
23
465
S3 1
598
664
797
4
686
783
881
979
"75
2 4
454
5i8
583
648
777
5
678
775
872
969
1162
25
443
506
569
632
759
6
669
765
86 1
95 6
1148
26
432
494
555
617
74i
7
660
754
848
943
1131
27
422
482
542
603
723
8
649
742
835
928
1113
28
412
47 1
529
588
706
9
638
729
820
912
1094
29
402
460
5i7
574
689
10
626
716
805
895
1074
30
393
449
55
56i
673
ii
614
702
790
877
I0 53
32
375
428
482
535
642
12
602
688
773
859
1031
34
358
409
460
5 11
614
13
589
673
757
841
1009
36
342
39 1
440
489
587
14
576
658
74i
823
987
38
328
374
421
468
56i
15
563
644
724
804
965
40
3'4
359
403
448
538
16
55
629
707
786
943
42
301
344
387
43
5i6
i7
537
614
691
768
921
44
289
33
371
4i3
495
18
525
600
675
75o
900
46
278
317
357
397
476
19
512
585
659
732
878
48
267
305
343
38i
458
20
500
57i
643
7M
857
50
257
294
33
367
441
60
215
246
277
308
369
70
184
211
237
263
3i6
Example i. Required the size of a Southern Pine column capable of supporting a direct load of
40.000 pounds, the unbraced length of the column being 16 feet. Solution: Assuming an 8 X 8, c =
iQ2 -7- 8 = 24, F = loop for Southern Pine. From the above table for these values of c and F, P = 648.
Let /" = load applied in pounds per square inch, A area of cross-section of column in square inches,
W = total load applied in pounds, then P 1 = W -f- A = 40,000 -f- 64 = 625. Since the load applied is
less than the allowable load, the column is safe.
Example 2. Required the size of a Southern Pine column capable of supporting a load of 40,000
pounds, so applied as to produce a bending moment of 18,000 inch-pounds, the unbraced length of the
column is 16 feet. Solution: Assuming an 8 X 10, =24, F= looo, P=648, A = 80. Placing the
column so that the lo-inch dimension will be effective in resisting bending, 7 = 667, 6=^5. Then
l8 ' 0><5 ^ 635 - Since P' is less than P, the column is safe.
TABLE 55
SAFE LOADS (UNIFORMLY DISTRIBUTED) FOR BEAMS 1" THICK
Based on extreme fiber stress of 100O pounds per square inch. The table is for total
uniform loads in pounds, for beams one inch thick. The values are for an actual depth of \
inch less than the nominal depth, or a 4-inch beam is reduced to 3! inches deep.
IB
tfL
NOMINAL DEPTH OF BEAM.
4
5
6
7
8
9
10
12
14
16
18
20
22
24
4
391
627
918
1265
1668
2127
2640
3835
5268
6891
8752
10835
I3J4 1
15668
5
3*3
Soi
735
IOI2
1334
1701
2112
3068-
4201
55i2
7000
8668
10512
I2 535
6
260
418
612
844
III2
1418
1760
2557
35i2
4594
5834
7224
8760
10446
7
223
358
5 2 5
723
953
1215
1508
2191
3001
3937
5001
6191
759
8953
8
195
3i3
459
633
834
1063
1320
1918
2634
3446
4375
54i8
6570
7834
9
174
279
408
563
741
944
H73
1704
2341
3 6 3
3889
4815
5840
6964
10
156
251
367
5 06
667
851
1056
*534
2IOO
2756
35
4334
5256
6267
ii
142
228
334
460
607
774
9 60
J 394
1910
2505
3182
3940
4778
5698
12
130
209
306
422
556
709
880
1278
I75 6
2297
2917
3612
4380
5 22 3
13
1 20
i93
283
389
5 T 3
654
812
1180
1616
2120
2692
3333
4043
4821
14
112
179
262
362
477
608
754
I0 95
1500
1968
2500
395
3754
4477
15
IO4
167
245
338
445
567
704
4023
1400
1838
2333
2889
3504
4178
16
9 8
r 57
230
3 l6
417
532
660
959
W7
1723
2188
2709
3285
39*7
17
147
216
2 9 8
393
500
621
902
1236
l62I
2059
2549
3092
3687
18
i39
204
28l
37i
472
587
852
1170
1531
1944
2408
2920
3482
i9
132
J 93
266
35 1
448
556
807
1106
145 I
1842
2281
2767
3299
20
125
184
253
334
425
528
767
io54
1378
J 75
2167
2628
3*34
21
.
.
J 75
241
3i8
405
53
730
IOOO
1312
1667
2063
2503
2984
22
167
230
303
387
480
697
955
1253
!59 J
1970
2389
2849
23
160
220
290
37
459
667
917
1198
1522
1884
2286
2724
24
. .
i53
211
278
354
440
639
878
1149
1458
1806
2190
2611
25
203
267
340
423
614
840
IIO3
1400
J 734
2IO2
2507
26
IQC
2C7
327
406
CQO
808
Io6o
1 34.6
1667
2O22
241 1
27
A VO
l8 7
j 1
247
o /
315
39i
jy^
5 68
780
1021
L o i t w
1296
1605
1947
**T* *
2321
28
181
2 3 8
34
377
548
75
984
1250
1548
1877
2238
2O
23O
2Q3
364.
C2Q
724.
Q^O
I 2O7
I4Q4.
1812
2164
-r
30
^o w
222
*7J
283
O^"r
352
o y
5 11
/ ^f
700
yj**
919
*\j 1
1167
"T^VT-
1444
!7S 2
2089
To obtain the safe load concentrated at the center of beam, divide the safe load given in
the above table by two.
(116)
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OOOOOOO OOOOO OOOOO OOOOO OOOOO
o tooo toco to N N ooo t^ to ooo M o 1-1 IOMOOM ^too ^000
tOO^Ot^-r^<NO OM ^OO POOO -rfiHOOtOM O 1>-O rf W O OOO O
CO to ^O W M O OOO t^t--OOO
OOOOOOO OOOOO OOOOO OOOOO OOOO
OO<NOt~^OPOM MO^^OO tOTj-OOO MMOOM c<-rt-r>.O
~ -*-- ~ - "SO ^J- P^ O O **** O to ^i" PO n M O O O
^
O OOO
OOOOOOO OOOOO OOOOO OOOOO OOOOO
MMt^MO^oOOTt-OOO 0<NCsrt<N o^-Ot^^t- tooc O ^ O
OcsOOoOOO ^toi>-O'^'O - ^OOPOOt^toMOOOOioPON
MIOMOOIO^N MOO OOO *" **- t^O O O lOlOlOtO '^^fTj-'rt-TJ-
POMNMMMM MM
00 OOOOO
o o -t w o o o
O O^OPOTJ-\O O
M O ^ <N O OOO
ON M M M M
JOOOOOO OOOOO OOOOO OOOOO OOOOO
O^-OO<NO POr-toOO IOMMWO O^-IOPOW (N^tot^O
lOlOTl-TtrfPOPOPOPOPOPONNMCS
OOOOO OOOOO OOOOO OOOOO
CSMPOOO POt^^MM OM POO OO N O O to O
OO to w O OO O ^
PO PO PO PO N CN
M o OOO t^-O O to to rj-
MNCO'^-IO'O 1>00 OO MNrOTf
MMMMM MMMM<S(S(SM(S
(n8)
O\ O
III
cu.S
d
- ""
C ri ,_,
rt y
^ *" o
w .3
O j
o cu
co DT
CQ
H
i
5 =
n
6 j
o
NOMINAL DEPTH OF BEAM.
Jf
M rf NO r- <* oo w
O oc r-~ NO ro w o
r--. Tf SO N CO NO ^J-
^- vo V> O t^ CO ON
<N ON CO NO O ^ *
rf Q\ N VO t- C* CO
ON vo Qs N VO <N CO
CO <! * vO t^ t~
8
1H N f*5 Tf CO ON M
10 ON O PO M 10 O
CJ t^. O <*5 "^ ON VO
CO f*5 ^- Tj- IO IO \O
00
H
\O fO M M \O fO M
M \O CO O 4 s * M VO
\O O W 10 fT) OO N
N CO PO PO rj- Tt 10
NO
M
t^. <N Tj- \O VO O ^*"
\O M CO VO * ON fO
O Tt VO i^ Tj- t>. M
<s N o* cs ro fO r*-
^
M
vO CO O w \O CO 11
t^ ro vO O N CO vo
vo CO ON M \O CO 1-1
M M M (N d M ro
N
M (S CO Tf CO ON M
vo Tj- CO PO M O O
M ro TJ- vo ON "- **i
M ,_, M M HI M C4
M
Tf O O O rj-
ON <N ON vo N vo GO
t^- ON ON O *5 * vo
t*
CO * CO M ro O vO
er> T^- ON vo NO t^ t>-
\o t^ r^ co o i N
00
M rt NO t- Tf CO M
CO N NO PO M
VO VO NO NO GO ON O
t*
O fO vo NO PD NO ON
CO <* t> O fO ON vo
ro ^ ^- vo O O t-^
vO
NO M Tj- t^ ON vo w
l-~ w -<t NO vo O vo
<N ro f*5 fJ * vo vo
ID
CO ON vo M co vo NO
CO M *i vo M "t t->
M N <N fO PO rO
"t
!>. t^ vO NO vo vo rt
M to * vo ON w ro
M M M (H M W
m -os
HHd f NI
SSHMiS H3H
-Id 3K3M.L
-X3 3HVS
JO VO O O O O
l> ^ 00 O M N
5 c
C M
ll
12
S "
lh
111
i! 1
J!S1
111
153
It!
^i
"c -I* -S3
=0.13
N
il!
2 S3
g ?
- s
Sis
U
181
2. * ^2
ill
8 C
"Ij
-55
1* !J
E-S5
1 S *
ha
Hi
Hi i
b S 8.8
.^5*
l^l
1
ts s
5B
(119)
BENDING MOMENTS IN FOOT-POUNDS
For the following uniform loads, the joists being spaced 24 inches centers
LOAD IN POUNDS PER SQUARH FOOT. |
O
in
(S
O fO O O O co O
8O toO O O to
to CM O O O CM
M HI CM CO "3- tOO
CO O co O co
O O O too
IO O to CM O
M M M
JcO O co O
O toO Q
OO O CNJ to
H M CM CM CM
CO O co O co
O toO O O
to CM O O O
t*>- O COO ON
CM CO CO CO CO
O co O co O
too O O to
CM to O to CM
CM to ON CM O
Tf T)- Tf to IO
(N
JO
to o to o to o
CM OO "^ CM O O
HI M CM CO ^J- IO
O O
to O to O to
O CM TfOO CM
O t^-CO ON M
JO O
to O to O
Tj- CM O O
CM TJ-O OO O
M H M M CM
O O
to O to O to
O CM TfOO CM
CM CM CM CM CO
JO O O O
to O to O
^t CM O O
COO ON CM to
CO co CO * *
m
r^ O to M oo to co
M M (N CM CO -^
ON t^ Tj-
CM CO CO tOOO
IOO t^OO ON
8^ to TJ- O
"t t> ON O
CM O M t^- IO
M CM Tj- to t^
Tf 10 "Sf O *
ON *^ Tt- O Tj-
CM M M CM CO
ON M CO 10 I-*
M CM CM CM CM
tO Tt" O ^ tr-
t^* ON O ON t^
tOOO CO t^ co
ON M rfO s
CM CO CO CO CO
&
00 00
O co to rj- O co to
O ON COOO ^ O t^.
H H CM CO CO
to ^ CO CO rf
* too t^co
too o oo o
CO to CO O
00 M to O
O CM CO IO
00 O 00 O 00
CO to CO O CO
to M oo o rj-
O 00 ON M CO
O CO O CO O
to co O co to
co co T*- to r^
to t^- ON M co
in
CM
M
OO CM CO O CO CM
IO t^ M to O to M
M M CM CM CO
00 CM CO
t^ 10 CM M O
CO <t toO *>
CO CM OO O
O M CM IO
ON O M CM
OO <N co O co
t^ M to O to
CO toO 00 ON
00 CM
M t> IO CM HI
HI CM "3-O CO
O to O to O to O
O CM O <N O CM O
T}-O O\ <M O O to
M M CM CM
to O to O to
CM O CM O CM
CO CO ^ Tj- to
O to O to O
O CM O CM O
^- CM M O O
O t^OO ON O
M
to O to o in
CM O <N O CM
O HI CM TtO
M CM CO ^ to
HI M M M M
8 to O to O
CM O CM O
ON CM O O to
O 00 ON M <N
M HI HI CM CM
$
CM O CM OO CO <N O
CO to !% ON CM O O
M M CM
O O
CM CO 00 CM O
Tj-00 CO ON to
CM CM CO CO Tt"
O
CM 00 00 CM O
M !>. ij- CM O
to too t^oo
O
CM OO CO CM O
CO O to to IO
CO ON O Hi CM
o o o o o
CM OO OO CM O
to too CO O
CO ^ toO 00
m
O ON IO ON O ON IO
O O r~- M O HI t^
CO ^O ON CM IOOO
M M H
CM t^ H O CM
CM CM CO CO ^T
JON 10 ON O
M f^O O
^J- O *> to
* toO O t^
ON to ON O ON
CM O ONOO
00 ON ON O M
to ON O ON to
t*>-O O O *>
O O r>- r^-oo
CM CO ^ tOO
o
O 00 O CO O CO O
CO CO CO to CM H to
CM TJ-O OO HI Tj- t^.
M M M
00 O 00 O 00
HI CM 10 CO CO
HI to ON ^ ON
CM CM CM CO CO
O 00 O CO O
oo to t>- M o
Tf O O co O
T}" IO tOO t~*
00 O 00 O 00
t^OO ON O O
O 00 O 00 O
CO to CM M to
M CM CO ^ to
s
O to O to O to O
Tf t^ ^- COO M O
CM CO to t^ ON CM to
to O to O to
M o co ^ r-.
OO M to ON co
M CM CM CM CO
O to O to O
co ^ ^ toO
to O to O to
M O co rt t>
O CM, ONO co
O t^ t^OO ON
O to O to O
^ COO HI O
Hi ON r>*O to
O O HI CM co
in
O CO O CO O co O
CO O CO O CO
O co O co O
CO O CO O CO
O co O co O
CM CO ^O 00 O CM
M M
M M CM CM CM
CM O O to O
CO CO Tf- ^t to
to O O CM CO
too O t^- r^*
00 ON ON M
M
*
O O O O O O O
M CM co "tvO 00 O
O
M ^- ONO to
CM T}-O ON CM
M M M M CM
O O
O ON <* M O
toco CM O O
CM CM CO CO Tt-
00000
HI T!r ONO to
TtoO CM r^. CM
TJ- ^- to too
O O
O ON *t HI O
*> CM OO ^J" O
O t^- 1>-CO O^
a
O 00 O 00 O 00 O
CM OO r^O OO O to
M M CN CO ^"O t^-
00 O 00 O CO
O 00 O r^oo
ON O CM ^f O
O 00 O 00 O
CM O co O O
M <N CM CM CO
CO O OO O OO
O coo CM OO
COO ON COO
CO co co 't rj-
O 00 O 00 O
t^O OO O to
O rfoO **5 r^
to to toO O
in
8O too O O to
to CM O O O <N
M M CM CO Tf tOO
O O O toO
to O to CM O
JO too O
O CM to O
OO O CM to
O toO O O
to CM O O O
t^ O COO ON
too O O to
CM IO O to CM
CM to ON CM O
O to O to O to O
00 CM 00 * CM O O
M M CM CO Tf IO
to O to O to
O CM TfOO CM
O t^OO ON M
O to O to O
00 -<t CM O O
CM TJ-O OO O
>-l t-t M H CM
to O to O to
O CM rfOO CM
CM CM CM CM CO
O to O to O
00 *t CM O O
COO ON CM to
CO co CO ^ rr
m
O "3" to rj- O ^ to
O ON COOO "^ O f^
M M CM co co
* O ^ to TJ-
to rj- co co Tj-
O Tf to rj- O
O 00 M to O
s O fNi co to
"3- to TJ- O ^f
to HI co o TJ-
O CO ON HI CO
to Tf O * to
CO CO ^ to t^
to !> ON HI CO
Id MI
rj- mvo i^oo o\ o
M (S ro -3- in
vO t^CX) O\ O
M N fOTj-m
VO i>00 & O
(120)
TABLE 59
THICKNESS OP WOOD FLOORING
Based on a safe extreme fiber stress of 1000 pounds per square inch, the flooring assumed in
simple spans. To the thickness given below add \" to obtain the nominal thickness.
ll
*
UNIFORM LOAD IN POUNDS PER SQUARE FOOT.
15
20
25
30
40
50
60
70
75
80
100
I2 5
ISO
175
200
250
12
.11
12
.14
15
J7
.19
.21
2 3
.24
2 5
.27
3i
34
36
39
43
16
.14
.16
.18
.20
23
.26
.28
3 1
32
33
37
.41
45
.48
5 2
58
18
.16
.18
.21
2 3
.26
.29
3 2
34
36
37
.41
.46
50
54
58
65
24
.21
25
.27
3
35
39
.42
.46
47
49
55
.61
.67
7 2
77
87
30
.27
3 1
34
38
43
.48
53
57
59
.61
.68
77
.84
.91
97
i. 08
36
32
37
.41
45
5 2
.58
.64
.69
7i
73
.82
92
I.OI
1.09
1.16
1.30
42
37
43
.48
53
.61
.68
74
.80
83
.86
.96
1.07
1.17
1.27
1.36
1.52
48
.42
49
55
.60
.69
77
85
.92
95
.98
I.IO
1.22
i-34
i-45
!-55
i-73
60
53
.61
.68
75
87
97
i. 06
I - I 5
1.19
1.22
i-37
!-53
1.68
1.81
1.94
2.17
72
.64
73
.82
.90
1.04
1.16
1.27
I -37
1.42
1.47
1.64
1.84
2.OI
2.17
2.32
2.60
84
74
.86
.96
1.05
1. 21
1.36
1.48
i. 60
1.66
I. 7 I
1.92
2.14
2-35
2.54
2.71
3-03
96
85
.98
I.IO
1.20
I -39, !-55
1.70
1.83
1.90
1.96
2.19
2-45
2.68
2.90
3.10
3-46
To obtain the required thickness for loads concentrated at center of span, divide the concen-
trated load per foot of' width of flooring by one-half of the span in feet ; the resulting value is the
equivalent uniform load in pounds per square foot.
The above values were obtained from the following formula:
Let h = thickness of flooring in inches,
w = uniform load in pounds per square foot,
/ = simple span in inches,
R = safe extreme fiber stress in pounds per square inch = 1000 in above table.
Then
h =
(121)
THIS BOOK IS DUE ON THE LAST BATE
STAMPED BELOW
AN INITIAL FINE OF 25 CENTS
WILL. BE ASSESSED FOR FAILURE TO RETURN
THIS BOOK ON THE DATE DUE. THE PENALTY
WILL INCREASE TO SO CENTS ON THE FOURTH
DAY AND TO $1.OO ON THE SEVENTH DAY
OVERDUE.
MAY 17 1933
APR
JANOI
2003
LD 21-50m-8,'32
^w
YC 13412