TA
685
N53
A 520133
1887

ARTES
18 17
SCIENTIA
VERITAS
LIBRARY
OF THE
UNIVERSITY OF MICHIGAN |
$
TUEBOR
■SI QUÆRIS-PENINSULAM AMŒNAM
CIRCUMSPICE
THE GIFT OF
Dean M. E. Cooley

E. L. Cooley
Memphis. Tune.

TA
685
.N53
1887

CH
OF
UNIV
1309
C
HELIOTYPE PRINTING CO. BOSTON,
View of the Works of New Jersey Steel and Iron Co.

New Jersey Tie and iron
ELC
USEFUL INFORMATION
FOR ENGINEERS,
ARCHITECTS AND CONSTRUCTORS,
AND TABLES OF
ROLLED BEAMS, CHANNELS, ANGLES, &C.
MADE BY THE
New Jersey Steel and Iron Co.
TRENTON, N. J.
EDWARD COOPER, PRESIDENT,
EDWIN F. BEDELL, SECRETARY,
FRED. J. SLADE, TREASURER,
JOSEPH STOKES, SUPERINTENDENT,
17 BURLING SLIP,
NEW YORK.
TRENTON, N. J.
COOPER, HEWITT & Co.,
NEW YORK.
Western Office, H. N. Elmer, Manager, St. Paul, Minn.
PRICE ONE, DOLLAR.
1887.

GA
De m
MacCrellish & Quigley,
General Book and Fob Printers,
16 East State St.,
Trenton, New Forsey.

3/8
17/32
11/32-7
5/8"
20in 200 lbs per Yard
6"
3/8
6:
20 in 272 lbs
per
Yard
19/325
11/16"-
634
SCALE: 3 INCHES = 1 FOOT

1/2
9/16
9.1
15% in 150 lbs.per Yard.
21/32
σ7--14---
7/10
158in 125 lbs.per Yard.
15% in 200 lbs per Yard
Q
42
9/16
15/32
H6tio
19/32
1
1
---8/61--
534-
!
1
SCALE: 3 INCHES = 1 FOOT

1/2
9/16
156 in 150 lbs.per Yard.
σ7-14-
7/16
57914
19/32
534-
---15%---
21/325
7/16
15sin 125 lbs.per Yard.
42
15/32
15% in 200 lbs per Yard
9/16
SCALE: 3 INCHES 1 FOOT

2
++/16+
5/8
4.79
52
124 125 lbs.per Yard.
47*
--- 3/8
9.
·4½·
3/8
5---7/16
10% 105 lbs.per Yard.
5/16
4/2
102 90 lbs.per Yard.
3/8
/16
3/%
16
-15/16--
07-111/82-
12% 170 lbs. per Yard.
∞
47
/32
+31-d
102135 lbs.per Yard.
9/16
SCALE 3 INCHES=1 FOOT

38*
78
12 in 96 lbs.per Yard.
516
1/2
1/2
12 in 120 lbs. per Yard.
91
54
52-
39°
SCALE 3 INCHES-1 FOOT
V.

5/16
8 65 lbs.per Yard.
5/16
9" 85 lbs.per Yard.
25/3
3/8
5/8
16
42
4
7/18
9" 70 lbs.per Yard.
5/g
بن
57
5/16
بی
7 55 lbs.per Yard.
755
- 17/32
ين
318
27/329
3/8
8' 80 lbs.per Yard.
42
17/16-
1/2
9°125 lbs.per Yard.
412-
+5/8
SCALE: 3 INCHES =1 FOOT
VI.

3/g
بن
6'40 lbs per Yard.
7/16
5 30lbs.per Yard,
-234-
3/8
437lbs.peryd
430 lbs.peryd
418 lbs. per yd


15/16
6'120 lbs. per yd
3/16-
6°50 lbs per Yard.
5'40 lbs. perYard




3/4-
690 lbs.per Yard,
J5/16-1
5'-
54
32-
9/32
بن

SCALE:3 INCHES 1 FOOT
1/2
15in
120 to 195 lbs. per Yard.
1/2
300
3/4"
91/11
8/2
15in 190 to 230lbs. per Yard
1/64--
3/α
7/8
13/18


་་
4"
434"
42-
564
SCALE 3 INCHES -1 FOOT
VIII

9/16
6h
5/16
546
10 in 48 to 92 lbs. per Yard.
3/16
3/85
10½in 60 to 105lbs.per Yard.
3
.00
بة
3/16
1/2-
124 in 70 to 140 lbs. per Yard.
33
.9°
3/16
3/85
--13/32
16
23/32
1/16
1
·3-
-396
124 in 140 to 178lbs.per Yard.
1/16
1/16
4
#
456-
234--
33/16
-215/16
-21/2--



SCALE: 3 INCHES -1 FOOT
IX.
14::

13/32
5/18
9/16
"/32
17/32
7/16
24/32
"/32
19/32
13/32
3/4
7 in
252to 46 lbs. per Yard.
25
7 in
38
5/52

7/32
36 to 54 lbs.per Yard.
1/2
8 in
3/16
7/16!
33 to 62 lbs.per Yard.
8 in
45 to 74, lbs per Yard
26
1/2
9 in
50 to 77 lbs.per Yard.
3:00
9 in
70 to 109 lbs.per Yard.
5%
1/4
1/4
1/2
1/4
234
22-

·2.2
9%2

2.86-
-3/2

....2/2.
-8/2
2.79

3%
SCALE 3 INCHES -1 FOOT
X.

%
4/2
8in 65lbs.per Yard.
3/
1/2
1/4"
13/32
14:2
7/16
9/32-4
4/2
13/32
3 in
15 to 25 lbs.
per Yard
7/11-
-1.81 *--
k..
∙1/2
1.83
1/8
7in 55lbs.per Yard.
15/16
1/2
1/4
1/44in 16/2to29
lbs per Yard
1332
.51
1/4

5in 19 to 34 FTT
lbs per Yard
232
14
1%-
1.92-

6in 22/2to45 3/18 FT
lbs. per Yard.
3-
6in 33 to 54 3/6
lbs. per Yard.
888
38
17/32
1/32
3/16
6in
45to66
lbs. per Yard.
3/8"
5/
8/1
24-

24-
2.6

SCALE 3 INCHES -1 FOOT
XI.
14.46lbs.
per Yard.
234x2°
T
2¼4×2
T
13.08lbs.
per Yard
7.8 lbs
per Yard.
5.6 lbs.
per Yard.
13/4 x 1 1/4
T
11/21
2*1*4
11/2x7/8
4.3 lbs.
per Yard.
Tibs.
4×4 × 1/2"
X


37.5 lbs.
per Yard

28.7832.5lbs
31/2×3/2×7/1681/2


1 1/2 1 1/2 + 1/4
6.88 lbs.
per Yard..
per Yard.
3x3x388/2


1/4 x 1 1/4 x 1/485/32
24*18*4
1/
5.46%
4.86
7.4165
7.4lbs. г
perYard.
2-11/2x9/32
per Yard.
21.1275lbs
per Yard.
2/2×21/2 x 5/1683/8
14.7 17.31bs
per Yard
T
lbs.
6.5 lbs.
per Yard



9 lbs.
per Yard.
୮
M
12 13/16855/32
3.3x2.75 lbs.
3*2*563% per Yard.

2/4x24x9/32

14.6%17.3lbs
per Yard.
Purlin Bar
11.9lbs.
5 * 22 * 1/2"
35lbs.
per Yard.
83 lbs.
per Yard
5
T
per Yard

9.4 11.5 lbs
per Yard
2 +2 +4816

SCALE 3 INCHES = 1 FOOT
XII.
41.8 to69.4 lbs.per Yard.
30.5 to 58.1 lbs.per Yard.
26.7t50.6 lbs.per Yard.
20.9 to 43.4lbs.per Yard.
15.6 to 40 lbs.per Yard
3½-
4"-
4½-
ת.
5
6

3½½
4
13.1 to 27.71bs
per Yard
10.4 to 22.5lbs.
32
11.9 lbs.per Yard.
32-
per Yard
3
214
<-
-1/2
2/12
L
L
1.72 to 2.46lbs
per Yard.
2.03 to 2.93 lbs.
per Yard.
2.34 to 4.38 lbs per Yard.
2.97to5.63 lbs.per Yard.
527to8.41b.per Yard.
621 to 9.96 lbs per Yard.
14-
9.4 to 13.6 lbs.per Yard.
2
10.6to 17.8 lbs poryd 24.8 to 13,4 lbs.per Yard,
8 bsgaryd
244-
32
11.9to 22.5 lbs.perYard.286to54.4lbs.por Yard
212-
4
3½½
16.2 to 27.7/bs.per Yard. 37.5 to 61.9 lbs.per Yard.
4/½-
9
-244-
4/2-
14.4 to 36.5lbs.per Yard
57.5to973 lbsper Yard.
3
6"-
SCALE: 3 INCHES-1 FOOT.
Square root angles.
Cover angles.

·2½"
·2--
20.9 to 434lbs,
3*--
per Yard.
13,1 to 27.71bs
per Yard
3--
10.4 to22.5lbs:
per Yard
-3---
------ 21/2--
14.4to36.5lbs.
per Yard.
3*......
-----23%-
-----2½---
----2-
----2---
16.2 to 277lbs
per Yard
←-24-
---2½--
3"
-2¾4→
-->
11.9 to 22.5lbs.
per Yard.
10.6to 17.8 lbs.
per Yard
9.4 to 13.6 lbs.
per Yard.
6.2 to 9.96 lbs.
per Yard
·3/11--
-13/14-
5 Light Strut.i6lbs.per Yard.
5 Heavy Strut 22 lbs. per Yard.
<--14---*
527to8.4lbs
per Yard
2.97to5.63lbs
per Yard.
2.34to4.38lbs
2.34
per Yard.
2.03 to 2.93lbs
2.03 t
per Yard
3
172
172 to 246lbs
per Yard.
SCALE:3 INCHES - 1 FOOT
<
14 lbs. per Yard.
14 lbs. per Yard.
37½ lbs. per Yard.
5%-
50½ lbs. perYard.
<-
636
Tyre Bar



7 lbs.per yd.
Track Iron
621bs.per yd
4°
•
4'4

6.6lbs. peryd.
4lbs.per yd,
5.6lbs. per yd.


524lbs. per Yard
·6'6-
Sliding Door Bar
3½lbs. per yd.
232 lbs
per Yard
34 lbs. perYard.
30 lbs. perYard.


1lb
peryd.
4-
312-
3.93lbs. per Yard 252lbs.per Yard 158lbs.per Yard
13/4
66 lbs. per Yard.
45 lbs. perYard.


-5%-
-5--
SCALE 3 INCHES = 1 FOOT
XV.
STANDARD SPACING OF HOLES IN
BEAM FLANGES.
3

20
272 lbs.
20*
200 lbs.
-312-
-3½-
15%
200 lbs.
3
13/16
1316
137
16
10½
13/16
135 lbs.
10/2
105 lbs.
10/2
90 lbs.
-2%-


2% -
-24-
13/%/%
16


13/16


15%
125% 150 lbs.
-31/2--
13/1/6
9°
125 lbs.
-2%-
13/16


12×12%
120%170 lbs.
ཞ---.23
16
*
13/18
128124
96*125lbs
9
85 lbs.
"
--2---
.9°
70 lbs.
13
16


13/16
SCALE: 3 INCHES IFOOT.
XVI
8"
STANDARD SPACING OF HOLES IN
BEAM FLANGES.
-2%-
<--15% -


13/16
6*
9/16
40 lbs.
--15%-
80 lbs.
8"
65 lbs.
----2----


-218-
13/16
7"
55 lbs.
-3/4-
6”
120 lbs.
--3---
5°
9/16
40 lbs.
--1/2-


11/16
5°
9/16
30 lbs.
-
1%-


13/16
4
37 lbs.
་་
6"
13/16
4"
90 lbs.
<--1/2-·
9/16


30lbs.
x-158-7
9/16
क


14
4"
54 lbs." 16
6"
11/16
18168.1136
50 lbs.
SCALE 3 INCHES = FOOT.
XVII
STANDARD SPACING OF HOLES
IN CHANNELS.
33-
28--7
1-1/8-
1----3 1/2---
15" 190to 230 lbs.
·3--
-234--
15" 190 to 230lbs.
3/4-
---2--
--- 21/3--
--234-----
21/4--


15" 120 to 195lbs.
213/16
--21/½---


12 140to178 lbs.
1
-24/18--0
=-1/2--


·1%
-23-
15" 120to195lbs.
* - - | 15/16
-
--1/2--X
12% 70to140lbs.
HOLES 1% DIAM.
"
--- - 2 3/1/6 --->
X-13/4"--+
<- 13/4-
*
17/16-2



10% 60to105lbs. 9" 70to109lbs. 950 to 77 lbs
10°48 to 921bs
HOLES 1 DIAM. .
SCALE: 3 INCHES=IFOOT.
XVIII.
STANDARD SPACING OF HOLES
IN CHANNELS.
-18"
8 45to 74lbs.
#
서남
​8 33 to 62 lbs.
13/4-
-11/2-
*-114/16- "
--11/22
+ 1 3/16 2


7" 25% to 46lbs.
1 -->
1분
​-- 1 1/2---


6" 45 to 6 6 lbs.
16:
+36 +



7" 36 to 54lbs. '6" 33to 54lbs. 6″22½ to 45lbs.
HOLES / DIAM.
~15/16 ?
·|--
15/165
1.5/16



5" 19 to 34lbs. 4 16 to 29 lbs. 3" 15to251ts.
HOLES %% DIAM.
SCALE: 3 INCHES =IFOOT.
STANDARD SPACING OFHOLES IN ANGLE BARS.
-2/1/2"
-1/2-


-2
3----
-6---
-24-


5-
-2½--


5----
--2-


-2/2
41:
-2

*
44:
-24-
2-
-14

+--+
-1
4
-34:
7/8-
14


·3
13

SCALE: 3 INCHES =IFOOT.
ALL HOLES " DIAM.
t
Ө
Ө
STANDARD CONNECTION ANGLES
FOR BEAMS AND CHANNELS.
4x4x12" FOR 20 BEAM.


་་
4/2-1/2
4×4×9″ FOR 15 BEAM & CHANNEL.
Ө
ぶぶ
​1/2
4x4x6 FOR 12 & 10"
*
+-21/2-
4X4 X5
FOR 9" & 8"
3--
4x4x3 FOR 7-6" & 5'
4x4x2/4
FOR 4"
}
+21
4% 4%
43/43
*-22-***
2½-
M
راح
- 21/2-
4-21/2










SCALE: INCHES=IFOOT.

Light lines indicate lattice
+ I + +
H
L
H H
пол





H

XXII.






AM.PHOTO-LITHO CO.N.Y.

SAFE LOAD, DEFLECTION, ETC., OF BEAMS.
To find which beam, supported at both ends, and secured
against yielding sideways, will be required to support with
safety a given uniformly distributed load:
Multiply the load, in pounds, by the span in feet, and take
the beam whose "Coefficient for Strength," Col. II., pp. 40,
41, 42, is nearest to and exceeds the number so found.
The weight of the beam itself should be included in the load.
The safe uniformly distributed load for any beam may be
found by dividing the coefficient for strength in pounds, by the
length of clear span in feet, and deducting the weight of the
beam of that length.
EXAMPLE.-What uniformly distributed load will an eight-
inch deck beam having a span of 20 feet support?
The coefficient for strength of this beam is 91,800 lbs., and
91800=4,590 lbs.; subtracting its own weight, 433 tbs., we
have 4,157 lbs., net load.
20
The loads so obtained are such as would bring a maximum
strain upon the iron of 12,000 pounds per square inch, this
being about one-quarter the breaking strain of wrought iron.
The safe uniformly distributed loads for I beams obtained in
this way are given in the tables pages 6 to 27 for lengths of 5
feet to 40 feet, and are therefore those which can be carried
with safety in addition to the weight of the beam itself, when
the beams are supported at both ends and the load uniformly
distributed over the length of the beam.
As, in building, the admissible deflection of beams is limited
by the amount which would cause the plastering of ceilings to
crack, the tables have a cross-line dividing them at the length
of span at which this is found to occur; the lengths and loads
above the line being proper for plastered ceilings, and those
below to be used only when this consideration does not enter.
The limit of deflection thus allowed is one-thirtieth of an inch
to the foot of span.
FIRE-PROOF FLOORS.
The load upon the beams of fire-proof floors, with four-inch
brick arches leveled up with concrete between the beams, in
buildings used for offices, assemblages of people, or storage of
light goods, may, ordinarily, be taken at seventy pounds per
square foot of floor for the weight of the arches, concrete ceiling,
and flooring; and at eighty pounds per square foot additional
for a variable load equal to the weight of a crowd of people;
making a total load of one hundred and fifty pounds per square
foot of floor, in addition to the weight of the beams. Instead
of brick arches special tiles may be used, such as those made by
Henry Maurer, New York, details of which are given on a
subsequent page. These are lighter than brick arches and cost
about the same per square foot, while they have the advantage
of giving a flat surface for the ceiling.
3

In the following cases the loads, in addition to the weight of
the floor itself, may be assumed as:
For street bridges for general public traffic,
For floors of dwellings,
For churches, theaters and ball-rooms,
For hay-lofts,
•
For storage of grain,
For warehouses and general merchandise,
For factories,
For snow thirty inches deep,
For maximum pressure of wind,
For brick walls,
For masonry walls,
80 lbs. per sq. ft.
40 lbs. per sq. ft.
80 lbs. per sq. ft.
80 lbs. per sq. ft.
100 lbs. per sq. ft.
250 lbs. per sq. ft.
200 to
400 lbs. per sq. ft.
16 tbs. per sq. ft.
50 lbs. per sq. ft.
112 tbs. per cu. ft.
116-144 s. per cu. ft.
Roofs, allowing thirty pounds per square foot for wind and
snow:
For corrugated iron, laid directly on the
purlins,
For corrugated iron, laid on boards,
For slate, nailed to laths,
For slate, nailed on boards,
37 lbs. per sq. ft.
40 lbs. per sq. ft.
43 lbs. per sq. ft.
46 lbs. per sq. ft.
If plastered below the rafters, the weight will be about ten
pounds per square foot additional.
USE OF TABLES.-What beams would be required for a floor,
50 ft. by 21 ft. in the clear, to be used for offices, and there-
fore loaded to the extent of 150 lbs. per square foot, and what
will be the total weight of iron?
Supposing that it is desired to make the brick arches between
the beams about four ft. in span, we find this distance opposite.
21 ft. span, and under 150 lbs. per square foot, in the table for
10½ in. light beams. As this comes above the cross-line of
the table, these beams could be used without injury to the plas-
tering on account of deflection. The distance between the cen-
ters of beams being 4.1 ft., there would be required 13 beams.
Allowing 8 bearing at each end of the beams, the total length
of each would be 22' 4', the weight of which is 781.7 lbs., or,
for the 13 beams, 10, 162 lbs.
If a deeper beam is preferred, 1214 light, for instance, may
be substituted, and, referring to the table for this beam, we find
that for the above load and span they should be spaced 5.4 ft.
apart, and there will, therefore, be but 10 beams required, the
weight of which would be 9,300 lbs.
THE DEEPEST BEAM ALWAYS MOST ECONOMICAL.
It will be observed in the above example that while with
10½ beams 10,162 lbs. of beams are required, with 12"
beams but 9,300 lbs. would be needed to carry the same weight,
and in all cases it will be found that the deepest beam which it
is possible to use will be the most economical. The following
table, under the heading, gives the relative strength of each
beam in proportion to its weight, thus exhibiting the greater
economy of the deeper patterns:

BEAM.
W
STRENGTH OF EACH BEAM IN PROPORTION TO ITS Weight.
013
BEAM.
C
W
20 inch, Heavy,
48.56
8 inch, Heavy,
•
•
20.99
20 inch, Light, .
49.50
8 inch, Light,
•
20.75
15 inch, Heavy,
37.41
7 inch,.
18.37
15 inch, Light,
36.76
6 inch, 120 lbs.
•
14.33
12
inch, Heavy,
28.41
6 inch, go fbs.
14.67
124 inch, Light, .
30.64
6 inch, Heavy,
•
•
15.36
10½ inch, Heavy,
26.64
27.20
•
27.78
•
21.44
6 inch, Light,
5 inch, Heavy,
5 inch, Light,
inch, Heavy,.
•
15.65
12.27
•
12.90
9.95
•
23.41
inch, Light,
10.03
23.86
4 inch, Extra Light,
10.00
10½ inch, Light,.
10½ inch, Extra Light,
9 inch, Extra Heavy,
9 inch, Heavy,
9 inch, Light, .
Another important advantage in the use of deeper beams is
their greater stiffness. By referring to the tables it will be
seen that a beam 20 ft. long, under its safe load, if
6 inches deep will deflect
9 inches deep will deflect
124 inches deep will deflect
15 inches deep will deflect
20 inches deep will deflect
•
•
•
0.95 inch.
0.63 inch.
0.46 inch.
0.38 inch.
0.29 inch.
A floor or structure formed of deep beams will therefore be
much more rigid than one of the same strength formed of
smaller sections.
There are, of course, cases where the use of deep beams
would be inconvenient, either from increasing the depth of the
floor, or from the fact that with a light load and short span they
would have to be placed at too great a distance apart for conve-
nience. In general, however, it will be best to employ the
deep beams.
Beams may be rolled to special order (at extra cost) of
greater thickness, and therefore greater weight per foot
than the standard weight given in the tables. The figures in
Col. IV., pp. 40 and 41, give the amount to be added to the
coefficient for strength for every increase of one pound per foot
in the weight of the bar.
The Strength, in such cases, does not increase in
proportion to the weight. Thus, the coefficient for strength
of the 15 inch heavy beam, weighing 200 lbs. per yard,
is 748,000 lbs. If this beam were rolled 9 lbs. per yard,
or 3 lbs. per foot, heavier, the quantity to be added would be
6,050 × 3 = 18,150, making the coefficient 766,150 lbs. The
weight of the beam would then have increased 4½ per cent.,
while the strength would have increased but 2.4 per cent.
Beams used as girders should therefore, except in special cases,
be rolled only to their standard or minimum thickness.
X
Channel bars being used chiefly as posts or struts in structures
are, on the contrary, rolled with advantage to any thickness be-
tween their maximum and minimum weights, to give such sec-
tional area as is desired.
5

Depth, 20 inches.
20-INCH HEAVY BEAMS-272 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length,
Weight,
in Inches. in Pounds.
Length,
in Feet.
Weight,
in Pounds.
Width of flanges, 634 inches.
Thickness of stem, 1 inch.
Area of cross-section, 27.2
square inches.
Distance between
supports,
in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this'
load.
Weight of beam,
in pounds.
100 lbs.
8
125
lbs.
123456 78
I
7.6
15.1
22.7
30.2
37.8
45.3
52.9
60.4
1 2 3 456 78
90.7
181.3
272.0
362.7
5
453.3
6
544.0
9
68.0
9
634-7
725.3
816.0
ΙΟ
75.5
IO
906.7
II
83.1
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUare
ters of
FOOT OF
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
I I
46.65
0.06
997.3
84.8
67.9
56.5
48.5
42.4
33.9
283
W N N N N N N N N N
Loads for beams shorter than 14 ft. can be increased, if stiffeners are riveted to web at ends.
Awwww wwwww
85852
12
46.61
0.09 1088.0 77.7
62.1
51.8
44.4
388
31.I
25.9
13
46.56
14
15
45
0.011 1178.7 71.6
46.52 0.14 1269.3 66.5
43.33 0.16
1360.0
57 3
47.8
40.9 358 28.7
23.9
53.2
44.3
38.0 33.2
26.6
22.I
57.8
46.2
38.5
33.0
289
23.1 19.3
17
16 40.53
38.06
0.18
1450.7 50.7
0.21
19
18 35.86
33.88
0.23
1541.3 44.8
1632.0
39.8
35.8
31.9 26.6
40.5 33.8
28.9
25.3
20.3
16.9
29.9
25.6 22.4
17.9
14.9
22.8 19.9
15.9
13.3
0.26
1722.7 35.7
20
32.10
0.29
1813.3 32.1
257 21.4 18.3
28.5 23.8 20.4 17.8
14.3
11.9
16.0
12.8
10.7
30.48
0.31
22
23
29.01
27.66
0.35
0.38
24
26.42
25
25.27
0.45
1904.0 29.0 23.2 19.4
26.4
1994.7
2085.3 24.0 19.3
2176.0
0.41
22.0 17.6
2266.7 20.2 16.2
16.6
14.5
11.6
9.7
21.I 17.6 15 1
13.2
10.5
8.8
16.0 13.8
12.0
9.6
8.0
14 7 12.6
II.O
8.8
7.3
13.5
11.6
10.1
8. I
6.7
26
24 21
0.48
2357-3 18.6 14.9
12.4 10.6
9.3
7.4
6.2
27
28
23.22
22.31
0.52
0 56
30
29 21.45
20.64
11.8
18 51
17.87
19 89
19.18
0.64 2720.0
0.69 2810.7 12.8 10.3 8.6
0.73 2901.3 12.0
0.78 2992.0 II.2
0.83 3082.7
17.27 0.87 3173-3 9.9
10.5
2448.0 17.2 13.8 11.5 98 8.6 6.9
2538.7 15.9
0.60 2629.3 14.8
5.7
12.7 10.6
9.1
8.0 6.4
5.3
9.9
85
13.8
11.0
9.2
7.9
5 a
7.4
6.9
5.9 4.9
5.5 4.6
00,00 7
9.6 8.0
6 0
7.3
6.4
S.I
4.3
6.8
6.0
4.8
4.0
9.0
7.5
6.4
5.6
4.5
3.7
8.4
7.0
6.0
5.3
4.2
3.5
7.9
6.6 5.6 49
3.9
3.3
16.70
0.93 3254.0
38
37 16.16
15.65
15.16
o 98
9.3
3354.7 8.7 7.0 5.8 5.0
7.4
6.2
5.3 4.6 3.7
3.I
4.4
3.5
2.9
1.03 3445.3 8.2
6.6 5.5
4.7
4.I
3.3
2.7
1.08 3536.0
7.7
6.2
5.2
4.4
3.9
3.1
2.6
40
14.69
1.14 3626.7
7.3
5.9
4.9
4.2
3.7
2.9
2.4
41
42
14 24
13.81
43
44
13.40
13.01
1.32
1.20 3717.3
1.26 3808.0
3898.7 6.2
1.38 3989.3
45 12.63 1.45 4080.0 5.6
6.9
5.6 46 4.0
3.5
2.8
2.3
6.6 5.3
4.4 38
33
26
2.2
5.9
4.5
5.0
4.7 3.9 3.4
3.7
4.2 3.6
3.1
2.5
2.1
3.0
2.4
2.0
3.2 2.8
2.2
1.9
a
20-INCH LIGHT BEAM-200 LBS. PER YD.
This Table applies only to Beams Secured against Vielding Sideways.
See page 32.
Depth, 20 inches.
Width of flanges, 6 inches.
Thickness of stem, o.5 inch.
Area of cross-section, 20.00
square inches.
Length,
Weight,
in Inches. in Pounds.
Length,
in Feet.
Weight,
in Pounds.
I
5.6
23456 700
II. I
16.7
22.2
27.7
33.3
38.9
44.4
9
IO
50.0
55.6
IO
HAMNO Noo a o
I
2
66.7
133-3
3
200.0
4
266.7
5
333.3
6
400.0
7
466.7
8
533.3
600.0
666.7
II
61.1
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
*$q[ ૦૦૮
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
II 27.14 0.05
733.3
49.4
39.5
32.9
28.2
24.7
19.7
16.4
Loads for beams shorter than 18 ft. can be increased, if stiffeners are riveted to web at ends.
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13
14
234
12 27.11 0.07
27.08
800.0
45 2
36.1
30.1
25.8
22.6
18.1
15.1
0.09
866.7 41.7
27.05 O.II
15
27.01
1000.0
0.13
36.0
933.3 38.6 30.9 25.8 22.I
33.3
27.8
23.8
20.8
16.7
13.9
19.3
15.5
12.9
28.8
24.0
20.6
18.0
14.4
12.0
16
26.98
0.16
1066.7 33.7
27.0
22.5
19.3
16.9
13.5
II.2
нин
7
26.95
0.20
1133-3
31.7
25.4
21.1
18.1
15.9
12.7
10.6
8
26 91
19
24.09
25.43 0.26
1266.7
26.8 21.4
0.29 1333-3 24.I
023 1200.0 29.9
24.0
19.9 17.I
15.0
12.0
10.0
17.8 15.3
13.4
10.7
8.9
19.3
16.1
13.8 12.0
9.6
8.0
21
0.41
25
0.45
22.88 0.31 1400.0 21.8 17.4
21.78
1466.7
0.35
23 20.76 0.38
24 19.83
18.97
1533.3
18.1
19.8 15.8 13.2
14.6
..6 12.5
10.0
8.7
7.3
: 11.3
1600 0
1666.7
16.5
15 2
14.4
13.2
12.0
10.3
II.0
9.4
12.1
10. I
8.7
a 000 N
9.9
7.9
6.6
9.0
7.2
6.0
8.3
6.6
5.5
7.6
6.1
5.I
26
18.18 0.48
27 17.44
1733.3 14.0 11.2
0.52 1800.0 12.9
10.3
16.75 056
29
16.11 0.60
15.51
0.64
1366.7 12.0 9.6
1933.3 II.I
2000 O 10.3
0100 00
8.9
8.3
a mo amo
8.0
7.0
5.6
4.7
8.6
7.4
6.5
5.2
4.3
8.0
6.8
6.0 4.8
3.9
7.4
6.3
5.6
4.4
3.6
6.9
5.9
5.2
4.1 3.4
14.94
14.41
13 91
13.43
12.98
0.69 2566.7 96 7.7
0.73
2133.3 9.0
0.78 2200.0 8.4
0.83 2266.7 7.9
0.87 2333.3 7.4
7266 in
6.4 5.5 4.8
3.9
3.2
7.2
6.0 5.2
4.5 3.6
3.0
6.7
5.6
4.8
4.2
3.4
2.8
6.3
5.3
4.5
4.0
3.2
2.6
5.9
4.9
4.2
3.7
3.0 2.5
37
12.56 0.93 2400.0
12.15 0.98 2466.7 6.6
II.77 1.03 2533.3 6.2
7.0
5.6
4.7
4.0
3.5
2.8
2.3
5.3
4.4
3.8
3.3
2.6
2.2
5.0
4. I
3.5
3.1
2.1
39
40
11.40 1.08 2600.0 5.9 4.7
11.05 1.14
3.9
3.3
2.0
2666.7 5.5
4.4
3.7
3.2
2.8
0.00
2.3
2.0
1.8
4I
10.71 1.20
2733.3 5.2
4 2
3.5
42
10.39 1.26 2800.0 5.0
3.0 2.6
2.1
1.7
4.0
3.3
2.8
2.5
2.0 1.6
43
10.08 1.32
2866.7 4.7
3.8
3.I
2.6
2.3
1.Q 1.6
444
9.79 1.38
2933-3 4.5
3.6
3.0
2.5
2.2
1.8
1.5
45
9.50 1.45 3000.0 4.2
3.4
2.8
2.4
2.2
1.7
1.4
6 a
15-INCH HEAVY BEAM-200 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
Depth, 15% inches.
Width of flanges, 534 inches.
Thickness of stem, o.6 inch.
Area of cross-section, 20.02
square inches.
See page 32.
Length,
Weight,
in Inches. in Pounds.
I
23+36 7∞o ao
5.6
II.I
16.7
Length,
in Feet.
I
1 2 3 4
Weight,
in Pounds.
66.7
133.3
200.0
266.7
4
22.2
5
27.7
33.3
38.9
5
333.3
44.4
9
50.0
ΙΟ
55.6
II
61.1

Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300
ibs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
6
39.97
0.02
Loads for beams shorter than 12 ft. can be increased, if stiffeners are riveted to web at ends.
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30.93
0.03
400.0
466.7
103.2 82.6
68.8
59.0
51.6
88.4
70.7
58.9 50.5 44.2
30.90
0.05
533.3
77.2
61.8
30.87 0.07 600.0
68.6 54.9
IO
30.84
0.09
666.7
61.7 49.3
51.5
44.I
45.7 39.2
41.I 35.2 30.8
41.3 34.4
35.4 29.5
38.6 30.9
25.8
34.3 27.4 22.9
20.6
24.7
II
H
H H
H H
18
30.80
12 30.77 0.14
13
28.34 0.16
14 26.25 0.19
15 24.43 0.21
16 22.84
17 21.43 0.28
20.18 0.31
O.II
733.3
56.0 44.8
800.0 51.3 41.0
866.7 43.6 34.9
933.3 37.5 30.0
1000.0 32.6
37.3
32.0 28.0
22.4
18.7
34.2 29.3 25.6
20.5
17.1
29.1
24.9 21.8
17.4
14.5
25.0
21.4
187
15.0
12.5
26.1 21.7
18.6
16.3
13.0
10.9
0.24
1066 7
28.6
1133.3 25.2 20.2
22.8
19.0
16.3
14.3
II.4
9.5
16.8
14.4 12.6
IO. I
8.4
1200.0 22.4 17.9
14.9
12.8 II.2
9.0
7.5
19 19.05 0.34
1266.7 20.0 16.0
13.4
11.5 10.0
8.0
6.7
20
18.03 0.38 1333.3 18.0 14.4
12.0
10.3
9.0
7.2
6.0
2222
17.11 0.42 1400.0 16.3 13.0 10.9
16.27
0.46 1466.7 14.8 11.8
9.3 8.1
6.5
5.4
9.9
8.5
7.4
5.9
4.9
23
24
15.49 0.50
14.78 0.55
25 14.13 0.59
1533.3 13.5 10.8
9.0
7.7 6.7 5.4 4.5
1600.0 12.3
9.8
8.2
7.0
6.1 4.9 4.I
1666.7 11.3 9.0
7.5
6.5
5.6 4.5 3.8
26 13.52 0.64
1733.3 10.4
8.3
6.9
6.0
5.2
4.2
3.5
27
12.95 0.69
1800.0 9.6
7.7
6.4
5.5
+
4.8
3.8
3.2
30
II.47
12.42 0.75 1866.7 8.9 7.I
11.93 0.80 1933.3
8.2 6.6
0.86 2000.0 7.6
5.9
5.0
4. if 3.5
3.0
5.5
4.7
6.1
5.I
4.3
+3
if. I
3.3
2.7
3.8
3.0
2.5
32
11.03
10.62
33
0.92 2066.7 7.I 5.7
0.98 2133.3 6.6 5.3 4.4 3.8 3.3
10.23 1.04 2200.0 6.2
4.I 3.5 3.I
4.7 4.0
3.5
2.8
2.4
2.6
2.2
5.0
2.5
2.I
34
9.87
9.52
1.17
1.10 2266.7 5.8 4.7 3.9
2333.3 5.4 4.3
3.3
2.9
2.3
1.9
3.6
3.I 2.7
2.2
1.8
9.19
1.23
2400.0
5. I
4.I
3.4
37
8.87
1.30
2466.7
4.8
38
8.57
1.37 2533-3
4.5
3.8
3.6
3.2
૫ ૭
2.9
2.5
2.0
1.7
2.7
2.4
I.Q
1.6
3.0
2.6
2.3
1.8
1.5
39
40
8.29
8.02
1.45 2600.0
4.3 3.4
3.8
2.5
2.2
1.7
I. f
1.52
2666.7
4.0
3.2
2.7
2.3
2.0
1.6
1.3
66
15-INCH LIGHT BEAM-150 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length,
Weight,
in Inches. in Pounds.
4.2
Length,
in Feet.
Weight,
in Pounds.
Ι
50
Depth, 15 inches.
Width of flanges, 5 inches.
Thickness of stem, 0.5
inch.
Area of cross-section, 15.04
square inches.
I
1 2 2 «tino 100
8.3
~
2
12.5
16.7
20.8
34 110
100
150
4
200
250
25.0
300
29.2
33.3
9
37-5
IO
41.7
II
45.8
Loads for beams shorter than 11 ft. can be increased, if stiffeners are riveted to web at ends.
Awwww wwwwwwN *N* *N ~ ~ N
ه دره در دیا دیا
сла
22
12.59 0.42
11.97 0.46 1100
23 II.40 0.50 1150
10.88 0.55 1200
ŏOOO~ a
24.90
0.02
300
83.0
66.4
55.3
47.4
24.88
0.03
350
71.1
56.9
47.4
41.5
40.6 35.5 28.4
33.2 27.7
23.7
24.85
0.05
400 62.1
49.7
41.4
9
24.83
0.07
450 55.2
44.I
ΤΟ
24.80
0.09
500 49.6 39.7
36.8 31.5 27.6
33.I 28.3 24.8
35.5 31.1
24.8
20.7
22.I
18.4
19.8
16.5
13
II 24.77
12 22.66 0.14
20.87
0.12
0.16
15
14 19.33
17.99
0.19
0.21
550 45.0 36.0
600 37.8
650 32.1
700 27.6 22.I
750 24.0
30.0
30.2
25.2
25.7
21.4 18.3 16.0
25.7
21.6 18.9
22.5 18.0
15.0
15.1
12.6
12.8
10.7
19.2
18.4
10.0 13.7
15.8
13.8
II.O
9.2
12.0
9.6
8.0
16
17
18
19
16.82 0.24
15.78 0.28
14.85 0.31
14.02
800
21.0
850
16.8
18.6 14.9
14.0 12.0
12.4
10.6
10.5
8.4
7.0
9.3
7.4
6.2
900
0.34
16.5 13.2 II.O
950 14.8 11.8
9.4
8.3
6.6
5-5
9.8
8.4
7.4
5.9
4.9
20
13.27 0.38
1000 13.3 10.6 $.8
7.6
6.6
5.3
4.4
1050
12.0
9.6 8.0
6.9
6.0
4.8
4.0
10.9
8.7
7.2
6.2
5.4
4.3 3.6
24
9.I
9.9 7.9
7.3 6.0
6.6 5.6 4.9
3.9
3.3
5.2
4.5
3.6
3.0
25 10.39
0.59
1250
8.3 6.7 5.5
4-7
4.I
3.3
2.8
26 9.95
0.64
1300
7.6
6.1
S.I
4.3 3.8
3.0
2.5
27
9.53 0.69 1350
7.1
5.6
4.7
4.0
3.5
2.8
2.4
28
9.14
0.75 1400
6.5 5.2
4.3
3.7
3.2
2.6
2.2
29
8.77
0.85
1450
6.0 4.8
4.0
3.4
3.0
2.4
2.0
8.43
0.86
1500
5.6
4.5 3.7
3.2
2.8
2.2
1.9
32
8.11
7.81 0.08
0.92
1550
5.2
4.2
3.5
3.0 2.6
2.1
1.7
1600
4.9
3.9
3.2
2.8
2.4
I.Q
1.6
33
7.52 1.04
1650
4.5
3.6
3.0
2.6
2.2
1.8
1.5
34
7.25
1.10
1700
4.3
3.4
2.8
2.5
2.I
1.7
1.4
35
7.00
1.17
1750
4.0
3.2
2.7
2.3
2.0 1.6
1.3
6.75
1.23
1800
3.7 3.0
2.5
2.I
1.8
1.5
1.2
6.52
1.30
1850 3.5
2.8
2.3
2.0
1.7
1.4
1.2
6.30
1.37 1900
3.3
2.6
2.2
1.9
1.6
1.3
I. I
39
6.09
1.45 1950
3.1
2.5
3.I
1.8
1.5
1.2
1.0
40
5.89
1.52
2000
2.9
2.3
2.0
1.7
1.4
1.2
1.0
16
4433m
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
Proper Distance, in Feet, between Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
7
15-INCH EX. LIGHT BEAM-125 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
Depth, 15% inches.
Width of flanges, 5 inches.
Thickness of stem, .42 inch.
Area of cross-section, 12.36
square inches.
See page 32.
Length,
Weight,
in Inches. in Pounds.
3.5
6.9
Length,
in Feet.
in a
234 56
1234567∞ a
I
10.4
13.9
17.4
20.8
24.3
8
27.8
31.2
IO
I I
34 7
38.2
Weight,
in Pounds.
41.7
83.3
125.0
166.7
208.3
250.0
Distance between
supports,
in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs
8
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUAre
FOOT OF-
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
679
20.78
0.02
250.0
7.
20.76 0.03
291.7
69.3
59.3
55.4
47 5
46.2
39.5
39.6
33.9
20.74 0.04
333-3
51 9
9 20.72 0.06
375.0
460
IO
20.70
0.09
416.7 41.4
41.5
36.8
39.7
33.I 27.6
34.6 29.6
34.6
29.7
25.9
27.7
23.1
23.7 19.8
20.7 17.3
26.3 23.0
18.4 15.3
23.7 20.7
16.6 13.8
I I 20.68
O.II
458.3
37.6
12
18.92
13
17 42
0.16
14
15
16.14 0.19
15.02
0.21
625.0 20.0
16.0
30 I
21.5 18.8
15.0 12.5
0.14 500.0 31.5 25.2 21.0 18.0 15.8 12.6
541.7 26.8 21.4 17.9 15.3 13.4 10.7
583.3 23.1 18.4
15.4 13.2 11.5
13.4
II.4 10.0
25.1
10.5
8.9
9.2
7.7
8.0
6.7
16
14.04
0.24 666.7
17.6
14.0
II.7
10.0 8.8 7.0 5.9
17
13.17
0.27
708.3
15 5
12.4
1
10.3
8.9
18
12 40 0.31
750.0
13.8 II.O
9.2
7.9
19
II.71
0.34
791.7
12.3
9.9
8.2
70
20
11.08 0.38
833.3 II. I
8.9 7.4 6.3
7995
7.8
6.2
5.2
6.9
5.5
4.6
6.2
49
4.I
5.5 4.4
3.7
21
22
10 51
10.00
0 42
0.46
875.0
10.0
8.0
23
9.52 0.50
916.7
958.3
9.I
24 9.03
0.54
25
8.68
0.59
1000 O
1041.7
H 36 a
90
76
73
6.1
6.7 5.7 5.0 4.0
3 3
5.2 4.5
3.6
30
8.3
7.6
6.9
6.6
5.5 4.7
4.I
3.3
2.8
6.1
5.6
16
5.0
4.3 3.8
3.0
2.5
4.6
4.0 3.5
2.8
2.3
26
8.30 0.64
1083.3 6.4 5.1
4.3
37
3.2
2.6
2.I
27
7.96 0.69
28
1125.0 5.9
7.63 0.74 1166.7 5.5
4.7
3.9
3.4
2.9
2.4
2.0
4.4 3.6
3.1
2.7
2.2
1.8
29
7.33
0.79 1208.3 5. I
4.0
3.4
2.9
2.5
2.0
1.7
30
7.04
0.85 1250.0 4.7
3.8
3.1
2.7
2.3
1.9
1.6
31
6.77
0.91
1291.7 4.4
3.5
2.9
2.5
2.2
1.7
1.5
34
32 6.52 0.97
33 6.28 1.03
to6
1333.3
4.I
3-3
2.7
2.3
2.0
1.6
1.4
1375 0 3.8
3.0
2.5
2.2
1.9
1.5
1.3
1.09
1416 7
3.6
2.9
2.
2.0
1.8
1.4
1.2
Awwww w
35
5.84
1.16
1458.3
3.3
2.7
2 2
1.9
1.7
1.3
I. I
36
5.64
1.22
1500.0
3 I
2.5
2.I
1.8
1.6
1.3
1.0
5.45
1.29 1541.7
2.9
2.4
2.0
1.7
1.5
I.2
1.0
38 5.26 1.36
1583.3
2.8
2.2
1.8
1.6
1.4
I. I 0.9
39
5.09
1.44 1625.0
2.6
2.1
1.7
1.5
1.3
1.0
0.9
40
4.92
1.51
1666.7 2.5
2.0 1.6
1.4
1.2
I.O 0.8
78
121-INCH HEAVY BEAM-170 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Weight,
in Pounds.
Length,
Weight,
in Inches. in Pounds.
Length,
in Feet.
I
4.7
Depth, 12 inches.
2
9.4
3
14.2
Width of flanges, 5 inches.
4
18.9
5
23.6
6
28.3
au & WNH
I
56.7
2
113.3
3
170.0
4
226.7
5
283-3
340.0
Thickness of stem, o.6 inch.
33.1
37.8
Area of cross-section, 16.77
square inches.
9
42.5
ΙΟ
47.2
I I
51.9
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, per Square
FOOT OF
125
lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
7
25.39
25.36
0.03
340.0
84.6
67.8
56.4
48.3
42.3
0.05
8
25.33 0.07
9
25.30 0.09
396.7 72.5 58.0
453.3 63.3
510.0 56.2
48.3
41.4
36.2
33.8
29.0
28.2
50.6
42.2 36.2 31.6 25.3
24.2
21.1
44.9
10
25.27 0.12
566.7 50.5 40.4
37.5 32.1
33.7 28.9
28.1
22.5
18.7
25.2
20.2
16.8
II
12
22 91
13
14
15 16.61
0.14 623.3 41.6
20.95 0.16 680.0 34.9
19.28 0.20 736.7 29.7
17.85 0.23
0.26
793.3
850.0 22.I
25.5
33.3 27.7 23.8 20.8
27.9 23.3 19.9
23.7 19.8 17.0 14.8
20.4 17.0 14.6
17.7 14.8
16.6
13.9
17.4
13.9
11.6
11.9
12.7
I0.2
0.00
9.9
8.5
12.6 11.0 8.9
7.4
16
17
15.52 0.30
14.55
0.34
906.7 19.4
963.3 17.1 13.7
15.5
12.9 II.I
11.4
18
13.68
0.38
1020.0 15.2 12.1
10.1 8.7
19
20
12 91
12.21
0.42
1076.7 13.6 10.9
9.0
0.46
1133.3 12.2 9.9 8.1
9976
9.7
7.8
ciao Nov
9.7
8.5
7.6
68
7.0
6.I
75604
7.8
6.5
7.0
5.7
6.1
5.I
5.4
4.5
4.9 4.I
21
23
11.57 0.51
22 10.99 0.56
10.46 0.62
24 9.96 0.67
1190.0 11.0
8.9
7.3
6.3
5.5 4.4
3.7
1246.7 10.0
8.0
6.7
5.7
5.0
4.0
3-3
1303.3 9.I
7.3
6.1
5.2
4.5
3.6
3.0
1360.0
8.3
6.7
5.5
4.7
4.I
3.3
2.8
25
9.51 0.73 1416.7
7.6
6.1
5.I
4.3 3.8
3.0
2.5
26
9.09
27
8.70
0.79 1473.3
0.84
1530.0
76
7.0
5.6
6.4 5.1
6 -
4.7 4.0
3.5
2.8
2.3
4.3
3.7
3.2
2.6
2.1
28
8.33
0.91 1586.7 5.9 4.7
4.0
3.4
29 2.4
2.0
29
30
7.99 0.98 1643.3 5.5 4.4
7.67 1.05 1700.0
3.7
3.1
2.7
2.2
1.8
5.1
4.I
3.4
2.9
2.5
2.0
1.7
Awwww wwwww
7.36
7.08
1.12
33
6.81
1.27 1870.0 4.1
1756.7 4.7
1.20 1813.3 4.4 3.5
3.7 3.2
2.7
2.3
1.9
1.6
2.9
2.5
2.2
1.3
1.5
3.3
2.7
2.3
6.55
35
6.31
1.43
1.35 1926.7 3.8 3.0
1983-3 3.6
2.0 1.6
1.4
2.6
2.2
1.0
1.5
1.3
6 in 4 may
2.9
2.4
2.1
1.8
1.4
I 2
36
6.08
1.52
2040.0 3.4
2.7
2.2
1.9
I.7
1.4
I.I
37
5.86
1.60 2096.7
3.2
2.6
2.1
1.8
1.6
.3
I.I
38
5.65
1.68
39
5.45
40
5 25
1.77
2153.3
1.87 2266.7!
3.0
2
2.0
1.7
1.5
1.2
1.0
2210.0!
2.8
23
1.9
1.6
1.4
I. I
0.9
2.6
2.1
1.7
1.5
1.3
1.0
0.9
8
00
124-INCH LIGHT BEAM-125 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
Depth, 12 inches.
Width of flanges, 4.8 inches.
Thickness of stem, .47 inch.
Area of cross-section, 12.33
square inches.
See page 32.
Length,
Weight,
in Inches. in Pounds.
I
3.5
6.9
10.4
13.9
1 2 3 4 5 78
17.4
6
20.8
24.3
27.8
9
31.2
ΙΟ
34.7
II
38.2
Length,
in Feet.
Weight,
in Pounds.
I
234 ino
41.7
83.3
125 O
166.7
208.3
250.0
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEen Cen-
TERS OF BEAMS, FOR LOADS, PER SQUare
FOOT OF-
879
6
18.73
0.03
250.0
62.4
49.9
41.6
35.7
31.2
25.0
20.8
18.70
0.05 291.7
9
ΙΟ
18.68 0.07
18.66 0.09
18.64 0.12
333.3
375.0
53.4 42.7 35.6
46.7 37.4 31.2
41.5 33.2
416.7 37.3 29.8
30.5
26.7
21.4
17.8
26.7 23.3
18.7
15.6
276
23.7
20.7
16.6 13.8
24.8
21.3
18.6
14.9
12.4
II
12
16.91
15.46 0.17
0.14
458.3 30.7
24.6
20.5
17.5
15.3
12.3
10.2
500.0 25.8 20.6
17.2
14.7
12.9 10.3
8.6
13
14.23 0.20
14 13.17 0.23
15 12.25 0.26
541.7 21.0 17.5 14.6
583.3 18,8 15.0
12.5 10.9
8.8
7.3
12.5
625.0
16.3 13.0
10.7 | 9.4
7.5
6.3
10.9
9.3
8.1
6.5
5.4
16 II.45 0.30
17 10.73 0.34
666.7
708.3 12.6 IO.I
14.3 II.4
9.5
8.2
7.I
5.7
4.8
8.4
7.2
6.3
5.0
4.2
18
ΙΟ.ΙΟ 0.38
750.0 II.2
9.0
7.5
6.4
5.6
4.5
3.7
19
9.52 0.42
791.7
10.0 8.0
6.7
5.7 5.0
4.0
3.3
20
9.01 0.46
833.3
9.0
7.2
6.0
5.I 4.5 3.6
3.0
21
8.54
0.51
875.0
8.1
6.5 5.4
4.6
4.0
3.2
2.7
22
8.11 0.56
916.7
7.4
5.9
4.9 4.2
3.7
3.0
2.5
23
7.72 0.62
958.3
6.7
5.4
4.5 3.8
3.3
2.7
2.2
24
7.35
0.67 1000.0
6.1
4.9
4. I
3.5 3.0
2.4
2.0
25
7.02
0.73 1041.7
5.6
4.5
3.7 3.2
2.8
2.2
1.9
26
29
WNNN!
27 6.42 0.85 1125.0
6.71 0.79 1083.3 5.I
4.I
3.4
2.9
2.5
2.0
1.7
4.7 3.7
3.2
2.7
2.3
1.9 i
1.6
28
6.15
0.91 1166.7
5.90 0.98 1208.3
4.4
3.5
2.9
2.5
2.2
1.8
1.5
30
5.66
1.05 1250.0
43
4.I
3.3
2.7
2.3
3.8
3.I
2.5
2.2
2 N
2.0
1.6
1.4
1.9
1.5
1.3
Awwww wwwww
5.43
1.12
1291.7 3.5
2.8
2.3
2.0
1.7
1.4
1.2
5.22
1.19
1333.3 3.3
2.6
2.2
1.9
1.6
1.3
I. I
5.02
1.27
1375.0 3.I
2.5
2.0
1.8
1.5
1.2
Ι.Ο
4.83
1.35
1416.7 2.8
2.3
1.9
1.6
1.4
I.I 09
4.66
1.43 1458.3 2.7
2.I
1.8
1.5
1.3
I.I 0.9
37
38
4.49 1.52 1500.0 2.5
4.32 1.60 1541.7
4.17 1.68
2.0
1.7
1.4
1.2
1.0 0.8
2.3
1.9
1.6
1.3
I.I
0.9 0.8
1583.3 2.2
1.8
1.5
I.2
I.I
0.0
0.7
39
4.02
40
3.88
1.77
1625.0
1.87 1666.7
2.1
1.7
1.4
I.2
1.0 0.8
0.7
1.9
1.5
I 3
I.I
0.9 0.8
0.6
9
12-INCH BEAM-120 LBS. PER YARD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.

Length,
Weight,
in Inches. in Pounds.
Length,
in Feet.
Weight,
in Pounds.
I
40
Depth, 12 inches.
Width of flanges, 5½ inches.
Thickness of stem, .39 inch.
I
×23456 NO
3.33
6.67
IO.
13.33
16.67
20.00
7
23.33
8
26.67
Area of cross-section, 11.73
9
30.00
square inches.
10
33.33
II
36.67
4 23456
80
120
160
200
240
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF
10 700 a
6
15.50
15.48
0 02
240
51.7
41.3
34.5
29.5
25.8
20.7
17.2
003
230
44.2
35.4
29.5
25.3
22.I
17.7
14.7
8
15.46
0.05 320 38.7
30.9
25.8 22.1
19.3
15 5
12.9
15.44 0.07 300
34.3
27.5
22 9 19.6
17.2
13.7
II 4
ΙΟ
15.42 0.10
400
30.9
24.7
20.6 17.6
15.4
12.3
10.3
12
13
14
15
(ر) + )
I I 15.40 0.13 440 28.0
15.38 0.17 480 25.6 20.5
14.16 0.20 520
13.11 0.23
12.20 0.27 600
21.8
22.4
18.7
16.0 14.0
II.2
9.3
17.I
14.7 12.8
10.3
8.5
17.4
14.5
12 5
10.9
8.7
7.3
560
16.3 13.0
18.7 15.0 12.5
10.7
9.4
7.5
6.2
10.8
9.3
S. I
6.5
5.4
16
17
6 7
II.40
10.69
0.30 640
14.2 II.4
9.5
SI
7.I
5.7
4.7
0.34 680 12.6
10.I
8.4
7 2
6.3 5.0
4.2
18
10.06
0.39 720 II.2
19
9.49 0.43 760 10.0
00 00
8.9
7.4
6.4
5.6
4.5
3.7
8.0
6.7
5.7
5.0
4.0
3.3
20
8.97 0.48
800
9.0
7.2
6.0
5. I
4.5
3.6
3.0
ΟΙ
8 51
0 53
840
S.I
6.5
5.4
4.6
4.0
3.2
2.7
22
8.08
0.58
880
7.3
5.9
4.9 4.2
3.7 2.9 2.4
23
7.69
0.63 920 6.7
5.4
45 3.8
3.3
2.7
2.2
24
7.33 0.69 960 6.1
4.9
4.
3.5
3.I
2.4
2.0
25
7.00 0.74
1000 5.6 4.5
3.7
3.2
2.8
1.9
wwwww ww
N N N
26
6.69
0.80 1040
5.I
4. I
3.4
2.9
2.6
2.I
1.7
27
6.40
0.87
1080 4.7 3.S
3.2
2.7
2.4
1.9
1.6
30
28 6.14
29 5.88
5.65
0.93 II20
4.4 3.5
2.0
2.5
2.2
1.S
1.5
1.00 1160
4. I
3.2
2.7
2.3
2.0 1.6
1.4
1.07 1200
3.S
3.0
2.5
2.2
1.9
1.5
1.3
32
5.43
5.22
1.14 1240 3.5
2.8
2.3
2.0
1.7
1.4
1.2
1.22 1280 3.3
2.6
2 2
1.Q
1.6
1.3
I. I
33
5 02
1.30 1320 3.0
2.4
2.0
1.7
1.5
1.2
1.0
34
4.83
1.38
1360 2.8
2.3
1.9
1.6
1.4
1.I
0.9
35
4.66
1.46
1400
2.7
2.I
1.8
1.5
1.3
I.I 0.9
36
4.49
1.54 1440
2.5
2.0
1.7
1.+
1.2
1.0 0.3
37
4.33
1.03 1480 2.3
1.9
1.6
1.3
1.2
0.0 0.8
38
4.17
1.72 1520 2.2
1.8
1.5
1.3
I.I
39
4.03
1.SI 1560 2.1
1.7
1.4
1.2
1.0
0.
0.7
40
3.89 1.90 1600 1.9
1.6
1.3
1.I
I.O 0.8 0.6
9 a

12-INCH BEAM-96 LBS. PER YARD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, | Weight,
in Pounds.
in Inches.
2.67
Length,
in Feet.
Weight,
in Pounds.
I
32
Depth, 12 inches.
Width of flanges, 5 inches.
Thickness of stem, .32 inch.
I
123456 7∞
5.33
8.00
10.67
13.33
16.00
18.67
8
21.33
Area of cross-section, 9.46
9
24.00
square inches.
13
26.67
II
29.33
1 2 3 4 56
64
4
96
128
160
192
6 78
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQuare
FOOT OF-
10.83
10.82
0.02
192
36.1
28.9
24. I
20.6
18.1
14.4
12.0
0.03
224
30.9
24.7
20.6
17.7
15.5
12.4
10.3
10.80
0.04
256
27.0
21.6
18.0
15.4
13.5
10.8
9.0
9
10.78 0.06 288
24.0
19.2
16.0
13.7 12.0
9.6
8.0
ΙΟ
10.77
0.08 320
21.5
17.2
14.4
12.3
10.8
8.6
7.2
I I
10.75 O.II 352 19.5
15.6
13.0 II.2
12
10.74 0.15 384
17.9
14.3
11.9
I0.2
13
10.72 0.18 416 16.5
0∞ ∞
9.8
8.9
13.2
II.0
14
10.70
0.23 448 15.3
12.2
10.2
15
9.96
0.27 480
13.3
10.6
8.9
287
9.4
8.2
8.7
7.6
76
7.6
6.6
∞ ON 10 10
7.8
6.5
7.2
6.0
6.6
5.5
6.1
5.1
5.3
4.4
16
9.31
0.30 512
11.6
9.3 7.8
6.6 5.8
4.7
3.9
17
8.73
0.34 544
10.3
8.2
68 5.9 5.1
4.I
3.4
18
8.21 0.39 576 9.I
7.3
6.I
5.2 4.6
3.6
3.0
9
7.75 0.43
608
8.2
6.5
5.4
4-7
4. I
3.3
2.7
20
7.33 0.48 640
7.3
5.9
4.9
4.2
3.7
2.9
2.4
21
22
6.60 0.58 704
695 0.53 672
6.6
5.3 4.4 3.8
3.3
2.6
2.2
6.0
4.8 4.0
3.4
3.0
2.4
2.0
23
6.28
0.63 736
5 5
4.4 3.6 3.1
2.7
2.2 1.8
24
5.99 0.69 768
5.0
4.0
3.3
2.9
2.5
2.0
1.7
25
5.72 0.74
800
4.6
3.7
3.I
2.6
2.3
1.8
1.5
26
5.47 0.80 832 4.2
3.4
2.8
24
2.I
1.7
I.4
27
5.23 0.87 864
3.9
3.I
2.6
2.2
1.9
1.6
1.3
28
5.02 0.93
896 3.6 2.9
2.4
2.0 1.8
I.4
I.2
29
4.81 I.00 928
3.3
2.7
2.2
1.9
1.7
1.3
I. I
30
4.62
1.07 960 3.I
2.5
2.I
1.8
1.5
I.2
1.0
31
4.44
1.14 992
2.9
2.3
1.9
1.6
1.4
I.I
1.0
32
4 27 1.22 1024
2.7
2.I
1.8
1.5 1.3
I.I 0.9
33
4.II 1.30
34 3.96 1.38
1056 2.5
2.0
1.7
1.4
1.2
Ι.Ο
0.8
1088
2.3
I.9
1.6
1.3
1.2
0.9
0.8
35
3.81
1.46
I 120
2.2
1.7
1.5
I.2
I.I
0.9 0.7
36
3.67
1.54 1152
2.0 1.6
I.4
1.2
1.0 0.8
0.7
37
3.54
1.63
1184
1.9
1.5
1.3
I. I
1.0
0.8
0.6
38
39
3.42 1.72
1.81
3.30
1216 1.8
1.4
1.2
I.O
0.9
0.7
0.6
1248
1.7
1.4
I. I
I.0
0.8
0.7
0.6
40 3.19 1.90
1280
1.6 1.3
I. I
0.9
0.8
0.6 0.5
96
101-INCH HEAVY BEAM-135 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Depth, 10½ inches.
Width of flanges, 5 inches.
Thickness of stem, .47 inch.
Area of cross-section, 13.36
square inches.
Length,
Weight,
in Inches. in Pounds.
I
3.7
Length.
in Feet.
Weight,
in Pounds.
2 3 4 10 7∞o
7.5
II.2
15.0
18.7
1 2 3 4 5
I
45
90
135
180
5
225
22.5
270
26.2
30.0
9
33-7
ΙΟ
37.5
II
41.2
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
6 7∞ a
16.22
0.03
270
54.I
43.3
36.0
30.9
27.0
21.6
18.0
16 20❘ 0.05
315
46.3
37.0
30.9
26.5
23.I
18.5
15.4
8
16.18
0.07
360
40.4
32.3
27.0
23.1 20.2
16.2
13.5
16.16 0.10
405
35.9
28.7
24.0
20.5
18.0
14.4
12.0
ΙΟ
16.14
0.14
450
32.3
25.8
21.5
18.5
16.1
12.9
10.8
II
16.12
0.16
495
29.3 23.4 19.5
16.7
14.6
II.7
}
12
14.73
0.19
24.5
540
19.6 16.4
14.0
12.2
9.8
13
13.55
0.23
585
20.8
16.7
13.9
11.9
10.4
8.3
14
12.54 0.27 630 17.9
14.3
11.9
10.2
8.9
15
11.66
0.31 675
15.5
12.4
10.4 8.8 7.7
୪୦୩୯୯
насо по
9.8
8.2
00 N
6.9
7.2
6.0
6.2
5.2
16
17
18
678
10.89 0.35 720 13.6
10.9
| 10.20
0.39
765
12.0
9.6
9.59 0.44
810
10.7
19
9.05 0.49
855
9.5
20
8.55 0.54
900
8.6
6.
96 in a
cico
No
9.1
8.0
8.5
7.6
7.I
6.
но нет
7.8
6.8
5.4
4.5
6.9
6.0
4.8
4.0
6.1
5.3 4.3
3.6
ao
3
5.4
4.7 3.8
3.2
5.7
4.9 4.3 3.4
2.9
21
8.10 0.60
945
7.7
6.2
5.I
4.4 3.8
3.I
2.6
22
23
W N
7.69 0.66
990
7.0
24
7.31 0.72
6.96
1035
6.4
0.78
1080
5.8
25 6.64
0.85 1125
5.3
9 +0 m
5544
5.6
5.I
4.6
4.2
OHO N
4.7
4.0
3.5 2.8
2.3
4.2
3.7
3.2
2.6
2.1
3.9
3-3 2.9
2.3
1.9
3.5
3.0
2.6
2.1
1.8
26
6.34
27
28
5.80
0.92 1170
6.06 0.99 1215
1.07 1260
4.9 3.9 3.3
2.8
2.4
2.0
1.6
4.5 3.6
3.0 2.6
2.2
1.8
1.5
4.I
3.3
2.8
2.4
2.0
1.6
1.4
29
5.55
1.14 1305
3.8 3.0
2.6
2.2
1.9
1.5 1.3
30
5.32 1.22 1350
3.5 2.8
2.4
2.0
1.7
1.4
1.2
Awwww wwwww
5.II
1.30 1395
3.3
2.6
2.2
1.9
1.6
4.90
1.39 1440
3.I
2.5
2.0
1.8
1.5
via
1.3
I.I
1.2
1.0
4.71
1.48 1485
2.9
2.3
1.9
I.7
1.4
1.2
I.O
4.53 1.57
1530
2.7
2.2
1.8
1.6 1.3
Ι.Ι
0.9
4.35 1.67 1575
2.5
2.0
1.7
1.4
1.2
1.0
0.8.
36
4.19
1.76 1620
2.3
1.8
1.6
1.3
I.I
0.8
37
38
3.88
4.03 1.86 1665
1.96
2.2
1.7
1.5
1.2
I.I
07
1710
2.0 1.6 1.4
I.O
1.0
0.7
39
40
3.60
3.74 2.07 1755
2.18
1.9
1.5
1.3
1.0
0.9 0.8
0.6
1800
1.8
1.4
1.2
1.0
0.9 0.7
0.6
ΙΟ

10-INCH LIGHT BEAM-105 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
Depth, 10½ inches.
Width of flanges, 4½ inches.
Thickness of stem, % inch.
Area of cross-section, 10.44
square inches.
See page 32.
Length,
Weight,
in Inches. in Pounds.
I
1 2 3 4 5 6 7∞
2.9
5.8
2 1000
8.7
I
1 2 3 456
Length,
in Feet.
Weight,
in Pounds.
35
70
105
11.7
4
14.6
17.5
140
175
210
20.4
8
23.3
9
26.2
ΙΟ
I I
29.2
32.1
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
ters of BEAMS, FOR LOADs, per Square
FOOT OF
679
12.90
12.88
0.03
210
0.05 245
43.0
36.8
29.4
34.4 28.7
24.5
24.6
8
9
12.86 0.07 280
12.84 0.10 315 28.5
ΙΟ
12.83
0.14
350
32.1 25.7
22.8
25.7 20.6
19.0 16.3 14.2
21.4 18.3 16.0
21.5
21.0 18.4 14.7
17.2
14.3
12.3
12.8
10.7
II.4
9.6
17.1
14.7
12.8
10.3
8.6
II
12.81
0.16
385
23.3 18.6 15.5
13.3
11.6
9.3
7.8
12
11.71 0.19
420
19.5 15.6 13.0
II.I
9.7
7.8
6.5
13
10.77 0.23
455
16.6
13.3 II.O 9.5
8.3
6.6
5.5
14
9.97 0.27
490
14.2
II.4 9.5
8.1
7.I
5.7
4.7
15
9.27 0.31 525 12.4
9.9 8.2
7.I
6.2
5.0 4.I
16
8.66 0.35 560 10.8
17
8.11 0.39 595
18 7.63 0.44
630
19
7.19 0.49
20 6.80 0.54
665
700
∞6 56 ∞
98
76
8.6
7.2 6.2
5.4
9.6
8.5
7.6
77
6.4 5.5 4.8
4.3 3.6
3.8 3.2
6.8
5.6 4.9 4.2
3.4
2.8
6.1
5.0
4.3 3.8 3.0
2.5
6.8
5.4
4.5 3.9
3.4
2.7
2.3
21
2 2 2 2
22
23
5.81
0.72
6.44
6.11 0.66 770
0.60 735
6.1
4.9 4.I
3.5
3.0
2.4
2.0
805
24
5 54
0.78
840
25
5.28 0.85
875
оно
5544
5.6
4.5
3.7
3.2
2.8
2.2
1.9
5.1
4.1
3.4
2.9
2.5
2.0
1.7
4.6
3.7
3.1
2.6
2.3
1.8
1.5
4.2
3.4
2.8
2.4
2.I
1.7
1.4
37
38
Awwww wwwww
W N N N N
26
5.04
0.92
910
3.9
3.1
2.6
2.2
1.9
1.6
1.3
27
4.82 0.99
945
3.6 2.9
2.4
2.1
1.8
1.4
1.2
28
4.62
1.07
980
3.3
2.7
2.2
1.9
1 6
1.3
I.I
29
4.42 1.14 1015
3.0
2.4
2.0
30
4.24 1.22
1050
2.8
2.2
1.9
o a
1.7
1.5
1.2
1.0
1.6
1.4
I. I
0.9
4.07 1.30
1085
2.6
2.1
1.7
1.5
1.3
1.0
0.9
3.91 1.39 1120
2.4
1.9
1.6
1.4
1.2 09 0.8
3.75
1.48
1155
2.3
1.8
1.5
1.3
I.I
0.9 0.8
3.61
1.57
1190
2.1
1.7
1.4
I.2
1.0
0.8
0.7
3.47
1.67
1225
2.0
1.6
1.3
I.I
Ι.Ο 0.8 0.7
36
3.34 1.76
1260
1.9 1.5
1.2
I.I
3.21
1.86
1295
1.7
1.4
1.2
0.9
0.8 0.6
1.0 0.8 0.7
0.6
3.09 1.96
1330
1.6 1.3
I.I
1.0 0.8 0.6
0.5
39
2.98 2.07
1365
1.5
1.2
1.0
0.9
0.7 0.6
0.5
40
2.87
2.18 1400
1.4
I.I
1.0 0.8
0.7
0.6
0.5
II

101-INCH EX. LIGHT BEAM-90 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Weight,
in Pounds.
Depth, 10 inches.
Width of flanges, 4 inches.
Thickness of stem, inch.
Area of cross-section, 8.9
square inches.
Length,
Weight,
in Inches. in Pounds.
Length,
in Feet.
123456 78
I
2.5
5.0
7.5
10.0
12.5
123456
I
15.0
17.5
20.0
9
ΙΟ
22.5
25.0
II
27.5
2822588
120
150
180
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
6
10.33
0.03
180
7
10.31 0.05
210
29.5
34.4 27.5
23.6
22.9
19.7
17.2
8
10.30 0.07
240
25.7
9
10.28 0.10
270
22.8
18.3 15.2
19.6 16.8
20.6 17.2
13.8
11.5
14.7
14.7 11.8 9.8
12.9 10.3
8.6
13.1
ΙΟ
10.27 0.14
300
20.5
16.4 13.7 11.7 10.3 8.2 6.8
II.4
9.1
7.6
II
10.25 0.16
330
18.6
12
10.24 0.19
360
17.1
13
9.42 0.23
390
14.5
14
8.72 0.27
420
12.5
10.0
15
8.11
0.31
450
10.8 8.6
986
14.9 12.4 10.7
13.6 II.4
11.6 9.7
9.7
8.3
8.3
7.2
3 2
7.1
773OH
9.3
7.5 6.2
8.5
6.8
5-7
7.2
5.8
4.8
6.2
5.0 4.2
6.2
5.4
4.3 3.6
16
7.57 0.35 480
9.5
7.6
17
7.10 0.39
510
8.4
6.7
18 6.67 0.44
540
7.4
5.9
679
6.3
5.4
4.7
3.8 3.2
5.6
4.8
4.2
3.3
2.8
4.9
4.2
3.7
3.0
2.5
19
6.29 0.49
570
6.6
5.3
4.4 3.8
3.3
2.7
2.2
20
5.95 0.54
600
6.0
4.8
4.0
3.4
3.0
2.4
2.0
21
5.64 0.60 630
5.4 4.3 3.6
3.I
2.7
2.I
1.8
22
5.35 0.66
660
4.9 3.9
3.2
2.8
2.4
1.9 1.6
23
5.09 0.72
690
4.4 3.5 3.0
2.5
2.2
1.8
1.5
24 4.85 0.78
720
4.0
3.2
2.7
2.3
2.0
1.6
1.3
25
4.62
0.85
750
3.7 3.0
2.5
2.I
1.8
1.5
1.2
27
28
xwwww
wwwww wNNNN
26
4.42 0.92
780
3.4
2.7
2.3
1.9
I.7
1.4
I.I
4.22 0.99
810
3.I
2.5
2.1
1.8
1.6
1.3
1.0
4.04
1.07
840
2.9
2.3
1.9
1.6 1.4
1.2
1.0
29
3.88
1.14
870
2.7
2.I
1.8
1.5
1.3
I.I
0.9
30
3.72
I.22 900
2.5
2.0
1.7
1.4
1.2
1.0 0.8
3.57 1.30 930
2.3
1.8
1.5
1.3
1.2
0.9
0.8
3.29
3.43 1.39 960
1.48
2.1
1.7
1.4
1.2
I.I
0.9 0.7
990
2.0
1.6
1.3
I. I
1.0
0.8
0.7
3.16 1.57 1020
1.9
1.5
1.2
I.I
0.9
3.05
1.67 1050
1.7
1.4
I.I
1.0
0.9
0.7
77
0.6
0.6
36
2.93
1.76 1080
1.6
1.3
I.I 0.9 0.8
0.7
0.5
37
2.82 1.86 1110
1.5
1.2
I.O
0.9
0.8
0.6
0.5
38
2.72
1.96 1140
1.4
I.I
1.0
0.8
0.6
0.5
39
2.62 2.07 1170
1.3
I.I
0.9
0.8 0.7
0.5
0.4
40
2.52 2.18 1200
1.3
I.O
0.8
0.7 0.6
0.5
0.4
2
12
9-INCH EX. HEAVY BEAM-125 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.

Length,
Weight,
in Inches. in Pounds.
Depth, 9 inches.
Width of flanges, 4½ inches.
Thickness of stem. .57 inch.
Area of cross-section, 12.33
square inches.
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
Length,
in Feet.
Weight,
in Pounds.
1 2 3 4 5 78
I
3.5
7.0
10.4
13.9
17.4
6
20.8
123456
I
41.7
83.3
125.0
166.7
208.3
250.0
24.3
27.8
9
IO
31.2
34.7
II
38.2
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-

'sq[ 001
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
10 700 a
6
16.62
0.05 250.0 55.4 44.3
16.60
0.07
8
16.58 0.10
9
14.70 0.13
10
13.19 0.16
36.9
291.7 47.4 37.9
31.6
333-3 41.5 33.2 27.7
375.0 32.7 26.2
416.7 26.4 21.I 17.6
31.6
27.7
27.1
23.7
21.8
18.7
15.1 13.2
22.2
23.7 19.1
18.5
20.7 16.6 13.8
16.3 13.1 10.9
10.6 8.8
15.8
II
11.95 0.19
458.3 21.7
17.4 14.5
12.4 10.9
8.7
7 2
12
10.92 0.23
500.0 18.2
14.6
12.1
10.4
9.I
7.3
6.0
13 10.04 0.27
541.7 15.4
12.4
10.3
14
9.28 0.31
583.3
13.3
10.6
8.8
15
8.62 0.35
625.0 11.5
9.2
7-7
700 60 6
978
8.8
7.7 6.2
5.1
7.6
6.6
5.3
4.4
6.6
5.7
4.6
3.8
16
17
67
8.04
7.53 0.46
708.3
0.40 666.7 10.0 8.0
6.7
5.7
5.0
4.0
8.8
7.0
5.9
5.0
4.4
3.5
ло
3.3
2.9
18
7.07 0.51 750.0 7.8 6.2
5.2
4.5
3.9
3.1
2.6
19
0.63
6.66 0.57 791.7 7.0
20 6.28
833.3
6.3
55
5.6
5.0
o a
4.7
4.0
3.5
2.8
2.3
4.2
3.6
3.I
2.5
2.1
21
23
24
5.94 0.70
22 5.63 0.77
5.35 0.84
5.08 0.91
875.0 5.7
4.6
3.8
916.7 5.I
4.I
3.4
958.3 4.6 3.7 3.I
1000.0
4.2
3.4
2.8
сона со
3.2
2.8
2.3
1.9
2.9
2.5
2.0
1.7
2.6
2.3
1.8
1.5
2.4
2.1
1.7
1.4
25 4.84
0.99 1041.7
3.9
3.I
2.6
2.2
1.9
1.5
1.3
Awwww wwwww w☹ ~ ~ ~
26
4.61
1.07
1083.3
3.5
2.8
2.4
2.0
1.8
I.4
1.2
27
4.40
1.16
1125.0 3.3
2.6
2.2
1.9
1.6
1.3
I.I
28
4.20
1.24
1166.7 3.0
2.4
2.0
1.7
1.5
1.2
1.0
29
4.02
1208.3
1.33
2.8
2.2
1.8
1.6
1.4
I.I
0.9
30
3.84
1.43
1250.0 2.6 2.1
1.7
1.5
1.3
1.0
0.9
3.68
1.53
1291.7 2.4
1.9
1.6
1.4
1.2
I.O 0.8
3.52
1.63 1333.3 2.2
1.8
1.5
1.3
I.I
0.9 0.7
3.37
I.74
1375.0
2.0
1.6
1.4
1.2
Ι.Ο
0.8
0.7
3.23
1.84 1416.7
1.9
1.5
1.3
I.I
0.9 0.8 0.6
3.10
1.95
1458.3 1.8
1.4
1.2
I.O
0.9
0.7 0.6
36
2.97
2.06
1500.0
1.6
1.3
I.I
0.9
0.8
0.7
0.5
37
2.85 2.17
1541.7
1.5
1.2
1.0
0.9
0.7
0.6
0.5
38
2.73
2.29
1583.3
1.4
I.I
1,0
0.8 0.7
0.6
0.5
39
2.62
2.41
1625.0
1.3
I.O
0.9
0.7
0.6
0.5
0.4
40
2.52
2.54
1666.7 |
1.3
1.0
0.8
0.7
0.6
0.5
0.4
13

9-INCH HEAVY BEAM-85 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length,
Weight,
in Inches. in Pounds. I
Length,
in Feet.
Weight,
in Pounds.
Depth, 9 inches.
Width of flanges, 4½ inches.
Thickness of stem, % inch.
Area of cross-section, 8.5
square inches.
1234 16 7∞
2.4
4.7
7.I
9.4
5
11.8
6
14.2
16.5
18.9
9
21.2
10
II
23.6
26.0
I
1 2 3 4 5
28.3
56.7
85.0
113.3
141.7
170.0
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, per Square
FOOT OF-
6
12.36
0.05
170.0
41.2
7 12.35 0.07
198.3
35.3
28.2
33.0 27.5
23.5
23.6
20.6
16.5
13-7
20.2
8
12.33 0.10
226.7 30.8
24.7
20.5 17.6 15.4
17.6 14.I
11.8
12.3
10.3
9
10.93 0.13
255.0 24.3
19.4
16.2 13.9
12.1
9.7
8.1
ΙΟ
9.81
0.16
283.3
19.6
15.7
13.1 II.2
9.8
7.8
6.5
II
12
13
- -
14
15
1 2 3 4 5
8.89
0.19 311.7 16.2 12.9
10.8 9.2
8.1
6.5
5.4
8.12
0.23 340.0 13.5
10.8
9.0
7-7
6.8 5.4
4.5
7.47
0.27 368.3 11.5
9.2
7.6 6.6
5.7
4.6
3.8
6.91
0.31 396.7 9.9 7.9
6.6
5.6
4.9
3.9 3-3
6.42
0.35
425.0
8.6
6.8
5-7
4.9
4.3
3.4
2.9
16
17
18
679
5.99
0.40
453.3
7.5
6.0
5.0
4.3
3.7
3.0
2.5
5.61
0.46
481.7
6.6
5.3 4.4
3.8
3.3
2.6
2.2
5.27
0.51
510.0 5-9
4.7 3.9
3.3
2.9
2.3
2.0
19
20
4.69
4.97 0.57
0.63
538.3 5.2
566.7 4.7 3.8
2 00
43
4.2
3.5 3.0
2.6
2.1
1.7
3.I
2.7
2.3
1.9
1.6
2 2 2 2 a
21
4.44 0.70 595.0 4.2
3.4
2.8
2.4
2.1
1.7
1.4
22
4.21 0.77
623.3 3.8 3.I
2.6
2.2
1.9
1.5
1.3
23
4.00 0.84
651.7 3.5 2.8
2.3
2.0
1.7
1.4
1.2
24
3.81
0.91
680.0 3.2
2.5
2.I
1.8
1.6
1.3
I. I
25
3.63
0.99 708.3 2.9
2.3
1.9
1.7
1.5
I.2
I.O
26
3.46
1.07 736.7 2.7
2.I
1.8
1.5
1.3
I.I
0.9
27
3.30 1.16
765.0 2.4
2.0
1.6
1.4
1.2
1.0
0.8
28
3.16 1.24
793-3 2.3
1.8
1.5
1.3
I.I
0.9
0.8
29
3.02 1.33
821.7 2.I
1.7
1.4
1.2
1.0
0.8 0.7
30
2.89
1.43
850.0 1.9
1.5
1.3
I.I
I.O
0.8 0.6
31
2.77 1.53 878.3 1.8
1.4
1.2
1.0
0.9
0.7
0.6
wwww
32
2.66
1.63
906.7 1.7
1.3
I.I
0.9
0.8
0.7
0.6
33
2.55
35
2.44
2.35
1.74 935.0 1.5
1.84 963.3 1.4
1.95 991.7 1.3
I.2
1.0
0.9 0.8
0.6
0.5
1.2
1.0
0.8
0.7
0.6 0.5
I.I 0.9
0.8
0.7
0.5
0.4
Awwww
36
2.25
2.06
1020.0
37
2.17
1048.3
2.17
1.3
1.2
1.0 0.8
0.7
0.6
0.5
0.8
0.7
0.6
in un
0.4
0.4
38
2.08
2.29 1076.7 I. I
.6
0.5
0.4
39
2.00
40
1.92
2.4I 1105.0 1.0 0.8
2.54 1133.3 1.0 0.8 0.6
0.7
0.6
0.5
0.3
0.5
0.5
0.3
14

9-INCH LIGHT BEAM-70 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Depth, 9 inches.
Width of flanges, 4 inches.
Thickness of stem, .3 inch.
Area of cross-section, 7.0
square inches.
Length,
Weight,
in Inches. in Pounds.
Length,
in Feet.
Weight,
in Pounds.
123456 78
I
1.9
3.9
5.8
7.8
9.7
6
11.7
123456
23.3
46.7
70.0
93.3
116.7
140.0
13.6
15.6
9
17.5
ΙΟ
19.4
II
21.4
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
8
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
ΙΟ
670 00
9.18
0.05
140.0
30.6
24.5
20.4
17.5
15.3
12.2
10.2
9.17
0.07
163.3
26.2
21.0 17.5
15.0
13.1
10.5
9.16
O.IO
186.7
22.9
9 9.15 0.13 210.0 20.3
16.3 13.5
18.3 15.3
13.1
II.4
9.2
11.6
10.2
8.23
0.16 233.3
16.5
13.2 II.O 9.4
8.2
8.1 6.8
6.6 5.5
00 765
8.7
7.6
II
7.46 0.19
256.7 13.6
10.9
I2
6.82 0.23
280.0 11.4
9.I
13
6.27 0.27 303.3 9.6 7.7
14 5.80 0.31
326.7
8.3
6.6
15
5.39 0.35
350.0
7.2
5.8
9965 +
9.0
7.6
6.4
5.5
4.8
06+5∞o
7.8
6.8
6.5
5.7
5.5 4.8
4-7
4.I
4.1
3.6
5433N
5.4
4.5
4.5
3.8
3.9
3.2
3.3
2.8
2.9
2.4
16
17
5.03 0.40 373.3
4.71 0.46 396.7
6.3 5.0
4.2
3.6
3.I
2.5
2.1
5.5
4.4 3.7 3.2
2.8
2.2
1.8
18
4.43
0.51 420.0
4.9
3.9
3.3
2.8
2.5
2.0
1.6
19
4.17 0.57
443.3
4.4
3.5
2.9
2.5
2.2
1.8
1.5
20
3.94
0.63
466.7 3.9
3.2
2.6
2.3
2.0
1.6
1.3
21
3.73
0.70 490.0 3.6
2.8
2.4
2.0
1.8
I.4
1.2
22 3.54 0.77
513.3 3.2
2.6
2.1
1.8
1.6
1.3
I.I
23
3.36 0.84
536.7 2.9
2.3
1.9
1.7
1.5
I.2
1.0
24
3.20 0.91
560.0 2.7
2.I
1.8
1.5
1.3
I.I
0.9
25
3.05
0.99
583.3 2.4
2.0
1.6
1.4
1.2
1.0
0.8
W N N N N
26
2.91
1.07
606.7 2.2
1.8
1.5
1.3
I.I
0.9
0.7
27
28
2.78 1.16
2.66
630.0 2.I 1.6
1.4
1.2
1.0
0.8 0.7
1.24
29 2.54
1.33 676.7
653-3 1.9
1.5
1.3
1.1
0.9 0.8 0.6
1.8
1.4
1.2
Ι.Ο
0.9
0.7
0.6
30
2.43 1.43 700.0
1.6
1.3
I.I
0.9
0.8
0.6
0.5
Awwww wwwww
2.33
1.53
723.3
1.5
1.2
1.0
0.8
0.9
0.6
0.5
2.24
1.63
746.7 1.4
I.I
0.9
0.8
0.7
0.6
0.5
2.15
1.74 770.0
1.3
I.O
0.7
0.7 0.5
0.4
2.06
1.84
793.3
1.2
1.0
0.8 0.7
0.6
0.5
0.4
1.98
1.95
816.7
I.I
0.9
0.8
0.6
0.6
0.5
0.4
36
1.90
2.06
840.0 I.I 0.8
0.7 0.6
0.5
0.4
0.4
37
1.83
2.17
863.3
I.O 0.8 0.7
0.6
0.5
0.4
0.3
38
1.75 2.29
886.7 0.9
0.7 0.6
0.5
0.5
0.4
0.3
39
40
1.69
1.62
2.4I
910.0
2.54 933.3
0.9 0.7 0.6
0.5
0.4
0.3
0.3
0.8 0.6
0.5
0.5
0.4
0.3
0.3
15

8-INCH HEAVY BEAM-80 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
Depth, 8 inches.
Width of flanges, 4½ inches.
Thickness of stem, % inch.
123456 7∞
2.2
4.4
6.7
8.9
II.I
13.3
15.6
8
17.8
Area of cross-section, 8 03
9
20.0
square inches.
ΙΟ
II
22.2
24.4
Weight, in
Pounds.
Length, in'
Feet.
Weight, in
Pounds.
I
1 2 3 4 5
26.7
53.3
80.0
4
106.7
133.3
160.0
9.27
9.25
0.05
0.08
160.0
9.23 0.11
9.21 0.14
186.7
213.3 23.1
240.0
26.4
20.5
16.5
ΙΟ
ŏo ou a
8.27 0.18 266.7
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
ters of BEAMS, FOR LOAds, per Square
FOOT OF
250 lbs.
300
lbs.
30.9 24.7 20.6
17.7
15.4
12.4
10.3
21.1 17.6
15.1
13.2
10.6
8.8
18.5
15.4
13.2
11.5
9.2
7-7
16.4
13.6
11.7
IO.2
8.2
6.8
13.2 II.O
9.4
8.2
6.6
5.5
II
12
7.49
0.22 293.3
13.6 10.9
9.I
6.84 0.26
320.0 II.4
9.1 7.6
13
15
6.29
14 5.81 0.35
5.40 0.40
0.30 346.7 9.7
7.7
6.4
373.3
8.3
6.6
5.5
400.0
7.2
5-7
4.8
16 4500
7.8
6.8
5.4
6.5
5.7
4.6
+3
4.5
3.8
5.5
4.8
3.9
3.2
4.7
4.I
3.3
2.7
4.I
3.6
2.9
2.4
16
5.04
0.46
426.7
6.3
5.0
4.2
3.6
3.I
2.5
2.I
8d;
4.71 0.52
453.3
5.5
4.4
3.7
3.2
2.7
2.2
4.43 0.58
480.0 4.9
3.9
3.3
2.8
2.4
1.9
19
4.17 0.64
506.7
4.4
3.5
2.9
2.5
2.2
1.8
2 000
1.8
1.6
1.5
20
3.93 0.71
533-3
3.9 3.I
2.6
2.2
1.9
1.6
1.3
21
3.72 0.79
560.0 3.5 2.8
2.3
2.0
1.7
1.4
1.2
22
23
3.52 0.86 586.7 3.2 2.6
3.34 0.94 613.3 2.9
2.1 1.8
1.6
1.3
I.I
2.3
1.9
1.7
1.4
1.2
1.0
24
3.18 1.03 640.0 2.6
25 3.03 1.12 666.7 2.4
2 H
2.1
1.7
1.5
1.3
I.I
0.9
1.9
1.6
1.4
1.2
I.O
0.8
wwwww wNNONN
26
2.88
I.20
693.3 2.2
27
28
2.75 1.30 720.0 2.0
2.63 1.40 746.7
H H
1.8
1.5
1.2
I.I
0.9
0.7
1.6
1.3
I.I
1.0 0.8
0.7
1.8
1.5
1.2
1.0
O.Q
0.7 0.6
29
2.51 1.50
773-3
30
2.40
1.61
1.7
800.0 1.6
I 4
1.3
1.I
1.0
0.8 0.7 0.6
I.I 0.9 0.8 0.6 0.5
2.02
2.30
2.20 1.83
2.11 1.94
2.06
1.72
853.3
826.7 1.5
1.2
1.0
0.9
0.7
0.6
0.5
I.4
1.I
0.9 0.8 0.7
0.6
0.4
880.0
1.3
1.0
0.7 0.6
0.5
0.4
906.7
1.2
0.9
0.7
0.6
0.5
0.4
1.93
2.19 933.3
I.I
0.9 0.7
0.6
0.5
0.4
0.3
16

8-INCH LIGHT BEAM-65 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Depth, 8 inches.
Width of flanges, 4 inches.
Thickness of stem, .3 inch.
Area of cross-section, 6.37
square inches.
Length, in
Inches.
Weight, in
Pounds.
I
1 2 3 456 78
1.81
3.61
5.42
7.23
9.03
10.83
12.64
14.45
9
16.25
ΙΟ
18.06
II
19.86
Length, in
Feet.
Weight, in
Pounds.
I
21.7
1 2 3 456
43.3
65.0
86.7
108.3
130.0
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 IDs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
Proper Distance, in Feet, between Cen-
TERS OF BEAMS, FOR LOADS, PER SQuare
FOOT OF-
678
8.37
0.05
130.0
27.9
22.3
18.6
15.9
14.0
II.2
9.3
8.36 0.08 151.7
23.9
19.1
15.9
13.6
11.9
9.6
8.0
8.35
O.II 173.3
20.9 16.7
13.9
11.9
10.4
8.3
7.0
9
7.40
0.14
195.0
16.4
13.2
10.9
9.4
8.2
6.6 5.5
ΤΟ
6.64
0.18 216.7
13.3 10.6
8.9
7.6
6.6
5.3 4.4
II
6.02
0.22
238.3
10.9
8.7
7.3
6.2
12 5.49 0.26 260.0 9.1
7.3
6.1
5.2
13
5.05
0.30 281.7 7.8
6.2
5.2
4.5
14
4.67
0.35 303.3
6.7
5.3
4.5
3.8
2250
5.4
4.3 3.6
4.5
3.6
3.0
3.9
3.I
2.6
3.3
2.7
2.2
15
4.34 0.40
325.0
5.8
4.6
3.9
3.3
2.9
2.3
1.9
16 4.04 0.46
346.7
5.0
4.0
3.3
2.9
2.5
2.0
1.7
HH
78
17
3.79
0.52
368.3
4.4
3.5 2.9
2.5
2.2
1.8
1.5
18
3.55
0.58
390.0
3.9
3.1
2.6
2.2
1.9
1.6
1.3
19
3.35
0.64
411.7 3.5
2.8
2.3
2.0
1.7
1.4
1.2
20
3.16
0.71
433.3
3.2
2.6
2.I
1.8
1.6
1.3
I.I
21
2.99
0.79
455.0
2.8
2.3
I 9
1.6
1.4
1.I
1.0
22
2.83 0.86 476.7 2.6
2.1
1.7
1.5
1.3
1.0 0.9
23
2.68
0.94
498.3
2.3
1.9
1.5
1.3
I. I
0.9
0.8
24
2.55 1.03
520,0
2.1
1.7
1.4
1.2
1.0
0.8
0.7
25
2.43
1.12 541.7
1.9
1.5
1.3
1.I
0.9
0.8
0.6
26
2.31
1.21
1.8
563.3
1.4
1.2
1.0
0.9
0.7
0.6
27
2.20
1.30
585.0 1.7
1.3
I.I
I.O
0.8
0.7
0.6
28
2.10
I.40
606.7
1.5
1.2
I.O
0.9
0.8
0.6
0.5
29
2.01
1.50
628.3
1.4
1.I
0.8
0.9
0.7
0.6
0.5
30
1.93
1.61
650.0 1.3
1.0
0.9
0.7
0.6
0.5
0.4
31
1.84
1.72
671.7
1.2
1.0 0.8
0.7
0.6
0.5
0.4
32
1.76
1.83
693.3 I.I
0.9
0.7
0.6
0.5
0.4
0.3
33
1.69 1.94
1.0
715.0
0.8 0.7
0.6
0.5
0.4
0.3
34
1.62 2.06
736.7 0.9
0.6
0.7
0.5
0.5 0.4
0.3
35
1.55 2.18 758.0
0.8
0.7
0.5
0.5
0.4
0.3
0.2
17

Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
7-INCH BEAM-55 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
Weight, in
Pounds.
I
1.5
I
18.3
2
3.1
2
36.7
Depth, 7 inches.
3
4.6
3
55.0
4
6.1
4
73.3
Width of flanges, 34 inches.
5
7.6
6
Thickness of stem, .3 inch.
9.2
56
91.7
110.0
Area of cross-section, 5.50
square inches.
78
10.7
12.2
9
13.8
IO
15.3
I I
16.8
125
lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQuare
FOOT OF-
150 lbs.
175 lbs.
200 lbs.
5
7.70
0.05
91.7
30.8
24.6 20.5
17.6
15.4
12.3 10.3
6 7∞ ag
7.69
0.07 110.0 25.6
7.15
0.10
8
9
6.24 0.13
5.53 0.17
146.7
128.3 20.4 16.3 13.6 11.7
20.5 17.1
14.7
12.8
10.3
8.5
10.2
8.2
6.8
10 4.96 0.20
165.0 12.3 9.8 8.2
183.3 9.9 7.9 6.6
15.6 12.5 10.4
8.9
7.8
6.2
5.2
7.0
6.1
4.9
4.I
5.7
5.0
4.0
3.3
II
4.49
0.25 201.7 8.2
6.5
5.4
4.7
4.I
3.3
2.7
12
4.10 0.29
220.0 6.8
5.5
4.6
3.9
3.4
2.7
2.3
13
3.76 0.35
238.3 5.8 4.6
3.9
3.3
2.9
2.3
1.9
14
3.48
0.40
256.7 5.0
4.0
3.3
2.8
2.5
2.0
1.7
15
3.23
0.46
275.0 4.3
3.4
2.9
2.5
2.2
1.7
1.4
16
3.01 0.52
293-3 3.7 3.0
2.5
2.1
1.9
1.5
1.2
18
17 2.81 0.59
2.64 0.66
19 2.48 0.74
20 2.34 0.82
311.7 3-3
2.6
2.2
1.9
1.7
1.3
I.I
330.0 2.9
2.3
2.0
1.7
1.5
1.2
1.0
348.3 2.6 2.I
1.7
1.5
1.3
1.0
0.9
366.7 2.3
1.9
1.6
1.3
1.2
0.9
0.8
21
2.21 0.90
385.0
2.I
1.7
1.4
1.2
1.0
0.8
0.7
N N N N
22
2.00 0.99 403.3
1.9
1.5
1.3
1.1
0.9
0.8 0.6
23
1.98 1.08 421.7
1.7
1.4
I.I
1.0
0.8
0.7 0.6
24
1.88 1.17 440.0
1.6
1.3
1.0
0.9
0.8
0.6
0.5
25
1.79 1.27 458.3 1.4
I.I
0.9
0.7
0.6
0.5
WNXN ~
26
27
1.70 1.38 476.7 1.3
1.62 1.49
1.0 0.9 0.7
0.5
0.4
495.0
I.2
1.0
0.8
0.7
0.6 0.5
0.4
28
1.55 1.60
513.3
1.1
0.9
0.7
6
0.5
0.4
29
1.48
1.72
53117
I. I
0.0
0.7
0.6
0.5
.3
30
1.41
1.84 550.0 Σ.Ο
0.8
0.7
0.61 0.5
0.4
9.3
250
lbs.
300 lbs.
Length, in
Feet.
Weight, in
Pounds.
18
6-INCH BEAM-120 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
Weight, in
Pounds.
I
3.33
I
40
2
6.67
2
80
Depth, 6 inches.
3
10.00
3
120
4
13.33
4
160
Width of flanges, 54 inches.
5
16.67
5
200
6
20.00
Thickness of stem, ½ inch.
7
23.33
Area of cross-section, 11.84
8
26.67
square inches.
9
30.00
ΙΟ
33.33
II
36.67
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
8
300 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQuare
FOOT OF-
829
6
12.17
0.07
7
12.15 0.12
240 40.6
280
34.7
9
9.38 0.19
10.59 0.15 320
360
26.5
20.8
ΙΟ
8.40 0.24
400
32.4
27.8 23.1
21.2 17.6
16.7
13.9
16.8 13.4 11.2
27.0 23.2
19.8 17.4
20.3
16.2
13.5
13.9
11.6
15.1 13.2
10.6 8.8
11.9
9.6
10.4
8.3 6.9
8.4 6.7
5.6
II
7.60
0.29 440
13.8 II.I
9.2
7.9
6.9
12
6.92
0.34 480 11.5
9.2
7.7 6.6
5.8
000
5.5
4.6
4.6
3.8
14
15
3455
13 6.36 0.40
520
5.86
0.47
560
5.43
0.54 600
000 λ
9.8
7.8
8.4
6.7
7.2
5.8
654
765
∞ 78
6.5
5.6
4.8
co over
544
5.6
4.8
4.I
443
4.9 3.9
3.3
4.2
3.3
2.8
3.6
2.9
2.4
16 5.05 0.61 640
6.3
5.0
4.2
3.6
3.2
2.5
2.I
17
4.72 0.69 680 5.6
4.4
3.7
3.2
2.8
2.2
1.9
IS
4.42 0.77
720
4.9
3.9
3.3
2.8
2.5
2.0
1.6
19
4.15 0.86 760
4.4
3.5
2.9 2.5
2.2
1.8
1.5
20
3.90 0.95
800
3.9
3.I 2.6 2.2
2.0
1.6
1.3
21
3.68
1.05 840
3.5
2.8 2.4
2.0
1.8
I.4
I.2
22
3.47 1.15
880
3.2
2.5
2.I
1.8
1.6
1.2
I.I
23
3.28
1.26
920
2.9
2.3
1.9
1.6
1.4
I. I
1.0
24
3.10 1.37 960
2.6
2.I
1.7
1.5
1.3
1.0
0.9
25
2.94 1.49 1000
2.4
1.9
1.6
1.4
I.2
0.9
0.8
26
2.79 1.61 1040
2.I
1.7
27
2.64 1.74 1080
2.0 1.6
76
1.4
1.2
I.I
0.9
0.7
1.3
I. I
1.0
0.8 0.7
28
2.51 1.87 II20
1.8
1.4
1.2
1.0
0.7
0.6
29
2.39 2.00 1165
1.7
1.3
I.I
0.9 0.8 0.7
0.6
30
2.27 2.14 1200
1.5
1.2
Ι.Ο
0.9
0.8 0.6
0.5
Length, in
Feet.
Weight, in
Pounds.
19
6-INCH BEAM-90 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.

Length, in
Inches.
Weight, in
Pounds.
Length, in
Feet.
I
2.5
I
2
5.0
2
Depth, 6 inches.
3
7.5
3
4
10.0
4
5 8 8 w
Weight, in
Pounds.
120
Width of flanges, 5 inches.
5
12.5
5
150
6
15.0
Thickness of stem, ½ inch.
7
17.5
Area of cross-section, 8.7
8
20.0
square inches.
9
22.5
ΙΟ
25.0
II
27.5
Distance between
supports,
in fect.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF
S[ 001
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
6 7∞ a
9.34
0.07
180
31.1
24.9
9.32
0.12
210 26.6
8
8.13 0.15
240
9
7.20 0.19
270
ΙΟ
6.45
0.24 300
20.8 17.8
21.3 17.8 15.2
20.3
16.3 13.5 11.6
16.0 12.8 10.7
12.9
15.6 12.5
10.4
13.3
10.2
10.7
8.1
9.I
8.0
6.4
8.6
10.3
6.4
6.4
5.2
4 5 9 CO
8.9
6.8
5.3
4.3
II
5.83 0.29
330
10.6
12
5.32 0.34
360
8.9
VO H
8 7
8.5
7.I 6.1
7.I
5.9
5.I
34
5 +
5.3
4.2
3.5
4.4
3.5
3.0
13
4.88
0.40 390
7.5 6.0 5.0 4.3 3.8
3.0
2.5
14
4.50 0.47 420
6.4
5.I
43
3.7
3.2
2.6
2.1
15
4.17 0.54 450
5.6
4.5
3.7
3.2
2.8
2.2
1.9
16
3.88
17 3.63 0.69 510
0.61 480 4.9 3.9
3.2
2.8
2.4
1.9
1.6
4.3 3.4
2.8
2.4
2.1
1.7
1.4
18 3.40 0.77
540 3.8
3.0
2.5
2.2
1.9
1.5 1.3
19
3.19
0.86 570
3.4
2.7
2.2
1.9
1.7
1.3
I.I
20
3.00 0.95
600
3.0
2.4
2.0
1.7
1.5
1.2
1.0
21
2.83 1.05 630
2.7
2.2
1.8
1.5
1.3
I.I
0.9
22 2.67 1.15
660
2.4
1.9
1.6
1.4
1.2
1.0 0.8
23
25
2.52 1.26
24 2.39 1.37 720
2.26
690 2.2
I.S
1.5
1.3
I.I
0.9
0.7
2.0
1.6
1.3
I.I
I.O
0.8
0.7
1.49 750
1.8
1.4
1.2
1.0
0.9
0.7
0.6
26
27 2.04 1.74 S10
2.15 1.61 780
1.7
1.3
I. I
0.9
0.8
0.6
1.5
1.2
1.0
0.9
0.8
0.5
28
1.94 1.87 $40
1.4
1.I
0.9 0.8 0.7
0.6
0.5
29 1.84 2.00
870
1.3
I.O
0.7 0.6 0.5
0.4
30
1.75 2.14 | 900
I. 2
0.9
0.8
0.7
0.6 0.5
0.4
20
un
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
6-INCH HEAVY BEAM-50 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
Weight, in
Pounds.
I
1.4
I
16.7
2
2.8
2
33.3
Depth, 6 inches.
3
4.2
3
50.0
4
5.6
4
66.7
Width of flanges, 32½ inches.
5
6.9
6
8.3
56
83.3
6
100.0
Thickness of stem, 0.3 inch.
7
9.7
8
II. I
Area of cross-section, 4.91
square inches.
9
12.5
ΙΟ
13.9
II
15.3
100 lbs.
125 lbs.
150 lbs.
PROPER DISTANCE, IN FEET, BETWEEN CEN-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
175
lbs.
5
6.36
0.06
83.3 25.4
20.4
17.0 14.5
12.7
10.2
8.5
679
6.35
0.08
100.0
21.2
16.9
14.1
12.1 10.6
8.5
7.I
5.43
0.12 116.7 15.5
12.4
10.3
8.9
7.8 6.2
5.2
8
4.73 0.15 133.3 11.8
9.4
7.9 6.8 5.9
4.7
3.9
10
9 4.19 0.19
3.76
150.0 9.3
6.2
7.4
5.3
4.6
3.7
3.I
0.24
166.7 7.5 6.0 5.0
4.3
3.7
3.0
2.5
II
3.40 0.29
183.3
6.2
12
3.10 0.34
200.0
5.2
~ ~
4.9
4. I
3.5
3.I
2.5
2.1
4.2
3.4
3.0 2.6
2.1
1.7
13
2.85 0.40
216.7 4.4
3.5
2.9
2.5
2.2
1.8
1.5
14
2.63 0.47 233.3
3.7
3.0
2.5
2.I
1.8
1.5
I.2
15 2.43 0.54 250.0
3.2
2.6
2.2
1.8
1.6
1.3
I.I
16 2.27
0.61 266.7 2.8
2.2
1.9
1.6
1.4
I. I
0.9
17
2.12 0.69
283.3 2.5
2.0
1.7
1.4
I.2
1.0
0.8
18
1.98 0.77
300.0
2.2
I.7
1.5
1.3
I. I
0.9
0.7
19
1.86
0.86 316.7
1.9
1.5
1.3
I. I
0.9
0.8
0.6
20
1.75
333.3
0.95
1.7
I.4
1.2
1.0
0.8
0.7
0.6
W N N N N N N N N N
1.65 1.05 350.0
1.6
1.3
I. I
0.9
0.8
0.6
0.5
1.56
22
1.48
23
1.15 366.7
1.4
I.I
0.8
0.9
0.7
0.6
0.5
1.26 383-3
1.3
1.0
0.9
0.7 0.6 0.5
0.4
24
1.40
1.37
400.0
1.2
1.0
0.8
0.7
0.6
0.5
0.4
25
1.33
1.49
416.7 1.I
0.9
0.7
0.6
0.5
0.4
0.4
26
1.26
1.61
433.3
I.O 0.8
0.7
0.6
0.5
0.4 0.3
27
I.20
1.74
450.0 0.9
0.7 0.6
0.5
0.4
0.4 0.3
28
1.14
1.87 466.7 0.8 0.6 0.5
0.5
0.4
0.3 0.3
29
1.08
2.00
483.3 0.7 0.6 0.5
0.4
0.3
0.3 0.2
30
1.03
2.14
500.0
0.6
0.5
0.4
0.3
0.3
0.2
0.2
200 lbs.
250 lbs.
300 lbs.
Length, in
Feet.
Weight, in
Pounds.


21
Distance between
supports,
in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
6-INCH LIGHT BEAM-40 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
I
1.I
I
13.3
2
2.2
2
26.7
Depth, 6 inches.
3
3.3
3
40.0
4
4.4
4
53.3
Width of flanges, 3 inches.
5
5.5
5
66.7
6
6.7
6
80.0
Thickness of stem, ¼ inch.
7
7.8
8
8.9
Area of cross-section, 4.01
square inches.
9
10.0
ΙΟ
II.I
II
12.2
100 lbs.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
125 lbs.
150 lbs.
175 lbs.
200 lbs.
lbs.
5
5.18
0.06
66.7
20.7
16.6
13.8
11.8
10.4
8.3
ΙΟ
10 700 00
5.18
0.08
80.0
17.3
13.8
11.5
9.9
4.42
0.12
93.3
12.6
10.I
8.4
7.2
9
3.42
3.86 0.15 106.7
0.19
9.6
120.0
3.06 0.24
133.3
66
926
7.7
6.4
5.4
7.6
6.0
5.1
4.3 3.8
6.1
4.9 4.I
3.5
∞o 10 +3 on
8.6
6.3
4.8
3.0
O moo co O
6.9
6.9
5.8
5.I
4.2
3.9 3.2
3.0
2.5
2.4
2.0
I I
2.77 0.29
146.7 5.0
4.0
3.4
12
2.53
0.34
160.0
4.2
3.4
2.8
20
2.9
2.5
2.0
1.7
2.4
2.1
I.7
1.4
13
2.32
0.40 173.3
3.6
2.9
2.4
2.I
1.S
1.4
1.2
14
2.14
0.47
186.7
3.I
2.5
2.0
1.8
1.5
1.2
I.O
15
1.99 0.54
200.0
2.6
2.1
I 8
1.5
1.3
1.0
0.9
16
1.85 0.61
213.3
2.3
1.8
1.5
1.3
I.I
0.9
0.8
17
1.73
0.69 226.7 2.0 1.6
1.4
I.I
1.0
0.8
0.7
18
1.62
0.77
240.0
1.8
1.4
I.2
I.O
0.0
0.8
0.6
19
1.52 0.86
253.3
1.6
1.3
I. I
0.9
0.8
0.6
0.5
20
1.43
0.95
266.
0.7
1.4
I. I
I.O
0.8 0.7
.6
0.5
21
1.35 1.05
280.0
1.3
1.0
0.0
0.7
0.6
0.5
0.4
22
23
WOUND N N N N
1.28 1.15
293.3
1.2
1.0
0.8
0.7
0.6
5
0.4
1.26
1.21
306.7
I. I
0.9
0.8
0.6
0.5
0.4
24
1.14
1.0
1.37 | 320.0
0.8
0.6
0.4
0.3
25
1.08
1.49 333-3
0.9
0.7
0.6
0.4
0.3
26
1.03
1.61 346.7
0.8
0.7
0.6
0.5
.4
0.3 0.3
27
0.98
1.74 360.0
0.7
0.6
0.5
0.4
3
0.3
28
0.93
1.87
373-3
0.7
0.6 0.5
0.3
29
0.89 2.00 386.7
0.6
0.5
0.4
3
0.3
30
0.84 2.14 400.0
0.6
0.5
0.4
0.3
250
300 lbs.

22
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
5-INCH HEAVY BEAM-40 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
Weight, in
Pounds.
I
I.I
I
13.3
2
2.2
2
26.7
Depth, 5 inches.
3 w
3
3.3
3
4
4.4
4
40 0
53.3
Width of flanges, 3 inches.
5
5.5
5
66.7
6
Thickness of stem, inch.
6.7
6
80.0
7
7.8
Area of cross-section, 3.90
8
8.9
square inches.
9
10.0
ΙΟ
II. I
II
12.2
100 lbs.
125 lbs.
150 lbs.
Proper Distance, in FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQuare
FOOT OF-
175 lbs.
200 lbs.
250 lbs.
5
4.87
0.07
66.7
19.5
15.6
13.0
II. I
9.8
7.8
6.5
67
4.05
0.10
80.0
13.5
10.8
9.0
7.7
6.8
5.4
4.5
8
3.02
3.46 0.14 93.3 9.9
0.18 106.7
9 2.67 0.23 120.0
7.9 6.6
5.7
4.9
4.0
3.3
7.5
6.0
5.0
4.3 3.8
3.0
2.5
5.9 4.7
4.0
3.4
3.0
2.4
2.0
10
2.39 0.28
133.3 4.8 3.8
3.2
2.7
2.4
1.9 1.6
II
2.16 0.34
12
13
1.97 0.41
1.80 0.48
146.7 3.9 3.I
160.0 3.3
2.6
2.2
2.0
1.6
1.3
2.6
2.2
1.9
1.6
1.3
I.I
173.3
2.8 2.3
1.8
1.6
1.4
I. I
0.9
14
15
1.66 0.56 186.7 2.4
1.54 0.64
1.9 1.6
.3
1.2
1.0
0.8
200.0
2.0 1.6
1.4
I.I
1.0
0.8 0.7
16 I.43 0.73
213.3
1.8
1.4
I.2
1.0 0.9
0.7 0.6
17
1.33 0.82 226.7
1.6
1.3
I.I
0.9
0.8 0.6
0.5
18
1.24 0.92 240.0
1.4
I.I
1.0
0.8
0.7 0.6 0.5
19
1.16 1.03
253.3
1.2
1.0
0.8
0.7
0.6
0.5
0.4
20
1.09 1.14
266.7
I. I 0.9
0.7
0.6
0.5
0.4
0.4
21
1.03 1.26
280.0
1.0 0.8 0.7
0.6
0.5
0.4
0.3
22
0.97 1.38
293.3 0.9
0.7
0.6
0.5
0.4
0.4
0.3
23
0.91 1.51
306.7 0.8
0.5
0.5 0.4
0.3 0.3
24
0.86 1.65
320.0 0.7 0.6 0.5
0.4 0.
0.3
25
0.82 1.79 333.3 0.6
0.3
0.4
0.3
26
0.77 1.93 346.7 0.6
27
0.73 2.08 360.0
28 0.69 2.24 373.3
༠.5། 0.4
0.5 O.if
0.3
0.3
0.3
0.3
0.5
0.4
0.3
29
0.65
2.40 386.7
0.4
0.3
0.3
30
0.62
2.57 400.0
0.4
0.3
300 lbs.
Length, in
Feet.
Weight, in
Pounds.

23
Depth, 5 inches.
Width of flanges, 24 inches.
Thickness of stem, 4 inch.
Area of cross-section, 2.96
square inches.
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
5-INCH LIGHT BEAM-30 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length in
Inches.
I
0.8
I
ΤΟ
2
1.7
2
20
3
2.5
3
30
4
3.3
4
56
4.2
6
5.0
a si
5
6
÷ 328
40
50
60
78
5.8
6.7
9
7.5
ΙΟ
8.3
II
9.2
PROPER DISTANCE, IN FEET, between Cen-
TERS OF BEAMS, FOR LOADS, PER SQUare
FOOT OF-

175
lbs.
200 lbs.
250 lbs.
300 lbs.
in
5
3.85
0.07
50. 15.4 12.3 10.3
8.8 7.7
6.2
5.I
670 9
3.19
0.10 60. 10.6
8.5
7.1
6.1
5.3
4.2
3.5
8
2.38
2.73 0.14
0.18
70. 7.8
6.3
5.2
4.5
3.9
3.I
2.6
80. 5.9
4.8
4.0
3.4
3.0
2.4
2.0
IO
2.10 0.23
1.88
90.
4.7 3-7 3.I
2.7
2.3
I.Q
1.6
0.28 100. 3.8
3.0
2.5
2.2
1.9
1.5
1.3
I I
12
H
13
14
15
123+ in
1.70 0.34 IIO.
3.1
2.5
2.I
1.8
1.5
1.2
1.0
1.55
0.41
120. 2.6
2.1
1.7
1.5
1.3
1.0
0.9
1.42
0.48 130.
2.2
1.8
1.5
1.3
I.I
0.9
0.7
1.31 0.56 140.
1.9
1.5
1.3
I.I
0.9
0.8
0.6
1.21 0.64 150.
1.6
1.3
I.I
I.O
0.8
0.6
0.5
16 1.13 0.73
160.
I.4
I.I
1.0 0.8
0.7
0.6
0.5
17
1.05 0.82 170.
1.2
1.0
0.8
0.7
0.6
0.5
0.4
18
0.98 0.92
180.
I.I
0.9
0.7 0.6
0.5
0.4
0.4
19
0.92 1.03
190.
I.O 0.8
20
0.87 1.14
200. 0.9 0.7
100 t
0.7 0.6
0.5
0.4
0.3
0.5
0.5
0.4
0.3
0.3
21
0.82
1.26 210. 0.8 0.7 0.5 0.5
0.4
0.3
0.3
22
0.77 1.38
23 0.73 1.51 230. 0.6
220.
0.7
0.6
0.5
0.4
0.3
0.3
0.5
0.4
0.3
24
0.60 1.65 240.
0.6
0.5
0.4
0.4
0.3
25 0.65 1.79
250.
0.5
0.4
0.3
0.3
26 0.61 1.93
260.
0.4
0.3
0.3
27 0.58 2.08 270.
0.4
0.3
0.3
28 0.55 2.24 280.
0.4
0.3
0.3
29 0.52 2.40 290.
0.3
30
0.50 2.57 300.
0.3
24
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
8
125 lbs.
4-INCH HEAVY BEAM-37 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways,
See page 32.
Length, in
Inches.
Weight, in
Pounds.
I
1.0
I
12.3
2
2.0
2
24.7
Depth, 4 inches.
Width of flanges, 3 inches.
3
3 4
3.I
3
37.0
4
4.I
4
49.3
56
5.1
5
61.7
6
6.1
6
74.0
Thickness of stem, inch.
Area of cross-section, 3.66
To
7
7.2
8
8.2
square inches.
9
9.3
ΙΟ
10.3
II
11.3
Ibs.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
Square
150
175 lbs.
5
3.65
0.09
61.7 14.6 11.7
9.7
8.3
7.3
5.8
879
6 3.02
0.13
74.0
IO.I
8.1
6.7
5.8
5.0
4.0
3.3
2.59
0.17
86.3
7.4
5.9
4.9
4.2
3.7 3.0
2.25 0.23 98.7
5.6
4.5
3.7 3.2
2.8
2.3
2 4
2.5
I.9
9
1.99 0.29 III.0
4.4
3.5
2.9
2.5
2.2
1.8
1.5
10
1.78 0.36
123.3
3.6
2.8
2.4
2.I
1.8
1.4
I.2
II
1.60 0.43
135.7 2.9
2.3
1.9
1.7
1.4
I.2
1.0
12
1.46 0.51
148.0
2.4
1.9
1.6
1.4
I.2
I.O
0.8
13
1.34
0.60
160.3
2.0
1.6 1.3
1.2
1.0 0.8
0.7
14
1.23 0.70
172.7
1.7
1.3
I.I
1.0
0.8 0.7
0.6
15
1.13
0.81
185.0 1.5
1.2
1.0
0.9
0.7
0.6
0.5
16
1.05 0.91 197.3
1.3
1.0
0.9
0.7
0.6
0.5 0.4
17
0.98 1.03
209.7
1.1
0.9
0.8
0.6
0.5
0.5
0.4
18
Ο.ΟΙ
1.16 222.0
1.0
0.8
0.7
0.6 0.5
0.4
0.3
19
0.85
1.29 234.3 0.9
0.7 0.6 0.5
0.4
0.4
0.3
20
0.80
1.43 246.7 0.8 0.6
0.5
0.5
0.4
0.3
0.3
21
0.75 1.58
259.0 0.7
0.6
0.5
0.4
0.3
22
0.70 1.73 271.3 0.6
0.5
0.4
0.4
0.3
23
0.66
1.89 283.7
0.6
0.5
0.4
0.3
0.3
2 2
24
25
0.62 2.06 296.0 0.5
0.4
0.3
0.3
0.58
2.23 308.3
0.5 0.4
0.3
0.3
26 0.55 2.41 320.7 0.4
W N N N
27
0.52 2.60 333.0
0.4
3:3
0.3
0.3
28
0.48
2.79 345.3
0.3
29
0.45 3.00
357-7
0.3
30
0.43 3.21 370.0
0.3
200 lbs.
250 lbs.
* 300 tbs.
4.9
Length, in
Feet.
Weight, in
Pounds.


25

4-INCH LIGHT BEAM-30 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
I
0.8
I
IO
2
I.7
2
20
Depth, 4 inches.
Width of flanges, 234 inches.
QSA UJ
3
2.5.
3
30
3.3
4.2
6
Thickness of stem, inch.
5.0
456
40
50
бо
7
5.8
Area of cross-section, 2.96
8
6.7
square inches.
9
7.5
ΙΟ
8.3
II
9.2
Distance between
supports, in feet.
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
PROPER DISTANCE, IN FEET, BETWEEN Cen-
ters of BEAMS, FOR LOADS, PER SQuare
FOOT OF-
100 lbs.
125 lbs.
150 lbs.
175 lbs.
200 lbs.
250 lbs.
300 lbs.
76
36 78
5
2.99
6 2.48
0.09
50.0
12.0
9.6
8.0
6.8
6.0
4.8
0.13
60.0
8.3 6.6
5.5
4.7
4.I 3.3
2.11
0.17
70.0
6.0 4.8
4.0
3.4 3.0
2.4
~ N
4.0
2.8
2.0
1.84
0.23
80.0 4.6
3.7
3.I 2.6
2.3
1.8
1.5
9
1.63
0.29
90.0
3.6
IO
1.45
0.36 | 100.0 2.9
21 2
2.9
2.4
2.3
1.9
+a
2.1
1.8
1.4
1.2
1.7
1.4
1.2
I.O
II
12
1.31 0.43
I10.0
2.4
I.9
1.6
1.4
1.2
1.0
0.8
1.19
0.51 120.0
2.0
1.6
1.3
I.I
1.0
0.8
0.7
13
1.09 0.60
130.0
1.7
1.3
I.I
1.0
0.8
0.7
0.6
14
1.00 0.70
140.0
1.4
I. I
0.9
0.8
0.7 0.6
0.5
15
0.93
0.81
150.0
1.2
1.0
0.8
0.7
0.6
0.5 0.4
16
0.86
0.90
160.0 I.I
0.7 0.6
0.5
0.4 0.4
17
0.80 1.03 170.0 0.9 0.8
0.6
0.5
0.4
0.4 0.3
18
0.75 1.16
180.0 0.8 0.7
0.5
0.5
0.4 0.3
0.3
20
19 0.70 1.29
0.65 1.43
190.0 0.7
0.6
0.5
0.4
0.3
0.3 0.2
200.0 0.7
0.5
0.4
0.4
0.3 0.2
0.2
21
0.61 1.58 210.0
0.6
0.5
0.4
0.3
22
0.57 1.73 220.0
0.5
0.4
0.3
0.3
23 0.54 1.80 230.0 0.5
0.4
0.3
0.2
24
0.51 2.06 240.0 0.4
0.3
0.3
25 0.48 2.23
250.0 0.4
0.3
0.3
0.2
26 0.45 2.41
260.0
0.3
WNUN
27
0.42 2.60 270.0
0.3
28
0.40 2.79
280.0
0.3
29
30
0.35 3.21
0.37 3.00 290.0
300.0
0.3
26
4-INCH EX. LIGHT BEAM-18 LBS. PER YD.
This Table applies only to Beams Secured against Yielding Sideways.
See page 32.
Length, in
Inches.
Weight, in
Pounds.
I
0.5
I
6.0
2
1.0
Depth, 4 inches.
3
1.5
2 3
12.0
18.0
4
2.0
Width of flanges, 2 inches.
56
2.5
Thickness of stem, inch.
3.0
Area of cross-section, 1.77
78
7
3.5
8
4.0
square inches.
9
4.5
ΙΟ
5.0
II
5.5
Distance between
supports, in feet,
Safe uniformly dis-
tributed load in
tons of 2000 lbs.
Deflection in
inches under this
load.
Weight of beam,
in pounds.
100 lbs.
125 lbs.
150 lbs.
175
lbs.
200 lbs.
250 lbs.
300 lbs.
PROPER DISTANCE, IN FEET, Between Cen-
TERS OF BEAMS, FOR LOADS, PER SQUARE
FOOT OF-
45
2.24
0.06
24 II.2 9.0
7.5
6.4
1.79
0.09
30
7.2
5.7
4.8
4.I
53
5.6
4.5
3.7
3.6
2.9
2.4
670
I.49
0.13
I.27
0.17
I. II
0.23
48
ao
0.98
0.29
ΙΟ 0.87 0.36
II
0.79
0.43
12
0.72
0.51
13 0.66 0.60
14
0.60
0.70
15
0.56
0.81
oovy a gun AOA W
36
5.0
4.0
3.3
2.8 2.5
2.0
1.7
42
3.6
2.9
2.4
2.1
1.8
1.5
1.2
2.8
2.2
1.8
1.6
1.4
I. I
0.9
54
2.2
1.7
1.4
I.2
I.I
0.9
0.7
60
1.7
1.4
1.2
1.0
0.9 0.7
0.6
66
1.4
I.I
1.0
0.8
0.7
0.6
0.5
72
1.2
1.0
0.8
0.7
0.6 0.5
0.4
78
1.0
0.8
0.7
0.6
0.5
0.4
0.3
84 0.9
0.7
0.6
0.5
0.4
0.3
0.3
99
0.7 0.6
0.5
0.4
0.4
0.3
0.2
17
19
20
8gཟུ5
16
0.52
0.91
96 0.6
0.5
0.4
0.4
0.3
0.3
0.2
0.48
1.03
102
0.6
0.5
0.4
0.3
0.3
0.2
0.2
18
0.45
1.16 108
0.5
0.4
0.3
0.3
0.2
0.2
0.2
0.42
1.29
114
0.4
0.4
0.3
0.3
0.2
0.2
0.39
1.43
120
0.4
0.3
0.3
0.2
0.2
0.2
21
0.37
1.52
126
0.3
22
0.34 1.73 132
0.3
23
0.32 1.89 138
0.3
24
0.30 2.06 144
0.3
25
0.29 2.23
150
0.2
Length, in
Feet.
Weight, in
Pounds.


27

SETTING AND CONNECTING BEAMS.
Beams for floors with brick arches should have a bearing on
wall of about eight inches.
The distance apart of the beams should not exceed 5 feet.
Tie-rods from 5½ inch to 7 inch diameter are ordinarily em-
ployed to take the thrust of the brick arches, and to add to the
security of the floor. These may be spaced from eight to ten
times the depth of the beam apart, and the holes for them are
usually punched at the center of the depth of the beam.
Fig. I.
Fig. II.
Fig. 1 shows a fire-proof floor, as ordinarily constructed, with
brick arches leveled up with concrete, having wooden strips
bedded in the concrete to receive the flooring nails.
Fig. II shows a convenient form of center for laying the
brick arches.
When beams are used to support walls, or as girders to carry
floor-beams, they are often placed side by side, and should in
this case be furnished with cast-iron separators fitting between
the flanges, so as to firmly combine the two beams. These sep-
arators may be placed about the same distance apart as the tie-
rods. Such an arrangement is shown by Figs. VIII. and XI.,
Figs. VI. and X. showing forms of separator usually employed,
that with two bolt holes being used for the 12 and larger
beams, and that with single hole for smaller sizes.
When beams are required to be framed together, it is usually
done as shown by the accompanying cuts, in which Fig. VII.
shows two beams of the same size fitted together. Fig. IV.
shows a beam fitted flush with the bottom flange of a beam of
larger size. Fig. III. shows a smaller beam fitted to the stem
of a larger beam, above the lower flange.
Wooden beams may be secured to an iron girder in the same
manner as an iron beam, by framing the end and securing it by
an angle bracket, or an angle iron may be riveted to the web of
the iron girder to afford a flat bearing on which the wooden
beam may rest. See Fig. IX.
*
18

Fig. III.
Fig. IV.
Fig. V.
Fig. VI.
Fig. VII
Fig. IX
O
Fig. VIII.
Fig. X.
Fig. XI.
29

WEIGHTS OF SEPARATORS AND BOLTS FOR
GIRDERS.
Beams close (" to " apart
at flanges).
Beams spaced 12" across
flanges.
SIZE OF Beam.
Weight of Sep-
arator in lbs.
Length of Bolts
inside of head
to point in ins.
Weight of 34"
Bolts in Ibs.
Weight of Sep-
arator in fbs.
Length of Bolts
inside of head
to point in ins.
Weight of ¼"
Bolts in lbs.
20"
Heavy,
•
1734
20"
Light,
16½
15"
Heavy,
15"
Light,.
15"
9"
8"
8"
6"
6"
6"
5"
Heavy,
Light,.
Heavy,.
•
Ex. Light,
121/4" Heavy,
12" Light,.
120 lbs.,
12/
I2" 96 lbs.,
10½" Heavy,.
10½" Light,.
Io½" Ex. Light,
Ex. Heavy,
Heavy,.
Light,.
9'
9"
7"
6"
•
Heavy,
Light,
120 lbs.,
90 lbs.,
•
1234
ΙΙ
1214
12
IO
1014
104
7/2
634
•
5/2
5
4
•
5
3/4
7906 NO NO 1O 1O 1ONO NO NO IS IS
76 75o in in & Cn in
7/2
\ \
812
2 bolts-3
2 bolts-23
7/2
2 bolts-23
1234
7/2
612
2 bolts-2
15
81
6½
2 bolts-2%
15
74 2 bolts-234
12
8
614
I bolt
-I
14
7
138
12
73/4
2 bolts-234
2 bolts-3
2 bolts-3
2 bolts-3
1 bolt
-1/2
I
6
"
I
8
4.
612
6
II
9
814
""
C
I
II
834
1
II
853
CE
I
934
87
14
IO
835
I
10½
91/
53
I
7
83
་ ་
C
C
5
I
I
63
<
I
6%
44
I
I
74
73%
44
CC
I
8
ΙΟ
44
6% 10%
FITTINGS FOR ENDS OF FRAMED BEAMS.
I
I
SIZE
OF
BEAM.
Fittings required.
Weight of
Fittings.
SIZE
OF
Fittings required.
ВЕЛМ.
Weight of
Fittings.
20".
2 Ls, 4″ 4"X12"X} 24 Ibs 7" & 6″
9, " bolts,.
2 LS, 4
6,3" bolts,
4
8 lbs
4
30 lbs
12 tbs
15".
2 Ls, 4"X4"
9," bolts,.
18 tbs 5"
•
2 LS, 4"X4″X3}″ X 1″
7 lbs
6
3,3" bolts,.
2
24 tbs
121" to 9" 2 Ls, 4″X4″X7″×3″ | 14 Is 4″.
6,3" bolts
+
18 lbs
8"
2 Ls, 4
6,3" bolts,.
4" 12 tbs
4
9 ths
2 Ls.4"X4"> 2
Ibs
3,3" bolts,.
71 Ibs
16 lbs
Fig. V. shows a common
common form of anchor, another being
shown in Fig. VII.
Weight of anchors, 3 to 6 lbs. each.
30

When the width of a floor is too great to admit of its
being carried by beams of a single span, it is usual to divide
the space into two or more spans by girders resting on columns,
if these can be introduced. This method of construction will
usually reduce the quantity and cost of the iron required, by
permitting much lighter beams to be used.
3
For example, a floor 28 ft. in the clear by 60 ft., calculated
for a load of 150 lbs. per sq. ft., would require, if carried by
beams of a single span, 15-inch light beams, spaced 4 ft.
apart, and if no beams were used immediately against the walls,
to support the first arches, there would be required 13 of them,
which, allowing 9 inches for bearing at each end, would weigh
1,475 lbs. each, or, in all, 19,175 lbs.
If two columns were introduced, carrying a line of girders,
dividing the space into two spans of 14 ft., then 24 light 8-in.
beams, each 14 ft. 9 inches long, spaced 4.6 ft. apart, would be
sufficient for the flooring. The columns being 20 ft. apart, the
girders would have to sustain on each span a load of 20 ft. X
14 ft. X 150 lbs. 42,000 lbs., for which a pair of 15-in. light
beams would be ample. The weight and cost of this structure
would be, say—
7,669 lbs. 8-inch light beams,
6,150 lbs. 15 inch light beams,
13,819 lbs. @ 4 cents per lb.,
50 lbs. bolts and separators for ditto,
1,400 lbs. two cast-iron columns 6/ diameter 34/
thick, 15 ft. high, 3 cents per lb.,
15,269
With beams of single span, as above, 19, 175 lbs.,
@4 cents,
$552.76
2.00
42.00
$596.76
767.00
This con-
Girders are sometimes formed by riveting beams to-
gether by their flanges, one on top of the other.
struction is not an economical one, because the large body of
metal in the flanges that are riveted together is brought at or
near the neutral axis of the girder where it is almost totally ineſ-
fective. Girders formed of two beams so riveted together are
1.35 times, and those formed of three beams 1.78 times, as strong
as the same number of beams not riveted together.
Girders should not be propped up during the building
of the walls they are to carry, as it is only by acquiring their
proper deflection, that they can exert the upward pressure neces-
sary to support the load. If sustained by a prop, deflection will
occur when it is removed, and the wall be cracked. The beams
used should be of such depth that their deflection will come
within allowable limits.
If, from the absence of openings, the wall, when dry, will be
partly self-supporting, a girder may be used which will support
only a portion of the weight. In this case, after so much of the
load as it is to support has been placed upon it, but not till then,
the girder should be propped until the mortar has set.
31
The rule by which this table is calculated will of course apply
to beams of any span, and is as follows:
RULE.-Multiply the coefficient for strength in Column II. of
the table on page 40, by the number given in Column V.,
headed "Correction for Lateral Deflection," and divide the pro-
duct by the number in Column V., plus the square of the span
taken in feet; this quotient divided by the span in feet will give
the safe load in pounds, unless this result should be greater than
the maximum load given in Column III., which must in no case
be exceeded.
in Feet.
Span,
Heavy.
15 inch
Light.
15 inch
Heavy. ¡
12 inch
Light.
12 inch |
Heavy.
10½ inch
Heavy.
Extra
9 inch
Light.
Extra
10½ inch
Light.
10½ inch
9 inch
6
Heavy,
Light.
inch
ΟΙ
30.84 23.88
SI
24.43
18.00
Supported,.
Unsupported,
Supported,.
30.84 24.80 25.27 | 18.64 | 16.14 | 12.83
15.42
10.27
13.19
9.81
8.23
22.53 16.12
11.94
10.27
11.08
8.20
6.63
19'91
12.25
11.66
9.27
8.11
8.62
6.42
5.39
Unsupported,
19.37 13.55
13.00
9.00
8.63
6.53
5.67
5.98
4.42
3.45
20
Supported,.
18.03
13.27
12.20
9.01
8.55
6.80
5.95
6.28
4.69
3.94
25
Unsupported,
Supported,.
12.20
8.29
8.07
5.40
5.18
3.80
3.29
3.42
2.53
16.1
14.13
otor
9.51
7.02
6.64
5.28
4.62
4.84
3.63
3.05
Unsupported,
7.92
5.22
5.14
3.31
3.16
2.26
1.95
1.95
1.46
1.06
10
Supported,.
Unsupported,
8.27
6.64
7.01
5.35
15
Supported,.
5.40
4.34
Unsupported,
3.80
2.78
20
Supported,.
3.93
3.16
Unsupported,
2.20
1.52
25
Supported,.
3.03
2.43
Unsupported,
1.27
0.82
હું .
3.76
3.06
2.40
2.85
2.14
1.71
2.43
1.99
1.39
0.97
1.75
1.43
0.69
0.45
0.98
0.45
0.93
0.56
0.42
0.16
0.65
0.39
0.16
0.04
1.45
0.87
Span,
in Feet.
Heavy.
8 inch
Light.
8 inch
7 inch.
Heavy.
6 inch
Light.
6 inch
Heavy.
5 inch
Light.
5 inch
Heavy.
4 inch
Light.
Extra
+ inch
Light.
4 inch
BEAMS UNSUPPORTED SIDEWAYS.
The foregoing tables are calculated on the assumption that
the beams are secured against deflection sideways by filling in
between them with brick arches, or in any other suitable man-
ner. Beams unsupported sideways, of any considerable length,
are liable to fail under a much lighter load by yielding laterally.
The following table gives a comparison of the loads which will
be supported safely in either case for each five feet of span:


32
STRENGTH OF BEAMS BY ACTUAL TEST.
The figures given in the foregoing tables, for the strength and
deflection of wrought-iron beams, have been obtained by cal-
culation from the depth and form of section of the beams and
the known strength of wrought iron, in the manner described
later under the head "Moments of Inertia and Resistance, and
Radius of Gyration for various Sections, and their Use, in the
Formulas for Strength of Columns and Girders."
Our beams have, however, been subjected to actual tests, to
prove the correctness of the calculated strength, and in the fol-
lowing table a few of the results, selected at random from a
large number of trials made at our works by a U. S. Govern-
ment engineer, are given, and show clearly that the figures
given in the tables are well within the actual strength of the
beams. Thus it will be seen from the column headed "Ratio
of actual to safe load," that the beams bore, before breaking, a
load from 4.3 to 6.5 times that given in the tables as the safe
load, showing obviously an ample margin of safety.
The column headed "Limit of Elasticity" gives the load at
which the beam began to be permanently bent by the strain put
upon it, and, as appears in the last column, this load varied
from 2.7 to 4.2 times the safe load.
The results given for the 15-inch light beam are the mean for
two beams tested. They showed no signs of breaking with the
maximum load applied, but could not be loaded further, as they
had deflected so that one of them touched the ground. In test-
ing these beams, a load equal to twice the safe load was first
applied and allowed to remain on the beams 23 days; during
this time the deflection increased from .98 inches to 1. 12 inches.
The load was then increased up to three times the safe load,
and allowed to remain 15 hours, in which time the deflection
increased from 2.01 to 2.09 inches; the load was then increased
to 90,000 lbs., with a deflection of 2.7 inches, which, after 18
hours, had increased to 2.77 inches. The load was allowed to
remain on the beams 15 days, when it was removed.
TESTS OF TRENTON BEAMS.
Size of
Beam.
Clear span, in feet.
6" Light, 12.
At center. 2,608|11,000 4.3
Failed. .27 .30 7,000 2.7
6" Light, 11.93 At center. 2,624 17,000 6.5 Failed. .27 .15 11,000 4.2
9" Heavy, 14.93 At center. 6,330 32,000 5.1 Failed. .28 .16 22,000 3.5
15" Light, 21. (See *) 25,188 90,000 3.6 (See †) .42
*Uniformly distributed.
·36
† Deflected 2.7 inches, but not broken.
33

If the load on the beams is not uniformly distributed,
but applied in some other manner, or if the beam is not sup-
ported at both ends, or extends over more than one span, the
proportion of allowable load and the resulting deflection to those
given in the tables will be as stated in the following cases:
Case I.
W
Safe Load that given in the preceding tables Y
Deflection
C
X 3.2
Case II.
Safe Load that given in the preceding tables X
Deflection
Case III.
W
X 2.4
Safe Load = that given in the preceding tables X ½
Deflection =
C
X.80
34

Case IV.
W
W
B
Each load
that given in the preceding tables
L
C
8 B
6-8
()
Deflection
that given in the preceding tables
5
-A-
Case V.
W
B
_______
Safe Load that given in the preceding tables
The distance of point of greatest deflection
tion from the further bearing is
Call this distance D, then
L2
2
SAY B
L
- B3
V
3
Deflection that given in the preceding tables X 3.2
D3
AX L2
3447

W
Case VI.
L
L-
Safe Load on each span
that given in preceding tables for span L.
Deflection
CC
-
.416 X
Load on each end abutment
<<
3% that on each span L.
Load on center pier 14 that on each span L.
C
(W)
L
Case VII.
(W)
L
Safe Load on each span
=
that given in preceding tables for span L.
Deflection 467 that given in preceding tables for span L.
Load on each end abutment that on each span L.
Load on center pier 13% that on each span L.
W
-L-
Case VIII.
W
W
L-
L-
Safe Load on each span L= 14 times that given in preceding tables for
same span L.
Deflection with this load in end spans = .661 X that given in preceding
tables.
Deflection with this load in center span = .05 X that given in preceding
tables.
Load on each end abutment of that on each span L.
T
Load on each intermediate support
of that on each span L.
348

Case IX.
W
(W)
(W)
-L-
·L-
L-
=
Safe Load on each span
that in preceding tables for span L.
Deflection under this load in end spans = .6286 X that in preceding tables.
Deflection under this load in center span .1143 that in preceding tables.
Load on end abutments of that on each span L.
20
Load on each intermediate support
=
23 of that on each span L.
The loads on the girders and supports, when the beam is con-
tinuous over more than one span, given in Cases VI to IX, will
be as stated only when the bearings are strictly in one horizon-
tal line, and the beam bears firmly on each before any load is
applied. If even slight settling occurs in any point of support,
the loads will be very materially altered, and cannot well be
estimated. In such cases it will probably be better to divide
the beam at each intermediate support, letting each portion take
its own share of the load.
EXAMPLE.-A load of 6 tons is to be supported at a distance
of 7 feet from one support of a beam having 20 feet clear span;
what size beam is required?
Here
L2
8 AX B
(see Case V)
400
8 7 13
.55.
The load to be supported, 6 tons, must therefore be not more
than 55 per cent. of the safe load given in the tables for a beam
having 20 feet span, which, therefore, must be not less than II
tons. A 1244/ 170 lb. or 15 150 lb. beam will therefore be
required.
35
To find the pressure on each bearing of a beam sup-
ported at both ends. If the load is either uniformly distrib-
uted, applied at the center of the beam, or symmetrically divided
on each side of the center, the pressure will, of course, be the
same on both bearings, and equal to one-half the entire load.
If the load be not evenly situated with reference to the two
bearings, then divide each load by the length of the beam and
multiply by the distance from its center of gravity to either
bearing. The quotient will be the portion of its weight which
comes on the other bearing.
EXAMPLE.-What will be the weight on each bearing pro-
duced by a beam loaded with a load of five tons, and one of
four placed thus?

<4FI>
er
5
20-FT
K-8-FI
B
4
520.25
420
.20
.25
X
4 I
weight on B.
.20 X 12
66
2.4
.25 X 16 = 4
.20 81.6=
X
weight on A.
"
3.4 total weight on B.
5.6= total weight on A.
The weight on both bearings = 3.4+5.69 tons, which
equals, as it should, the entire weight of the two loads.
The greatest bending strain on a girder supported at
both ends and loaded with a number of loads will occur
at the point where the sum of the loads occurring from one end
of the girder to, and including that point first equals the press-
ure coming on the bearing at that end.
The amount of the bending strain at any point on a
girder supported at both ends and loaded with any num-
ber of loads may be found by the following rule: Multiply
the pressure coming on one bearing by the distance in feet of
the point in question from that bearing, and from this product
subtract the product of each load occurring between these two
points, multiplied by the distance in feet of its center of gravity
from the point at which the bending strain is sought.
To ascertain the size of beam required to sustain the strain
thus found, multiply the result just obtained by 8, and take the
beam whose coefficient for strength (Col. II., pp. 40, 42,) is
nearest to and exceeds this product. These coefficients are, it
should be observed, for loads expressed in pounds, and the
strain on the beam must be also so expressed.
36
For a riveted beam proceed as directed in "Use of Tables,"
p. 44, using the product above found by multiplying by 8, in
place of the product of a uniformly distributed load by the
span, and observing that in this case the load should be taken
in tons of 2,000 lbs.
The
EXAMPLE. In the case supposed in the previous example
the greatest bending strain would occur at the load of four tons,
because the load of five tons is not equal to the pressure on
the bearing A, which was found to be 5.6 tons, and we must
therefore go on till we come to the load of four tons before the
total amount of load equals the pressure on the bearing.
same result would be obtained if we started at the other end,
the four-ton load being the first reached, and being as great as
the load on the bearing B, which is 3.4 tons. Then the bend-
ing strain at this point will be the pressure on A, 5.6 tons X 12
feet, less the load 5 tons X8 feet, 27.2. The same result
would be reached if we consider the other end of the beam,
for the pressure on B 3.4 tons X8 feet 27.2. This product,
27.2, multiplied by 8, gives 217.6 tons, or 435,000 lbs., which
is nearest to the coefficient for strength given for a 12 heavy
beam, viz., 511,000 lbs., and this would, therefore, be the
beam required for this case.
If a riveted beam were to be
used, its dimensions would be obtained from the tables, pp. 45,
46, using the number 217.6 as the product of span and load.
In a girder supported at one end only the greatest bend-
ing strain occurs at the bearing, and is equal to the sum of the
products of each load by the distance of its center of gravity
from the bearing. This sum must, as in the previous case, be
multiplied by eight to conform to the quantities given in the
tables.
To find the center of gravity of a number of weights.
Multiply each weight by the distance of its center from any
given point; add these products together and divide the sum by
the sum of all the weights. The quotient will be the distance
of the center of gravity of the group from the point from which
the several distances were measured.
EXAMPLE. Find the center of gravity of weights placed
thus:

|--5--->|<-------|
8000 8000
5000 6000
Measuring from the first load at the left we have
8000 X 5+ 5000 X 19 + 6000 X 23=273,000; 2720000 = IO. II
Therefore the center of gravity is 10.11 feet from the left-hand
load of 8,000 lbs.
37

---
A case frequently occurs in which a number of loads con-
nected together at a fixed distance apart, as, for example, the
wheels of a train of cars, may occupy any position along its
length. In this case it is important to determine in what posi-
tion the strain on the girder will be greatest.
The position in which a number of loads spaced a
given distance apart will produce the greatest bending
strain on a girder will be that in which the distance from one
end of the girder to the center of gravity of the group of com-
bined loads is equal to the distance of the point where the
bending.strain is greatest from the other end of the girder. Or
when the point of greatest bending strain and the center of
gravity of the loads are at an equal distance on either side of
the center of the girder.
EXAMPLE.—If loads, spaced as in the foregoing example,
are applied to a girder, in what position will they produce the
greatest strain? The center of gravity of these loads was found
above to be 10.11 ft. from the left-hand load. The greatest
bending strain will occur at the second load of 8,000 lbs., the
distance between which and the center of gravity of the group
is 5.11 ft. Therefore the greatest strain upon the girder will be
produced when the second load of 8,000 lbs. is half of 5.11 ft.
or 2.55 ft. to the left of the center of the girder.
<--10---H'
о
8000
8000
Greatest Bending Strain.
Center Line of Span.
Center of Gravity of Loads.
о
5000
6000
In the case of two equal loads, the center of gravity of the
pair being midway between them, the greatest bending strain
will occur when one of the loads is on the opposite side of the
center of the girder from the other, and at a distance from the
center equal to one-fourth the distance apart of the loads.
SUDDENLY APPLIED LOADS.
A load suddenly applied to a beam produces a strain just
double that caused by the same load at rest upon the beam.
If the load is not only suddenly applied but falls upon the
beam from a certain height, then the uniformly distributed load,
W, which would produce the same strain on the beam as the
38

falling body (supposing the blow not to be so great as to perma-
nently bend the beam), may be found as follows:
Let G the weight that falls upon the beam, in tons of
2,000 lbs.
M
the weight in tons of the beam itself, together with
the weight of brick arches and flooring which it
supports whose combined mass tends to deaden
the force of the blow.
h the height of fall in inches to the level of the top
of the beam.
d
the deflection of the beam in inches under its safe
uniformly distributed load, as given in the tables
pp. 6-27.
S safe distributed load for the beam
the co-efficient
for strength given in Col. II. of the table, p. 40,
divided by 2,000 to express it in tons, and divided
by the clear span of the beam in feet.
Then W-2GV 1¼ h
S
I
+1+M+2 G
d G + ½ M
The load W thus found should of course not exceed the safe
load for the beam S. If it is greater than this, stronger beams
must be provided.
EXAMPLE. A floor composed of 9' 70 lb. beams of 15 ft.
clear span, placed 3 ft. apart, with brick arches and concrete
weighing 70 lbs. per sq. ft., is liable to shock from pieces of
half a ton weight falling one inch in handling. Will these
beams be of sufficient strength, supposing no other load to rest
at the same time on the beam struck?
Safe distributed load S
Deflection d=.35.
5.57 tons.
Falling Weight G= ½ ton.
Height of fall h = 1''.
Mass of beam and flooring
M
15 X 3X 70 +350
1.75 tons.
2,000
Then by the above formula the load W will be equal to 6.68
tons, which exceeds the safe load S.
Repeating the calculation, supposing 10½ 105 lb. beams to
be used, we find the load on the beam to be equal to 8.14 tons,
while the safe load for this size beam is 9.53 tons. The strain
therefore would in this case be within the limits of safety.
Were the case that of a 10½ beam alone without brick
arches, the load due to the blow would be equal to 9.13 tons,
whence it appears that the naked beam would be more strained
by the falling body than would the same beam if sustaining dead
weight to deaden the blow, notwithstanding the strain already
on the beam due to this weight. The formula will enable us to
ascertain up to what limit this is true. Of course, when the
dead load is already all that the beam can carry, its presence
will not allow of the additional strain due to impact.
39
TRENTON ROLLED I BEAMS.
I.
DESIGNATION
OF BEAM.
Yard, in
Pounds.
Weight per
II.
III.
IV.
V.
VI. | VII.
VIII.
| |
IX. X.
XI.
Strength as Strut.
Co-efficient
for
Strength
in Pounds.
Maximum
Load
in Pounds.
Addition to
Co-efficient
for increase
I
of 1 lb. per
ft. in Weight
of Bar.
for Lateral
Deflection.
Correction
Side-
Edge-
Flanges.
ways.
ways.
Areas, in square inches.
Web. Total, pendicular cident with
Area.
Moments of Inertia.
XII.
Axis per-
Axis coin-
to Web at
Center.
Center Line
of Web.
"
"
"
"
"
20 inch Heavy,
20
15
15
15
124
1214
272
1,320,000
94,300
8,000
1,213
427
15,168
13.45
13.75
27.20
1,650.3
46.50
Light, .
200
990,000
55,000
8,000
979
333
15,500
9.97
10.00
19.97
1,238.0
26.62
Heavy,
200°
748,000
62,300
6,050
882
343
8,830
10.95
9.07
20.02
707.1
27.46
Light,
150
551,000
50,100
6,076
705
256
8,702
7.45
7.59
15.04
523-5
15.29
Ex. light,
125
460,000
41,800
6,050
714
235
8,785
6.01
6.35
12.36
434.5
11.64
Heavy;
170
511,000
51,100
4,924
835
382
5,832
9.38
7.39
16.77
391.2
25.41
Light,
125
377,000
37,700
4,900
645
235
5,777
6.58
5.75
12.33
288.0
11.54
"
12
120 lbs.,
120
375,000
31,250
4,800
897
357
5.995
7.05
4.68
11.73
281.3
16.76
"
12
96
306,000
21,850
4,800
792
308
6,056
5.62
3.84
9.46
229.2
11 66
10%
Heavy,
135
360,000
32,700
4,200
603
300
4,372
8.43
4.93
13.36
233.7
15.80
10½
Light,
105
286,000
26,000
4,200
555
230
4,445
6.51
3.93
10.44
185.6
9.43
10½
116
Ex. light,
99
250,000
20,800
4,200
543
229
4,000
5.62
3.28
8.90
164.0
8.09
"
9
8
6
aaax 00 70 06
Ex. heavy, 125
268,000
33,500
3,600
535
227
3,015
7.20
5 13
12.33
150.8
11.23
"
Heavy,
85
199,000
24,900
3,600
520
216
3,290
5.12
3.38
8.50
111.9
7.35
"
Light,
Heavy,
Light,
•
70
167,000
18,500
3,000
421
175
3,353
4.39
2.70
7.00
93.9
4.92
80
168,000
18,700
3,200
566
240
2,602
5.07
2.96
8.03
83.9
7.55
65
135,000
16,900
3,200
423
180
2,632
3.97
2.40
6.37
67.4
4.55
"
6
"
"
"
5
55 lbs.,
120
"
99
Heavy,
Light,
Heavy,
55
101,000
15,500
2,800
396
177
2,011
3.40
2.10
5.50
44.3
3.90
I 20
172,000
24,000
2,400
808
393
1,375
8.09
3.75
11.84
64.9
18.59
go
132,000
19,000
2,400
681
310
1,431
5.70
3.00
8.70
498
10.78
50
76,800
12,800
2,400
324
14 1
1,475
3.11
I 80
4.91
29.0
2.74
49
62,600
10,400
2,400
239
102
1,452
2.5་
1.50
4.01
23.5
1.61
•
40
49,100
9,820
2,000
261
199
986
2.34
1.56
3.90
15.4
1.68
40
TRENTON ROLLED I BEAMS.
I.
11.
III.
IV.
V.
VI. VII.
VIII. | IX.
X.
XI.
XII.
Strength as Strut.
Areas, in square inches.
Moments of Inertia.
Weight per
Yard, in
Pounds.
Co-efficient
for
Strength
in Pounds.
Maximum
Load
in Pounds.
Addition to
Co-efficient
for increase
of 1 lb. per
ft. in Weight
of Bar.
for Lateral
Deflection.
Correction
Axis per-
Axis coin-
Side-
ways.
Edge-
ways.
Flanges.
Web.
Total
Area.
pendicular
to Web at
Center.
cident with
Center Line
of Web
DESIGNATION
OF BEAM.
5
4
"
4
inch Light,
"
30
38,700
9,675
2,000
218
87
996
1.79
I 20
2.99
12.I
1.04
Heavy,
37
36,800
9,200
1,600
263
121
634
2.41
1.25
Light,
3 66
9.2
1.74
ვი
30,100
7,250
1,600
215
96
644
1.91
1.00
"
4
2.91
Ex. light,
7.5
IS
18,000
6,000
1,600
113
36
639
1.02
.75
1.77
114
"
Steel,
45
5/4
2,160
1,610
625
71
33
65
.37
.15
.52
.135
I.I I
.31
.069
STEEL BEAMS.
Steel beams have from 20 to 50 per cent. higher ultimate strength than iron, according to the quantity of carbon in
the steel. They have, however, the same deflection as iron beams; hence, when the size of the beam is determined by
the allowable deflection, the same beams must be used, whether of steel or iron.
40 a
15
"
15
1:4
12
10%
IO
DESIGNATION OF BAR.
The data given in this table
are for the minimum
weight of the bar.
inch Heavy Channel,
Light
Heavy
Light
Light
"
"
Heavy
38
Light
"
"
Light
"
8
Ex. Light
*
2 2
NN NWNNW 44
in inches.
Width of flange,
Thickness of
Stem, in inches.
II.
for increase
of 1 ft. per
TRENTON DECK BEAMS. CHANNEL AND STRUT
STRUT BARS.
1.
Weight
per Yard
in lbs.
| |
Coefficient Coefficient |
for
transverse
IV. VI. VII.
X.
XI.
XII.
XIII.
XIV.
Addition to Strength as Strut.
Moments of Inertia
Addition in] Distance in
Area of
Cross-Sec-
about Neutral Axis.
inches to
thickness
inches of
neutral axis
Min. Max.
Strength
in lbs.
foot in
Side-
Edge-
tion in
Square
Weight of
ways.
ways.
Horizon-
inches.
Vertically.
Bar.
tally.
of web for
cach lb.
Yd incre'se
of weight.
per
parallel
with web
from back
of bar.
190 230
625,000
6,000
428
7.762
18.85
586.0
32.25
.0066
1.26
120 195 401,000
6,000
301
7,833
12.00
376.0
14.47
.0066
0.95
.68
140 178
381,000
.4,900
317
5,170
14.10
291.6
17.87
.0082
I.120
33
70 140 200,100
4,900
180
5,470
7.00
153.2
5.04
.0082
0.755
бо 105
134,750
4,200
160
3.685
6.00
88.4
3.84
.0094
0.628
48 92 102,500
4,000
115
3.358
4.77
64.0
2.20
.0099
0.565
43
70 100 146,000
3,600
190
2,925
7.02
82.1
5 35
.OIII
0.85
-33
50 77
104,000
3,600
124
2,892
5.08
58.8
2.53
.OIII
0.63
.26
45
74
.20
33
62
"
7
Light
"
7
Ex. Light
"
2
*
36
.20
25½ 46
6
"
Heavy
.40
45
6
6
S
Light
.28
33
54
"
Ex. Light
Ex. Light
.18
22% 45
"
.20
10
34
"
4
Ex. Light
"
.20
16½ 29
28 798 34 20
$8,95
3.200
1.42
2,480
4.48
44.5
2.54
.0125
0.76
65,800
3,200
100
2.493
3.30
32.9
1.44
.0125
0.58
62,000
2,800
136
1,883
3.60
27.1
1 96
.0143
0.715
39.500
2,800
82
1,700
2.54
17.3
.83
.0143
0.511
66
58,300
2,400
123
1,257
4.32
21.7
2.12
.0167
0.725
45,700
2,400
101
1,343
3.20
17.2
1.30
.0167
0.63
33,680
2,400
77
1,493
2.25
12.6
.70
.0167
22,800
2,000
57
930
1.92
7.2
.44
.0200
15,700
1,600
49
597
1.65
3.9
.32
.0250
0 54
0.464
0.46
16
3
Ex. Light
.20
15
25
10,500
1,200
SI
341
1.45
2.0
.29
.0333
0 51
5
5
"
STRUT BARS
inch Heavy, Single Bar,
Light,
DECK BEAMS.
3 inch Deck Beams,
7
16
222222222
11,900
2,000
48
433
2.15
3.7
.41
.0200
9,100
2,000
44
457
1.55
2.8
.27
.0200
.
42
4/2
.38
ما نانا نان نان
65
55555555
91,800
3,200
147
2,177
629
54.7
63,500
2,800
168
1,640
5.35
35.1
نیا نیا
3.7
.6125
3.6
.0143
41

Designation of Bar.
Thicknesses rolled.
Designation of Bar.
Thicknesses rolled.
Weight per foot in lbs.
TRENTON ANGLE BARS.
I.
EVEN LEGS.
II VI. X. XI.
BARS ROLLED TO LEAST
THICKNESS.
Coefficient for
transverse
strength in lbs.
Strength as
Strut.
Area of cross-
section in ".
Moment of in-
ertia about
neutral axis.
Distance of neutral axis
from base of L in ins.
6"
X 6"
½ to
%
19
to 322
36900
865
5.75!
19.91
1.685
42" X 42'
fo
to 3%
12½ to 20%
18000
480
3.75
7 20
1.286
4
% to 34
92 to 18
12184
381
2.86
4.36
1.138
32
X
3% to
814 to 142
9200
288
2.48
2.86
1.013
3"
X 3'
to H
4.8 to 12¼
4611
216
1.44
1.24
0.842
234" 234"
to fo
5.4 to
9%
4710
177
1.62
1.15
0.802
I
I
25/火​2%
2½"
21" 21/"
13/4"
to fo
to 6
13
to 14
1/8 to 1/4
1/4 to 1/½
3.9 to
7
3156
148
1.19
0.70
0.717
to
3% to
6
2530
119
1.06
0.50
0.654
to 3%
234 to 4%
2 to
134 to 234
4432
1752
94
0.83
0.3T
0.580
32
1150
72
0.62
0.18
0.507
832
52
9.53
0.11
0.444
8
I to
1%
393
37
0.30
0.044
0.358
34 to
1%
246
23
0.23
0.022 0.296
7/8" X
7/8"
1/8
18 to
16
.6 to I
186
17.5
0.20
0.014 0.264
3/4" X
3/
3/4"
1/8
La to
18
to .8
133
12.5
0.17
0.009
0.233
Weight per foot in hs.
I.
Coefficient for
strength in lbs.
transverse
Strength as
Strut
".
Area of cross-
section in
Moment of in-
ertia about
neutral axis.
UNEVEN LEGS.
II. VI X.
XI.
BARS ROLLED TO LEAST
THICKNESS.
Distance of neutral axis
from base of Lin ins.
6" x 4"
X4"
1 to 34 14
to 23
5" x 32"
to 34 10.2 to 19½
42"X3"
3% to 5%
9
to 142
30680 923
14750 335
18353 638
9651 261
14580 513
7020 186
3.05
2.67
5.49 1.49
4.18
4'
"
15.46 |1.964, 6″ way.
56 0.964
7.78 1 61 5"
3.19 0.86
3½"
1.98 0.74
4"
X 3"
to 1 7
to 14½
32"X3"
to
to 15.2 to 13.3
9850 403
5871 197
6180 316
2.00
1
1.56
4710 209
3½"X12"
4"
5515 316
4.0
1148 35
1.19
3" X 22" 4 to
4% to 9½
4490 223
1.31
3233 142
3.37 1.26
1.640 76
1 91 1.035
1.30 0.785
3
1 50 1.32 32
0.17 0.32 I L
1.17 0.91 3'
0.74 0.66
"
"
42
""
4'
4"
""
//
3
""
32
"
"
3" X 2"
32 to ½
3.5 to 7½
3833 231
1850 82
|
1.05
$ 0.97 0.98 3′
0.35 0.48 2"
bars so held as that
For two bars placed
The figures in Columns II., VI. and XI. are for
bending will occur in the direction of one flange
back to back, the quantities in Columns II., X. and XI. would be doubled,
but those in Column VI. remain constant. For thicker bars the figures in
Column VI. remain nearly constant, while those in other columns increase
nearly as the thickness.
42
Designation of Bar.
Thickness rolled.
TRENTON TEE BARS.
I.
II. VI. X. XI
BARS ROLled to Least
THICKNESS.
Weight per foot in lbs.
Coefficient for
transverse
strength in ths.
Strength as
Strut
Area of cross-
section in o″.
Moment of in-
ertia about
neutral axis.
Distance of neutral axis
from base of ↓ in ins.
EVEN.
4" X 4"
1/2"
12/2
15800 371
175
3 75
3½"X 3½"&" 9.6 & 10.8
10550 284
2.87
{
133
3" X 3" &½"
3
7 & 9
6680/209
2.II
97
2" X 2" f&%"
5 & 534
3850 145
0145 }
5.56 1.18 Vertically
2.62
Sidewise.
3.26 1.03 Vertically
Sidewise.
1.53
1.76 0.89 Vertically
|
Sidewise.
0.97
0.85 0.74 Vertically
1.46
68
0.40
Sidewise.
24" X 24" 32"
4.0
{
2811 117
0.56
0.66 Vertically
1.19
55
0.26
Sidewise.
2" X 2"
X 2"&" 3% & 34
1970 92
0.35
0 94
43
0.16
0.59 Vertically
Sidewise.
1¼"X 1½" ¼"
2.29
1033 49
25
(0.13 0.46 Vertically
0.69
0.07
Sidewise.
1¼"× 1¼" 3&¼" 1.62 & 1.83 596 33
17
fo.065 0.38 Vertically
0.49 10.034 Sidewise.
(0.024 0.295 Vertically
10.012
Sidewise.
( 1.50 0.61 Vertically
5.09
(0.47
1.45 0.68
&" 0.93 & 1.10
&r
268 21
0.28
II
UNEVEN.
5" X 26" /½"
11.7
6344 107
|363
3.50
3″ X 2″
fo & 3" 4.8 & 5.8
2540 81
117
2¼"X1"X"
2.4
604 21
61
0.06
0.74
0.18
3.0
1355 47
50
O 17
0.917
0.18
2"
I'
X"
457 17
2.15
0.65
53
0.14
1½"X I'
X"
1.86
421
17
0.56
31
2"X1" "
19
I
32
Sidewise.
0.52 Vertically
Sidewise.
0 29 Vertically
Sidewise.
0.50 Vertically
Sidewise.
0.04 0.26 Vertically
Sidewise.
(0.04 0.28 Vertically
| 0.07
Sidewise.
HAND RAIL TEES.
"
6 //
IG
4.82
2331
1.45
2" X 2"
0.41 0.53 Vertically
9 77
32
4.36
1987
1.311
0.34 0.57 Vertically
30
2.6
763
0.781
0.08 0.36 Vertically
42 a
BASIS OF STRENGTH.
THE coefficients in the foregoing tables, except those in Col-
umn III., headed "Maximum Load," correspond to a stress or
straining force of 12,000 lbs. per square inch on the part of the
beam at which the strain is a maximum.
The greatest SHEARING STRESS on the stem under the loads,
given in Column III. as the maximum allowable, will be 4,000
Ibs. per square inch. Although the ultimate resistance of
wrought iron to tension is considerably greater than to com-
pression, the amount of extension or compression, within the
limits of strength which can be used in practice, is the same for
either force, and therefore wrought iron beams with equal areas
for tension and compression have a less deflection, for a given
weight of beam, than if those areas are unequal. For any stress
not exceeding the "limit of elasticity," which is about 26,000
Ibs.
per square inch, the amount of deflection will be in a cer-
tain direct proportion to the load applied, and on the removal
of the load the beam will regain its original condition. For
greater stresses the deflections will increase in a much more
rapid ratio, and the beams will retain a "permanent set."
Experiments on the effect of repeated applications and removals
of the load, accompanied with considerable vibration, appear,
however, to show that when a beam may be subjected to such
repeated applications of the load an indefinitely great number of
times, the maximum stress should not exceed 16,000 s. per
square inch.
The basis adopted in the above table is, there-
fore, about one-quarter of the ultimate stress for a single appli-
cation of the load, 45 per cent. of the limit of elasticity, and
three-quarters of the safe stress for indefinitely repeated applica-
tions of the load. The loads determined by the use of the
coefficients will therefore be the SAFE WORKING PERMANENT
OR DEAD LOADS, including a sufficient margin of safe strength
to allow for the vibrations and ordinary contingencies to which
the floor-beams of buildings are subjected.
In railroad bridges or structures subjected to vibration from
moving loads, the strain from the live load should not exceed
6,500 lbs. per square inch, while from the dead load a strain of
15,000 lbs. may be allowed. This will give smaller coefficients
than those in the tables, when the live load exceeds 35 per cent.
of the total. If a greater or less strain per square inch is allowed,
the corresponding coefficients will be found by increasing or di-
minishing those in Columns II. and IV. of the tables, in the
ratio that the strain allowed bears to 12,000 lbs. The deflec-
tions will of course vary in the same ratio.
EFFECT OF TEMPERATURE ON TENSILE STRENGTH.
Wrought iron increases in strength with increase of tempera-
ture up to 600° to 900° F., depending on the purity of the iron;
pure wrought iron reaching its maximum strength at a higher
temperature than impure iron or than steel, and soft steel at a
higher temperature than hard. Beyond the temperature of its
maximum strength it weakens rapidly, and at a dull red heat
has only about half its strength at ordinary temperatures.
43

TABLE OF STRENGTH OF RIVETED GIRDERS.
When loads or spans occur too great to admit of the use of
rolled beams, it becomes necessary to employ riveted girders of
greater depth. These are usually made either of I or box form.
Box girders have more stiffness sideways than those of the I
form, and hence are used in cases where the girder is unsup-
ported laterally. In other cases the I section is preferred,
being more economical and more accessible for painting.
The following tables enable the proper dimensions of such
girders to be determined with facility.
The numbers given in the tables show how much of the
strength required will be supplied by each of the component
parts of the girder, viz., the stem, the angle iron, and the top
and bottom flanges.
They are calculated assuming a maximum strain on the iron
of 12,000 lbs. per square inch, and therefore give the safe
strength of the girder. In the table for strength supplied by
3" X 3" angles, allowance is made for the iron punched out
in a single row of 18 holes in each flange. The 6/6/ angles
are assumed to have two rows of 18 holes in each flange.
The table for the strength supplied by the web-plate is calculated
on the assumption that holes are punched as in 3" X 3"
angles, but may be used without material error where 6' x 6'
angles are used. The fourth table gives the strength due to
each inch of effective width of the top and bottom plates, that
is, of each inch of width remaining after deducting the diameter
of the rivet-holes.
To use the tables, the strength required for the girder is
first expressed by multiplying the uniformly distributed load in
tons of 2,000 lbs., to be borne by the girder, by the length of
clear span in feet. The thickness of the web may be deter-
mined approximately by dividing one-half the load, in pounds,
by 5,000, and dividing the quotient by the depth of the girder.
The thickness to which plates of the size required can be rolled,
must, however, be taken into consideration. It will be rarely
less than 4, nor more than 5%. The sizes of angles as-
sumed in the table may be used in most cases; or, if other
sizes are used, the quantities in the table referring to the angles
may be proportionately increased or diminished. The strength
supplied by these two parts may therefore be taken imme-
diately from the table, in the line opposite such thickness of
flanges, as may be convenient; and the sum of these two
quantities subtracted from the total strength required, as above
expressed, will give the portion to be supplied by the flanges.
Dividing this remainder by the quantity given in Table IV., as
the strength supplied by 1 inch of width of flanges of the thick-
ness assumed, we obtain the effective width required for each
flange, that is, the actual width less the diameter of rivet-holes
punched out at any one point in the cross-section of the flange.
The diameter of holes must therefore be added to the effective
width to obtain the actual width of flange required. By revers-
ing this process, the load which can be safely borne by a girder
whose dimensions are already fixed, may of course be obtained.
44
1.—SAFE STRENGTH SUPPLIED BY EACH INCH THICKNESS OF VERTICAL STEM PLATE.
Total Depth of Girder in Ins.
Thickness of each top
and bottom flange in ins.
Total Depth of
Girder in inches.
Thickness of
cach top and bot-
tom fange in
inches.
38
HX
H
H
222
214
22
S
12 13 14 15 16 17
17 18 19 20 21
21 22 23 24 25 26 27
27 28 29 30 31 32 33 34 35
36 37
9.6 11.3 13.1 15.2 17.4 19 7 22.2 24.9 27.8 39.8 34.0 37.4 40.9 44.6 48.4 52.4 56.6 61.0 65.5 70.2 75.0 80.0 85 290.6 96.1 101.8
8.4 10.0 11.7 13.7 15.7 18.0 20.4 23.0 25.7 28.6 31.7 34.9 38.3 41.9 45.6 49.5 53.5 57.8 62.2 66.7 71.4 76.3 81.4 86.6 92.1
97.6
8.8 10 5 12.3 14.2 16.3 18.6 21.1 23.7 26.5 29.4 32.5 35.8 39.3 42.9 46.6 50.6 54.7 58.9 63.4 68.0 72.8 77.7 82.8 88.1 93.5
7.3
6.4 7.7 9.3 11.0 12.8 14.8 17.0 19.3 21.8 24.5 27.3 30.3 33.4 36.8 40.2 43.9 47.7 51.7 55.8 60.2 64.6 69.3 74.1 79.1 84.2 89.5
5.5 6.8 8.2 9.8 11.5 13.4 15.4 17.7 20.0 22.6 25.3 28.131.2 34.4 37.7 41.3 44.9 48.8 52.9 57.0 61.4 65.9 70.6 75.5 80.5 85.7
4.8 5.9 7.2 8.7 10.3 12.1 14.0 16.1 18.4 20.8 23.4 26.1 29.0 32.1 35.3 38.8 42.3 46.0 50.0 54.0 58.3 62.7 67.2 72.0 76.9 82.0
6 9.1 10.8 12.6 14.6 16.8 19.1 21.6 24.2 26.9 29.9 33.1 36.3 39.8 43.4 47.251.1 55.3 59.5 64.0 68.6 73.4 78.3
4.I 5.1 6.3 7.6
3-4 4.4 5.5 6.7 8.1 9.7 11.4 13.3 15.3 17.5 19.8 22.3 25.0 27.9 30.9 34.0 37.4 40.9 44.5 48.4 52.4 56.5 60.8 65.3 70.0
2.9 3.7 4.7 5.9 7.2 8.6 10.2 12.0 13.9 16.0 18.2 20.6 23.2 25.9 28.8 31.8 35.1 38.4 42.0 45.7 49.5 53.6 57.8 62.2 66.7
2.4 3.2 4.1 5.1 6.3 7.6 9.1 10.8 12.6 14.6 16.7 19.0 21.4 24.0 26.8 29.7 32.8 36.1 39.5 43.1 46.8 50.8 54.8 59.1 63.5
3.052.0
2.0 2.7 3.5 4.4 5.5 6.7 8.1 9.7 11.4 13.2 15.2 17.4 19.8 22.2 24.9 27.7 30.7 33.8 37.1 40.6 44.3 48.0 52.0 56.160.4
74.8
71.4
68.1
64.9
39
52 53 54 55 56 57 58 59 60
40 41 42 | 43 44 45 46
47 48 49 50 51
107.6113.6 119.8 126.2 132.7 139.3 146.2 153.2 160.3 167.7 175.2 182.9 190.8 198.8 207.0 215.3 223.8232.5 241.3 250.4 259.5 268.9 278.3
103.3 10.2 115.2 121.5 127.8 134.4 141.1 148.0 155.1 162.3 169.7 177.2 185.0 192.8 200.9 209.1 217.5 226.1 234.8 243.7 252.7 261.9 271.2
1/2 99.1 104.8 110.8 116.9 123.1 129.6136.2 142.9 149.9 156.9 164.2 171.7 179.3 187.0 195.0 203.1 211.3 219.8 228.3 237.1 246.0 255.1 264.4
95.0 100.6 106.4 112.4 118.6124.9 131.3 138.0 144.8 151.8 158.9 166.2 173.7 181.3 189.1 197.1 205.2 213.5 222.0 230.7 239.5 248.4 257.6
91.0 96.5 102.2 108.1 114.1 120.3 126.6133.2 139.8 146.7 153.8 160.9 168.2 175.7 183.4 191.3 199.3 207.5 215.8 224.3 233.0 241.9 250.9
14 87.2 92.6 98.1 103.9 109.7 115.8 122.0 128.4 135.0 141.7 148.6 155.7 162.9 170.3 177.8 185.6 193.5 201.5 209.7 218.1 226.7 235.4 244.3
83.4 88.7 94.1 99.7 105.5 111.4 117.6 123.8 130.3 136.9 143.6 150.6 157.7 164.9 172.4 180.0 187.7 195.7 203.8 212.0 220.5 229.1 237.8
79.8 85.0 90.2 95.7 101.4 107.2 113.2 119.3 125.6 132.1 138.8 145.6 152.6159.7 167.0 174.5 182.1 189.9 197.9 206.1 214.4 222.8 231.5
76.3 81.3 86.5 91.8 97.4 103.1 108.9 114.9 121.1 127.5 134.0 140.7 147.6 154.6 161.7 169.1 176.6 184.3192.2 200.2 208.4 216.7 225.3
72.8 77.7 82.8 88.0 93.5 99.0 104.8 110.7 116.7 123.0 129.4 135.9 142 7 149.6 156.6 163.9 171.3 178.8 186.5 194.4 202.5 210.7 219.2
22 69.5 74.3 79.2 84.4 89.7 95 1 100.7 106.5 112.4 118.7 124.8 131.3 137.9 144.7 151.6158.7 166.0 173.4 181.0 188.8 196.7 204.9 213.1
HHH
24
N N N
7204.9213.1
45

12
13 14 15 16 17 18 19 20
21
II.-SAFE STRENGTH SUPPLIED BY FOUR CONTINUOUS ANGLE BARS, 3" X 3" X 2", WEIGHING EACH 9.2 LBS. PER
FOOT, CONNECTING THE FLANGES WITH THE VERTICAL WEB. (4 angles
Total Depth of Girder
in inches.
II square inches sectional area.)
|
22 23 24
25
26 27
28 29 30 31 32 33 34
35
35 36
302
322
340 358 378
340 358 378 396
414
246
232
260 276 291 306 322
246 262 276 292
432 451
338 352
308 324 338 353 368
218 234 248 264 278 294 310 324
479 488
368 382 398 414 428 444
384
349 354 379 386 400 416 432
506 526 544 562
582
600 618
460
400 414 439 446 462 476
476 490
Thickness of cach
top and bottom flange,
in inches.
3/4
1/2 72
446 462
175 194 212
212 230 247 266 284
126 140 156 170 185 200 216 230
1/2 114
114 128 144 157 170 186 202 218
102 116 132 146 160 174 190 204
92 [06] 120 134 148 162 176 191 206 220 236 250 266 282 296 310 326 341 356 372 386 402 418 432 448
14 81 941 108! 122 136 159 164 180 194 208 224 238 254 268 282 298 314 328 342 358 374 388 404 418| 434
98 112 126 138 152 167 182 196 210 226 240 254 279 286 300 314 339 344 369 374 399 406 420
134 62 76 88 IOI 114 128 142 156 170 184 198 214 228 243 258 272 288 302 316 332 346 362 378 392 408
104 118
118 131 144 158 172 188 202 216 230 246 260 276 290 304 319 334 359 364 380 394
94 108 122 134 148 162 176 190 204 218 234 248 262 278 292 306 322 336 352 366 382
48 Gol 72 84 98 112 124 138 152 164 179 194 208 222 236 251 266| 280 294 309 324 338 354 368
N N N
24
2/2
Total Depth of Girder
in inches.
Thickness of each top
and bottom flange, in
inches.
54
46
361
66
78 92
58 701 82
51
52
53
54
55
56 57 58 59 60
19/60
37 38 39 | 40 | 41 | 42 | 43 | 44
44 45 46 47 48 49 50
638 656 676 694 712732 750 768 788 806 824 844 862 880 900 918 937 956 974 992 1012 1030 1048 1068
4506 521 536 552 568 583 598 614 630 644 660 676 690 706 722 738 752 768 784 798 814 830 846 862
492 507 522 538 554 568 584 600 614 630 646 662 676 692 708 722 738 754 768 784 800 814 830 846
34 478 492 508 524 538 554 569 584 600 616 632 646 662 678 692 708 724 738 754 770 784 800 816 832
464 478 494 509 524 549 554 579 586 602 616 632 648 662 678 694 708 724 740 754 770 786 802 816
450 464 480 495 510 526 542 556 572 587 602 618 634 648 664 680 694 710 726 740 756 772 786 802
436 450 466 482 496 512 528 542 558 574 588 604 619 634 650 665 680 696 712 726 742 758 772 788
134 422 438 452 468 483 498 514 528 544 560 574 590 606 620 636 652 666 682 697 712 728 744 758 774
408 420 449 454 479 484 500 516 539 546 560 576 592 607 622 637 652 668 684 698 714 729 744 760
24396 412 426 442 456 47 486 502 516 532 548 562 578 594 608 624 638 654 670 684 700 716 730 746
21
2½ 384 398 414 428 444 458 474 488 504 518 534 550 564 580 595 610 626 6401 656 670 686! 702 716 732
45 a

12|1
12 13
13 14 15 16 17
18
19
20
316
597 633
HHHH
I
III.-SAFE STRENGTH SUPPLIED BY FOUR CONTINUOUS ANGLE BARS, 6" X 6" X ½", WEIGHING EACH 19.2 LBS.
PER FOOT, CONNECTING THE FLANGES WITH THE VERTICAL WEB. (4 angles
Total Depth of Girder
in inches.
Thickness of each
top and bottom flange
in inches.
I
23 square inches sectional area.)
21
12 / 2
230 255 281
22 23 24 25
349 383 418 453 489 525 561
671 707 744 781 819 856 893 931 969 1007 1044 1082 1119 1158 1195
262 289 315 343 372 400 429 457 487 515 545 575 605 634 664 694 724 754 784 814 844 875 905
240 257 293 320 348 376 405 433 461 491 519 549 578 608 637 667 697 727 757 787 817 847 877
245 271 297 325 352 380 409 437 465 495 523 553 582 611 641 671 701 731 760 790 820 851
224 250 276 303 329 357 385 413 441 479 499 527 557 586 615 645 675 704 734 763 793 823
307 335 362 390 418 446 475 503 532 561 591 619 649 679 708 738 767 797
210 235 261 287 313 340 367 395 423 451 479 508 537 566 595 624 653 683 713 742
216 241 266 292 319 345 373 400 428 457 484 513 542 571 599 629 658 687 717 746
1971 222 247 272
247 272 298 325 351 379 406 434 462 490 519 547 576 605 633 663 692 721
204 228 253 278 394 331 357 385 412 439 467 495 524 553 581 609 639 667 697
187 210 235 259 285 311 337 363 391 418 446 473 501 529 558 586 615 644 673
25 26 27
28
29 30 31 32 | 33 | 34 | 35
35 36
771
37
|
42 43 44 45 46 47 48 49 50 51
52
53 54 55 56
Total Depth of Girder
in inches.
Thickness of each top
and bottom flange in ins.
38 39 40 41 42
57 58 59 60
1233 1271 1300 1347 1385 1423 1461 1499 1537 1575 1613 1652 1690 1728 1767 1805 1843 1881 1919 1957 1995 2034 2072 2111
935 965 996 1026 1057 1087 11181148 1179 1209 1240 1271 1301 1332 1363 1393 1424 1455 1485 1516 1547 1577 1608 1639
907 938 968 999 1029 1059 1089 1120 1151 1181 1211 1242 1273 1303 1334 1365 1395 1426 1457 1487 1518 1549 1579 1610
34 880 911 941 971 1001 1031 1062 1093 1123 11531183 1214 1245 1275 1305 1336 1367 1397 1428 1459 1489 1520 1551 1581
854 883 913 944 974 1004|1035 1065 1095 1125 1156 1187 1217 1247 1277 1308 1339 1369 1400 1431 1461 1491 1522 1553
827 857 887 917 947 977 1007 1038 1068 1099 1129 1159 1189 1219 1250 1281 1311 1341 1372 1403 1433 1463 1494 1525
801 831 861 891 921 951 981 1011 1041 1071 1101 1132 1162 1193 1223 1253 1283 1314 1345 1375 1405 1436 1466 1497
776 805 835 865 895 925 955 985 1015 1045 1075 105 1135 1165 1196 1226 1257 1287 1317 1347 1378 1409 1439 1469
751 78 810 839
869
899 929 959 989 1019 1049 1079 1109 1139 1169 1199 1229 1260 1290 1321 1351 1381 1411 1442
24 726 755 785
814 84+
873 903 933 963 993 1023 1053 1083 1113 1143 11731203 1233 1263 1293 1324 1354 1385 1415
2/2 702 731 760'
731 760 790' 819' 849' 873 907 937 967 997 10271057 1087 11171147 1177,1207|1237'1267|1297 1327 1357|1388
45 6

IV.-SAFE STRENGTH SUPPLIED BY EACH EFFECTIVE INCH OF WIDTH OF TOP AND BOTTOM FLANGE PLATES.
Total Depth
of Girder in in. 12 13 14
15 16 17 18
Thick 11.5 12.5 13.5
-
32 33 34
19 20 21 22 23 24 25 26 27 28 29 30 31
35 36
14.5 15.5 16.5 17.5 18.5 19.5 20.5 21.5 22.5 23.5 24.5 25.5 26.5 27.5 28.5 29.5 30.5 31.5 32.5 33.5 34.5 35-5
ness of 1/2 22.1 24.126.0 28.0 30.0 32.0 34.0 36.0 38.0 40.0 42.0 44.0 460 48.0 50.0 52.0 54.0 56.0 58.0 60.0 62.0 64.0 66.0 68.0 70.0
each Top 34 31.7 34.7 37.7 40.7 43.6 46.6 49.6 52.6 55.6 58 6 61.6 64.6 67.6 70.6 73.6 76.6 79.6 82.6 85.6 88.6 91 6 94.6 97.6 100.6 103.6
& Bottom I 40.4 44.4 48.4 52.4 56.3 60.3 64.3 68.3 72.3 76.3 80.2 84.2 88.2 92.2 96.2 100.2 104.2 108.2 112.2 116.2 120.2 124.2 128.2 132.2 136.1
Flange, in 14 48.4 53.3 58.2 63.2 68.2 73.1 78.1 83.1 88.0 93.0 98.0 103.0 107.9 112.9 117.9 122.9 127.9 132.9 137.8 142.8 147.8 152.8 157.8 162.8 167.8
inches. 1½ 55.561.4 67.3 73.2 79.1 85.1 91.0 96.9 102 9 108.9 114.8 120.8 126.8 132.7 138.7 144.7150.6 156.6 162.6 168.6 174.6 180.6 186.5 192.5 198.5
134 61.9 68.7 75 5 82.4 89.3 96.2 103.1110.0 116.9 123.9130.8 137.7 144.7 151.7 158.6 165.6 172.5 179.5 186.4 193.4 200.4 207.4 214.3 221.3 228.3
67.6 75.3 83.0 90.8 98.7 106.5 114.4 122.3 130.1 138.0 145.9 153.9 161.8 169 7177.6185.6 193.5 201.5 209.4 217.4 225.3 233.3 241.3 249.2 257.2
24 72.6 81.2 89.8 98.5 107.3 116.1 124.9 133.7 142.5 151.4 160.3 169.1 178.0 186.9 195.8 204.7 213.7 222.6 231.5 240.5 249.4 258.3 267.3 276.2 285.2
5/203
154.2164.0 203.3213.2 223 1233.0
22 76.9 86.4'96.0 105.6 115.3 124.9 134.6 144.4 154.2 164.0 173.8 183 6193.5 203.3 213.2223 1233.0 242.9 252.8 262.7 272.6 282.5 292.5 302.4 312.3
1
7
Total Depth of
Girder in inches.
Thickness
of each Top
and Bottom
Flange, in
inches.
r
72.0 74.0
46 47 48 49 50 51 52 53 54 55 56 57 58
37 38 39 40 41
42 43 44
44 45
59 60
36.5 37.5 38.5 39.5 40.5 41.5 42.5 43.5 44.5 45.5 46.5 47.5 48.5 49.5 50.5 51.5 52.5
50.5 51.5 52.5 53.5 54.5 55.5 56 5 57.5 58.5 59.5
76.0 78.0 80.0 82.0 84.0 86.0 88.0 90.0 92.0 94.0 96.0 98.0 100.0 102.0 104.0 100.0 108.0 110.0 112.0 114.0 116.0 118.0
4106.6 109.6 112.6 115.6 118.6 121.6 124.6 127.5 130.5 133.5 136.5 139.5 142.5 145.5 148.5 151.5 154.5 157.5 160.5 163.5 166.5 169.5 172.5 175.5
140.1 144.1 148.1 152.1 156.1160.1 164.1 168.1 172.1 176 1180.1 184.1 188.1 192.1 196.1 200.1 204.1 208.1 212.1 216.1 220.1 224.1228.1 232.1
1172.8 177.8 182.8 187.8 192.7 197.7 202.7 207.7 212.7 217.7 222.7 227.7232.7 237.7 242.7 247.7 252.7 257.7 262.7 267.7 272.7 277.7282.7 287.7
12204.5 210.5 216.5 222.5 228.4 234.4 240.4 246.4 252.4258.4 264.4 270 4 276.4 282.4 288.4 294.3 300.3 306.3 312.3 318.3 324.3 330.3 336.3 342.3
134 235.3242.2249.2 256.2 263.2 270.2 277.2284.2 291.1 298.1 305.1 312.1319.1 326.1 333.1 340.1 347.0 354.0361.0 368.0 375.0 382.0 389.0396.0
265.2 273.1 281.1 289.0 297.0 305.0313.0321.0 328.9 336.9 344.9 352.9 360.9 368 9 376.8 384.8 392.8 400.8 408.8 416.8 424.7 432.7.440.7 448.7
2294.1 303.1312.1 321.0 330.0 339.0 347.9 356.9 365 8 374.8 383.8 392.8 401.7410.7 419.7 428.7 437.6 446.6 455.6 464.6473 6 482.6491.5 500.5
2/2 322.2 332.2 342.1 352.1 362.0 372.0 381.9 391.9 401.8 411.8 421.8 431.7 441.7 451.7 461.6 471.6 481.6 491.5 501.5 511.5 521
541
2
.5 521.5 531.4 541.4 551.4
*
46

When the load on the girder is large, it is necessary to rivet
vertical stiffening pieces against the stem plate, to prevent it
from crushing or buckling under the load. This is conveniently
done by using a pair of angle or T irons at the ends of the
girder extending from the top to the bottom flange.
To determine whether these will be required, and how many,
it is first necessary to ascertain the shearing strain on the girder
at a number of points in its length, which is simply the load
brought to bear by the girder on the nearest bearing less the load
resting on the girder between that bearing and the point in ques-
tion. Divide the shearing strain in tons at any point thus found
by the vertical sectional area of the web alone at this point. If
the quotient so obtained exceeds the figure given in the follow-
ing table under the number nearest that which would be obtained
by dividing 1.4 times the depth of the girder by the thickness
of the web plate, then stiffening pieces will be required at the
point in question.
dx 1.4
t
d X 1.4
t
30 35 40 45 50 55 60 65 70 75
80 85 90 95 100
3.08 2.84 2.61 2.39 2.18 1.99 1.82 1.66 1.52 1.40 1.28 1.17 1.08 1.00 .92
110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
.79 .69 .60 .53 .47 .42 .38 .34 .31 .28 .25 .23 .21 .20 .18
In a girder with the load concentrated at the center the shear-
ing strain produced by the load would be as great at any point
in the span as at the bearings, and therefore stiffeners would be
required for its entire length at intervals equal to the depth of
girder.
With a distributed load the shearing strain diminishes uni-
formly toward the center of span, where it disappears, and
therefore the stiffeners may be placed at greater intervals, say
once and a half the depth, except directly at the bearings, and
can be omitted altogether beyond the point where the strain
comes within the limit given in the table.
EXAMPLE. What must be the dimensions of a girder 24
inches deep, having a clear span of 20 feet, to support a uni-
formly distributed load of 40 tons?
Product of span by load 20 X 40=
Load in pounds on each bearing
40,000;
thickness of
40,000 5,000=8; 8÷24'' = ½''
÷
stem plate-say three-eighths.
Assuming, for the present, that the thickness of the flange
800
•
plates will be about 1, we have-
From Table I., for the stem, 31.2 X 3=
From Table II., for 3X 3X ½ angles.
93.6
. 266
359.6
Remainder to be supplied by top and bottom flange plates, 440.4
47

From Table IV. we find, under 24 inches depth of girder and
I thickness of flanges, the number 88.2; hence 05.0
inches of effective width of each flange, or, say, 6.6 inches full
width, allowing for the rivet-holes punched out.
If it is necessary that the flanges should be of a given width,
the corresponding thickness can be obtained by dividing by that
width less the rivet-holes, and taking the thickness given in
Table IV. opposite the quotient so found.
3.
Thus, if in the present case the width of the flange plates
must be 10, the effective width would be 8.4, and 440.4 ÷
8.452.4, which comes between the quantities given for 34!!
and ½ plates in a 24" girder, and the thickness would there-
fore be .58".
//
2
If it is desired to be more accurate, we may repeat the calcu-
lation, using quantities for the stem and angles corresponding to
this thickness, viz.:
For the stem, 35.1 X 3=.
For the angles,
•
105.3
287.8
393.I
800-393.1=406.9; 406.9÷8.448.4, which corresponds
to a thickness of .53'.
To determine whether stiffening pieces will be required, we
divide the load on each bearing, 20 tons, by the sectional area
of the web, viz.: 9 square inches, which gives a quotient of
2.22. The depth of the girder, multiplied by 1.4 33.6, which,
divided by the thickness of web plate, 390, the figure
under which in the foregoing table would be 1.08, and, this being
less than 2.22, stiffening pieces would be required at the ends.
As the shearing strain is := 2.06 times that allowed by the
table, and, as it decreases uniformly from the ends to the center
of the span, stiffeners will be required until within a distance of
10 feet 2.06 4.85 feet on each side of the center of the
span.
The deflection of the girders, with the distributed loads
given by the tables, will, if the dimensions of the plates are
kept uniform from end to end, be, as in the case of rolled
beams, equal to the square of the span in feet divided by 70
times the depth of the girder in inches.
In the above example the deflection will be
20 X 20
24 X 70
.24 in.
If a less strain than 12,000 pounds per square inch on the
iron is desired, the figures given in the tables must be propor-
tionately reduced. The deflection will then be decreased in
the same ratio.
The rivets should not be spaced closer than 21½ times their
diameter, nor further apart than 16 times the thickness of the
plate which they connect.
Those connecting the chord angles to the web have to trans-
mit the shearing strain on the girder, and should have sufficient
area of cross-section, and also sufficient bearing surface on the
plate for this purpose. It is usual to allow 7,500 lbs. per square
47 2

inch shearing strain on the rivet and 12,500, s. per square inch
crushing pressure on the bearing.
The table p. 53 gives the shearing and crushing strength on this
basis of rivets of various diameters and with different thicknesses
of web plates. The shearing strain on the web of the girder
divided by the quantities thus given will give the number of
rivets required in a length equal to the depth of the web.
If the web-plates are connected to the chord by single angles,
as is usual with box girders, the rivets will be in single shear,
but if by a pair of angles as usual with girders having a single
web, the rivets will be in double shear. The table indicates that
larger rivets should be used when in single shear than in double,
so that the shearing and crushing strength may be as nearly as
practicable equal.
EXAMPLE.-Supposing the girder in the preceding example
to be riveted with // rivets, how should they be spaced at the
ends of the chord angles? The shearing strain at the ends of
the girder is 20 tons. The shearing strength of % rivets in
double shear (Table p. 53) is 9,020 lbs. ; their crushing strength
in 38 plate 4,101 lbs. The latter being the least, will determine
the number of rivets required, viz., 40.000 lbs.
TOT
934 in the
length equal to the depth of the girder (24) or 2½" center to
center, increasing toward the center of the span where 6// would
be sufficient.
In long girders the sections of the web plates toward the ends
of the girder are often made thicker than those at the center,
thus giving greater bearing on the rivets, as well as greater
resistance to the shearing strain on the girder.
In heavy girders a saving of iron may sometimes be made by
reducing the thickness of the flanges towards the ends of the
girder, where the strain is less. The bending strain at a num-
ber of points in the length of the girder may be determined by
the method given on page 36, and the thickness of flanges neces
sary for this strain be found as in the previous example.
The thickness of the flanges is easily varied as required, by
forming them of a number of plates sufficient to give the
required greatest thickness at the center of the span, but extend-
ing on each side of the center only to such distances as may be
necessary to give the required thickness at each point.
The deflection of girders so formed will be greater than those
of uniform cross-section throughout.
EXAMPLE. In the case supposed in the previous example,
if each flange is formed of two plates, each ½ inch thick, one
running the whole length of the girder, how long must the sec-
ond plate be? The pressure on each bearing is 20 tons; the
load per foot of length is 2 tons. The bending strain at a point
5 feet from one bearing will be 20 X 5, less the load coming
between the bearing and this point = 5 X 2 = 10 tons multi-
plied by the distance of its center of gravity from the point in
question, viz., 2.5 feet.
20 X 5-10 X 2.575, which, multiplied by 8, as explained
on page 37, gives 600.
48

Beyond the point where the second plates end the
depth of the girder will be but 23 inches, and the
strength supplied by the stem will be 32.5 X 3 =
by the angles,
•
600 — 373.5—226.5 to be supplied by the flanges.
A ½-inch plate of 5 inches effective width gives
220, which is not quite sufficient.
44 X 5
//
=
97.5
276.
373.5
The same calculation made for a point 4 feet from one bear-
ing would show that 138 would be the strength to be supplied
at that point by the flanges, which is less than the strength sup-
plied by the ½" plate, and hence the single ½-inch plate will
be sufficient up to a point 4 feet 11 inches from each end, and
the length of the second plate, from end rivet to end rivet, will
be 10 feet 2 inches.
The relative strength and deflection for loads other than
uniformly distributed will be determined by the same rules as in
the case of rolled beams. (See pages 34 and 35.)
The weight of a girder may be found by the rule that the
weight per yard of wrought-iron of uniform cross-section
is ten times the number of square inches in its cross-
section. Two-thirds of the weight of the rivets may be added
as the weight of the rivet-heads.
The weight of a pair of rivet heads is about as follows:
Diameter of rivet,
Weight of two heads,
11//
5/1
1", ",
ㅎ
​W
8
th.
The length of rivets required for machine driving is 14
times the length of the hole + 1½ times the diameter of the
rivet.
I
For hand driving, the length of the hole + 1½ times the
diameter of the rivet.
GIRDERS FORMED OF WOODEN BEAMS WITH IRON
PLATES OR BEAMS SANDWICHED
¡
BETWEEN THEM
will not support a load equal to the sum of the safe loads of
the wooden and iron beams separately, given by the respective
tables for such beams. Under the loads given in the table for
wooden beams, their deflection would be rather more than
double that of iron beams or plates of the same depth under
their safe load; hence, when bolted together so that the deflec-
tion of both is only equal to that of the iron, not over half of
the strength of the wooden beam would come into play.
In estimating the strength of such compound beams, where
the depth of the wood and iron is the same, the quantities given
in the table for the strength of the wooden beams should be
reduced one-half.
The safe load of wrought-iron plates or beams of rect-
angular cross-section is 9.6 times that of wooden beams of
the same dimensions given in the table p. 72.
49
TRUSSED BEAMS.
Instead of riveted girders, trussed beams are sometimes em-
ployed on spans too great for plain rolled beams. In such a
construction the load on each of the subdivisions B of the span
is transferred by the beam to the points of support at the ends of
those subdivisions, the struts C forming supports to the beam
precisely as the bearings at the ends of the span. The load
thus carried to the struts is then transferred by the truss-rods to
the main bearings. As these rods must sustain all the load
coming upon the struts, it is evident that unless they are strong
enough to take the whole of this load, no strength whatever is
to be gained by their use, since, if they cannot sustain the load
coming upon them, the beam will continue to deflect until the
rods are stretched beyond their limit of safety, or, perhaps,
broken. The use of small truss-rods, with the idea that they at
least afford some support to the beam, is therefore not only use-
less, but dangerous. The beam, the struts and the truss-rods
must each be proportioned to the strain brought upon them.
Ist. Load on the Struts.-If the beam is in separate sec-
tions meeting at the struts, the load brought by each section.
upon the struts supporting it will be determined by the Rule p.
36. But if the beam is in one continuous piece and the load
not all concentrated directly at the strut, more load will be
brought by it upon the struts, and less directly upon the main
bearings, than when in separate sections. With a continuous
beam and distributed load, if the truss-rods should be so tight as
to spring the beam upward in the center, an additional strain.
would be brought upon the struts. Care should be taken, there-
fore, that the truss-rods are so tight as to prevent deflection of
the truss when loaded, and no more.
For a load
strut will be:
-
W, uniformly distributed, the weight on each
TRUSS WITH SINGLE CENTRAL STRUT.
B
B

T
T
Beam continuous for whole length of truss,
Beam in sections meeting at each strut,
•
45-2
TRUSS WITH TWO STRUTS FORMING THREE EQUAL SUB-
DIVISIONS.
B
B
T
ว
H
C
Beam continuous for whole length of truss,
Beam in sections meeting at each strut,
T
B
W
کر کے
W

.367 W
W
50
The struts must be proportioned to sustain their loads, accord-
ing to one of the Rules p. 57 to 60.
2d. The Truss-Rods.-The strain on these will be:
In a truss with one central strut: half the load on the
T
strut Xc
In a truss with two equally-loaded struts: the whole
T
load on one strut Xē
If the struts are not equally loaded, then determine by the
Rule p. 36 what pressure will be brought upon each bearing by
the loads coming on both struts, and the strain on either truss-
rod will be equal to the pressure at the nearest bearing due to
the loads on the struts, multiplied by
T
C
·
In this case an addi-
tional rod must run from the foot of the more heavily-loaded
strut to the top of the more lightly-loaded one, of a strength
sufficient to sustain a load equal to the excess of the pressure
brought by the load on the struts upon the bearing nearest the
more heavily-loaded strut, over that brought upon the other
bearing, multiplied by the length of the rod divided by C. For
trusses sustaining a moving or variable load, such an additional
rod or counter-brace will be required from the foot of both struts,
as either may at times be the more heavily loaded. The lightly-
loaded strut must have strength to resist the downward pull of
the counter-brace in addition to its own load.
It will be observed that if the angle of the counter-braces and
of the main truss-rods is the same, the strain on the truss-rod at
the heavily-loaded end will be equal to that on the rod at the
lighter end plus that on the counter-brace.
The truss-rods should always be attached to the beams, well
over the bearings, or beyond them, if possible, so that their
downward pull may be resisted by the bearing and not act to
increase the deflection of the beam as it would if the rods were
connected to the beam between the bearings.
The dimensions of the truss-rods should be such that the
strain upon them, as here determined, shall not exceed 10,000
lbs. or 5 tons per square inch of their cross-sections. The size
of rods required may be found from the Table p. 93, by the
following rule: Divide the strain in tons by 1.5, the quo-
tient will be the weight per foot of the bar to be used.
3d. The Beam.-As far as transverse strength goes, it may
be considered simply as a beam of the span B sustaining the
load that comes upon that subdivision. It also, however, acts
as a strut to resist the tension of the truss-rods, and must, there-
fore, have adequate strength in excess of that required for trans-
verse resistance to enable it to resist this strain also.
The compressive strain due to the tension of the truss-rods
will be:
In a truss with one central strut: half the load on the
strut X
B
C
51
In a truss with two equally-loaded struts: the whole
B
load on one strut X
C
B
In a truss with two unequally-loaded struts: on the
spans on each side of the heavily-loaded strut-the tension on
the tie-rod at the bearing at that end of the truss X On the
span between the lightly-loaded strut and the bearing at that
T
end of the truss-the tension on the tie-rod at that end
B
X T
The safe load as a strut of the beam to be used can be found
by the rule given on p. 57, The safe load of the beam as a
girder will be found in the Tables pp. 6-27, if the load is uni-
formly distributed, or, if otherwise applied, by the Rules pp.
34-35; and whatever proportion of the safe load as a strut is
required to resist the compressive strain on the beam, so much
less than the whole safe load of the beam as a girder must be
considered as available to resist the bending action of the load
resting upon the subdivisions between the supports; that is, for
example, if its actual compressive strain is 34 the safe load as a
strut, then it can only support as a girder 4 its safe load for
this purpose.
EXAMPLE.-A 15-inch heavy beam is to be trussed so as to
support a uniformly-distributed load of 20 tons on a clear span
of 36 feet, the truss having two struts 4 feet long between cen-
ters of beam and truss-rod, and dividing the beam into three
equal panels of 12 feet each. What must be the dimensions
of the rods? and will the beam have sufficient strength to resist
both the transverse and compressive strains to which it will be
subjected, supposing it secured against yielding sidewise?
B
Here,
3.
C
T
3.16.
C
20 X.367—7.34 tons.
The load on the struts will be,
The load on the truss-rods will
be,
The compressive strain on the
beam will be,
7.34 X 3.16 = 23.19 tons.
7.34 X 322.02 tons.
The safe load as a strut of a 15-inch heavy beam, 12 feet
long, secured sideways, according to Rule p. 57, is 79 tons.
The actual compressive strain is but 22.02 tons, or 27.8 per cent.
of the safe load. We therefore have 100—27.8-72.2 per cent.
of the safe transverse strength of the beam available to support
the load which comes on each panel. The safe uniformly dis-
tributed load of a 15-inch heavy beam, 12 feet long, is, by the
Table p. 6, 30.77 tons, 14 times which (see Case VIII, p. 346,)
is 38.46 tons, 72.2 per cent of which is 27.77 tons, while the
load on each panel is but 2-63 tons. The beam will, there-
fore, be ample for its work.
I
20
The weight per foot of the truss-rods should be 23.19 divided
by 1.5=15.46 lbs., corresponding to a single 2½ round, or a
pair of 134 rounds.
52
RIVETS AND PINS AND THEIR BEARINGS.
The pins, bolts or rivets used to form the connections of a
truss or girder, must be proportioned so as to resist both the
shearing and bending strains to which they are subjected, and
the area of their bearing must be such that the metal against
which they bear shall not be crushed. The strains usually
allowed per square inch on these members are: shearing, 7,500
lbs.; crushing, 12,500 lbs.; bending, 15,000 lbs. The shearing
strain is measured on the area of cross-section, the crushing
strain on the area measured by the product of the diameter of
the pin by the thickness of the plate or web on which it bears.
The following table gives the bending moments allowable for
pins from to 615 diameter, with strains on the fibres of
15,000 lbs. and 20,000 lbs. per square inch, the former being
suitable for iron and the latter for steel. The shearing strength
for each diameter, on the basis of 7,500 lbs. per square inch of
area, and the allowable crushing force per inch of length of
bearing on the pin are also given.
Diameter of Pin in
Inches.
Allowable bending
moment for strain of
15,000 lbs. per sq. inch.
Allowable bending
moment for strain of
20,000 lbs. per sq. inch,
Shearing strength
at 7.500 lbs. per sq.
inch, single shear.
Allowable crushing
force per inch of length
of bearing at 12,500
Ibs. per square inch.
Allowable crushing force for
plates, " to 4" thick.
14
I
7
1,953 2,344 2,734 3,125
1/4"
5 17
TO
3%83
7
io"
1/2"
184
245
262
359
349 1,864
1.472 6,250
7,031
1,562
1,757
479
479 2,301
638 2.784
7,812 1,953
3.906
4.297
4,687
5,078
5,177 11,719,
2,190 2,6361 3,076 3,515
2.441 2,928 3,418
2,148 2,635 3,222 3,700
2.343 2,929 3.516 4,101
2.5391 3,174 3,810 4,443
2,734 3.418 4,IOI 4,785 5.469
4.3951 5,128 5,866
4.687 5.469 6,250
5,566 6,494 7.422
8.594
621
827 3.313 9.375
790 1,052 3,889 10,156
987 1.315 4,510 10,938!
1,214 1,618
2,930
3,660
1,473 1,963 5,890 12,500 3.125 3,906,
2,467 3,288 8,306 14,844 3,711 4.639
4,375 5,830 12,172 17,969 4,492 5,615 6.738 7,861 8,984
7,079 9.434 16,774 21,094 5,273
6,591 7,910 9,229 10,547
10,713 14,277 22,112 24,219 6,054 7.568 9,084 10.595 12,109
15,418 20,547 28,187 27,344 6,836 8.545 10,254 11,963 13,672
21,332 28,427, 34.998 30.469 7,617 9,521 11,426 13,330 15,234
28,592 38,104 42,545 33.594 8,398 10,498, 12,600| 14,697 16,797
218 37.336 49,756 50,828 36,719 9,180 11,475 13.770 16,065 18,360
47.793 63,572 59,848 39,844 9,961 12,451 14.940 17.432 19,922
59,832 79,735 69,604 42,969|| 10,742 13,427, 16,113 18,799 21,484
73,858 98,427 80,100 46,094 11,523 14.494 17,286 20,166 23,047
89,921 119,833 91.328 49.219 12.305 15.381 18.456 21,534 24,610
41% 108,161 144,141 103,290 52.344 13.086 16.357 19,629 22,901 26,172
128,712 171,529 115.995 55,469 13,867 17.334 20,800 24,267 27.734
151,716,202,185,129,428 58,594 14,648 18,310 21,972 25.635 29,297
177,308 236,290 143.602 61,719 15.430 19,287 23,142 27,003 30,860
51% 205,626 274,029 158,512 64,844 16,211 20,264 24,318 28,369 32,422
57 236,810 315,586 174,157 67,969 16,992 21,240 25,488 29,736 33,984
51 271,000 361,149 190,545 71,094 17,773 22.216 26,660 31,104 35,547
518 308,328 410,895 207,660 74,219 18,555 23.194 27,834 32,471 37,110
6348.937 465,013 225,517 77,344 19.336 24,179; 29,004 33,838 38,672
67392,965 523,687 244,110 80,469 20,117 25,146 30,174 35.205 40,234
3rd
لدا درا در
31
348
318
4
4
!
1
440,549 587,100 263,437 83,594 20,898 26.123 31,347 36,572 41.797
618 491,826 655.434 283,500 86,719 21,680 27,100 32,520 37.940 43,360
53
EXAMPLE. In the truss above calculated, suppose two truss-
rods 134 diameter to have been adopted, secured by a pin
through the web of the beam, the thickness of the eye being also
I 134'', and therefore the center of the rod // from the bearing
of the pin, what diameter pin will be required, and what thick-
ness of bearing must the pin have in the web of the beam?
The strain on each rod is 23,190 lbs., which multiplied by
%', gives 20,291, as the bending moment on the pin, corres-
ponding most nearly with that given in the table for a 2
pin. The shearing strength of this pin is 34,998 lbs., which is
in excess of that required. The allowable crushing force per
inch of length is 30,469 lbs., and as the strain brought by both
rods is 46,380 lbs., the length or thickness of bearing in the
web must be 46380
1.52 inch.
30469
SAFE LOAD OF HOLLOW CYLINDRICAL CAST-IRON
COLUMNS.
(ONE-FIFTH THE BREAKING WEIGHT.)
The following tables give the safe load in tons of 2,000 ths.,
for columns having capitals and bases ACCURATELY TURNED to
a true plane, and having a perfectly fair bearing on these sur-
faces. In the case of columns having turned ends, but set only
with the degree of care usual in ordinary building, only ONE-
HALF of these loads should be taken; and for columns not
turned at all, or having rounded ends, ONE-THIRD of these
amounts should be taken for the safe load. Columns having
one end accurately turned to a true plane, and the other rounded,
may be loaded to two-thirds the amount given in the tables.
Safe Load, in Tons, for Cast-Iron Columns with Turned
Capitals and Bases.
LENGTH IN FT.
1/2
OUTSIDE DIAMETER,
3 inches.
Thickness in inches.
OUTSIDE DIAMETER,
4 inches.
Thickness in inches.
3/4
I
14
1/2
34
I
I !
18
78 a
12.8
15.9
17 2
24.9
32.9
38.3
41.7
10.9
13.0
14.0
21.7
28.4
33.0
35.8
8.9
10.7
II.4
19.0
24.8
28.7
31.0
10
7.5
8.9
9.6
17 4
22.0
24.9
26.3
II
6.4
7.6
8.1
14.8
18.7
21.1
22.4
12
54
6.6
7.0
12.7
16.2
78.2
19.3
13
14
15
16
345
4.8
5.7
6.1
II. I
14.1
15.9
16.8
4.2
5.0
5.4
3.7
4.5
4.8
0100
9.8
12.4
14.0
14.9
8.7
II.I
12.5
13.2
17
18
19
6 780
3.4
4.0
4.3
78
3.0
3.6 39
7.0
2.8
3-3
3.5
6.4
2.5
3.0
3.2
58
x xo
9.9
8.9
II.2
11.8
10.I
8.1
7.4
8.
20
2.3
2.7
2.9
5.3
6.8
13 36
coo &
10.7
9.I
9.7
8.8
7.6
8.1
21
2.I
2.5
2.7
4.9
6.2
7.0
7.5
22
1.9
2.3
2 5
4.6
5.8
6.5
6.9
23
1.8
2.I
2.3
4.2
5.3
6.0
6.4
24
I.7
2.0
2.I
3.9
5.0
5.6
5.9
25
1.6
1.9
2.0
3.7
4.6
5.2
5.5
54
LENGTH IN FEET.
700 00
9
7 inches.
SAFE LOAD, IN TONS, FOR CAST-IRON COLUMNS WITH TURNED CAPITALS AND BASES.
OUTSIDE DIAMETER,
5 inches.
OUTSIDE DIAMETER, OUTSIDE DIAMETER,
6 inches.
OUTSIDE DIAMETER,
8 inches.
OUTSIDE DIAMETER,
10 inches.
OUTSIDE DIAMETER,
9 inches.
Thickness in inches.
Thickness in inches.
Thickness in inches.
Thickness in inches.
Thickness in inches.
1/2 3/4 I
34
I 1 ¼
11/4 3/4 I 1/4 1/2 34 I 1144 11/2
I
39.5 53.8 65.0 73.3
35.1 47.6 57.3 64.41
31.3 42.3 50.7 56.8
28.0 37.7 45.1 50.4
25.2 33.8 49.3 44.9
22.7 30.5 35.2 40.3
13 21.0 27.6 32.2 35.2
18.5 24.3 28.3 31.9
15 16.5 21.6 25.2 27.6
I I
12
14
SAW
16
17
18
19
20
14.8 19.4 22.6 24.7
13.3 17.5 20.4 22.3.
12.1 15.9 18.5
11.0 14.5 16.9
10.1 13.3 15.4 16.9
20.2
18.4
9.31 12.2 14.2 15.5
8.6 11.3 13. 14.4
8.0 10.5 12.2 13.3
21
22
23
24
25
7.4 9.7 11.3 12.4
6.9 9.1 10.6
11.5
77.3 95.5 110.3 122.1
69.7 85.7 98.7 108.8
62.8 77.1 88.5 97.3
56.9 69.6 79.6 87.4
51.6 63.0 71.9 78.7
46.9 57.2 65.2 71.2
42.9 52.1 59.3 64.6
39.3 47.6 54.1 58.9
36.8 43.9 49.0 52.6
33.0 39.4 44.0 47.2.
29.8 35.5 39.7 42.5
27.0 32.2 36.0 38.6|
24.6 29.4 32.8 35.2
22.6 26.9 30.1 32.3
20.8 24.8 27.7 29.7
19.2 22.9 25.6 27.4
17.8 21.2 23.7 25 4
16.6 19.7 22.1 23.7
15.4 18.4 20.6 22.1
102.4 128.7 150.7 169.4
93.6 117.0 136.9 153.5
85.6 106.7 124.6 139.3
78.4 97.5 113.5 126.6|
71.8 89.2 103.6115.3
66.0 81.7 94.8 105.3
60.7 75.1 87.0 96.5
56.0 69.2 80.0 88.6
51.8 63.9
73.8 81.6
48.1 59.2 68.2 75.4
44.6 54.9 63.2 69.8
42.0 50.9 57.8 63.0
38.3 40.4 52.7 57.4
35.1 42.5 48.3 52.6
32.3 39.1 44.5 48.4
29.8 36.2 41.1 44.7.
27.7 33.5 38.1 41.5
25.7 31.2 35.4 38.6
24.0 29.1 33.1 36.0
34
I 114 1½
128.3 162.6 193.0 219.5
118.7 150.1 177.7 201.6
109.8 138.5 163.6 185.2
101.5 127.8 150.7 170.2
94.0 118.0 139.0 156.7||
87.0 109.2 128.2 144.3
80.7 101.1 118.5 133.2
75.0 93.8 109.8 123.2
69.8 87.1 101.9 114.2
65.0 81.1 94.7 106.1
60.7
75.7 88.3 98.7
56.8 70.7 82.4 92.1
53.2 66.2 77.1 86.1
51.1
62.7 72.1 79.5
47.0 57.7
66.4 73.2
43.5 53.3 61.3 67.6
40.3 49.4
56.8 62.7
52.9 58.3
11/2
154.8 197.7 236.6| 271.4)
144.7 184.5 220.2 252.0
135.0 171.8 204.7 233.9
126.0 160.0 190.3 217.0
117.5 149.0 177.0 201.4
109.6 138.8 164.5 187.9
102.4 129.4 153.2 173.9
95.7 120.8 142.8 161.9
89.5 112.9 133.3 150.9
Thickness in inches.
3/4 I 1/4 1½
181.6 233.4 280.9324.2
171.1 219.5 263.8 303.9
160.9 206.2 247.3 284.5
151.2 193.4 231.6 266.0
142.0 181.4 216.9 248.7
133.4 170.1 203.1 232.6
125.3 159.6 190.3 217.7
117.8 149.8 178.4 203.8
110.8 140.7 167.5191.1
104.3 132.4 157.3 179.3
98.3 124.6 148.0 168.5
92.7 117.4 139.3 158.5
87.5 110.8 131.3 149.3
82.7 104.6 124.0 140.8
65.5
83.9 105.7 124.6 140.9
78.7 99.0 116.7 131.8
73.9 92.9 109.4| 123.5
69.6 87.4 102.7 115.9
82.3 96.7 108.9
61.8 75.5
91.0 102.6
58.4 73.2
55.9
85.9 96.7
69.3 80.4 89.5
78.3 99.0 117.2 133.0
74.21 93.7 110.9 125.8
70.4
88.9 105.1 119.1
37.5
35.0
46.0
42.91 49.31
52.0
64.4 74.8 83.3
66.9
84.3
54.41
48.5
60.1 69.8
77.7
64.9
81.0
99.7112.9
94.2/106.3
55

SAFE LOAD, IN TONS, FOR CAST-IRON COLUMNS WITH TURNED CAPITALS AND BASES.
OUTSIDE DIAMETER, OUTSIDE DIAMETER, OUTSIDE DIAMETER,
OUTSIDE DIAMETER,
OUTSIDE Diameter,
OUTSIDE DIAMETER,
LENGTH IN FEET.
700
9
II inches.
12 inches.
Thickness in inches. Thickness in inches.
I
I
H
2
Ι
269.4 325.9 377.6 469.5
255.1 308.1 356.8 442.2
241.2 290.8 336.3 +15.6
227.8274.2
10 227.8 274.2 316.7 390.3
11 214.9 258.4 298.1 366.3
12 202.7 243.5 280.5 343.9
13 191.2 229.4 264.0322.8
180.5 216.2 248.5 393.3
170.3 203.9 234.1 285.1
16 160.9 192.4 220.7 268.3
152.1 181.7.208.2 252.7
143.9 171.7 196.7 238.3||
136.2 162.5 185.9 225.0
129.1 153.9 176.0 212.6
45
14
15
17
18
19
20
21
22
23
24
25
122.4 145.9 166.7 201.2
116.3 138.4 158.1 190.6
110.5 131.5 150.1 180.7
105.2 125.1 142.7171.6
100.2 119.1 135.7 163.1
1
H
I
مارت
377.7 461.1 539.9 684.6
363.1 442.8 518.0 655.9
348.5 424.4 496.3 627.0
333.8 406.3 474.6 598.5
I
2
449.8 551.1 648.0 828.6
435-3 532.8 626.3 799.8
420.5 514.4 604.1 770.4
405.6 496.0 581.8 740.9
13 inches.
14 inches.
15 inches.
16 inches.
Thickness in inches. Thickness in inches.
Thickness in inches.
Thickness in inches.
2
I I
1 1
عدالت
2
I
I
11 13 2
I
1 1 2
ات
341.5 414.4 485.7 612.7
327.0 396.3 464.1 583.9
312.4 378.4 442.5 555.5
298.0 360.6421.3 527.8
284.0 343.4 400.6 501.1
270.5 326.7380.8 475.3
257.5 310.8 361.8 450.7
245.0 295.5 343.7 427.4
233.2 281.1326.5 405.4
222.0 267.3 310.3384.6
211.3 254.4295.0 365.1
201.3 242.1 280.5 346.7
191.8 230.6 267.0 329.5
182.8 219.7 254-2313-3
319.4 388.5 453.4 570.7
305.4 371.1 432.6 543.6
291.8 354.3 412.7 517.7
278.8 338.2 393.6 493.0
266.2 322.7 375.3 469.4
305.3 370.8 431.7 540.9
290.9 352.8 410.2 512.8
276.6 335.0 389.1485.0
262.7 317.7 368.6 458.3
249.2 301.0348.8 432.9
236.3 285.1 330.0408.6
223.9 270.0312.2 385.7
212.3 255.6 295.3 364.1
201.2 242.1 279.4 343.9
190.8 229.4 264.5 325.0
181.1 217.5 250.6 307.4
171.9 206.3 237.5 290.9
163.3 195.8 225.3 275.6
155.2 186.0 213.9 261.3
147.7176.9 203.2 247.9 174.4 209.5 242.2 298.2
140.6 168.3 193.3 235.5 166.5 199.9 230.9 284.0||
134.0 160.3 184.0 224.0 159.0 190.8 220.4 270.7
127.8 152.8 175.3,213.2 152.0182.3 210.4 258.3
.8167.1203.1145.4174.3
122.0145.8 167.1 203.1145.4 174.3 201.0 246.6||
254.3 308.0 357.9 446.9
242.9 294.0 341.4 425.7
232.0 280.6 325.6 405.5
221.7 268.0 310.8 386.5
212.0 256.1 296.7 368.6||
202.7 244.7 283.5 351.8
194.0 234.0 270.9 335.9
185.7 224.0 259.1 320.9
177.9 214.4 248.0 306.8
170.5 205.4 237.5 294.1||
390.6 477-4 559.8711.7
376.0 459.3 538.0683.4
361.6 441.2 516.7 655.1
347.6 423.8 495.9 628.0
333.9 406.9 475.9 601.8
413.7 506.1 594.0 756.7
399.3 487.9 572.2 727-7
384.4 469.5 550.1 698.4
369.7 451.0 528.2 669.3
355.1 433.0 506.3 640.9
340.6 415.0 485.0 612.8
326.5 397.6 464.5 585.9
313.0 380.7 444.4 559.7
299.9 364.5 425.2 534.9
287.2 348.9 406.7 510.9 320.7 390.6 456.6 576.6
275.1 334.0 389.1 488.1 308.0 374.9 438.0552.5
263.6 319.7 372.2 466.5 295.8 359.9 420.1 529.4
252.5 306.2 356.2 445.9 284.1 345.4 403.0 507.3
242.0 293.3 341.0 426.3|| 272.9 331.6 386.8 486.3
232.0 281.0 326.5 407.8|| 262.1 318.4 371.2 466.2
222.5 269.3 312.8 390.3|| 251.9 305.9 356.4 447.2
213.4 258.3 299.8 373.7 242.2 293.9 342.3 420.1
204.9 247.8 287.5 358.1 232.9 282.5 328.8411.9
196.7 237.8 275.9 343.2|| 224.0 271.6 316.1 395.6
56
BARS USED AS PILLARS OR STRUTS.
When a beam is used as a pillar or strut, and not as a girder,
to find the safe load in tons of 2,000 lbs. which it will support
if secured against deflection, either by having accurately-faced
capital and base, or in some other manner.
RULE.-Multiply the area of cross-section of the bar given in
column X. of the tables pp. 40 to 42, by 4, and multiply that
product by the number given in column VI., and divide the
product so found by the number given in column VI., plus the
square of the longest length of the strut or pillar, which is unsup-
ported sideways, taken in feet; or if, by reason of the pillar
being supported sideways, it will fail, if at all, by deflection
edgeways, substitute in the above rule for the number given in
column VI. that given in column VII., and for the longest
length unsupported sideways substitute the longest length
unsupported edgeways.
If the pillar is hinged or not faced at the ends, and thus
not secured against deflection, take in the foregoing rule one-
fourth of the number in column VI. or VII., instead of the
whole number.
EXAMPLE.-What load will an 8-inch light beam, 15 feet long,
and having ends accurately faced, support as a pillar?
Area of cross-section, Col. X., = 6.37.
Number in Col. VI. = 180.
6.37 X 4 X 180
4586
180 +225
405
11.3 tons.
If the strut is hinged at its ends so that its bearing opposes no
resistance to deflection sideways, then we should use the num-
180
ber
4
45 instead of 180, and we should have for the load,
6.37 X 4 X 45
45+225
4.25 tons.
But if hinged so that it would deflect edgeways, we should use
the number in column VII., divided by 4, viz. :
2,632
4
658, and the load would be
6.37 X 4 X 658
658+225
19.0 tons,
which is greater than the strength of the strut to resist deflection.
sideways, even when not hinged in that direction.
Unless sup-
ported sideways, therefore, the load for such a strut would have
to be limited to that found in the case first supposed, viz.: 11.3
tons.
The following table gives the ratio of the length of beams and
channels that may be unsupported edgeways to that unsupported
sideways to obtain the same strength, and shows that the points
of support sideways should be from 2 to 5.87 times as near
together as those edgeways.
57

RATIO OF LENGTH OF POSTS UNSUPPORTED EDGEWAYS TO LENGTH
Į UNSUPPORTED SIDEWAYS, GIVING SAME STRENGTH.
BEAMS.
CHANNELS.
SIZE.
Ratio
SIZE.
Ratio
SIZE.
Ratio
SIZE.
Ratio
20"
272 Abs. 5.96
9"
20"
70 lbs.
"C
200
6.82
8"
15"
200
5.07 811
80 " 3.29 15" 120
4.37 15" 190 lbs. 4.26
5.10
65 "
15"
150
15" 125
5.83 7″
6.11 6"
3.82 12" 140
<<
55
3.37 121" 70
46
"
120
12" 170
1.87 10" бо во
5.56
4.04 6" 33
4.267
6" 45
7" 25 lbs. 4.55
3.20
"
3.65
6" 22
"
4.27
3.91
6"
带着
​4.80
90
12" 125
2.15 10"
5" 19
"
4.04
4.96
6"
48
"(
5.4
""
50
12" 120
3.23
9"
""
4.10 6"1
70
3.92
3" 15
40
12"
96
(c
3.77
9"
50
10" 135
10" 105
103" 90
4.43 5"
""
40
3.01
8/1
3.82
5"
45
""
30
""
3.38 811
33
4.40
9
125
3.64
9"
85
4.48 4"
4"
37
2.29 7"
36
""
"
4″ 161 3.49
4.83 STRUT BARS.
4.18 5" 22 Ibs. 3.00
4.78 5" 16" 3.22
3.72
"
2.59
30
18
""
2.59
4.21
3.90
TABLE SHOWING DISTANCE REQUIRED FROM BACK TO BACK OF
CHANNELS FORMING POSTS TO GIVE EQUAL STIFFNESS PARAL-
LEL WITH, AND AT RIGHT ANGLES TO THE WEB:
Flanges turned out-
ward ] [.
Dis- Flanges turned inward
tance apart in the
clear in
inches.
[ ]
out
Distance
in inches.
out to
· SIZE OF CHANNEL.
15" heavy, 190 lbs. per yard 8.32
15" light,
"
<<
120
9.08
2.40 19.64
3.26 20.38
12" heavy, 140
""
"C
6.58
1.70
15.80
121" light,
""
CC
༡༠
7.70
101/
бо 66
2.86 17.14
"
(C
6.28
2.30
14.02
IO"
48"
("
6.07
2.27
13.47
9" heavy,
""
"
70
4.90
1.24 11.86
9" light,
"
50
5.40
8" light,
1.84 12.30
"
7" light,
6" heavy,
5″
(
"
8" ex. light, 33
366
7" ex. light, 251"
6" light,
6" ex. light,
4"
45
4.60
1.26 II.00
"C
"
5.02
1.70 II.40
"
3.86
0.90
9.46
"
"
4.08 1.32
9.34
"(
"
(
45
2.80 0.30
7.42
"
33
3.20
0.68
7.94
22"
352
1.00
8.32
C
19
2.83
0.76
6 80
3″
161"
15
"
2.03 0.34
5.16
C
1.16 0.00 3.58
a∞ Square or fixed
flange will have a width out to out exceed-
Posts formed of channels meeting flange to
ing that here required.
14.82
14.04
13.72
12.30
11.38
10.34
10.46
10.48
866
7.00
5.62
15 26
24.68
24.18
20.28
20.16
16.54
15.73
ends.
Ends hinged on
pins at right
angles to web.
Ends hinged on
pins parallel
with web.
Square or fixed
ends.
Ends hinged on
pins at right
angles to web.
Ends hinged on
pins parallel
with web.
13.36
7.44
12.88
7.06
11.06
6.18
10.72
5.88
8.80
4.82
8.33
4.53
8.30
4.64
7.92
4.36
7.64 4.30
7.34
4.02
6.70
3.74
6.12
3.36
5.72
3.22
5.72
3.20
5 68
316
4.69 2.62
3.87
2.18
3 20
1.78
POSTS FORMED OF CHANNEL AND STRUT BARS RIVETED CLOSE OR
The same formulæ as employed on the preceding page, viz. :
Columns with faced or fixed ends.
Columns with hinged ends.
NEAR TOGETHER.
r
4XaX-
4XaXr
Safe load
Safe load
L²+r
L²+-
++
4
r
4
58

of the length in feet.
the values of a and r in the following table; L' being the square
give the safe load in tons of 2,000 lbs., in this case, using the
VALUES OF a AND r FOR USE IN THE PRECEDING FORMULE.
DESIGNATION
OF BAR.
250
[NOTE. a = area of cross-
section in sq. inches, r=
times the square of the radius
of gyration of the section.]
Single Bar.
Strength sideways.
Two bars riveted
together
thus, strut bars (), chan-
nels ][, but not weakened
by rivets at middle of
length. Strength side-
ways.
Strength edgeways.
Bars as in Column II.
Two bars riveted together,
allowing for rivet holes
in stem-one rivet in 3
in., 4 in, and 5 in. chan.
nel bars, two rivets in
Strength sideways.
others.
Bars as in Column IV.
Strength edgeways.
I.
II.
III.
IV.
V.
VI.
12″ Heavy Channel {
121" Light
14.10
28.20
28.20
26.49
26.49
26.49
r
317
630
5170
669
5357
746
CC
Sa
7.0
14.00
14.00
13.17
13.17
13.17
Γ
180
322
5470
342
5675
39.5
9" Heavy
Ja
7.02
14.04
14.04
12.96
12.96
12.96
Two bars riveted together, but
separated from each other as
below, allowance made for
rivet-holes in stem of chan-
nels and in flanges of strut
bars; inch rivets in 6 inch|
and smaller bars, ½ inch in
larger bars.
Strength sideways.
44 inch. inch.
1 inch.
VIII.
26.49
1024
13. 17
603
12.96
VII.
26.49
831
13.17
456
12.96
190
371
2025
401
3061
· 461
529
687
9" Light
Ja
5.08
10.16
10.16
9.33
9.33
9.33
9.33
9.33
124
230
2892
250
3036
297
352
485
6" Heavy
6" Light
5" 19 th.
4″ 16%½ lb.
3″ 15 tb.
4.32
8.64
8.64
7.84
7.84
7.84
7.84
7.84
123
248
1257
272
1326
324
384
525
CC
3
3.20
6.40
649
5.84
5.8uf
5.84
5.84
5.84
Γ
IOI
197
1343
215
1420
260
314
443
a
1.92
3.84
3.84
3.62
3.62
3.62
3.62
3.62
Tr
57
III
930
118
987
152
194
394
Sa
ત
1.64
3.29
3.29
3.07
3.07
3.97
3.07
3.07
Ir
49.2
102
597
IIO
640
144
186
294
fa
1.45
2.89
2.89
2.67
2.67
2.67
2.67
2 67
51.
116
341
125
351
163
200
324
5″ Heavy Strut
Sa
2.15
4.3
4 3
3.67
3.67
367
3.67
3.67
47.7
132
433
153
356
196
248
376
5" Light
"
a
1.55
3.11
3 II
2.61
2 61
2.61
2.61
2.61
43.6
105
457
124
376
164
211
329
19 lb. channels, 6 ft. long, riveted together 1/ apart and hav-
EXAMPLE.—What is the safe load as a strut of a pair of 5″
Answer. —
ing fixed ends?
Safe load
36+304
4 X 3.62 X 304
12.95 tons.
59
SAFE LOAD IN TONS OF 2,000 LBS., FOR CAST AND
WROUGHT IRON COLUMNS OF VARIOUS SEC-
TIONS.

I
HI





+4
D__.
HAVING FACED CAPITALS AND BASES.
An approximate rule for determining the safe load of columns,
of any form of cross-section, is as follows:
RULE. Divide the length of the column by the least diame-
ter D measured, as shown by the accompanying cuts, both in
inches; multiply the number in column headed C of the table
L
on the next page, corresponding to the quotient so found by
D'
the area of cross-section of the column in square inches.
If the columns are not provided with faced capitals.
and bases, the loads so found are to be divided by the number
in column headed Rounded Ends," corresponding to the
L
-
quotient D'
"
EXAMPLE. What safe load can be borne by a hollow rec-
tangular cast-iron column 12 inches wide by 6 inches deep, and
15 feet long, the thickness being I inch, and the column pro-
vided with faced capital and base ?
Here, D=6; L L= 180;
L
D
30, opposite which number in
3.14.
The area of cross-sec-
the column for cast-iron we find
tion of the column is 32 square inches, which, multiplied by
3.14: 100.48 tons, the safe load.
If the column were not provided with faced capital and base,
it would be necessary to divide this load by the number 2.59,
found in column headed Rounded Ends," and the safe load
thus obtained would be 38.8 tons.
In calculating by this rule the strength of wrought-iron col-
umns, formed of beams, channels, or angles riveted together,
60
the areas of cross-section will be found in the tables relating to
these bars in the previous portion of this book, pp. 40, 41, and
42, Col. X.
This table is calculated by Gordon's formula, taking 8,000
lbs. per square inch as the safe load for a short column of
wrought-iron, and 6 tons for cast-iron. The quantities are
respectively and 1% of the breaking loads.
This table may also be used for determining the safe load of
the Trenton rolled sections, as given by the rule pp. 57 and 58,
by simply dividing the figure given under the head of "Strength as
Strut," Col. VI. or VII. in the tables pp. 40, 41, 42, 59, by the
square of the length of the column in feet, and multiplying the
quantity in the Col. C for wrought-iron opposite the quotient
thus found by the area of cross-section of the column.
CAST-IRON.
WROUGHT-
IRON.
r
L2
WROUGHT-
CAST-IRON
IRON.
JIA
12
L
C
Rounded
ends.
C
Rounded
ends.
HIA

L2
C
Rounded
ends.
C
Rounded
ends.
670
99.0 6.38
66.0 6.28
8
49.0 6.17
I.12 3.96
1.17
3.94
1.22 3.92
1.04
1.06
1.02 40 1.9
41 1.8
2.22 3.00 2.61 2.04
2.15 3.03
2.57
2.07
9
35.0 6.05
1.28 3.89
1.08
42 1.7
43 1.6
2.08 3.06
2.52
2.10
2.01
3.09
2.48
2.13
ΙΟ
I I
12 21.0 5.65 1.46
30.0 5.93 1.33 3.87
26.05.79 1.39 3.85
3.82
1.10 44 1.55
1.95
3.II
2.43
2.17
1.12 45
1.15 46
13 18.0 5.50 1.52 3.79
1.17
47
ง Ou
1.48
1.89
3.14
2.39
2.20
1.42
1.83 3.17 2.35
2.23
1.35
1.77 3.20 2.30
2.27
15
16
H H
17
18
456 7∞
14 15.0 5.35 1.60
3.75
1.19
48
1.30
1.72 3.23
2.26
2.30
13.0
5.20 1.68
3.72
1.21
49
I 25
1.67
3.25
2.22
2.33
12.0 5.05 1.75 3.69
1.23
50
1.20
1.62
3.27
2.18 2.36
10.4 4.90 1.82
3.65
1.26
51
1.15 1.57
3.30
2.14
2.39
19
9.3 4.75 1.88 3.61
8.3 4.59 1.94 3.57
1.29
52 1.12 1.52
3.32
2.II
2.42
1.32
53 1.07
1.48
3-33
2.07
2.45
20
7.5 4.44 2.00
21
22
6.8 4.30 2.07 3.49
6.1 4.15
23
5.7 4.01
2 2 2 N
24
3.53 1.35
1.38
2.13 3.44 1.42
2.20
3.40 1.45
5.2 3.88 2.27 3.36 1.49
54 1.03 1.44
3.35
2.03
2.48
55 0.99 1.39
3.37
1.99 2.51
56 0.95
1.35
3.39 1.95 2.53
57 0.92
1.32
3.41 1.92 2.56
58
0 90
1.28 3.42
1.89 2.59
26
25 4.8 3.74
4.4 3.61
2.33 3.31
2.38 3.26
1.52
59
0.86
1.25 3.44
1.85 2.61
1.56
бо
0.84
1.21 3.45
1.82 2.64
27
4.I
3.49
28
33
3.8 3.37
29 3.5 3.25
30 3.3 3.14
31 3:1 3.03
32 3.0 2.92
2.8 2.82
1.76
1.80
34
ترا در کیا کیا
35
36
37
38
2.79 1.90 70
1.93
80 0.47
1.97 90 0.37
2.44 3.22 1.59
2.49 3.17 1.63
2.54 3.12 1.66
2.59 3.08 1.69
2.64 3.03 1.73
2.69
2.99
2.74 2.94
1.86
2.6 2.73 2.78 2.89 1.83
2.5 2.63 2.82 2.84
2.3 2.54 2.86
2.2 2.46 2.90 2.75
2.1 2.38 2.93 2.70
39 2.0 2.30 2.97 2.65 2.00 100 0.30 0.49 3.78
0.92 3.30
The stiffness of a column is greater the further the metal in it
is removed from the center in every direction; hence, for a
given diameter or width of side the hollow square is the best
form, and hollow cylinder next best. Other forms similar to
61 0.81
1.18 3.47
1.79 2.66
65 0.71
66 0.69 1.03 3.53
1.06 3.52
62 0.79 1.15 3.48 1.70 2.68
63 0.76 1.12 3.50
64 0.73 1.00 3.51
1.73
2.71
1.69
2.73
1.66
2.75
1.63
2.78
67 0.67 1.01 3.55
1.60
2.80
68 0.65 0.98 3.56 1.57
2.82
0.63 0.96 3-57
1.54
2.84
0.61
0.94 3.58
1.52
2.86
0.74
3.67
1.28
3.04
0.60 3.74
1.08 3.19
61
those represented have about the same stiffness in proportion
to the amount of metal in them as a solid square section, and
the figures given in the table for wrought-iron are those which
would be exact for such a section. Those given for cast-iron
are correct for hollow cylinders, and therefore are small for
long columns of a hollow rectangular form, and somewhat in
excess for those of other shapes.
For very short columns, the form of section makes but little
difference.
SAFE LOAD IN TONS OF 2,000 LBS., FOR RECTANGU-
LAR WOODEN COLUMNS.
FIXED AT BOTH ENDS BY BRACES OR OTHERWISE.
RULE.-Divide the length of the column by the least diame-
ter both in inches; multiply the number in column headed C
corresponding to the quotient so found by the width and by
L
D
the thickness of the column in inches.
If the column is not secured by braces or otherwise, but has
merely a bearing on its own cross-section, the load should not
be more than half that here given.
For pine, about three-
For wet timber,
This table is calculated for dry oak.
quarters of the load given may be allowed.
one-half.
EXAMPLE.—What is the safe load for an oak pillar fixed at
both ends, 20 feet long, 8 inches by 10 inches?
L 240
30, for which C=.086;
D
8
.086 X 8 X 10=6.88 tons=safe load.
L
012
L
L
C
C
D
HIA
C
HIA
L
C
× NM+46 7∞ a
0.399
14
0.394
15
0.386
16
0.376
17
0.363
18
+50 78
0.224
0.210
2 N
27
0.102
40
0.054
28
0.096
41
0.051
0.197
20
0.001
42
0.049
0.185
30
0.086
43
0.047
0.174
31
0.082
44
0.045
0.349
0.334
19
0.163
32
0.078
45
0.044
20
0.154
33
0.074
46
0.042
8
0.319
21
0.144
34
0.071
47
0.040
0.302
22 0.136
35
0.067
43
0.039
10
II
0.285
0.269
23
0.128
36
0.064
49
0.037
24
0.121
37
0.061
50
0.036
12
0.254
25
0.114
38
0.059
13
0.238
26
0.108
39
0.056
This table is calculated by Gordon's formula (Rankine's Civil
Eng. p. 237), taking 8,000 lbs. per square inch as the crush-
ing load of oak, and assuming to the breaking weight for the
safe load,
ΤΟ
62
TENSILE STRENGTH AND QUALITY OF IRON.
Wrought iron from bars of not over 2 sq. inches cross-section
should be required to stand a tensile strain of 50,000 lbs. per
square inch before breaking; it should not undergo appreciable
permanent elongation under a less strain than 25,000 lbs. per
square inch; it should stretch 15 per cent. of its original length
before breaking-the specimens tested being of ½ to I sq. inch
area and of uniform sectional area for a length equal to ten times
the least diameter; and pieces cut from the bars should be capa-
ble of being bent, cold, 90° over the edge of an anvil without
sign of fracture, and should show a fibrous texture when broken.
Test pieces from bars of larger cross-section will show a less
tensile strength, running as low as 46,000 lbs. per square inch
for bars of say 10 square inches section. Iron that will not
meet these requirements is not suitable for structures; but noth-
ing is gained by specifying more severe tests, because in bars of
the sizes and shapes usually required for such work nothing
more can be attained with certainty, and conscientious makers
are unwilling to agree to furnish that which it is not practicable
to produce.
DOUBLE REFINED IRON.
It is frequently specified that the iron for tension members of
bridges shall be double refined; that is, that it shall have been
twice rolled after the rolling of the muck bar.
This adds materially (say from 20 to 30 per cent.) to the cost
of the iron, while with good irons, the additional strength, or
even greater uniformity obtained is slight and far less propor-
tionately than the increased cost.
The results of experiments made on the Emery testing
machine, at the Watertown Arsenal in 1881, on bars 3″ X I'
and 5" X 14", So long between the gauge marks, showed
that with iron rolled from tough and fibrous muck bar, pud-
dled with soft coal, there was a gain, taking the average of all
the bars tested, of but from 1 to 2.6 per cent. in the ultimate
strength of the double refined iron over that of the single refined.
In the elongation and reduction of area there was a gain in the
5" X 14", and about an equal loss in the 3X1 bars,
while the greatest variation from the average in any single bar
was not materially different in the two cases. Another series of
tests of bars of precisely similar dimensions, rolled from muck
bar, puddled with anthracite coal, and originally rather hard,
("bent cold, without nicking, snapped short off at 30°, fracture
over one-half fine crystalline, remainder fibrous streaks and
spots,") showed a greater gain by double rolling, viz.: 3.5 to
5.2 per cent. in ultimate strength, 2.9 to 9.4 per cent. in elastic
limit, with a considerable gain in elongation and in reduction of
area at the point of fracture. The single refined bars were
rolled, as usual, from piles of muck bar with a reheated top
and bottom.
The table below gives the comparison of the poorest bar of
each kind tested, which is of greater importance than a com-
parison of averages. Experiments on Trenton iron agree with
63
sions with the single refined bars.
what can be more cheaply gained by a slight increase in dimen-
structure by the use of double refined iron to gain in strength
obtained with certainty, rather than to add to the expense of the
an ulitmate and elastic strength not above that which can be
it is more economical to use single refined iron, assuming for it
The results of these tests appear to show that with good irons
DESCRIPTION.
Dimensions of Bar.
Ultimate tensile
strength per square
inch.
Single refined, poorest of 4 bars tested.
3.03"Xf.or"
51,440
28,500
15.0
20.3
Watertown
Double refi'd, poorest of 4 bars tested. 3.03"X1.01"
test. Mark L, Gain over single refined, per cent.
Soft and tough Single refined, poorest of 3 bars tested. 5.04"X1.27"
Muck bar. Double refi'd, poorest of 3 bars tested. 5.03"X1.26″|
Gain or loss over single refi'd, per ct.
52,650
29,000
15.3
20.6
2.3%
1.75%
2.0%
1.5%
50,200
27,000
14.5
22.3
50,500
27,000
17.6
0.6%
0.0%
Watertown
test.
Mark S,
Single refined, poorest of 3 bars tested. 3.05"X1.00"
Double refin'd, poorest of 3 bars tested. 3.05"X1.00"
Gain over single refined, per cent.
47,050
28,000
51,110
28,500
22.0
8.63%
1.78%
144%
21.3%
9.0
21.1
-5.4%
22.0
31.5
43.25%
Hard Muck
bar.
Single refined, poorest of 3 bars tested. 5.09"X1.26"
Double refi'd, poorest of 3 bars tested. 5.06"X1.26″
Gain over single refined, per cent.
48,740
24,000
14.3
17.3
50,770
27,000
19. I
23.6
4.17%
12.5%
33.6%
36.4%
Single refined, average of 4 test
pieces, .62" diam., cut from same
cross-section of bar.
in 5″
6"X5/8"
52,603
30,469
20.5
27.5
Trenton test. Double refined, rolled from above?
bar, average of 2 tests, .56" diam. S
4"X5/8"
50,649
27,506
23.4
33.5
Gain or loss by rerolling.
-3.7
-97
+14.1
+21.8
Single refined.
8"X8"
47,929
26,288
15.7
18.5
Trenton test.
Double refined, rolled from above
bar; average of 3 test pieces from
same bar.
6"X1"
48,774
25,746
24.7
28:8
Gain or loss over single refi'd, per ct.
+1.76%
-2.I
+57.3
+55.7
Pounds per square
inch.
Limit of elasticity.
Elongation in
80 inches, per cent.
Reduction of
area, per cent.
working, and in some instances show a loss.
pile for the double refined bar tested in comparison.
were cut from the identical bar which was cut up to form the
because in each case the test pieces for the single refined iron
the table the results of two of these tests which are of value,
the Watertown tests in showing very slight gain by double
We include in
COMPARATIVE TESTS OF SINGLE AND DOUBLE REFINED IRON.

64
EXPANSION.
1
o
Wrought iron expands of an inch in a foot of length
for each 1º Fahrenheit of heat; or for 150°, % in 10 feet,
which will be sufficient allowance for work exposed in this
climate. Cast iron expands somewhat less, or of an inch
per foot for each °.
Copper and Bronze expand about 50 per cent. more than wrought iron.
Brass and Tin
Lead and Zinc
*
CC
(
<<
<<
75
150
C
(
44
<<
Co
The expansion of brick, stone and glass is about three-quar-
ters, and that of timber about one-third that of wrought iron.
HIGHWAY BRIDGES.
Moving Load provided for should be-
For spans under 100 feet,
•
66
100 ft. to 200 ft.,
over 200 feet,
•
•
70 to 100 lbs. per sq. ft.
•
50 to 80
66
40 to 65
The lighter loads given will be sufficient for ordinary country
roads, while for cities or heavy traffic the greater loads should
be provided for.
Floor Beams should be proportioned to carry the greatest
load which may come on a single pair of wheels-say two to
five tons in each roadway, according to traffic.
Stringers should be adequate to support at the center of
their span the load coming on one wheel-say one to two and
a half tons.
Width of Roadway for two lines of vehicles-16 ft. to 18 ft.
Sidewalks-four feet.
EYE BARS.
The diameter of the pins in flat bars, having the same thick-
ness throughout, should be 0.8 the width of the bar. The
width of the metal on each side of the eye should be 34 the
width of the bar, and in front of the eye should be equal to the
width of the bar. When it becomes necessary to use a larger
pin than here described (as when a bar takes hold of the same
pin with bars of larger size), the amount of metal around the
eye should be still further increased. The weight of an eye
bar, proportioned as here described, will be about equal to that
of a plain bar of a length equal to the distance from center to
center of the pins, plus twice the diameter of the pin, multiplied
by the width of bar, both in inches,
65

WELDLESS, DIE-FORGED EYE BARS.
Width of
Bar.
Width of Diam. of
Head.
Pin.
Width of
Bar.
Width of
Head.
Diam of
Pin.
7 inch.
6 inch.
"
164 inch.
5 inch.
3½ inch.
10½ inch.
476 inch.
"
着
​"
C
15
510
ΙΟ
410
142
C
510
9/2
"
316
"
(C
14
410
8/2
""
316
5 inch.
""
"
13
814
""
216
"
12½
"
"
3
inch.
"
10
"
"
4½ inch.
"
"
44
12
1112
"
"
318
"
"
410
1034
"
་
"
318
"
4 inch.
10½
11/2
"
311
C
""
"
418
2½ inch.
(
C
10½
41
908 7 DO S
9/2
"
"
8½
"
7/2
"
"
7
6/2
"
N N N WWI A
4
7
"
416
319
314
15
218
"
"
"
"
534
""
H
(
"
ΙΟ
3
2 inch.
7
"
"(
"
92
"
"
94
370
31%
6
6
310
"
(
434
"
The smallest diameter of pin given for each width of bar is the standard
size. The larger sizes given are the largest that are allowable with each head.
The thickness of the bars should not be more than ½ nor less than
their width.
inch larger than the diameter of the pin.
Eye bars are bored
SLEEVE NUTS.
Diameter of Round
Bar in inches.
Area of Round Bar
in square inches.
Side of Square Bar]
in inches.
Area of Square Bar
in square inches.
Diameter of Upset
in inches.
5/8
0.31
7/8
0.44
0.60
I
0.56
18
3/4
I
0.78
0.76
I
3/4
118
0.99
14
1.23
I
11/8
1.00
1.27
178
3.
138
1.48
3:
112
1.77
1.56
3
158 2.07
13/8 1.89
13
1 2 2
18
2.40
2.76
2.25
2 2 2
4
4
+33Wwwwwwww
32
Length of Upset in
inches.
∞∞∞∞VVVVaa Length of Nut in
61/2
61/2
\W\N
inches.
Weight of Nut in
pounds.
Threads per inch,
U. S. standard.
Those over 1 in.,
about in. full.
4
4
4%
5
7½
6½
6½
7
7/2
9
98 77OO IS in in
6
6
51/2
5
5
92
4%
ΙΟ
4/2
44
9
I I
4
3.14
218 3.55
214
23
3.98
4.43
18 2.64
134 3.06
4
92
13½
42
9½
14
4
10
17
1% 3.52
4
ΙΟ
17
4
2
•
4.00
2
4:
ΙΟ
21/2
17
4
4.91 218
4.52
3
43
10½
21/2
3/2
66
MAXIMUM STRAINS IN BRIDGE TRUSSES.
In determining the maximum strain on the various members
of the trusses referred to in the following tables, the load is
considered as divided into four parts, viz. :
Uniform dead load at lower panel points;
Uniform dead load at upper panel points;
Live load at panel points, uniform as far as it extends;
Extra live load on a single panel point, in addition to the
general live load.
It is assumed that this extra live load may occur at any point
with reference to the general live load, and is therefore taken
as occurring at the points where it will bring the greatest strain
on the members, viz., for the diagonals and posts, at the head
of the live load, and for the chord sections, at the panel points
at the end of the section toward the center of the span in the
top chord, and at the end toward the abutment in the lower
chord. For simplicity the entire extra load is assumed as con-
centrated on a single panel point, though in the case of a loco
motive it will in fact extend over several. Except in short
spans, this will not materially affect the result, and in such
spans a different assumption should be made as to the distribu-
tion of the load. With the same traffic the live load per lineal
foot of bridge will obviously differ for different lengths of span.
Thus, on short spans the weight of locomotives only may form
the live load, with the extra weight on the driving wheels as
the extra load E, while on very long spans the weight of loaded
cars may form the general live load, with the locomotive con-
sidered as an extra load.
Half the entire loads on the bridge of these four classes will
be the loads on each truss.
The uniform loads on each truss, divided by the number of
panels, will give the loads at each panel point.
The loads at each panel point divided again by the number of
panels in the bridge, or in single intersection Warren trusses by
twice the number of panels, give fractions of the loads on the panel
points, which are designated in the tables, respectively, by the
letters L, U, M, E; and these fractions of the loads, when mul-
tiplied by the figures given beneath them in the tables, give the
maximum strain from each class of load on each member, and
the sum of these strains is the total maximum on such member.
If it be not deemed necessary to divide the dead load into
upper and lower, it will be considered as coming entirely on the
upper or lower panel points, according as the bridge is "deck"
or "through," the figures under L or U, as the case may be,
representing loads on the other chord, being disregarded in deter-
mining the strains on the posts.
If provision is to be made for a uniform load equal to a train
of the heaviest single loads, the figures under E will be neglected.
For railway bridges subject to sudden application of the live
load the strain on the various members will be increased. The
portion of the load coming on the successive first loaded panels
should be considered as acting with double intensity, and this
66 a
will be correctly represented if, in the table for strains on posts
and diagonals the figures given for the moving load in the
column headed M be increased by adding that in the column
headed E, and if to the strain on the chord sections be added
a strain equal to M multiplied by one less than the number of
panels in the truss.
If the bridge is being proportioned on the assumption of a
uniform moving load and a greater single load (engine), the
figures in the column under E must be again used, multiplied
by E, to give the extra strains produced by the engine in the
manner already indicated.
If a member is subject sometimes to tension and sometimes
to compression, it must be proportioned to resist the sum of
these strains.
The lower panel points are numbered Lo, L1, L2, L3, etc.,
commencing at one abutment, and the upper panel points are
numbered U。, U1, U2, U3, etc., commencing at the same point,
U。 being omitted if the end post is inclined.
EXAMPLE. In a railway through bridge having single inter-
section rectangular (Pratt) truss of 120 feet span and 15 feet deep
center to center of pins, and divided into 8 panels, what is the
maximum strain on the end post (inclined) U₁ Lo, on the post
U3 L3, and on the center chord sections U3 U the loads being
as follows?
Dead load lower panel points
Dead load upper panel points
Total dead load,
Uniform live load,
•
•
1
1000 lbs. per ft. of bridge.
200 lbs. per ft. of bridge.
1200 lbs. per ft. of bridge.
2400 lbs. per ft. of bridge.
Excess of engine load above general live load, 26000 lbs.
Here, L
1000 X 120
8÷8937.5
2
200 X 120
U
÷88 187.5
2
L+U
1125.0
2400 X 120
M
÷
882250
2
L+UM
· 3375
26000
E
÷ 8
= 1625
2
The length of end post, divided by depth of truss,
1.42.
The length of post and chord section, divided by depth of truss, each = 1.
Then strain on-
U₁ Lo
U₁ L
(112528 +2250 X (28 + 7) -+- 1625 X 7) X 1.42 = 172,707.
(937.5%4+187.5X12+2250 (((10-+4)+1625) 4) A 1=44,000.
U₁ U₁ =(3375 X 64 + 2250 X 7 + 1625 X 16) X1 = 257,750.
3
1=
If the bridge were to be proportioned for a train of locomotives equal to
2800 pounds per lineal foot of bridge, and no extra load, then-
2800 X 120
M
÷8÷8
2
L+U+M
and the strains on-
2625
·
3750
U₁ Lo (1125 X 28 + 2625 X (287)) X 1.42 = 175,192.
U₁ La
-
3
U₁ U₁
(937.5 X 4+187.5 X 12+2625 X (104))× 1 = 42,750.
· (3750 X 64-2625 X 7) X 1258,375.
The two suppositions give practically the same strains, except on the
post U¸ L¸.
668
HAVING EQUAL PANELS.
MAXIMUM STRAINS IN SINGLE INTERSECTION RECTANGULAR TRUSSES, HAVING EQUAL PANELS.
END POSTS INCLINED IN THROUGH BRIDGES; VERTICAL IN DECK BRIDGES.
Multiply by
Length of Member
Depth of Truss
and by the quantities L, U, M, E, at the head of each column.
>
12-Panel
11-Panel | 10-Panel 9-Panel
Truss.
Truss.
Truss.
8- Panel
Truss.
7-Panel
Truss.
6-Panel
Truss.
5-Panel 4-Panel 3-Panel
Truss. Truss. Truss.
VERTICAL
MEMBERS. Truss.
LUMELUME LUME LUMELU MELU MELU│MELUM ELUMEL UME
9
Through
Bridges.
L₁
12
I 2
12 II
I I
I I IO
10
IO 9
L₂
42 54 45
9
33 44
36
825 35 28
27 21
ܨܐ
30 42 36
8
22 33
28
7 15 25 21
6
8 15
L₁
18 30 28
11:22 21
5 15 15
L
6 18 21
6
I I
15
51
IO
IO
54
9 IO
Le
12 15
IS CO
CO
་་་་་་་་
20 15 5
12 IO
81
74
5,
LO CO
8 8
7
7
6
7,14 TO 4 3
5
3
7
6
3
6 3
Dead load at one lower panel point.
L
N S
41 31
3
3
Deck
Bridges.
U。 Lo
L₁
Ua Le
55555
L₂
L₁
M
E
Number of panels.
Dead load at one upper panel point.
Number of panels.
Moving load at one panel point.
Number of panels.
Excess of engine load over general live load on one panel.
Number of panels.
8
55 60 60
44155 155
44 55 55
3344 145
2213336
11 22 28
11 45 50 50 10 36 404 4049
10 35 45 45
9 25 35 36
8 15 25 28
5 15 21
I I 21
6
10 15
98 765
9 27 36 36
8
8
27
28
9.18 21
6
ON KO
12
28 32 321
20 28 28 7
20 21 6
8
21 2
247
15| 18| 18| 6|10|12|12||
4 12 15 5
1421
6
714 15 5
7 IO
21
54
9 15 15 5 510
9, 10
IO
2
ลง
66
5
6
→34
6 8 8 4 3 4 4 3
3
3
3
9 15
5
8 10 6

66 72 72 12
54 66 66 11
42 54 55 10
30 42 45 9
18 30 36
6 18 28
*6 211
* 12 if no live load.
66 c
MAXIMUM STRAINS IN SINGLE INTERSECTION RECTANGULAR TRUSSES, HAVING EQUAL PANELS,
END POSTS INCLINED IN THROUGH BRIDGES; VERTICAL IN DECK BRIDGES.
Multiply by Length of Member Divided by Depth of Truss, and by the Quantities L, U, M, E, at the head of each column.
|
12-Panel | 11-Panel | 10-Panel
9-Panel
9-Panel
MEMBER.
Truss.
8-Panel
8- Panel 7-Panel
Truss.
Truss.
6-Panel 5-Panel | 4-Panel
4-Panel 3-Fanel
Truss. Truss. Truss.
Truss.
Diagonals.
U₁ Lo or U。 Li
U, L.
Truss. Truss. Truss.
+UMEL+UME
L+UMEL+UM EL+UME L+UMEL+UMEL+UMEL+UME L+UME L+UME
∞ 76
17
765+ N
554 ~ N
6 2 2
66
66 II
55 55/10 45
45,9
36
36 8
28 28
21
21 6
15 15 5
ΙΟ
54
55 10
44
45 9
35
368
27
28
20 ΖΙ
14
15
5
9 ΙΟ
5
61
42
45 9
33
36 8
25
28 7
18
21 6 12
30
3618
22
28 7
15
216
9
18
281 7
I I
21
5
6
6
15
6
15 5
-I I
TO
18 ΙΟ
4-22
596
5
4-15
Алл
15
515
104
9
1000
15 5
IO
543
12
442
15 5
IO
7 IO
3
63
3
3
2
5
6
Co
L
w
U
Number of panels.
30
Moving load at one panel point.
M
Number of panels.
Dead load at one lower panel point.
Number of panels.
Dead load at one upper panel point.
در)
H
O w
32
I I
Excess of engine load over general live load on one panel.
Number of panels.
L+U+ME
ΙΟ
15
46
L+U+ME
6
က
3+
L+U+ME
3
2
Chords.
L+U+ME
L+U+ME
L+U+ME
L+UME
LUME
L+U+ME
L+U+ME
Lo Li Li L,
66
II
55
IO
45
ON
36
8
28
L₂ La
120
20
99
13
80
ΙΟ
63
14
48
12
L₁
162
27
132
24
IOS
121
81
13
60
15
Ls
192 32
154 28
120
Ls Le
210
35 165
30
125
N N
21
90
20 64
16
7250
21
6
15
35
IO
24
42
12
27
9
1000 0
25
216
36
66 d
MAXIMUM STRAINS IN DOUBLE INTERSECTION RECTANGULAR TRUSSES, HAVING EQUAL PANELS.
MEMBER.
END POSTS INCLINED IN THROUGH BRIDGES; VERTICAL IN DECK BRIDGES.
Multiply by Length of Member Divided by Depth of Truss, and by the Quantities L, U, M, E, at the head of each column,
| | |
20-Panel | 19-Panel 18-Panel 17-Panel 16-Panel 15-Panel 14-Panel 13-Panel 12-Panel
Truss.
Truss.
Truss.
Truss.
II-Panel
Truss.
Truss. Truss. Truss. Truss. Truss.
L+UM EL+U│MELUM│EL+UM EL+U│M│|E|LUM EL+U MEL+UMEL+UM EL+U ME
Diagonals.
190 190 19 171
171 18 153
153 17 136
136 16
120
120 15
105
105 14 91
9113
78
go
90/18
81
81 17
72
72/16 644
6415
56
56,14
78 12 66 66 11
55
55 10
49
49 13
42
42 12
36
36,11
30
30 10
25
25
80
8117
71
7216
63
6415 55
56 14
48
49 13
41
42/12
35
36 11
29
30 10
24
25 9
19
20
70
72 16
62
64 15
54
50,
0,14
47
49 13
40
42 12
34
36 11
28
30 10
23
25 9
18
20 8
14
16
60
6415
52
56 14
45
49,13
38
42 12
32
36 11
26
30 10
21
25 9
16
20 8
12
16
12
50
56
14 43
4913
36
42 12
30
3611
24
30 10
19
25 9
14
20 8
ΙΟ
16 7
6
12
40
49 13
33
42 12
27
36 11
21
30, 10
16
25 9
I I
20 8
7
16 7
3
12 6
Lg
30
42 12
24
36
I I
18
30 10
13
25
U, Lo
20
36 11
14
30 10
U
L10
IO
30 10
S
259
25 9
5
20
U
10412
1 1
ΙΟ
20 8-14
16
-20
16 7-24
12
98 70
9
18
ao a∞
9 25 9
4
201
20
16 7
12
8-4
7-13
61 21
16
12
900 76
8
20 &
4
16 7
12 6
3
91 5
6
8
16 7
6
7
9 5
-10
6]
6 4
96 4
96
95
ارت در
3
98 7 inten
8
16
95-24
12
6
614
-
I I
19
+ V
5
14
64
-16
41 3
L
U
M
With Vertical
End Post.
E:
Number of panels.
U. L
100
I
100 19
U
99
90/18
São
90
81
90'18
31
8117
72
8r 17
72
72 16
64
223
7216 64
64 151 56
64 15
56
5614
49
[4913]
42
56 141
49
| 49 13
사고
​42 [2] 36
42 12
36 11
36
30
136
39 10
11
30
30
25
30/10
125 9
Dead load at one lower panel point.
Number of panels.
Dead load at one upper panel point.
Number of panels.
Moving load at one panel point.
Number of panels.
Excess of engine load over general live load on one panel.
002

MAXIMUM STRAINS IN DOUBLE INTERSECTION RECTANGULAR TRUSSES-(CONTINUED).
POSTS.
20-Panel
Truss.
19-Panel
Truss.
18-Panel
17-Panel
Truss.
Truss.
16-Panel
Truss.
15-Panel
Truss.
14-Panel 13-Panel 12-Panel
Truss.
Truss. Truss.
Through
Spans. L
U MEL
U
M
ELU ME
L U
M
ELUMEL
U
ME
LUMELU
ME
LUME
L₁ 20
20 19
19
19 18
18 18 17
17
17 16
16 16 15
15 15
14
14,1413
13
13 12 12,12
70 90 72 16 62 81
64
15 54 72 56 14 47 64
49
60 80 64 15 52 71
56
14 45 63 49 13 38 55
42
12
50 70 56 14 43 62
49
13 36 54 42 12
54 42 12 30 47
II
40 60
49 13 33 52
42
12 27 45
II 21 38
30
10 16
301 50 42
42 12 24 43
36
II
11 18 36 30 10
20
36 11
14 33
30
IO
30 30 10
U
L
L10-10
20
10
2 2
25
20
0 000
5 24 25
91-51 14
20
C,00
IO 9 27 25 9
18 20
9 9 16
O ooo 7
13 30
25
4 21
20
8 4 13 16
0.007
co ci H
24600
13 40 56
$2
42 12 34
49
36
11
28 42 30 10 23
36
25
9
36 11 26
41
30
IO
24 40
O co
8. 8 12
02 +0000
30 10 19 34
25
32 25 9 II 26
4 20 8
20
21 35 25 9 16
9 14 28,20 810
72116 7 3
29
20
8
23
16
16
12
4 19
16
167-4
I I
12
76
01412
6-3
ΙΟ
9
2 a
765
6
18 30 20
12 24 16 7
618 12 6
12 9 5
6 6
8
-7 7 9 5
L
Dead load at one lower panel point.
Number of panels.
Dead load at one upper panel point.
U
Number of panels.
Moving load at one panel point.
Deck
Spans.
M
Number of panels.
E
Number of panels.
190 200 200 20 171 1802 180 19 153 162 162 18 136 1442 1442 17 120 128 128 16 105 1122 112
Excess of engine load over general live load on one panel.
15 91 98,98|14|7818421842 13 66 7272|12
80 100 100 19 71 90
70 90 90 18 62 81
go
18 63 81
81
60 80 81 17 52 71
50 16|
70 72 10 43 62
72
64
81 17 55 72
16
17 54 72 72 10 47 64
16 45 63 64 15 38 55
15 36 54 56 14 30 47
72
16 48 64 645 41 56
56
14
35 49 49|13|29|42
42
64
56
15 40 56 56 14
14 32 48
34 49
49
13
28 42 42 12 23 36
36
12|24|36|36|11
11 18 30 30 10
49 13
26 41
42
12
21 35 36 11|16|29|
30
ΙΟ
+
49
13 24
24
40
42 12 19 34
40 60 64 15 33 52
50
30 50 56 14 24 43
49
Ly
20
40 49 13 14 33
42
12
L
IO
42 12 5 24
36
ΙΙ
14 27 45 49 13 21 38
13 18 36 42 12 13 30
9 27 36 II
4 21
18 30 10
42
12
16 32
36 11
II 26
36
II 8 24
30 10
4 19
25
30
IO о
16
25 9
II
NNW W
36
11
14 28 30 10 10 23
25
12 24 25
61820 8
30
10
72125 9 316
20
9
20
10
01420 8-310
-7 7 16 12
16 IO
01216
-6 6 12 12
8
4 13
25
91 -8
8
20 12
U
20
36 11 -5 14
30
IO
9 25 11
U
10 30 10|
66ƒ

Chords.
Lo Li Li L₂
L₂ L:
Ls La
280
36
252
32
440
394 48
351 45) 310
L L
580
518
60 459
$6 404 52
200 301
42
175
272 39
352 48
MAXIMUM STRAINS IN DOUBLE INTERSECTION RECTANGULAR TRUSSES, HAVING EQUAL PANELS.
END POSTS INCLINED IN THROUGH BRIDGES; VERTICAL IN DECK BRIDGES.
Multiply by Length of Member Divided by Depth of Truss, and by the Quantities L, U, M, E, at the head of each column.
MEMBER.
Panel Pan
Truss.
Truss.
Truss.
20-Panel 19-Panel 18-Panel 17-Panel 16-
Pane -Pan
20-Panel 19-Panel 18-Panel 17-Panel 16-Panel 15-Panel 14-Panel 13-Panel 12-Panel 11-Panel 10-Panel
Truss. Truss. Truss. Truss. Truss.
Truss. Truss. Truss.
L+U+M E LUME LUMEL+UM ELU+MEL+U+MEL+U+MEL+U+M EL+U+MEL+U+M EL+U+ME
190 19 171 18 J53 17 136 16 120
34 225
anwh
13
7 2
+w
15
105 14
91
78 12
66 II
55 IO
45
9
281
154 26
133
24
114
22
96
20
80
18
05
16
236
36
203
33
172
30
144
27
118
24
95
21
304
44
259 40
218
361
180
32
146
28
115 24
Lo
700
75
622 70
549
65
480
60
416 55
356 50
301
45
250 40
204 35
162*
30
125 125
Lo L,
800
84
708 781
621
721
540 661
464 60
394 54
329
48
L, ba
გზი 91 774 1841
675
77
582 70
496 63
416* 56
270* 42
216 136
168 30
343 [49]
276 42
U₁UB=125
Lo
949.
96
822 88
711 80
603* 72
U
L
U
10
1000 100 860 190
*L.91.10-840
980 99 8so* 0O
512 [64]
424 56
UaUa=216 *LoLo=156
729 81
616 172
UoU7=343 *LoL7=264
U7Ua=512 |*L7L8=408
U8 U9729 LgL9-600
•
L
Dead load at one lower panel point.
Number of panels.
Dead load at one upper panel point.
U
M
E
Number of panels.
Moving load at one panel point.
Number of panels.
Excess of engine load over general live load on one panel.
Number of panels.
66 g
1000
6
34.5 32
67.5
3
Ow
MEMBER.
12-Panel
Truss.
11-Panel
Truss.
10-Panel
Truss.
9- Panel
Truss.
MAXIMUM STRAINS IN SINGLE INTERSECTION TRIANGULAR (WARREN) TRUSSES, HAVING EQUAL PANELS.
THROUGH BRIDGE WITH INCLINED END POSTS.
Multiply by the Length of the Member Divided by the Depth of the Truss, and by the Quantities L, U, M, E, at the head of each column.
4-Panel 3-Panel
Truss. Truss.
8-Panel
Truss.
7-Panel
Truss.
6-Panel
Truss.
5-Panel
Truss.
Diagonals. LUMEL
U
ME LUME L
UME LUME
LUME L
UME
LUMELUM ELUME
Lo
132 144 132 22 110
121
108 120 11020
88
99
84 96 90 18
66
77
60 72 72 16
44
55
110 20| 90|100| 99 [8] 72
90 18 70 80 72 16 54
7216 50 60
50 14 30 40
81
72 16 56 64
56 14
42
49 42 12
30
63
5614 40 48
4212
28
28
35 30 10
35 30 10
18
36 30 10 20
24 20
25/20
812 16 12 6|6|
8
56|14|36|
45
42 12
24 32
30 10
If
21
20 8
12 12
O co
IO
15/12
6486
61
564-4
~
4
2
O
93
64
2
42 12 18]
27
30 10
8 16
20 8]
7 12 6-6
6
36 48 5614
24 42 12 O
L₁₂-12 0 3010-22 -II
L1-36-24 20
20 8-44-33
20 8-30-20
22
42 12
33
ΙΟ 20
39 10
20 8
9
81-
-
12
6-14
7
6
4
ΙΙ
30 10-10
12
U
15 L14
12 6-50-40
U
17 L10 -60-48] 12 61-66' -55
6
Chords.
Tension members U₁ L., U, L,, etc.,
U,
Compression members U₁ Lo, U, L., etc.,
joining at same upper panel point, less UX twice the number of panels in the truss.
о
20 8-18
9
12 6-24-16
12
6 -36-27
64-40-321
+42
6 2
4
N
-21
42
2
4 2
-52
21
6
45
2
E=
L =
U
M=
Dead load at one lower panel point.
Twice the number of panels.
Dead load at one upper panel point.
Twice the number of panels.
Moving load at one panel point.
Twice the number of panels.
Excess of engine load over general live load on one panel.
Twice the number of panels.
132
22
IIO
901
18
72
16
561
14
42
12
20
8
240
40
198
160
32
126
28
96 24
324
54
264
210
42
162
36
120
384
64
308
56
420
70
330
432
72
L
L₂
L
13
Lo
La
..
10
L10 L12
66 72 66 11 55 60.5 55 10 45 50 45 9 36 40.5 36 8 28 32
186 192 186 30 154 159.5 154 27 125 130 125 24 99 103.5 99 21 76, 80
282 288 282 45 231 236.5 231 40 185 190 185 35 144 148.5 144 30 108 112
354 360 354 56 286 291.5 286 49 225 230 225 42 171 175.5 171 35 124 128
492 408 402 63 319 324.5 319 54 245 250 245 45 180 184.5 18036
426 432 426,66 330 335.5 33055
240
48
180
401
128
www.
70
20
48
301
84
24
In
16
18
30
12 16
321
2501
501
28 7
21 24.5 21
21 24.5 21
6
6
15
15
18 15
18 15
5
5
1012.5 10 4 6 8 6
76 18
76|18||
56 59.5 56 15
39
42 39 12
4239 25 27.5 25 9 14 16 14
108 25
77 80.5 77 20
51
51
54 51 15
54 5115| 30|32.5|30|10|
124 28
84 87.5 84 21
66 h

II-Panel
Truss.
9-Panel 8-Panel
Truss.
L
144 144 144 23
UME LUME
121 121 121|21| 100 | 100, 100|19|
L
UME LUME
81 81 8117
64
144
32,132
121 110 11020|100|| 90|| 90|18|
81
72 7216
64
120
8110|20|
99
88 go 18 80 70 72 16
63
54 56 14
48
96 84 9018]
771
66
72|16| 60 50
56 14
45
36 42 12
32
MAXIMUM STRAINS IN SINGLE INTERSECTION TRIANGULAR (WARREN) TRUSSES HAVING EQUAL PANELS.
DECK BRIDGE WITH VERTICAL END POSTS, FIRST WEB BRACE SLOPING DOWNWARD FROM TOP OF END POST.
Multiply by Length of Member Divided by the Depth of Truss, and by the Quantities L, U, M, E, at the head of each column.
MEMBER.
Web
Members.
U. L.
U L
Q
12-Panel
Truss.
LUME
1
10-Panel
Truss.
UM ELUME
UM E LUME LUME
9|16|16|16.
81612 12 6
+
2 70
42
9 9 9 5
96
4
Truss.
7-Panel
Truss.
6- Panel
Truss.
5-Panel 4-Panel 3-Panel
Truss. Truss.
Truss.
L
L
i
64 64 15
49
49 49,13 36
36 36 1I
25
25 25
56 56,14
49
42 42 12|
ļ
36|
30|30|10|
25
20|20|
49 4212
35
24 30 10
2 I
28 30 10
4/20 8
24
18 20
8
15
10 12
68
72 60 72 16
55 44
5614
49 3
42 12
27
18
39 10
16
5614
24
L
12 13
42 12
30/10
U
11
48 36
12
12
-24-36 20 8-33-44
33
22
42 12
20
10
30 10
9
0208
8/20
812 6
४
7
6
12
O
612 6
5
o 6
'
2
6
+
-
7-141
64
2
++ C
5-10
2
L
I I
II¹-22
30 10 0-10
20 8
9
-18 12
6-16
24
6
4-21
2
20 8-20-30
12 6 40-50
U
141
7
Li- -48-60 12]
&
-55-66!
6. 4
27-36 6 4-32-40|||2|
Compression members UL,,UL, etc,Tension members UL, UL,, etc.
joining at same lower panel point less Ltwice the number of panels in the truss.
12 6
6
2
U
45-54
M
=
Dead load at one lower panel point.
Twice the number of panels.
Dead load at one lower panel point.
Twice the number of panels.
Moving load at one panel point.
Twice the number of panels.
Excess of engine load over general live load on one panel.
Twice the number of panels.
Chords.
E
T
721
66 11 60.5
I
192
186
30 159.5
154
55 10 50 45
27130 125
9 49.5
24 103.5
36
99
8
४ 32
21 80
28
7 24.5
21
6 18
1.5
5 12.5
10
76
1859 5
56
15 42
39
12 27.5 25
48
916 14
6
3
34-5
2
67.5
3
U
U
288
282
45236.5
231
40 190
185
35 148.5
144
30/112
108
25 80.5
77
201
54
SI
15 32.5
30
IO
360
354
50 291.5
286
49/230
225
42 175.5 171
6
U.U
A
35 128 124
28 87.5
84
21
408
402
63 324.5
319
54 250
245
45 184.5 180
36
U
10 1
4321
426
66 335.51
330
55
132
22
110
Lg Lo
240
40
198
دنيا
20
90
18
72
16
56
14
42
12
361
165
32
126
281
96
24
70
LA L..
324 54
264
481
210
162
120
130
84
200
20
24
un to w
30
IO
20
8
12
48
16
30
12 16
VO 00
6
54
18
L, L,
384
6af
308
561
240
48
180
40
128
132
Lg Li
420
70
330
250
So
L11L13
432
721
66 i
MAXIMUM STRAINS IN DOUBLE INTERSECTION TRIANGULAR (WARREN) TRUSSES, HAVING EQUAL PANELS.
THROUGH BRIDGE; VERTICAL OR INCLINED END POSTS.
Length of the Member
Multiply by
Depth of the Truss
and by the Quantities L, U, M, E, at the head of each column.
WEB MEMBERS
Through. Deck.
U
U
1 1
L10
L
12 11
13
11
L12
L13 U
12
13
20-Panel 19-Panel 18-Panel 17-Panel 16-Panel 15-Panel 14-Panel 13-Panel 12-Panel 11-Panel 10-Panel
Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss.
For Deck Spans change L to U and U to L in all columns.
All + to U.*
U MELUM ELUME LUMELUME LUMELUME LU │MEL UMEL U MELU ME
8
כן
All + 7
2
UM
23 29
42 12|
36 36 11 30 30
36 11.30 30 10 25 30
30 10
20
1623
10 16 [16]
3/10
100 100 19||| 90 90}|90|18|
81 81 17
72 72
72 16
646415
5656
56 14
00
90 18 81 90
8117
72 72 16
6472
64 72
64 15
56 56 14
49 56
49 13
81 17 71 81
1
72 16
6364
63 64 15
1
55 64
|56|14|
56 14
48 49 13
41 49
42 12
49 49 13
42 42 12
35 36 11
42 42
36 42
29 36
72 16 6271 64 15
54 56 14
5614
47 55
49 13
40 42 12
34 41
36 11
28 30 10
25
60 6415 52|62|56|14|
64 15 52 62 56 14
45 49 13
38 47
42 12
32 36 11
26 34
30 10
25
50
56 14
56 14 43 5249 13
36 42 12
36|42|12|
30 38
36 1I
+2430
30 10
10
19 26
25
8
49 13
33 43 4212+27|36|11
21 30
30
1625
9
1119
20
30 42 12
24 33 36 11
18 30 10
1321
25
8
411
16
20 36 11
9:25 9
413 20 8
10 30 10
020
&
-916
-4 4 16 7
7-13-4
-81
6 -16]
I
O
14 24 30 10
514 25 9.
259-55 20 8
20 8-14-5 16 71
ΙΟ
-20
16
-30
All
O
0167-4
6-II
5-19 I I
-18 12 6-21-13 9 5-24
-24-14 12 6] −27| 9| 51-30-21 6 4
6-33-24 9 5
12
-401 9 51
L
96
0 c∞ 76
+ S
Dead load at one lower panel point.
Number of panels.
4/20
16 7
470
96
0-33
5-10-3
4-16-10
12
96
2425 9|19|25
18 20
8+1216
o a∞ 76
543
All + 6
M
6.12
96
9876
30 10 25 25 9
25 9
20 8
1419 16
814 12
3 8
51-3 3
+
96
9∞ 76 in 3
All + 5 U.*
20 20
15 16
IO 12
9 5
42
5050
-IO
98765432
Dead load at one upper panel point.
Number of panels.
Moving load at one panel point.
Number of panels.
Excess of engine load over general live load on one panel.
Number of panels.
In Through Spans Tension members U, L₂, U, L₂, etc., Compression members U₁ Lo, U, L₁, etc., joining at same upper
panel point, less UX number of panels in the truss. U, Li
Lo
U。 L.-UX half number of panels.
In Deck Spans Compression members UL,,UL, etc, Tension members UL,, U, L₂, etc, joining at same lower panel point
U,
number of panels in the truss. U₁ LoU, LoLX half number of panels.
less, LX
190
191
اب
171
18 153 17 136
* Except end posts U, L.
120 151
105
91 [13] 78
126611
55
45
9
L
For
Inclined
End Posts
U₁ L₁ = U。 L1
and U, L
I
66 j
1
La Le
La L7
Lg Lo
Lg L10
La
L
Ly
L₁
LB
Lo L7
L7
Lg
LB
Lo
La Lio
U
For Through Spans change L to U and U to L through-
out the tables.
All
— 10 L.
All ÷ 10 L.
90
18 90
81 17
270 34 252 242| 32|
216
72 16 72
30 200
64 15
191 28
56
168
430
48 394
385 45
342
42 310
302 3900 264 |
MAXIMUM STRAINS IN DOUBLE INTERSECTION TRIANGULAR (WARREN) TRUSSES, HAVING EQUAL PANELS.
DECK AND THROUGH BRIDGES; VERTICAL END POSTS.
Length of the member
Depth of the Truss.
CHORDS.
Deck. Through.
H
L₁ L₂
La
ព
Multiply by
and by the quantities L, U, M, E, at the head of each column.
20-Panel 19-Panel 18-Panel 17-Panel 16-Panel 15-Panel 14-Panel 13-Panel 12-Panel 11-Panel 10-Panel
Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss. Truss.
LUM E LUM E LUM E LUM E LUM E L UM E LUM
ELUM E LUME LUM E LUME
8
14 56 49 13
26 154 146 24
126
36|236| 229 33
42 12 42 36 11
22 114
196|30|172 166 27
30 IO
107 20
6 L.
30
90
18 80
5
138
24 118
570
60518 508| 56
450
52 494
395 48+ 344
44 304
296 40+252
36 218
211 32
+
174
28 146
140 24
690
-+- 790
870
70 622
78 708
84 774
613 63
549
60 480
472 55
408
698 72
755 77
930
970
88 822 812 80
*901350 841 81
All +
+
612
66 540 531 60456
54 394
50 356 349 45 294
386 48
322
40 250 244| 35]
42 270 263 36
198
30 162
157 25
All
25 9
74 16
113 21 90
110 20
120
20
14
бо
18
†
20
210
30 168
162 25
666
70 582 574 63
488
56 416
409 49|
336
42 276 270! 36
702
72 608 599 64| 504
56 424 416 49
U
720
72 616
608 641
୨୨୦
до
90 860
850 81
M
=
Dead load at one lower panel point.
Number of panels.
E
Dead load at one upper panel point.
Number of panels.
Moving load at one panel point.
Number of panels.
Excess of engine load over general live load on one panel.
Number of panels.
100
19 81
90 18
81
17 64
72 16|
64 15 49
56 141
49
280
36 242 2521 341
225
32 191 200| 30
176
28 146
154 26
133
440
51 385 394 481
351
589
64 509 518 60
459
700
75 613 622 70
549
800
84 698 708 78
621
880
91 765 774 84
675
45 302 310| 42|
50 395 404 52 352
65 472 480 600 416
72 531 540 66| | 464
77 574 582 70
2.72
39 229
236|36|
203
13 36 42 12|
24 107 114 22
33166 172 30||
36 I
11 25 30 10
25
96
20 74
80 18
65
16
144
27 113 118 24
95
21
48 296
304 44
259
40 211
218 36|
180
32140
146| 28|
115
24
55 349 356 50
301
45 244 250| 40|
204
35 157
940
96812 822 88
711
80 599 608 72
512
60 386 394 54
49663 409 416 56||
64 416 424 56|
329
48263 270 42
216
36 162
162 30
168 30
125 25
All
343
49 270
270
276 42
All
All
980
1000
99841 850 90
100 850 860|go|
729
81 608 616 72|
For Inclined End Post.
L₁ Li
190 191 171 18
153
17 136 16|
120
151
105 14
91
13
78 12
66
I I
55
10 45
9

66 k

B
STRAINS ON ROOFS.
W
G
W
บ
W
*
A
R1
T3
P2
R 2
T2
R3
T 2
R 4
2
TI
PI
d
T5
T4
I
D
G
T
FC
In the commonest and simplest case the main tie rod is not
cambered as in the figure, but is horizontal from raſter to rafter.
In this case A C being the rise; B C the half span; A B the
length of rafter, and a load, w, being considered as resting over
each strut and at the apex, equal to a uniformly distributed load
of 8 w on the entire roof; then if P1, P2; T, T1, T2, etc.;
R1, R2, etc., represent compression or tension on the struts,
tie rods and rafters designated.
BC
P₂ =w
A B P1-2P₂;
Τ - 2 W
B C
A C
A B
AC
T; T6=3T2+T;
A B
R
A C
*3/2 w ; R₂=R,
A C
70 ; R₂-R-270
A B
A C
A B
; R₁=R₁- 37
A C
A B
T₁ = ½ P₂ ; T₂ ¿T₂; T3=3T2; T2T₂
If the main tie rod is cambered, as in the figure, extend the.
line B G till it intersects A C at E, and draw E F parallel with A G.
Then P₂ =20
B C
A B
BC
P₁P₂, as above, but T2 w
A D
BG
T₂ = 2½ P₂
I G
G'
; T₁ = 2T₂÷T
FE
Ᏼ Ꮀ
BE
6
; T3
T T₁ + T
=T₁ + T₂; T₁ = 2T2
2T₂
T
BF
.1
2.
BC
BI
R₁
R3
R₁R₁+2W
R,
A B
A B
T +T3 + 12 w
3 BG
A C
;
If trigonometrical terms be preferred, call a the angle of the rafter with
the horizontal, and b the angle A BG of the rafter with the tie rod;
A C
A B
A C
R₁
; R₂ = R₁ + w
A C
R₁ + 3 AB
A B
cos a cos b
Then T
=
470
sin (a + b) '
P₂
w cos a; T₂
sin (a - b)
1
T₁ = 2T₂+ T
sin 26
T₁₂T₂+T (cos (a—b) +
=
; T₁ =T₁+T₂
M
sin (a - b)):
tan 26
3
1/2½ P₂
sin b
P. 2
T6=T₁+T₂
RA
R,
3 w sin a.
R₁T cos a + T₂ cos 6 + ½ 2 sin a.
3
R₂ =R₁+w sin a ; R3 R2 w sin a;
2
2
2
In short spans struts P, and tension rods T, may not be needed,
then zu, representing as before the load over each strut, or 4 w the entire
load on the roof, the strains become---
BC
B C
Pi
70
T
ยย
A B
; T₁ = ½ P
BG
+T
FE
BG
BE
T=P
1
+T
A D
IG
B F
IG
B F
BC
ΒΙ
A C
A C
R₁ T
A B
+ T1 BG +/½ 20
R,
R,
R₁20
A B
A B
If the purlins are so located along the rafters that the latter are subjected
to bending strain as well as to compression, they must be sufficient to resist.
both strains. (See Example, p. 52.) The load acting to bend the rafters will
be the load coming upon them between two struts X
2
B C
A B.
667
MOMENTS OF INERTIA AND RESISTANCE AND RADIUS
OF GYRATION FOR VARIOUS SECTIONS, AND
THEIR USE IN THE FORMULAS FOR STRENGTH
OF COLUMNS AND GIRDERS.
The strength of sections to resist strains, either as girders or
as posts, depends not only on the area but on the form of the
section, and the property of the section which forms the basis of
the constants used in the formulas for strength of girders and
columns to express the effect of the form, is its moment of
inertia about its neutral axis. Thus the moment of resistance
of any section to transverse bending is its moment of inertia
divided by the distance from the neutral axis to the fibres
farthest removed from that axis; or
Resistance
Inertia
extreme distance from axis.
In Rankine's formula for the strength of columns the effect
of the form of the column is expressed by the use of the square
of the radius of gyration, which is the moment of inertia of the
section divided by its area; or
I
radius 2.
A
The moments of inertia for the different Trenton sections
have been carefully calculated, and are given in the foregoing
tables. The moments of inertia of the principal elementary
sections, and a few common forms are here given, which will
enable the moment about any given neutral axis for any other
section to be readily calculated by merely adding together the
moments about the given axis of the elementary sections of
which it is composed. In the case of hollow or re-entering sec-
tions the moment of the hollow portion is to be subtracted from
that of the enclosing area.
Moments of Inertia and Resistance and Radius of
Gyration.
I = Moment of Inertia.
R Moment of Resistance.
G= Radius of Gyration.
A Area of the section.
Position of neutral axis represented by broken line.
b d ³
I

I 2
R
b d2
6
G2:
12
67

P
b d³
I=
3
d2
G2
3
K---b----
-b
I
海​宝
​- b---
疤
​P
A
----7
K------- b------
ķ--------b-
-b
b d3
36
b d³ — b, d, ³
I
R=277
d
I2
I
G2
bd-b, d,
bd3
d2
b, d,³
I=
-b,d,
3
4
12
I
G2
A
R =
2 d
3 I
bd2
24
I
d2
G²
A
18
bd3
I=
12
d2
G²
6
bd3
b
--P
I=
G²
4
d2
2
I
3
b d³ + b, d,³ — (b, — b)d,,³
3
I
R
d
I
G2
b
A
68

་་
I = .7854 rt
R=.7854 23
G²=
2-2
4
I—.7854 (1-4 —— 1, 4)
R=.7854 (23
G² = 1
1-4
7- 2
2
2-
For compound sections made from Trenton shapes, the mo-
ments of inertia are found by combining those of the several
shapes as given in the tables pp. 40, 41, 42.
a
H
I
a
G2
Thus:

twice moment (Col. XI)
for beam a+ that in Col.
XII. for beam b.
I
attice
a
a
1
I
R
G?
sum of areas beams a
and 6 (Col. X.)
twice area beam a, Col. X.,
X d² + twice moment, Col.
XII., for beam amo-
ment (Col. XI.) for beam b.

I
d+width flange beam a
I
sum of areas beams a and b
(Col. X.)

d
I twice (area, Col. X., X
d' moment, Col. XII.)
in which distance of
center of gravity of the
channel from center line
of the combination.
G²=
I
twice area, Col. X.
Lattice

H
I twice moment in Col. XI.
G² same as for single channel.
69
When a section is employed alone, either as girder or post,
the neutral axis passes through its center of gravity. When
rigidly connected with other sections forming part of a com-
pound section, the neutral axis passes through the center of
gravity of the compound section, and therefore the moment of
inertia of the elementary section will not be that around its own
center of gravity, but around an axis at a distance from that
point. The moment of inertia of a section about an axis
other than that through its center of gravity is equal to
the moment about the axis through its center of gravity plus
the product of the area of the section by the square of the dis-
tance of its center of gravity from the axis about which the
moment of inertia is sought.
The first step, then, in finding the moment of inertia, is to
find the position of the center of gravity of the section. For
all symmetrical sections this, of course, lies at the middle of the
depth. For triangles it is found on a line parallel with the
base and distant one-third the height of the triangle above the
base. For other sections it is found by supposing the area
divided up into elementary sections and multiplying the area of
each such section by the distance of its center of gravity from
any convenient line. The sum of these products divided by
the total area of the section will give the distance of the center
of gravity from the line from which the distances were measured.
The pro-
EXAMPLE. Find the neutral axis of a section having the
following dimensions: width, 8 inches; depth, 10 inches;
thickness of metal, 2 inches. The area of the vertical flange,
considering it as running through to the bottom of the section,
would be, 10X220 square inches, and the distance of its
center of gravity above the bottom line, 5 inches.
duct of these quantities, therefore, 100. The area of the
bottom flange, not included in the vertical flange as above taken,
is, 6 X 2 = 12 square inches, the distance of its center of gray-
ity above the bottom line, I inch, and the product of the two,
therefore, = 12. The sum of these products divided by the
total area,
13.5 inches, which is the distance of the cen-
ter of gravity above the bottom line of the section.
Having found the neutral axis of this section, its moment of
inertia is readily found by the formula before given. Thus, in
the case just supposed, a would be 10- −3.5= 6.5; d, = 3.5;
d= 1.5; and the moment would be:
6.5
I
2 X 6.53 +8 X 3.53—6X1.53
3
€ 2901
The moment of resistance of this section as a girder would be
290.3 443, and if a strain on the fibres of the iron of 12,000
pounds per square inch be allowed, then, since the moment of
resistance of the girder X strain per square inch must equal the
bending moment of the load, it will be able to support a load
whose bending moment is 443 X 12,000 lbs., 536,000; i. e.,
70

if used as a girder secured rigidly at one end and loaded at the
other, it would support a load, in pounds, of
536,000
length in inches.
Or if supported at both ends, and the load uniformly dis-
tributed over the span, it would support a load eight times as
great, the bending moment in such case being one-eighth that
in the former case. (See p. 34.)
Rankine's formula for the strength of wrought-iron columns
with faced or fixed ends is-
P =
18 X AX 250 R2
in which
Р
L2
+ 250 R2
breaking load in tons of 2,000 lbs.
A = area of cross-section in square inches.
L= length in feet.
R
radius of gyration of the section about the neutral axis
in that direction which will make the radius the least.
The values of 250 R2 for the Trenton sections have been calcu-
lated, and are given in Cols. VI. and VII. of the tables pp. 40,
41, 42, and in that on p. 59.
Calling this quantity, and assuming a factor of safety of 41,
the formula for the safe load becomes
4 X AX r
P
L² + r
And for columns having hinged or rough ends,
P:
4 X AX
A 7
4
or,
L² + } /
I² + 1
From these formulas the rules given in the foregoing pages
for determining the strength of girders and columns are
derived.
CENTRIFUGAL FORCE.
Centrifugal force
W V 2
32.2 R
or
in which W
V
R
T =
.0003407 W T2 R,
Weight of the body.
Velocity, in feet per second.
Radius in feet.
Revolutions per minute.
71
F
WOODEN BEAMS.
SAFE UNIFORMLY DISTRIBUTED LOAD IN TONS OF 2,000 POUNDS FOR
RECTANGULAR WHITE OR YELLOW PINE BEAMS I INCH IN THICKNESS.
Span in
DEPTH IN INCHES.
feet.
I
2
3
نی
4
5 6
7
Co
9
IO
II
I 2
13
14
15
I
2
3
0.023 0.093 0.208
4
0.185
7
0.010 0.040 0.089 0.159
8
9
IO
0.009 0.035
0.035 0.078 0.139
0.008 0.031 0.069 0.123
0.007 0.028 0.062
0.062 0.111
I I 0.006 0.025 0.057 0.101
12
13
0.021
16 0.004 0.017
0.069 0.278 0.625 1.111
I.III 1.736 2.500
4.444 5.625 6.944 8.403
|
|
0.035 0.139 0.312 0.556 0.868 1.250
|
2.2222.812 3.472 4.201
|
|
|
0.370 0.579 0.833 1.134 1.481 1.875 2.315 2.801
0.017 0.069 0.156 0.278 | 0.434 0.625 0.851 1.III 1.406 1.738 2.10I
0.014 0.056 0.125 0.222 0.347 0.500 0.681 0.888 1.125 1.389
0.012 0.046 0.104
0.289 0.417 0.567 0.741 0.938 1.157
0.248 0.357 0.486 0.635 0.804 0.992
0.217 0.312 0.425 0.555 0.703 0.868
0.193 0.278
|
0.378 0.494 0.625
0.174 0.250 0.340
0.158 0.227 0.309
0.006 0.023 0.052 0.093
|
0.145 0.208 0.284
0.005
| | |
0.048 0.085 0.134 0.192 0.261
14 0.005 0.020 0.045 0.079 0.124 0.179
|
0.243 0.317 0.402 | 0.496 | 0.600
15- 0.005 0.019 0.042 -0.074
0.116 0.167+0.227
|
0.017 0.039 0.069
3.403
1.701
10.000
II.737
13.611
15.625
5.000
5.868
6.806
7.812
3.333
3.912
4.537
5.208
2.500
2.934
3.403
3.906
1.681
2.000
2.347
2.722
3.125
1.400
1.667
1.956
2.269
2.604
1.200
1.429
1.677
1.944
2.232
1.050
1.250
1.467
1.701
1.953
0.772 0.934
I.III
1.304
1.512
1.736
0.444 0.562
0.694 0.840
1.000
1.174
1.361
1.562
0.404 0.511
|
0.631 | 0.764
0.909
1.067
1.237
1.420
0.370 0.469
0.579 0.700
2.833
0.978
1.134
1.302
|
0.342 0.433 0.534 | 0.646
0.769
0.903
1.047
1.202
0.714
0.838
0.972
1.116
17 0.004 0.016 0.037 0.065
18
0.004 0.015
19
20
0.003 0.014 0.031 0.056
21
22
W N N N N N N N
0.013 0.030 0.053
0.013
0.028 0.051
0.027 0.048
0.046
0.069
27
0.296 0.375 0.4630.560
0.109 0.150 0.213 0.278 0.352 0.434 0.525
0.102 0.147 0.200 0.261 0.331 0.408 0.494
|
0.035 0.062 0.096 0.139 0.189 0.247 0.312 0.386 0.467
0.004 0.015
|
|
0.015 0.033 0.058 0.091 0.132 0.179 0.234 0.296 0.365 0.442
0.087 0.125 0.170 0.222 0.281 0.347
0.347 0.420
0.083 0.119 0.162 0.212 0.268 0.331 0.400
0.079 0.114 0.155 0.202 0.256 0.311 0.382
0.075 0.109 0.148 0.193 0.245 0.302 0.365
0.072 0.104
|
0.142 0.185 0.234 0.289 0.350
0.100 0.136 0.178 0.225 0.278 0.336
0.096 0131 0.171 0.216 0.267 0.323
| |
0.126 0.165 0.208 0.257
0.257 0.311
0.667
0.782
0.907
-. I.042
0.625
0.734
0.851
0.977
0.588
0.690
0.801
0.919
0.556
0.652
0.756
0.868
0.526
0.617
0.716
0.822
0.500
0.587
0.681
0.781
0.476 0.559
0.648
0.744
0.455
0.533
0.619
0.710
0.435
0.510
0.592
0.679
0.417
0.489
0.567
0.651
0.400
0.469
0.544
.0.625
0.385
0.45I
0.524
0.601
0.370
0.435
0.504
0.579
28
29
30
0.159 0.201
0.248 0.300
0.357 0.419 0.486
0.558
0.196
0.239
0.239 | 0.290
0.345
0.231 0.280
0.333
0.405 0.469
0.391 0.454
0.539
0.521
by the following numbers: (See p. 86).
thickness of the beam in inches. For beams of other wood, multiply also
yellow pine beams, multiply the number given in the above table by the
RULE.-To find the safe uniformly distributed load in tons for white or
These loads are about one-eighth the breaking load.
1.45
White Oak.
.90
Hemlock.
White Cedar.
.60
Spruce.
1.00
1.08
Chestnut,
72
CHAINS.
WEIGHT AND PROOF STRENGTH OF CHAIN MANUFACTURED BY
THE NEW JERSEY STEEL AND IRON COMPANY.
STUD CHAIN.
SHORT LINK CHAIN.
X. B. CRANE
CHAIN.
Size.
Average
Weight per
fathom.
Proof.
Size.
Average
Weight per
Proof.
fathom.
2240 Beardsley
Proof.
Inches.
Pounds.
Tons.
2240
Inches. Pounds. Tons.
Tons.
CHEN CONGUES AN
33
38
300
10
23/
12
5
43
14
7
50
16
9/2
2
زر)
3
I
58
18
12
2
4
I
65
20
15
35
4/2
I
72
23
19
4
H
80
26
25
5
88
28
(6)
5/2
-7
30
I
I
I
98
31
35
وست
110
34
40
9K
114
37
47
I I
T
127
41
54
12
138
150
157
44
I
61
-14
48
6x9
16
76
18
I
- C
170
184
95
22
200
103
24
214
68
113
26
230
72
I
123
28
250
80
2110
133
30
8/2
ΙΟ
11/2
13
14/2
115240 16
2240
19 16
173221
18. -240
22180423 20,
25
1980
2240
1668
2240
44027242143
29
31291178
33
290
88
short fink
do
198
224
2
Beardsley:- Sum 1" to 1/2 208 tous
All chains are tested up to the Engh Admiralty Test.
Parties ordering chains are invited to see them tested.
3 in. and smaller sizes are made of iron full size; other
sizes are exact.
Kendrick's Patent Triple Coal and Mine Slope Chain.
198
208
= 952 Roctio
224=1.077

In this chain the strain is distributed equally among the three
components by blocks of hard wood passing through every
other link.
**
Also, block chains and all varieties of harness and
special chains.
7
73

Rise per
100 ft.
Strain in
Horizontal
Angle of
Inclination.
lbs. per
Ton of
STRAIN ON HOISTING CHAINS ON INCLINED PLANES.
Strain in
lbs. per
Rise per
2000 lbs.
100 ft.
Horizontal.
Angle of
Inclination
Ton of
2000 lbs.
5
52'
112
ΙΟ
50
43'
105
211
460
24'
15
80
IIO
32'
20
308
470
1456
44'
II 19
115
1488
25
30
160
140 3′
404
490
120
1517
50° 12'
497
42
35
585
125
1545
51° 21'
19
18'
40
672
130
52° 26'
1569
21
49'
135
45
754
53° 29'
1592
24° 14′
140
1614
50
26° 34′
832
54° 28'
145
55
280
бо
65
330 58
300 491
905
550
1635
25'
150
560
1654
975
19
155
1671
1039
57° 11'
160
1100
580
1687
70
350
75
80
85
400 40
360
380 531
165
1157
580
1702
47'
53′
170
1210
590
1716
33'
175
60° 16'
1730
1259
23/
180
600
1743
90
420
1304
185
57'
бло
1754
95
430
100
450 321
1347
37′
190
1387
62° 15′
1766
195
1422
62° 52′
1776
200
1785
63°27′
1794
In calculating the strains on the chain, an allowance of 12 tbs. per ton
has been made for the rolling friction of the load on a level. An additional
allowance should be made for the weight of the chain, depending of course,
on its size and length. The breaking strain of the chain should be six or
seven times that which it is to bear.
SIZE OF WIRE GAUGES IN COMMON USE.
00000).450
0000 1.400
000 1.360 .425.40964
•
.454.46
00
.330.380.3648
39534032486
I
.285.300.2893
2
265.284.25763
.263
.276
25
3
.245.259.22942
.244 .252
26.018
45 78
6
1.205
.225 .238.20431
.220.18194
.225 .232
9
.207 .212
.190.203.16202 .192 .192
.175.180.14428 .177 .176
.165.165.12849 .162 .160
.145.148.11443 .148 .144
27.017
28.016
29.015
30.014
31.013
.43
.432
19.040
.331
.393 .400
.362 .372
·348
20
.035
.042.03589
.035.031961 .935
.041
.040
.03€
2 I
.031
.032 .028462
.032
22 1.028
.307 .324
.283 .300
.028
.028.025347
23.025 025.022571 .025
24.0225.022.0201 .023
.020 .020.0179
.018.01594
.032
.028
.024
.022
.02
.018
.02
.018
.016.014195
.017 .0164
.016
.014.012641
.013.011257 .OIS
.012.010025 .014 .0124
.010.008928
.0148
.0136
0135 0116
32 .012
.009.00795
.013
.0108
ΙΟ
.130.134.10189
.135
.128
33
IIO'
I I
.1175.120.090742
.12
.116
34 .010
.008 .00708
.007.006304
IO'
.011
.0092
.0100
12
.105 .104
13
14
15
.070.072.057068;
16
.061.065.05082
1.105.109.0808-8
.0925.095.071961 .092 .092
.080.083.064084 08
.072
35.0095.005.005614 .0095
36.009 .004.005
.08 37.0085
38.008
.072
.063 .064
39.0075
·
.0084
.oco
.0076
.0085 .cc68
.008
.006
.0075
.0052
17
.0525 .058.045257
.054 .056
40.007
儡
​.007
.0048
18
1.045 .0491.040303 .047 .048
74
TABLE SHOWING SIZE, WEIGHT, &c., OF TRENTON
IRON COMPANY'S IRON WIRE.
Number by Wire
Gauge.
Diameter in Deci-
mals of 1 inch.
Feet to the pound.
Weight of 1 foot, in
pounds.
Weight of 1 mile, in
pounds.
Length of 1 bundle
(63 lbs.), in yards.
Area of section, in
decimals of 1 square
inch.
weig't of bright mar-
ket wire, in lbs.
Actual breaking
Tensile strength of
bright market wire
per square inch of
section, in lbs.
.330
.305
I
.285
23456 78
.265
00000
0000
.450
.400
·360
.
1.863 .5366 2833.248
2.358 .4240 2238.878
2.911 3435 1813.574
3 465 .2886 1523.861
4.057 .2465 1301.678
4.645 .2153 1136.678
5.374 .1861
39.12.15904
49.52 .12566
61.13.10179
12,598
78,903
9,955
79,326
8,124
79,813
72.77 .08553
6,880
80,437
85.20 .07306
5,926
81,110
97.55 .06379
5,226
81,925
982.555
112,85 .05515
4,570
82,873
.245
6.286 .1591
839.942
132.01.04714
3,948
83,756
.225
7.454 1342
708.365
156.53 .03976
3,374
84,862
.205
8.976 .1114 588.139
188.50 .03301
2,839
86,000
.190
10.453 .09566| 505.084
219.51 .02835
2,476
87,349
9
ΙΟ
I I
12
.175 12.322 .08115 428.472
.160 14.736 .06786| 358.3008
17.950 .05571 294.1488
258.76 .02405
2,136
88,802
309.46 .02011
1,813
90,153
376.95 .01651
1,507
91,276
22.333 .04477 236.4384
27.340.03658| 193.1424
34.219 .02922 154.2816
468.99 .01327
1,233
92,890
574.14 .01084
1,010
93,194
718.60 .00866
810
93,530
925.93 .00672
631
93,917
456 70
14
.080
15
16
.070
.061
89.6016 1237.24 .00503
474
94,299
68.5872 1616.66 .00385
372
96,703
292
99,922
222
102,740
169
106,343
.145
.130
.1175
.105
13 .0925 44.092 .02268 119.7504
H H
17
13
58.916 .01697
76.984 .01299
101.488 .00985
.0525 137.174 .00729
.045
186.335 .00537
235.084
308.079
392.772
481.234
603 863
19 .040
20 .035
.031
21
22
.028
1 13
23 .025
24 .0225
2 2 2
745.710
25 .020 943.396
26 .018 1164.689
.017 1395.670
.016 1476.869
29 .015 1676.989
27
28
►
•
52.008 2131.25 .00292
38.4912 2880.65 .00216
28.3378 3913.04 .00159
22.3872 4936.76 .0012566
17.1389 6469.66 .0009621
13.4429
.0007547
137 109,362
107 111,184
10.9718
.0006157
8.7437
.0004909
7.0805
.0003976
5.5968
.0003142
4.5334
.0002545
4.0439
.0002270
3.5819
.000201I
•
3.1485
.0001767
30 .014 1925.321
31
.013
•
2.7424
2232.653
•
2.3649
.0001539
.0001327
•
OIO'
32 .012 2620.607
33 .OII 3119.092
3773.584
34
35 .0095 4182.508
.009 4657.728
•
2.0148
.000131
1.6928
.0000950
1.3992
.00007854
1.2624
.00007088
36
37
.0085 5222.035
38
.008 5896.147
39
.0075 6724 291
40 .007 7698.253
1.1336
.0000ნ362
Ι.ΟΙΙΙ
.00005675
.89549
.00005027
.78672
.00004418
.68587
.00003848
The strengths given in the last column of the above table are based upon
tests made with Bright (not annealed) Charcoal Iron Wire. The strength
of Swedish Iron is about ten per cent. less, and that of mild Bessemer and
ordinary Crucible Cast Steel about ten and twenty-five per cent., respect-
ively, greater than that of Charcoal Iron. Special grades of Crucible Cast
Steel vary between thirty and one hundred per cent, over Charcoal Iron.
Galvanizing reduces the tensile strength by about ten, and Annealing by
about twenty-five per cent., while Tinning and Coppering exert no appar-
ent influence upon the metal.
75

HOISTING ROPES (19 WIRES TO THE STRAND).
TRENTON IRON Co.'s LIST.
IRON.
CRUCIBLE STEEL.
12345So 78
I
2/47
8.
74
15
15/2 8
164.69 32.9
2
64
6.3 65
13
134 52
5.25 54
II
13
142 7 132.37 26.5
612 108.13 21.63
8
7/2
15% 5
1/2 434
4.I 44
12
5
97.17
19.44
6
3.65 39
8
112 44 86.38
17.3
162
52
6
138 44
14 4
5/2
3.
33
6.5
1014
42
61.00
12.2
15
5
2.5 27
5.5
92
4
50.17
10.
1214
11/8
3/2
2.
20
4.
3/2
38.00
7.7
I I
4/2
38
1.58 16
3.
7
3
29.2
5.8
9
ΙΟ
7/8
823
1.2
11.5
2.5
6
234
21.55
4.
334
.88
8.64
1.75 5
14.99
3.
612
32
10
.7
5.13 1.25
42
12.53
2.5
534
3
1012
13
.44 4.27
.75
4
8.81
1.75
54
234
1034
32
1/2 7.521 1.5
434
2
1/2 .35 3.48 .5
The drums and sheaves should be made as large as possible.
The minimum size of drum is given in a column in table.
It is better to increase the load than the speed.
Wire rope is manufactured either with a wire or a hemp cen-
ter. The latter is more pliable than the former, and will wear
better where there is short bending. The weight of rope with
wire center is about 10 more than with hemp center.
POWER TRANSMISSION AND STANDING ROPES
(7 WIRES TO THE STRAND).
(TRENTON IRON Co.'s LIST.)
IRON.
CRUCIBLE STEEL.
Trade Number.
Diameter in Ins.
Circumference in
Inches.
Weight per Foot,
in lbs., with
Breaking Stress,
Hemp Center.
in Tons of 2,000
Proper Working
Load, in Tons of
lbs.
2,000 lbs.
Circumference of
Hemp Rope of
Equal Strength.
Breaking Stress,
in Tons of 2,000
lbs.
Proper Working
Load, in Tons of
2,000 lbs.
Circumference of
Hemp Rope of
Equal Strength.
II
11/2
12
13 I
1%
43/4
44
3-37
36
4
2.77 30
2.28
25
14
3
1.82
20
15
I
3%
1.5
16
16
17
18
NNN
23
23%
I.12 12.3
.88 8.8
.7
7.6
19
2
.57
20
. af I
5.8
4.I
I
anon+maQ==
9
7/2
1034
10
614
0100
60.67
4
7
88.38 22
67.2
39.84
31.82
16.8
161½
15.2
15%
15
ΙΟ
I I
8
3
614
54
24.7
18.48
6.2
4.6
26
2
5
16.32
4
1/2
434
12.44
3.I
4
9.33
2.3
000 7 76 5
7%
21
.31
2.83
3/4
6.89
I
.7
22
.23
2.13
23
5 23
1 3
23
.19 1.65
3.93
I
24
I
.16
1.38
3.25
.81
25
7%
.125 1.03
2.96
.75
1 www tw
76
GALVANIZED WIRE ROPES, FOR SHIPS' RIGGING,
GUYS FOR DERRICKS, &c.
TRENTON IRON Co.'s LIST.
Circumference
in inches.
Weight, per
fathom, in lbs.
Circumference
of Hemp Rope
of equal
strength, in ins.
Breaking Stress,
in tons of 2,000
lbs.
Circumference
in inches.
Weight, per
fathom, in lbs.
Circumference
of Hemp Rope
of equal
strength, in ins.
Breaking Stress,
in tons of 2,000
lbs.
5
43
A
5554444
5/2
54
22
261/2
II
43
242
10½
40
ΙΟ
35
20/2
9/2
33
18
9
39
32 22 2
234
634
24
16
8/2
26
1.434
୫
23
HH
134
1/2
334
12
7/2
20
I
865432 2H
6
12
52
IO
5½
5
812
44
4/2
3/2
4
21/2
32
3
3/2
1034
2/2
7
3/4 1
912
163/2
16
I
3/4
2
14
7%
1/2
I
765322H
32
22
1/2
GALVANIZED STEEL ROPES FOR SUSPENSION
BRIDGES.
TRENTON IRON Co.'s LIST.
Diameter
in Inches.
Ult. Strength
in Tons of
2,000 lbs.
Weight Diameter
Ult. Strength
in Tons of
per Foot. in Inches.
2,000 lbs.
Weight
per Foot.
25%
220
212
200
13
II.3
1%
13
100
5.8
95
5.6
238
180
10
I
75
4.35
21/
155
1½
65
3.7
2
IIO
8.64
6.5
GALVANIZED STEEL (LAID) CABLES FOR SUSPENSION
BRIDGES.
TRENTON IRON Co.'s List.
Diameter
Ult. Strength
in Tons of
Weight
Diameter
Ult. Strength
in Inches.
2,000 lbs.
per Foot.
in Tons of
in Inches.
2,000 lbs.
Weight
per Foot.
4.
760
35.26 lbs.
334
665
30.78
40
32
580
26.23
322
400
23
325
18.34 lbs.
15.4
•
262.5
12.88
"
STRAIN ON CABLES OF SUSPENSION BRIDGES.
Horizontal tension at point of greatest deflection where cable becomes
horizontal load between points at which a horizontal line from top of
lower tower intersects the cable multiplied by the distance between these
points of intersection divided by eight times the deflection below this line.
Tension at either tower square root of the sum of the squares of the hori-
zontal tension so obtained, and of the load between the point of greatest
deflection and the tower.
For a bridge in which the towers are on the same level, this becomes-
Tension at center of span
Total load X span.
8 times deflection of cables.
Tension at towers =
(Tension at center)² + (
Total load 2.
2
77
+
TRANSMISSION OF POWER BY WIRE ROPES.
This system is applicable for distances of 50 to 400 feet, and
for such is the best method of transmission known. In order
that the rope may not be speedily destroyed, it is necessary that
the diameters of the wheels and of the rope and the sag of the
rope be correctly proportioned to each other and to the span.
The chief strain on the rope comes from its bending around the
pulleys, and the difference between the strain so produced and
the safe working strain of the rope is alone available for the
transmission of power. Hence, if the diameter of wheels falls
below a certain amount the entire safe or working strength of
the rope will be consumed in bending, and no power can be
transmitted without its speedy destruction.
The following table gives the necessary data for properly
proportioning a wire rope system of transmission:
Б
24
3.70
731
ΙΟ
18 67.1
1,365
23
8.43
1,084
ΙΟ
22
6.67
644
II
2I
4.47
373
II
HHH
17
63.8
1,010
19
82.5
1,740
18
86.1
1,595
TO
22
14.7
1,179
I I
21
13.95
953
12
HH
17
18
20
9.4
485
12
1/2
21
23 4
1,371
12
20
22.I
лю
966
13
17
16
18
19
15.5
520
13
3/14
20
34.8
1,329
13
HH
17
16
3
19
32.4
939
14
3/
17
18 28.8
738
14
16
20
47.4
1,611
14
I
15
19
49.2
1,263
15
3/4 17
7∞ 70 000 NO NO 5 N
88.6
1,271
105.0
1,786
113.2
1,490
111.5
1,120
123.6
1,949
137.6
1,675
144.I
1,334
161.8 1,835
176.5
1,519
173.1
1,120
185.7
1,975
18
48.0 1,086
15
16
208.3
1,680
19 65.9 1,525
15
1
15
216.8
नारी क
4555OOO 7 7 7∞ ∞ ∞ a a
9
ΙΟ
1,307
The horse-powers given are for 100 revolutions per minute,
and allow for effect of centrifugal force at this speed. If greater
power is desired with a given combination, it must be obtained
by increasing the speed, which may be done up to the point at
which the velocity of the rope becomes 100 feet per second, the
horse-power increasing directly as the speed, or very nearly so.
The use of a larger rope will not answer for the purpose of
increasing the power;-as indicated in the table, if too large a
rope is used in proportion to the diameter of the wheel
the amount that can be transmitted with safety is reduced.
Neither must the tension of the rope be increased with the same
object, since, with the sag given by the table, the strain on the
rope when doing the work stated is all that it can endure perma-
nently, viz., 25,600 hs. per sq. inch.
On the other hand, if the sag of the rope exceeds that given by
the table, the adhesion of the rope, and therefore the horse-
power that can be transmitted will be proportionately reduced.
78
The sag is measured from a horizontal line drawn through
the point at which the rope leaves the wheel. If the two wheels
are not on the same level the sag must he measured from the
level of the point of contact with the lower wheel, and the span
to be used in determining the sag below this level is the dis-
tance along the horizontal line from the wheel to the point at
which it again intersects the rope. This point may be ascertained
by hanging a wire in place on the wheels before splicing the rope.
If the difference of level is very great it will be necessary to
run the rope over intermediate carrying sheaves, so placed as to
give a level stretch of rope, the sag on which stretch will then
be adjusted as in the table so as to give the proper tension.
Carrying sheaves for whatever purpose introduced must be
of the same size as the main wheels.
The sag of the slack side of the rope will, when doing full
work, be one-half greater than when at rest.
If, on account of intervening obstacles, it is necessary to
reduce the sag of the rope, a carrying sheave may be introduced
between the wheels, and the sag proportioned according to the
table to the new spans so formed. But if it is done by increas-
ing the tension, the diameter of the wheels must also be increased,
or a rope having a greater number of wires of a less diameter
must be used. Unless these changes are made less power must
be transmitted; for reducing the sag on the slack side one-half,
or that at rest one-quarter, will absorb all the strength available
for transmission of power.
If the sag at rest is not greater than the diameter of the wheels,
the lower side may be made the driving side, thus reducing the
sag below the wheels.
The grooves of the wheels are filled with rubber, leather on
edge, or tarred oakum or jute.
The table is calculated for the sizes of rope made by the
Trenton Iron Company, but will answer for the same sizes
made by other makers. The rope used consists of six strands
of seven wires each, and a hemp center.
TRANSMISSION OF POWER BY BELTS.
With flat leather belts, single thickness, connecting directly
(uncrossed) iron pulleys of equal diameter, and therefore in
contact with one-half the circumference of both pulleys, the
power transmitted may be taken as one-horse power for each
70 square feet of belt per minute. The power is not materially
affected by the diameters of the pulleys unless they are very
small in proportion to the power, but is affected by the propor-
tion of their circumference enwrapped.
Taking the power transmitted when the belt makes a half coil
around the pulley as 1, the power for other proportions of con-
tact are:
Coil,
•
Power,
•
•
1/4 3/8
63 .84 .92
1/2½ 15
34 I
16
1.
1.07 1.125 1.22
1.35
When the coil on the two pulleys is unequal the one having
the least, of course, determines the power transmitted. For
double belt the power will be increased about 75 per cent.
79

MANILA CORDAGE.
Size, Cir-
Size. Weight of Feet in
cumfer'ce. Diameter. 100
One
Inches. Inches. Fathoms. Pound.
|
TARRED
HEMP.
Breaking Strain of Weight of
New Ropes.
Pounds.
100
Fathoms.
3/8
31
20
1½
178
For Ropes in use de-
duct from these
40
44
14
бо
ΙΟ
figures, for chaffing,
etc.
55
75
2
2/2
3
79
7/2
3,000
100
99
6
4,000
125
122
7/8
146
I
176
34
207
3/2
240
5433N
5,000
155
6,000
190
33%
7,000
225
8,500
265
21/2
9,500
300
334
275
11,000
355
4
I
ΤΟ
305
2
12,500
495
44
138
355
14,000
455
42
395
16,000
500
5.
158
490
20,000
630
5/2
6
62
7
7/2
8
B2
595
I
24,000
750
2
705
IO in.
27,000
910
9
2 2 2 2 2 3
218
825
82
31,500
1,050
960
7%
37,000
1,235
22
1,100
6%
42,500
1,400
258
1,255
5%
48,500
1,600
28
1,415
5
54,500
1,820
3
1,585
4/2
61,500
2,050
Hawser laid will weigh one-sixth less.
TONS OF RAILS REQUIRED FOR ONE MILE OF TRACK.
TONS OF 2,240 LBS.
RULE.-Multiply the weight per yard by 11, and divide by 7.
Weight of
Rail per
Tons per
Yard, in
Ibs.
Mile, Sin-
gle Track.
Weight of
Rail per
Yard, in
Tons per
Mile, Sin-
Weight of
Rail per
Tons per
Ibs.
gle Track.
Yard, in
Mile, Sin-
lbs.
gle Track.
12
18.857
30
47.143
57
89.571
14
22.
33
51.857
58
91.143
16
25.143
35
55.
бо
94.286
•
18
28.286
37
58.143
63
97.429
20
31.429
40
62.857
64
100.571
22
34.571
45
70.714
65
102.143
25
39.286
48
75.429
67
105.286
26
40.857
50
78.571
68
106.857
27
42.429
52
81.714
70
110
28
44.
56
88.
72
113.143
SPLICES AND BOLTS FOR ONE MILE OF TRACK.
FOUR BOLTS PER JOINT.
30
Feet Rails,
704 Splice Plates, 1408 Bolts and Nuts.
28
754
1508
27
782
1564
25
844
1688
เ
24
880
"
1760
C
79a
NUMBER OF NAILS AND TACKS PER POUND.
Title.
NAILS.
Size.
No. per fb.
Title.
TACKS.
Length.
No. per
ib.
4
5
6
ŏ on an Aww
7
9
ΙΟ
12
"
(
"
<<
"
3-penny fine. 1½ inch.
C
I
760 nails.
480
I
OZ..
1/8 inch.
16,000
11/2
(C
300
<<
200
(
2 2 2 2 mm + + O 2
160
<<
21
(
128
<<
22
92
("
C
72
1 2 2 3 4600
11/2
""
10,666
CC
8,000
2/2
6,400
C
5.333
"
4
4,000
""
2,666
8
2,000
3
бо
(C
3/4
("
こ
​44
ΙΟ
12
1,600
"
1,333
3/2
4
CC
32
24
4/2
18
5
14
5%
"C
CC
12
""
ΙΟ
"C
80
(C
50
"
4
16
20
"
30
40
"
50
60
6
8
ΙΟ
6
fence. 2
21/2
"
"
12
3
31/4
5 lbs. of 4d. or 3
34
29
lbs. of 3d. will lay 1,000 shingles; 5½ lbs. 3d. fine,
will put on 1,000 laths, 4 nails to the lath.
SHIP SPIKES.
14
1,143
16
C
1,000
18
CC
888
C
CC
20
800
22
727
CC
24
666
•
NUMBER IN 100 LBS.
Size in Inches.
Size in Inches.
Size in inches.
No. in
100 lbs.
No. in
100 lbs.
Size. Length
Size. Length
Size. Length
No. in
100 lbs.
ترا کیا
3
3/2
4
1,910
1,585
1,326
18
42
1,223
5
1,025
3
Ι,ΟΙΟ
3/2
963
8ro
ΤΕ
46
605
5
583
556655O67N
461
7
190
5/2
ts\
423
7%
180
402
8
170
6/2
321
81
茶
​160
349
9
150
5%
312
IO
140
298
S
140
61/2
280
9
120
261
ΙΟ
IIO
240
II
100
ΤΟ
6
521
223
ΤΟ
80
10
542
6
221
15
бо
TO
4
503
61
200
RAILROAD SPIKES.
Size.
SIZE.
Length in Thickness
Inches.
4.
No. in 100
lbs.
in Inches.
Length in
Inches.
Thickness
in Inches.
No. in 100
lbs.
351
237
+
267
193
10 10 10 1
5
5
473
326
146
207
260
175
197
6
131
5
172
796
WROUGHT-IRON WELDED TUBES, FOR STEAM, GAS, OR WATER.
1/4 inch and below. Butt Welded; proved to 300 s. per square inch, 1½ inch, and above, Lap Welded; proved to 500 lbs. per square inch,
Hydraulic pressure.
Hydraulic pressure.
TABLE OF STANDARD DIMENSIONS. (MORRIS, TASKER & Co.-Limited).
Length of Length of
Inside Actual Thick- Actual Internal
External
Pipe per
Pipe per
Length of
Diameter.
Outside
Diameter.
ness.
Inside
Diameter.
Circum-
ference.
Circum-
sq. ft. of
sq. ft. of
Internal
Area.
External
Pipe con-
Weight
No. of
threads
Area.
ference. inside sur-
outside
taining one per foot of
per in. of
cubic foot.
length.
screw.
face.
surface.
Inches. Inches. Inches. Inches.
Inches.
Inches.
Feet.
Feet.
Inches.
Inches.
Feet.
Lbs.
1/8
0.405
0.068
0.270
0.848
1.272
14.15
9.44
0.0572
0.129
2500.
0.243
27
0.54
0.088
0.364
1.144
1.696
10.50
7.075
0.1041
0.229
1385.
0.422
18
0.675
0.001
0.494
1.552
2.121
7.67
5.657
0.1916
0.358
751.5
0.561
18
0.84
0.109
0.623
1.957
2.652
6.13
4.502
0.3048
0.554
472.4
0.845
14
•

1.05
0.113
0.824
2.589
3.299
4.635
3.637
0.5333
0.866
270.
1.126
14
XXX
1.315
0.134
1.048
3.292
4.134
3.679
2.903
0.8627
1.357
166.9
1.670
1.66
0.140
1.380
4.335
5.215
2.768
2.301
1.496
2.164
96.25
2.258
1½
1.9
0.145
1.611
5.061
5.969
2.371
2.01
2.038
2.835
70.65
2.694
9
2233 + +50 7∞ a
2.375
0.154
2.067
6.494
7.461
1.848
1.611
3.355
4.430
42.36
3.667
11/2
2½
2.875
0.204
2.468
7.754
9.032
1.547
1.328
4.783
6.491
30.11
5.773
8
3.5
0.217
3.067
9.636
10.996
1.245
1.091
7.388
9.621
19.49
7.547
8
\
4.0
0.226
3.548
11.146
12.566
1.077
0.955
9.887
12.566
14.56
9.055
8
4.5
0.237
4.026
12.648
14.137
0.949
0.849
12.730
15.904
11.31
10.728
8
4/2
5.
0.247
4.508
14.153
15.708
0.848
0.765
15.939
19.635
9.03
12.492
8
5.563
0.259
5.945
15.849
17.475
0.757
0.629
19.990
24.299
7.20
14.564
8
6.625
0.280
6.065
19.054
20.813
0.63
0.577
28.889
34.471
4.98
18.767
8
7.625
0.301
7.023
22.063
23.954
0.544
0.505
38.737
45.663
3.72
23.410
8
8
8.625
0.322
7.982
25.076
27.096
0.478
0.444
50.039
58.426
2.88
28.348
8
9.688
0.344
9.001
28 277
30.433
0.425
0.394
63.633
73.715
2.26
34.077
8
10
10.75
0.366
10.019
31.475
33-772
0.381
0.355
78.838
90.762
1.80
40.641
8
Taper of threads, 1 to 32 on each side.
80
External Diameter.
Standard Thickness.
Internal Diameter.
WROUGHT-IRON WELDED TUBES, EXTRA STRONG.
TABLE OF STANDARD DIMENSIONS.
Actual In-
Nomin-
al Diam-
Actual Thickness,
Thickness,
Double
Actual In-
side Diam-
eter.
Outside
Diameter.
Extra
side Diam-
Strong.
Extra
Strong.
eter, Extra
Strong.
eter, Double
Extra
Strong.
Inches.
Inches.
Inches.
Inches.
Inches.
Inches.
0.405
0.100
0.205
1/4
0.54
0.123
0.294
3.
0.675
0.127
0.421
0.84
0.149
0.298
0.542
0.244
1.05
0.157
0.314
0.736
0.422
HH
I
1.315
0.182
0.364
0.951
0.587
14
1.66
0.194
0.388
1.272
0.884
1/2
1.9
0.203
0.406
I.494
1.088
4
H
2233 +
2.375
0.221
0.442
1.933
1.491
2½
2.875
0.280
0.560
2 315
1.755
3.5
0.304
0.608
2.892
2.284
ल
4.0
0.321
0.642
3.358
2.716
4.5
0.341
0.682
3.818
3.136
Internal Circumfer-
ence.
LAP WELDED AMERICAN CHARCOAL IRON BOILER
TUBES.
STANDARD DIMENSIONS. (TABLE OF MORRIS, TASKER & CO., LIMITED.)
External Circumfer-
ence.
+ Length of Pipe
per square foot of
inside surface.
† Length of Pipe
per square foot of
outside surface.
Internal Area.
External Area.
Ins.
Ins.
Ins.
I
0.072 0.856
Ins. Ins.
2.689
Feet.
3.142 4.460
Feet.
3.819
Ins.
Ins.
Lbs.
0.575
0.785
0.708
I
11/4
0.072 1.106
3.474
I
0.083 1.334 4.191
3.927 3.455
4.712 2.863
3.056 0.960 1.227
0.9
0.095 1.560
4.901 5.498
2.547
2.448 2.183
1.396
1.767
1.250
1.911
2.405
1.665
2 2 2 2 mmm ( +44 16 700
0.098 1.804
5.667 6.283
2.118
1.909
2.556 3.142
1.981
24 0.098 2.054 6.484 7.069
1.850
22
0.109 2.283 7.172 7.854
1.69S 3.314 3.976
2.238
1.673
1.528
234
0.109 2.533 7.957 8.639
1.508
1.390
4.094 4.909 2.755
5.039 5.940 3.045
3
3/4
0.109 2.783
3/2
0.119 3.012 9.462 10.210
0.119 3.262 10.248 10.995
8.743 9.425 1.373
1.273
6.083 7.069 3.333
1.268
1.175
7.125 8.296
3.958
1.171
1.091
8.357 9.621
4.272
334
0.119 3.512
11.033 11.781
1.088
42
0.130 | 3.741
4.241
5
11.753 12.566
0.130
13.323 14.137
0.140 4.72 14.818 15.708
8
9
ΙΟ
0.955 10.992 12.566 5.320
0.849 14.126 15.904 6.000
0.809 0.764 17.497 19.635 7.226
0.670 0.637 25.500
28.274 9.346
0.574 0.545 34.805 38.484 12.435
0.500 0.478 45.795 50.265 15.109
0.444 0.424 58.291 63.617 18.002
0.151 5.699 17.904 18.849
0.172 6.657 20.914 21.991
0.182 7.636 23.989 25.132
0.193 8.615 27.055 28.274
|
0.214 9.573 30.074 | 31.416 0.399 0.382 71.075 78.540 | 22.19
In estimating the effective steam-heating or boiler surface of Tubes,
the surface in contact with air or gases of combustion (whether internal or
external to the Tubes), is to be taken.
For heating liquids by steam, superheating steam, or transferring heat
from one liquid or one gas to another, the mean surface of the Tubes is to
be taken.
1.018 9.687 11.045
4.590
1.023
0.001
Weight, per foot.
SI
AMERICAN SLATING.
Slating is estimated by the "square," which is the quantity
required to cover 100 square feet. The slates are usually laid
so that the third laps the first three inches. Therefore to com-
pute the number of slates of a given size required per square:
Subtract three inches from the length of the slate, multiply the
remainder by the width, and divide by two. This will give the
number of square inches covered per slate; divide 14,400 (the
number of square inches in a square,) by the number so found,
and the result will be the number of slates required.
The following table gives the number of slates per square for
the usual sizes:
NUMBER OF SLATES PER SQUARE.
Size in
Inches.
Pieces per
Square.
Size in
Inches.
Pieces per
Square.
Size in
Inches.
Pieces per
Square.
6X12
533
8X16
277
12XX 20
141
7X12
457
916
246
1420
121
8X12
400
10X 16
221
IIX 22
137
9X12
355
918
213
12) 22
126
7X14
374
10 18
192
1422
108
8X14
327
1218
160
12 24
II4
9X14
291
10X 20
169
1424
98
10X14
261
IIX 20
154
1624
86
The weight of slate per cubic foot is about 174 lbs., or, per
square foot of various thicknesses, as follows:
Thickness in Inches, .
Weight in Pounds,
•
18
3
16
1.81
2 71
X
3.62
3/8
泛
​5.43
7.25
The weight of slating laid per square foot of surface covered,
will, of course, depend on the size used. The weight of 10X18
slate, thick, for example, per square foot of roof, would be
5.86 lbs.
No. Wire
Gauge before
Galvanizing.
GALVANIZED ROOFING IRON.
Weights per Square Foot Galvanized.
Flat Sheets.
Corrugated
Sheets.
Corrugated
Sheets laid, in-
cluding laps.
27
0.978
1.00
1.30
26
1.06
1.18
1.41
25
1.14
1.27
1.52
24
1.22
1.30
1.62
23
1.34
1.49
1.79
22
1.46
1.62
1.95
21
1.63
1.81
2.17
20
1.75
1.94
2.33
19
2.03
2.26
2.71
18
98
2.32
2.58
3.09
Nos. 20 to 22 are usual thicknesses for roofing.
82
Size.
Grade.
TABLE OF STANDARD OR REGULAR TIN PLATES.
(BRUCE & COOK'S LIST.)
Size and Kind of Plates-Number and Weight of Sheets in a Box, and
Wire Gauge Thickness, of every Kind and Size.
Sheets
in Box.
Pounds
ir. Box.
Wire
Gauge.
Size.
Grade.
Sheets
in Box
Pounds
in Box.
Wire
Gauge.
IO
X 10 IC
،،
IX
ΙΟ
落落
​(
"
X 14
IXX
80
225
225 100
225 115
29
N N
27
26
976
15 x 21
X
15 X 22
IXX
DXXXX 100 280
112 190 26
22
፡፡
SDXX
100 210 24
IXXX
225 130 25
•
SDXXX
100 230 24
IXXXX
1
225 145 24
16 x 16
IC
225 205 29
IC
225 I12
29
IX
225 256 27
"
IX
"
IXX
IXXX
225 140
225 161
225 182
2 2 2
27
26
25
Co
IXX
IXXX
IXXXX
225 294
26
225 333 25
225 371
24
(
XII IC
IXXXX
IXXXXX
IO
X 20
IC
* C
IX
1 I
225 203 241
17 X 17 IC
225231
29
225 224 24
IX
225 289
27
IXXXXXX 225 245
IX
IXX
225 160
225 200 27
225 95 20
225 121 27
225 139
23/1/1
29
"
IXX
112 166 26
CC
"
IXXX
IXXXX
112
188
25
112 210 244
17 X 25 DC
100 196
28
26
DX
DXX
100 292 26
50 147 24
IXXX
IXXXX
"
225 157
II
X 15 SDC
225 175
200 168
2 2 2
25
DXXX
50 168
168 23
CC
24
DXXXX
50 189 22
26
CC
IX
112 213 27
"
SDX
200 189
il
25
IXX
112 244 26
SDXX
SDXXX
200 210 2.
200
230
24
12
X 12 IC
29
IX
(6
着​着
​"
IXX
IXXX
IXXXX
IXXXXX
41
12 X 17
DC
*
DX
CC
"
IXXXXXX 225 245 231
DXX
DXXX
DXXXX
| DXXXXX
13 X 13 IC
100
98; 28
100 126 26
100 147 24
100 163 23
100 189 22
100 210 21
| 225 135 29
112 144 29
112 180 27
112 207
26
234 25
112 262
24
112 160 20
112 200 27
IXXX
I 12
IXXXX
20 X 20
IC
IX
CC
C
IXX
IXXX
IXXXX
20 x 28 IC
112 230 26
112 260
25
112 200 244
112 224
IX
IXX
I 12
112
280
29
27
32226
225
I 12
225 140 27
225 161 26
225 182 25
225 203 24
225 224 24
19 x 19 IC
IX
IXX
* A AX
18 x 18 IX
II2 162 27
IXX
IXXX
112 186 26
II2 211 25
IXXXX
112 235 24}
IX
225 169
IXX
225 194
IXXX
IXXXX
225 220 25
225 245
13 X 17
13 x 18
1XX
225 254
NNN 2 2
27
26
TERNE PLATES.
24
IX
14 X 20 IC
112
!
I 12
29
225 234
IX
112
IXX
225 269
140 27
44
"
*
14 X 14 IC
IX
IXX
IXXX
IXXXX
14 X 17 IX
20 x 28 IC
112
224 29
225 157
IX
225 196
27
20 X 200 IC
225 225 26
225 255 25
112 280 27
Roll 176 29
IX
220 27
225 284
14 X 20
IC
IX
IXX
IXXX
เ
IXXXX
112 202
2411
225 238
112 113 29
II2 143 27
112 162 26
112 183 25
10 X 14
MA
BLACK PLATES.
184 112 28
204
I 12
230 II2 130
263 112 31
15 X 5
IX
225 225 27
283 112 32
IXX
225 259 26
"
307 112 33
IXXX
225 293
336 112 34
IXXXX
225 326 24
เ
367 112 35
15 X 21
IX
I 12
27
DXX
DXXX
100 21
24
C
100 249
23
409
112 36
462 112 37
| 504 | 112.
38
83

TRANSVERSE STRENGTH OF FLAGGING.
EXPERIMENTS MADE BY R. G. HATFIELD AND OTHERS.
b= width of the stone in inches.
d its thickness in inches.
/= distance between bearings in inches.
The BREAKING LOADS in tons of 2,000 lbs., for a weight placed at the
center of the space, will be as follows:
bd 2
1
For Blue Stone Flagging,
For Quincy Granite,
For Little Falls Freestone,
For Belleville, N. J, Freestone,
For Granite Bl. (another quarry),
XFor Connecticut Freestone,
•
•
For Dorchester Freestone,
For Aubigny Freestone,
For Caen Freestone,
For Glass,
For Slate,.
·
744
.624
.576
.480
.432
.312
.264
.216
.144
1.000
•
1.2-2.7
Thus a block of Quincy Granite 80 inches wide and 6 inches thick, rest-
ing on beams 36 inches in the clear, would be broken by a load resting
midway between the beams
==
80 X 36
36
X.62449.92 tons.
WEIGHTS OF A CUBIC FOOT OF VARIOUS
Anthracite, solid,
Anthracite, broken,
Asphaltum,
Brick, best pressed,
Brick, common hard,
SUBSTANCES.
Pounds.
. 100 Ice,
•
·
57
Iron, cast,
87
Iron, wrought,
·
150
. 125
100
Pounds.
58
450
480
Iron Ore, Port Henry magnetic,
lump, loose, no fine ore,. 185
Iron Ore, Port Henry magnetic,
Brick, soft,
•
•
Brick, fire,
Brick-work, common,
Brick-work, pressed,
Cement, Portland (English),
Cement, Rosendale, ground, loose,
ground, loose,
Coal, bituminous, solid,
Coal, bituminous, broken,
Coke, loose,
Concrete,
•
Earth, loose,
Earth, rammed,
Earth, gravel,
Earth, as mud,
•
Earth, as mud, with gravel,
Earth, moist, sand, loose,
Glass,
Gneiss,
Granite,
. 137
solid,
• 300
112
140
56
Lime, quick, in small lumps, loose, 53
Limestone and Marbles. .168-175
Limestone and Marbles, loose, 96-100
Masonry, dry, rubble,
138
90
Masonry, dressed granite or lime-
77-90
stone,
•
165
•
144
100
•
55
73
•
45
•
151
·
50 Masonry, dressed sandstone,
27 Mortar,
125 Petroleum,
72
Plaster of Paris,
93 Salt, coarse,
109 Sandstone,
102 Slate,
•
. 126
་
•
Snow,
82-110 Snow, wet,
165
Water, fresh, pure,
168 Water, sea,
164-172
•
A heaped bushel of bituminous Coal weighs (28 bushels
A heaped bushel of Coke,.
A heaped bushel of Lime,
A struck bushel of Wheat,
A struck bushel of Oats,
A struck bushel of Corn, .
178
7
15-50
621
64
80
· 37
72-75
60
•
= I ton), .
•
30
·
56
BRICK-WORK AND MASONRY.
Stone-work is estimated by the perch of 25 cubic feet. Brick-work is
estimated by the thousand, and for various thicknesses of wall runs as
follows:
9 in wall, or 1 brick in thickness, 14 bricks.
13
18
"
22
1½
2
212
"
"
per superficial foot.
C
"
"
21
28
"
CC
(6
35
84

CRUSHING AND TENSILE STRENGTH, IN LBS., PER
SQ. INCH OF NATURAL AND ARTIFICIAL STONES.
DESCRIPTION.
Aberdeen Blue Granite,.
Quincy Granite,
Freestone, Belleville,
Freestone, Caen,
Freestone, Connecticut,
Sandstone, Acquia Creek, used for Capitol Wash-
ington,
Limestone, Magnesian, Grafton, Ill.,
Marble, Hastings, N.
·
Marble, Stockbridge, City Hall, N. Y.
Marble, Italian, .
Marble, Statuary,
•
Marble,Veined,
Slate,.
Brick, Red,.
Brick, Pale Red,
Brick, Common,
Brick, Machine Pressed,
Brick, Stock,
Weight
per
Crushing Force.
Cubic ft. Lbs. per Square
in lbs.
Inch.
164
8,400 to 10,914
166
15,300
3,522
1,088
3,319
5,340
17,000
18,941
12,624
10,382
3,216
165
9,681
9,300
135.5
808
130.3
562
Soo to 4,000
Brick-work, set in Cement, bricks not very hard,
Brick, Masonry, Common,
•
Cement, Portland, Cement 1, Sand I,
Cement, Portland,
Cement, Roman,
•
Mortar,
Crown Glass,
Portland Cement,
Portland Cement, with Sand,
Glass, Plate,
Mortar,
•
Plaster of Paris.
Slate,.
•
6,222 to 14,216
2,177
521
500 to 800
1,000 to 8,300
1,280
342
120 to 240
31,000
TENSION.
427 to 711
92 to 284
9,420
50
72
•
11,000
CAPACITY OF CYLINDRICAL CISTERNS.
FOR EACH FOOT OF DEPTH.
Diameter
Gallons.
Pounds.
in Feet.
Diameter
in feet.
Gallons.
Pounds.
2.0
23.5
196
9.0
475.9
3,968
2.5
36.7
306
9.5
530.2
4,421
3.0
52.9
44I
10.0
587.5
4,899
3.5
72.0
600
11.0
710.9
5,928
4.0
94.0
784
12.0
$46.0
7,054
4.5
119.0
992
13.0
992.9
8,280
5.0
146.9
1,225
14.0
1,151.5
9,602
5.5
177.7
1,482
15.0
1,321.9
11,023
6.0
211.5
1,764
20.0
2,350.I
19,596
6.5
248.2
2,070
25.0
3,672.0
30,620
7.0
287.9
2,401
30.0
5,287.7
44,093
7.5
330.5
2.756
35.0
7,197.I
60,016
8.0
376.0
3.135
40.0
9,400.3
78,388
8.5
424.5
3,540
85
PROPERTIES OF TIMBER.
DESCRIPTION,
Weight per Weight per
Cubic Foot, ft. B. M. in
in lbs.
lbs., average
Tensile strength
per sq. in.,
in lbs.
Crushing
in., in lbs.
strength per sq.
Relative Strength Shearing strength
for cross breaking with the grain, lbs.
White Pine = 100.
(See p. 72.)
Pressure in
lbs. per sq. in.
to indent".
per sq. in.
Ash,
43 to 55.8
4. I
11,000 to 17,207
4,400 to 9,363
130 to 180
458 to 700
1,800 to 1,850
Beech,
43 to 53.4
3.9
11,500 to 18,000
5,800 to 9,363
100 to 144
Cedar,
50 to 56.8
4.5
10,300 to 11,400
5,600 to 6,000
55 to 63
Cherry
130
Chestnut,
33
2.75
10,500
5,350 to 5,600
96 to 123
Elm,
34 to 36.7
2.9
13,400 to 13,489
6,831 to 10,331
96
Hemlock,
8,700
5,700
88 to 95
Hickory,
12,800 to 18,000
8,925
150 to 210
Locust,
44
3.7
20,500 to 24,800
9,113 to 11,700
132 to 227
Maple,
49
4. I
10,500 to 10,584
8,150
122 to 220
367 to 647
1,700 to 1,900
Oak, White,
45 to 54.5
4.Ι
10,253 to 19,500
Oak, Live,
Pine, White,
70
5.8
4,684 to 9,509
6,850
130 to 177
752 to 966
2,300 to 3,550
155 to 189
30
2.5
10,000 to 12,000
5,000 to 6,650
100
225 to 423
Pine, Yellow,
Spruce,
Walnut, Black,
28.8 to 33
2.6
12,600 to 19,200
5,400 to 9,500
98 to 170
286 to 415
875 to 1,160
1,900
10,000 to 19,500
5,050 to 7,850
86 to 110
253 to 374
42
3.5
9,286 to 16,000
7,500
875 to 1,023
2,200 to 2,600

86
WINDOW GLASS.
NUMBER OF PANES PER 50 FEET, OR IN I Box.
Size, in
inches.
Panes
in
Box.
Size, in
inches.
Panes
in
Size, in
inches.
Panes
Box.
in
Box.
Size, in
inches.
Panes
in
Box.
6 X 8
150
12
19
32
16 X 20
23
24 X 44
7 X 9
115
12 20
30
16 X 22
20
24 X 50
7
7
6
8 X 10
90
8 X 11
8 X 12
9 X 10
9 X II
9 X 12
67
9 X 13
62
9 X 14
57
ON KO NESK
12
21
29
16 X 24
19
82
12 X 22
75
12 23
2 N
27
16 X 30
15
26
16 X 36
12
24 X 56
26 X 36
26 X 40
80
12 X 24
25
16 K 40
II
26 X 48
13 14
40
18
20
20
26 X 54
13 X 15
37
18
22
18
28 X 34
13 16
35
18
24
17
28 X 40
13 X 17
33
18
26
15
28 X 46
9 X 15
53
13
18
31
18
34
12
28 X 50
9 X 16
50
13
19
29
IS
JO X 10
72
13
20 28
18
JO X 12
60
13
21
26
18
00 00 00
36
] [
30 X
6
IO
30 X
10 X 13
55
13
22
25
20
42
44
30 X
22
16
30 X 54
10 X 14
52
13
24
23
20X24
15
32 X 42
10 X 15
48
14
15
34
20
25
14
32 X 44
JO X 16
45
14
16
32
20
26
14
32 X 46
10 X 17
42
1418
20
28
13
32 X 48
NO 500 TO 100 ob no 45555
7
6
8
6
6
10 X 18
40
14
19
JI X II
59
14
II X 12
55
14 22
11 X 13
50
14
I I
14
47
14
I I
15
44
14
I I
16
41
14 X 36
WW NN NN.
20
N N
27
20
30
12
32 50
20
34
J I
32 X 54
23
20
36
10
32 X 56
24
22
28
18
44
COLO
32
16
50
7
32 X 65
34 >
34
24
14
34 46
II X 17
39
14
40
13
13
11 X 18
36
15 X 16
30
23
12
12 X 12
15 X 18
27
36
12 13
46
15
20
24
40
12 X 14
43
15
22
22
22 50
~ 0010 NW
34 X 50
34 X
34 X
36
7
36
59
12 X 15
40
15 X 24
20
24
28
11
36
56
12
16
38
15 X 30
16
24
30
IO
36
12 X 17
35
IS
32
15
24 32
12 X 18
33
16 X 18 |
25
24
36
COO
36
ترا درا
3
40
69
ABRIDGED PRICE LIST OF POLISHED PLATE
GLASS.
(LONDON AND MANCHESTER PLATE GLASS Co.)
Ins.
12
20
30
40
50 бо 70 80
go
24
$2.00 $4.05
30
2.55
5.10
40
4.95 8.95
$10.05
13.40 $23.65
50
5.10 11.15
22.20 29.60
62
6.10 13.40
70 9.40 15.65
80 10.75 23.65
90 12.05 26.65
100 13.40 29.60
26.65
33.50
31.05
41.40
35.50 47-35
$100
39.95
53.25
112 $126
44.10
59.15
74
93
100
124
140
ΙΙΟ
14.75 32.55 48.80
65.10
SI 103 120
137
154
I 20 16.10 35.50
130
52.25
71.00
93 112
131
149
168
23.10 38.45 57.70
76.00
ΙΟΙ
121
142
162
197
140 24.85 41.40
62.15
82.85
109
131
152
174
212
150
26.65
44.40
66.55
!
93.00
117
140
163
202
227
160 28.40 47.35 1 71.00
108.00
134
бі
188
215
242
Discount, 50, 10 %, and 5 %. Dec., '86.
87

HOLLOW BRICK, FOR
FOR FIRE-PROOF BUILDING.
(LIST OF HENRY MAURER, NEW YORK.)
100 00 00 00
000000
0 0 0 0 0 0
(Iron Beam Protection-Patented June 3d, 1884.)
HOLLOW BRICK FOR FLAT ARCHES.
WIDTH OF
SPAN BETWEEN
IRON BEAMS.
DEPTH
OF
ARCH.
WEIGHT PER
SQUARE FOOT.
SAFE LOAD
PER
PRICE PER
SQUARE FOOT. SQUARE FOOT.
3 ft. 6 in. to
4 ft. o in. to
4 ft. 6 in. to
5 ft. 0 in. to
5 ft. 0 in. to
o
o
6 ft. o in. to
6 ft. o in.
7 ft. 0 in.
o
7 ft. 6 in.
8
5 ft. 0 in.
4 ft. 0 in.
o
6 in.
29 lbs
<<
7∞
33
1,500 lbs.
1,500
II cents.
12
"
37
1,500
"
""
9
40
1,500
I 4
16
"
"
ΙΟ
43
8 ft. o in.
12
48
1,500
1,500
19
"
22
PARTITIONS.
THICKNESS.
WEIGHT PER
PRICE PER
SQUARE FOOT SQUARE FOOT
Hollow Brick (Clay) Partitions.
Co
"
"
((
"
(C
Porous Terra-Cotta,
"
""
"
"
"
"
"
((
"
8
3456 NO 3 +56 700
3 in.
14 lbs.
182
6 cents.
"
7
"
23
IO
6"
25
12
"
7
31
•
13
8 "
(C
34
12
(C
4
17
15
7
8
(4
"
23
ΙΙ
"
27
13
"
C
"
31
15
36
"
16
C
FURRING, ROOFING AND CEILING.
Hollow Clay Furring.
Porous Terra-Cotta Furring.
<<
Roofing.
"
(
66
Co
Ceiling.
THICKNESS.
WEIGHT PER
PRICE PER
SQUARE FOOT. | SQUARE FOOT.
2 2 2
2 in.
12 lbs.
7 cents.
8
(i
8
44
C
12
10
看着
​3
16
""
"
12
"
2
I I
10
A 5-foot span (18 in. wide) of 8-in. Floor Block is found, by experiment,
to stand 9,300 lbs. without breaking.
These prices are an average for New York and vicinity, delivered at
buildings and alongside of docks in Albany, Buffalo, Baltimore or Phila.
The cost of laying above blocks in cement mortar is about 30 per cent.
additional in New York, and 25 per cent. in Philadelphia.
88

WEIGHTS, PER FOOT, OF CAST-IRON PIPES IN GEN-
ERAL USE, INCLUDING SOCKET AND SPIGOT
ENDS.
(DENNIS, LONG & Co.)
Diameter. Thickness.
Weight
Diameter. Thickness.
Weight
per
foot.
per foot.
2 inches.
+ inch.
64 lbs.
14
inches.
2 21
91
16
"
14
16
دبا دبا دیا) در +++
3
3
C
II
16
<<
"
CC
CC
"
3
13
18
-+-
"
"
C
16
CC
W NW N HD
mogo mió C H IN
16
"
DRAUDONGHIN
inch.
138 lbs.
85
པ
108
129
CC
152
16
*
175
CC
23
161
23
31
25
18
"
18
(C
18
20
(C
20
<<
33
20
LOID CHEROKEE CORREDO
CC
114
137
<<
161
66
(4
132
160
423
C
* A
197
20
CC
CC
8
CC
("
52
24
40
24
(C
24
3
8
CC
***
เ
C
24
CC
-f-
ΙΟ
<<
ΙΟ
60
ΙΟ
<<
10
12
44
CC
12
(
12
C
82
Co
36
(C
12
99
36
14
117
48
74
14
74
៩
48
"
94
48
113
48
Co
30
CC
30
品
​54
68
30
67
30
"C
*
CC
CC
*
KOOD ST{#2}}}
מכינים
-100-90
H
215
159
100
224
44
257
"
237
"
277
"
319
360
332
381
429
479
H
512
(4
*
58+
685
i
775
BRICKS.
The bricks of different makers vary in dimensions, and those of the same
maker vary also, owing to the different degrees of heat to which they are
subjected in burning. The rule given on page 84 for estimating the num-
ber of bricks in a square foot of wall is only approximate. The following
table gives the usual dimensions of the bricks of some of the principal
makers:
DESCRIPTION.
Wilmington front,
Baltimore front,.
Philadelphia front,
Trenton front,
Croton,.
Colabaugh,
FIRE BRICK-
INCHES.
DESCRIPTION.
Maine,
Milwaukee,
8X48X2% North River,
Trenton,
+
82X4
84356
Ordinary,
Valentine's (Woodbridge, N. J.), .
Downing's (Allentown, Pa.),.
70.00 00
INCHES.
33 3X238
48X236
3%X2%
X4 X2
58X2/4
8%X4%X2½ ins.
.9 X4%X22 ins.
To compute the number of bricks in a square foot of wall.-To the
face dimensions of the bricks used add the thickness of one joint of mortar,
and multiply these together to obtain the area. Divide 144 square inches
by this area, and multiply by the number of times which the dimension of
the brick, at right angles to its face, is contained in the thickness of the
wall.
EXAMPLE. How many Trenton bricks in a square foot of 12 inch wall,
the joints being inch thick?
8 + ¼ × 2¼ + ¼
X
20.62; 14420.627; 7X3-21 bricks per sq. ft.
89
I
H H
WEIGHT OF SKYLIGHT AND FLOOR GLASS PER
SQUARE FOOT.
(LONDON AND MANCHESTER PLATE GLASS Co., N. Y.)
Thickness in inches,
•
Weight in pounds, .
-100
To
}
1.75 2.62
}
2
I
3.50 5.35 7.00 8.75 10.50 14.00
SIZES AND WEIGHTS OF SQUARE AND HEXAGON
NUTS.
(HOOPES & TOWNSEND'S LIST.)
UNITED STATES STANDARD SIZES. CHAMFERED AND TRIMMED.
PUNCHED TO SUIT U. S. STANDARD TAPS.
Diam, of Bolt.
Width.
Thickness.
1997-105275121
(veja cobert-100
H H
H H
H H
મ
KH
H
2
~ 2
H
2 2
H
H
KH
વગર
278
2 2 2
2 2 2 2 3
2 23334+
1 2 2
Diam. of Hole.
No. in 100
*sql
SQUARE.
Wt. each
in lbs.
No. in 100
lbs.
HEXAGON.
Wt, each
in lbs.
7270
.0138
7615
.0131
4700
.0213
5200
.0192
2350
.0426
3000
.0333°
1630
.0613
2000
.050
1120
.0893
1430
.070
890
.1124
1100
.091
640
.156
740
.135
380
.263
450
.222
280
.357
309
.324
170
.588
216
463
130
.769
148
.676
96
1.04
III
.901
70
1.43
85
1.18
58
1.72
68
I.f7
44
2.27
56
1.79
34
2.94
40
2.50
30
3.33
37
2.70
23
4.35
29
3.45
19
5.26
21
4.76
12
8.33
15
6.67
II. II
II
9.09
81
11.76
3
24
9
7}
13.64
STANDARD SIZES OF WASHERS-NUMBER IN 100 LBS.
(HOOPES & TOWNSEND's List.)
Diameter.
Size of Hole.
Thickness.
Bolt.
No. in roo lbs.
inch.
10
inch.
No. 16
inch.
16
Б
"
29,300
18,000
(
(C
((
I
14
7,600
1
I
HN-NANCY
(
((
"
I I
18
3,300
"
"
C
"
I I
R
2,180
"
ΙΙ
2,350
"
18
"
"
"
I I
1,680
(C
22233
验
​"
10
1,140
--
(
+
8
I
580
"
་
"
8
H
"
"
"
"
76
I
***D**
"
470
((
360
360
288
90
WEIGHT OF 100 BOLTS WITH SQUARE HEADS
AND NUTS.
(HOOPES & TOWNSEND'S LIST.)

DIAMETER OF BOLTS.
Length
under
head
to point. in. in. in.
in. in.
in.
in.
in.
in.
I in.
lbs.
lbs.
lbs. lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
مودالاتي
4.00
7.00
10.50 15.20
22.50
39.50
63.00
4.35
7.50
11.25
16.30
23.82
41.62
66.00
3
Causes WW N N N N
4.75
8.00
12.00 17.40
25.15
43.75
69.00 109.00
163
11
5.15
8.50 12.75
18.50
26.47
45.88
72.00 113.25
169
5.50 9.00 13.50
19.60 27.80
48.00
75.00 117.50 174
5.75 9.50 14.25 20.70
29.12
50.12
78.00 121.75
180
6.25
10.00 15.00
21.80 30.45
52.25
81.00 126.00
185
7.00
11.00 16.50 24.00
33.10
56.50
87.00 134.25
196
7.75
12.00 18.00 26.20
35.75
60.75
93.10 142.50
207
مرد
8.50
13.00 19.50
28.40
38.40
9.25
10.00
14.00 21.00
15.00
10.75 16.00
30.60
41.05
77
8
9
ΙΟ
II
12
22.50
32.80 43.70
24.00 35.00 46.35
25.50 37.20 49.00
27.00 39.40 51.65
28.50
41.60 54.30
30.00 43.80 59.60
46.00 64.90
48.20 70.20
65.00 99.05 151.00
69.25 105.20 159.55
73.50 111.25 168.00
77.75 117.30 176.60
82.00 123.35 185.00
218
229
240
251
262
86.25 129.40 193.65
273
13
50.40 75.50
52.60
80.80
86.10
90.50 135.00 202.00)
94.75 141.50 210.70
103.25 153.60 227.75
227.75
111.75 165.70 224.80
120.25 177.80 261.85
128.75 189.90 278.90
284
295
317
339
360
382
137.25 202.00 295.95 404
14
15
16
91.49
145.75 214.10 313.00
426
96.70 154.25 226.20 330.05
102.00 162.75 238.30 347.10
448
470
17
107.30 171.00 250.40 364.15
492
18
112.60
19
20
117.90
179.50 262.60 381.20.
188.00 274.70 398.25
514
536
123.20
206.50 286.80 415.30 558
Per inch
addition'li 1.37 2.13 3.07 4.18
5.45 8.52 12.27 16.70 21.82
WEIGHTS OF NUTS AND BOLT-HEADS, IN POUNDS.
FOR CALCULATING THE WEIGHT OF LONGER BOLTS.
DIAMETER OF BOLT,
IN INCHES.
1-2
07:49
Sk
320
-H
ส
Nut!
.017.057
J2S
.267
.43
.73
Weight of Hexagon Nut
and Head,
Weight of Square Nut and
Head,.
·
DIAMETER OF BOLT,
IN INCHES.
Weight of Hexagon Nut
and Head,
I
.021
.069 .164
-320
.55
.88
درا
3
17 28.8
1.10 2.14 3.78
5.6
8.75
•
1.31 2.56
4.42 7.0
10.5
21 36.4
Weight of Square Nut and
Head,.
91
Lengths. 3% in.
fin. ½ in.
NUMBER OF RIVETS IN 100 POUNDS.
in.% in. 1 in. 4 in. in.
1,965
1,419
1,092
944
665
1,848
1,335
1,027
846
597
I
1,692
I,222
940
763
538
450
118
1,512
1,092
840
726
512
415
14
1,437
1,036
797
691
487
389
356 228
138
1,368
988
760
653
460
370
329
211
1½
1,300
949
730
624
440
357
280
180
15%
1,260
924
711
596
420
340
271
174
134
1,200
900
693
553
399
325
262
169
18
1,156
840
648
532
375
312
257
165
2
1,100
789
608
511
ვნა
297
243
156
218
1,031
744
573
502
354
289
237
152
2
999
721
555
491
347
280
232
149
22
945
682
525
475
335
260
220
141
23333
23
900
650
500
443
312
242
208
133
828
598
460
4II
290
224
197
127
34
779
562
433
379
267
212
180
115
3/2
743
536
413
352
248
201
169
108
334
715
513
395
341
241
192
160
102
4
326
230
184
158
99
4
312
220
177
150
96
4/2
298
210
171
146
434
284
200
166
138
89
55556
270
190
161
135
87
5%
256
180
156
130
84
5/2
244
172
151
124
80
534
233
164
145
120
77
223
157
140
115
74
64
213
150
138
III
71
6½
207
146
134
107
634
203
143
129
104
7
198
140
125
100
852
69
67
64
WEIGHT OF PLATES PER SQUARE FOOT, IN
POUNDS.
Thickness
in Inches.
Wrought
Iron.
Sheet
Copper.
Lead.
Zinc.
2.50
2.86
3.71
2.27
5.00
5.72
7.42
4.54
7.50
8.58
11.12
6.81
10,00
II.44
14.83
9.08
12.50
14.39
18.54
II.35
15.00
17.16
22.25
13.62
17.50
20.02
25.96
15.89
20.00
22.88
29.66
18.16
السرير لاموني ماسال مایه بر
22.50
25.74
33.37
20.43
、 ༢༽ བོང པདྨ ཏུ
25.00
28.60
37.10
22.70
27.50
31.46
49.79
24.97
30.00
34.32
44.50
27.24
32.50
37.18
48.20
29.51
35.00
40.04
51.91
31.78
37.50
42.90
55.62
34.05
I
40.00
45-75
59.33
36.33
92

Breadth
in Inches.
WEIGHT PER FOOT OF FLAT IRON.
THICKNESS IN FRACTIONS OF INCHES.
1% 18
3/4
74
5
10
3
100
1/2
9
16
5/8
}}}
H
.208 .417 .625
.833 1.04
1.25
1.46
1.67
1.88
2.08
2.29
1% .234 .469.703 .938
1.17
1.41 1.64
1.87
2.11
2.34
2.58
1.260.521
.521 781
1.04
1.30
1.56 1.82
2.08
2.34
2.60
2.86
.286 .573 .859
1.15
1.43
1.72 2.01
2.29
2.58
2.86
3.15
I
.313 .625 .938
1.25
1.56
1.88
2.19
2.50
2.81
3.13
3.44
.339.6771.02
1.36
1.69
2.03
2.37 2.71
3.05
3.39
3.73
134 .365 .729 1.09
1.46
1.82
2.19
2.55
2.92
3.28
3.65
4.01
1% 391
781 1.17
1.56
1.95
2.34 2.73
3.12 3.51
3.91
4.30
417 833 1.25
1.67
2.08
2.50 2.92
3-33 3.75
4.17
4.58
28.443
886 1.33
1.77
2.21
2.65 3.10
3.54
3.98
4.43
4.87
24.469 .9381.41
1.88
2.34
2.81 3.28
3.75
4.22
4.69
5.16
238
495 990 1.48
1.98
2.47
2.97; 3.46
3.96
4.46
4.95
5.44
2 2 2 N
22 521 1.04 1.56 2.08
|
2.60
3.13 3.65
4.17
4.69
5.21
5.73
252 -547 1.09
1
1.64
2.19 2.73
3.28 3.83
4.38
4.92
5.47 6.02
23 573 1.15
·
I
1.72
2.29
2.86
278 599 1.20
1.80
4.58
3.44 4.01
5.16 5.73
6.30
2.40
3.00
3.60
4.20
4.79
5.39
5.99
6.59
ترا در)
3
1
.625 1.25 1.88
34677 1.35 12.03
32
2.50 3.13
3.75 4.38
5.00
5.63
6.25
6.88
2.71
3.39
4.06 4.74
5.42
6.09
6.77
7.45
729 1.46 2.19
3
.781 1.56 2.34
3.651
2.92
3.13
4.38 5.10
5.83 6.56
7.29
8.02
3.91
4.69 5.47
6.25
7.03 7.81
8.59
*
.833 1.67 2.50
.8851.77 2.66
.938 1.88 2.81
.990 1.98 2.97
3.33 4.17
3.54 4-43 5.31 6.20
4.69
3.75
3.96 4.95 5.94 6.93
5.00! 5.83
6.67 7.50 8.33 9.17
7.08 7.97 8.85 9.74
5.63 6.56
7.50
8.44
9.38 10.31
7.92
8.91
9.90: 10.89
5
1.042 2.08 3.13
54 1.09 2.19 3.28
51.15 2.29 3.44
5341.20 2.40 3.59
4.17
4.58
4.79
5.21
4.38 5.47 6.56 7.66
5.73 6.88 8.02
5.99 7.19 8.39
6.25 7.29
8.33
9.38 10.42 11.46
8.75 9.84 10.94 12.03
9.17 10.31 11.46 12.60
9.58 10.78 11.98 13.18
6 1.25 2.50 3.75
5.00
64 1.30 2.60
13.91
5.21
6.51
6.25 7.50 8.75
7.81 9.11
10.00 11.25
10.42 11.72
612 1.35 2.71 406
5.42
6.77
8.13 9.48
10.83
12.50 13.75
13.02 14.32
12.19 13.54 14.90
634 1.41 2.81 4.22
5.63
7.03
8.44 9.84
11.25
12.66 14.06 | 15.47
|
5.83
7.29
6.04 7.55
8.75 10.21
9.06 10.57 12.08
11.67
13.13 14.58 16.04
7 1.46 2.92 4.38
71.51 3.02 4.53
71.56 3.13 4.69
734 1.61 3.234.84
6.25
6.46
8 1.67 3.33 5.00
6.67
84 1.72 3.44 5.16 6.88
81 1.77 3.54 5.31
7.08
834 1.823.65 5.47 7.29
9
a a
1.88 13.75 5.63
94 1.93 3.85 5.78
921.98 3.96 15.94
934 2.03 4.06 16.09
ΙΟ 2.08 4.17 6.25
104 2.14 4.27 6.41
10½ 2.19 4.38 6.56
1034 2.24 4.48 6.72
I
13.59 15.10 16.61
7.81 9.38 10.94 12.50 14.06 15.63 17.19
8.07 9.69 11.30 12.92 14.53 16.15 17.76
8.33 10.00 11.67 13.33 15.00 16.67 18.33
8.59 10.31 12.03 13.75 15-47 17.19 18.91
8.85 10.63 12.49 14.17 15.94 17.71 19.48
9.11 10.94 12.76 14.58 16.41 18.23
18.23 20.05
9.38 11.25 13.13 15.00 16.88 18.75 20.63
9.64 11.56 13-49 15.42 17.34 19.27
9.90 11.88 13.85 15.83 17.81 19.79
10.16 12.19 14.22 16.25 18.28 20.31
7.50
7.71
21,20
21.77
7.92
8.13
22.34
8.33
8.54
10.42 12.50 14.58 16.67 18.75
10.68 12.81 14.95 17.08
20.83 22.92
19.22
21.35 | 23.49
8.75
8.96
10.94 13.13 15.31 17.50
11.20 13.44 15.68 17.92
19.69
21.88 24.06
20.16
22.40 24.64
0.17
11.46 13.75 16.04
18.33
20.63 22.92 25.21
9.38
11.72 14.06 16.41
18.75
21.09 23.44 25.78
19.17
|
21.56 23 96 | 26.35
I I 2.29 4.58 6.88
11 2.34 4.69 7.93
112.40 4.79 7.19 9.58
1134 2.45 4.90 7.34 9.79
12 12.50 15.00 17.50 10.00
11.98 14.38 16.77
12.24 14.69 17.14 19.58
12.50 15.00| 17.50 | 20.00 | 22.50
22.03 24.48 | 26.93
22.50 25.00 27.50
93

Breadth
in Inches.
WEIGHT PER FOOT OF FLAT IRON.
THICKNESS IN FRACTIONS OF INCHES.
34
73 7/8
I
ITS
11/8
114
138
I
2.50 2.71 2.92 3.13
3-33
3.54
3.75 3.96
4.17
4.37
4.58
18 2.81 3.05 3.28
14 3.13 3.39 3.65
3.52
3.75
3.98 4.22
4.45
4.69
4.92
5.16
3.91
4.17
4.43
4.69
4.95 5.21
5.47
5.73
18 3.44 3.72 4.01
4.30
4.58
4.87
5.16
5.44 5.73
6.02
6.30
1/2
1½ 3.75 4.06 4.38
4.69
5.00
5.31
5.63
5.94 6.25
6.56
6.88
15% 4.06, 4.40 4.74
5.08
5.42
5.75
6.09 6.43
6.77
7.11
7.45
I 134 4.38 4.74 5.10 5.47
5.83
6.20
178 4.69 5.08 5.47 5.86
6.25
6.64
6.56 6.93 7.29
7.66
8.02
7.03
7.42 7.81
8.20
8.59
2
5.00 5.42 5.83 6.25
6.67
7.08
7.50
7.92 8.33
8.75
9.17
28 5.31 5.75 6.20 6.64
7.08
7.52 7.97
8.41
8.85
9.30 9.74
24 5.63 6.09 6.56 7.03
7.50
7.97 8.44
8.91
9.38 9.84
10.31
238 5.94 6.43 6.93
7.42
7.92
8.41
8.91
9.40
9.90
10.39 10.89
7.81
8.20
8.33
8.85 9.38
8.75 9.30 9.84 10.39 10.94 11.48
22 6.25 6.77 7.29
258 6.56 7.11 7.66
234 6.88 7.45 8.02 8.59
27% 7.19 7.79 8.39 8.98
9.90 10.42 10.94 11.46
12:03
9.74 10.31 10.89 11.46 12.03 12.60
9.58 10.18 10.78 11.38 11.98 12.58 13.18
9.17
3 7.50 8.13 8.75 9.38 10.00
34 8.13 8.80 9.48 10.16 10.83
32 8.75 9.48 10.21 10.94 11.67
334 9.38 10.16 10.94 11.72 12.50
44
14.84
10.63 11.25 11.88 12.50 13.13 13.75
11.51 12.19
12.86 13.54 14.22
12.40 13.13 13.85 14.58 15.31
13.28 14.06
14.90
16.04
15.63 16.41
17.19
13.33
14.17
15.00
15.83
4 10.00 10.83 11.67 12.50
44 10.63 11.51 12.40 13.28
4211.25 12.19 13.13 14.06
434 11.88 12.86 13.85 14.84
5 12.50 13.54 14.58 15.63 16.67
54 13.13 14.22 15.31 16.41 17.50
52 13.75 14.90 16.04 17.19 18.33
54 14.38 15.57 16.77 17.97 19.17
14.17 15.00 15.83 16.67 17.50 18.33
15.05 15.94 16.82 17.71 18.59 19.48
15.94 16.88 17.81 18.75 19.69 20.63
17.81 18.80 19.79 20.78 21.77
16 82
17.71 18.75 19.79 20.83 21.88 22.92
18.59 19.69 20.78 21.88 22.97 24.06
19.48 20.63 21.77 22.92 24.06 25.21
20.36 21.56 22.76 23.96 25.16 26.35
15.00 16.25 17.50 18.75 20.00 21.25 22.50 23.75 25.00 26.25 27.50
61415.63 16.93 18.23 19.53 20.83 22.14 23.44 24.74 26.04 27.34 28.65
6
61216.25 17.60 18.96 20.31 21.67 23.02 24.38 25-73 27.08 28.44 29.79
64 16.88 18.28 19.69 21.09 22.50 23.91 25.31
7
17.50 18.96 20.42 21.88 23.33
74 18.13 19.64 21.15 22.66 24.17
7/2 18.75 20.31 21.88 23.44 25.00
734 19.38 20.99 22.60 24.22 25.83
8
|
26.72 28.13 29.53 30.94
24.79 26.25 27.71 29.17 30.62 32.08
25.68 27.19 28.70 30.21 31.72 33.23
26.56 28.13 29.69 31.25 32.81 34.38
|
27.45 29.06 30.68 32.29 33.91 35.52
20.00 21.67 23.3325.00 26.67 28.33 30.00 31.67 33.33 35.00 36.67
8420.63 22.34 24.06.25.78 27.50 29.22 30.94 32.66 34.38 36.09 37.81
1
81221.25 23.02 24.79 26.56 28.33 30.10 31.88 33.65 35.42 37.19 38.96
84 21.88 23.70 25.52 27.34 29.17 30.99 32.81 34.64 36.46 38.28 40.10
31.88 33.75 35.63 37.50 39.38 41.25
32.76 34.69 36.61 38.54 49.47 42.40
|
33.65 35.63 37.60 39.58 41.56 43.54
34.53 36.56
40.63 42.66 44.69
| |
9
22.50 24.38.26.25 28.13 30.00
94 23.13 25.05 26.98 28.91 30.83
92 23.75 25.73 27.71 29.69 31.67
94 24.38 26.41 28.44 30.47 32.50
38.59
|
|
ΙΟ 25.00 27.08 29.17 31.25 33.33 35.42 37.50 39.58 41.67 43.75 45.83
104 25.62 27.76 29.90 32.03 34.17 36.30 38.44 40.57 42.71 44.84 46 98
10½ 26.25 28.44 30.63 32.81 35.00 37.19 39.38 41.56 43.75 45.94 | 48.13
10426.88 29.11 31.35 33.59 35.83 38.07 40.31 43.55 44.79 47.03 49.27
I I 27.50 29.79 32.08 34.38 36.67 38.96 41.25 43.54 45.83 48.13 50.42
11 28.13 30.47 32.81 35.16 37.50 39.84 42.19 44.53 46.88 49.22 51.56
112 28.75 31.15 33.54 35.94 38.33 49.73 43.13 45.52 47.92
114 29 38 31.82 34.27 36.72 39.17 41.61 44.06 46.51 48.96
|30.00 32.50 35.00 37.50 40.00 | 42.50 | 45.00 | 47.50 | 50.00
12
|
50.31 52.71
51.41
53.85
$2.50 | 55.00
94
Diameter
in Inches.
Square
Bars.
WEIGHT PER FOOT OF ROUND AND SQUARE IRON.
Square
Bars.
Round
Bars.
Diameter
in Inches.
Square
Bars.
Round
Bars.
7 163.3 128.3
74 175.2 137.6
72 187.5 147.3
734 200.2
.117
.092
1% 8.802 6.913
38 32.55
.208
.164
19.492 7.455
3
38 32.55 25.57
35.21 27.65
.326
.256
134 10.21
8.018
338 37.97 29.82
/8
.469
.368
11a 10.95
8.601
32
16
.638
.501
17% 11.72
9.204
358
.833
.654
1812.51
12.51
9.828
40.83 32.07
43.80 34.40
334 46.88 36.82
8
1.055 .828
2
13.33 10.47
21.302
1.023
1.576 1.237
1.875 1.473
1.728
2.201
8 2.552 2.004
12.930 2.301
I 3.333 2.618
I
1 3.763 2.955
To
18 4.219 3.313
14.701 3.692
15.208 4.091
IT 5.742 4.510
214.18 11.14
28 15.05 11.82
215.95 12.53
24 16.88 13.25
17.83 14.00
3/8 50.05 39.31
53.33 41.89
157.2
213.3 167.6
84 226.9 178.2
812 240.8 189.2
834 255.2 200.4
212.1
48 56.72 44.55 9 270.0
44 60.21 47.29 94 285.2 224.0
43% 63.80 50.11 9½ 300.8 236.3
42 67.50 53.01 934 316.9 248.9
|
23 18.80
14.77
218 19 80
15.55
22 20.83
16.36
21 21.89
17.19
5
478 71.30 56.00 10
434 75.21 59.07 10
47% 79.22 62.22 1012
83.33
333.3 261.8
350.2 275.1
367.5 288.6
54 91.88 72.161034
385.2 302.5
258 22.97 18.04
2124.08 18.91
24 25.21 19.80
2 2
18 6.302 4.950 218 26.37 20.71
1 6.888 5.410 27% 27.55 21.64
1/2 7.500 5.8902828.76 22.50
18.138 6.392 3 130.00 23.56
5½ 100.8
II
403.3 316.8
79.1911 421.9 331.3
II0.2 86.56 11
12
440.8 | 346.2
6 120.0 94.25 1134 460.2 361.4
6/130.2
130.2 102.3
480.0 377.0
6% 140.8 110.6
634151.9 119.3
LIST OF EXTRAS ON BAR IRON.
ORDINARY SIZES.
f Rounds and Squares.
Flats.
•
to 2 in. diam.
1 to 4 X 3 to 1½ and 4 to 6 x 33 to 1
EXTRA SIZES.
Extra
Rounds and
Squares.
in cts.
Flats.
Extra
in cts.
Extra
Flats.
in cts.
per b.
per fb.
per .
D.
No. 6 and in
1.3
2.5
3%
33 to 58
0.4
No. 5
1.0
38
3.6
0.6
Γ
No. 4
0.8
3.0
& F
0.5
•
Nos. 2, 3, 4 & 5 2
2.5
0.4
1
2.3
0.4
2.0
1 to 6X &
0.2
0.4
1.8
2 to 4XI
to 2
.2
0.2
1.6°
2 to 4X2 to 3
0.3
0.1
3.0
41% to 6X1% to 2
0.2
2% to 27%
O.I
2.6
41% to 6X2% to 3
0.4
3 to 3
0.3
2.5
31% to 4
0.5
2.2
41% to 42
0.6
1.8
41% to 5
1.6
1.4
HALF ROUND.
2.
I Q
| Cap Gun C3 H
NGN HONGANUSSI
5½ & H
رشته ریشه میشه دوست د
78 to 11
0.5
1.6
0.6
1.5
0.7
1.3
0.9
1.2
I, I
18
to
I. I
FLATS.
0.9
0.7
4
3
0.5
3.5
0.7
3.0
X & &
ใส่
•
0.5
For cutting to specific lengths, ro to 20 feet, 0.2 cent extra.
95
Width in
SIZES OF MERCHANT BARS MADE BY THE NEW
JERSEY STEEL & IRON CO.
FLATS.
ROUNDS.
SQUARES.
Width
of Side.
½ to z
12 32 to 32
112 3/4 to 1/2
No. 6 B. W. G.
138
3
15% to 1½
1
No. 5
110
32
% to 32
3
1343% to 15%
No. 4
1½
14
3 to 4
1% 1% to 1%
No. 3
C
A
176
32
10% to
4
118 % to 15%
No. 2
"
15%
5
18
ទ
1/8 to
fe
5
2
1 to 134
No. 1
""
I
1}!
11
1/2 1 4
to 2%
21%
% to 2
1/4
134
3/3
121% to 3%
21/4 to 134
1
G
IG
17%
18% to 3/8
2% to 1%
11
2
1/½
%% to 3%
23% 7% to 1%
3/3
218
18
16
21% to 3%
to 3% 2%
1 to 134
32
19:00
2
% to 8
2344 to 24
ΤΟ
23%
33
fo to 3%
3
1 to 24
1½
2/2
3/4
16
3/4 to 33%
34 to 134
ก
16
25%
3
181 to 3%
to 3% to 2
58
234
7/8
%% to 1c
3
IG
G
to 234
13
27%
1400
18% to 4½
1/4 to 3
3/4
3
I
I
to %
5
1/4 to 134
13
3%
116
13% to % 6
1/4 to 24
78
3/2
118
1 16 to I
5
7
¼ to 2
18
334
11
1% to 1
8
to 21%
I
133
118
½ to % 9
3% to 2%
116
44
1½
17
3% to 1% 12
1/4 to 1/2
11%
4%
15%
1/4
to 1/8
134
13% to 14
16
1% to 1
110½ to 11
1½ to 13%
%
1%
5
178
I
2
24
21/2
96
WEIGHT PER YARD OF TRENTON ANGLE BARS.
Designa-
tion of
Bar.
Approximate Weight in lbs. per yard for each thick-
ness in Inches.
The area of cross-section is one-tenth of the
weight per yard.
6 x 6..
1/2
A
10
5/8
}
3/4
13
57.5
64.3
71.1
77.8
84.4
91.0
97.3
1/2
58
1
3/4
42 x 42.
4 X 4
32 x 32.
3 x 3.
37.5
42.5
47.5
52.3
57.2
61.9
3/8
1/½
} }
3/4
•
•
28.6
33.I
37.5
41.8
46.1
50.5
54.4
3/8
1/2
56
}}
24.8
28.7
32.5
36.2
39.8
43.4
5
18
33
1/2
1
58
}
14.4
17.7
21.I
24.4
27.5
30.6
33.6
36.5
፡
234 x 234.
TU
3/8
1
1/2
1
32
16.2
19.2
20.7
22.2
23.6
25.0
26.3
27.7
1/
1 1
38
13
fo
32
2½ x 22.
11.9
14.7
16.0
17.3
18.6
20.0
21.2
22.5
1/4
32
Fo
Б
10
1/1
3/8
13
2 x 2.
10.6
11.9
13.1
14.3
15.5
16.8
17.8
32
To
3/3
2 X 2
8.
10.4
11.5
12.6
13.6
7
134 x 134.
32
32
fo
6.21
7.18
8.13
9.05
9.96
TG
1/4
ཏུ?
16
5.27
6.09
6.88
7.64
8.40
1/8
32
X
1 x 1
2.97
3.66
4.34
4.99
5.63
1,00
3
ཏྭཱ
ΙΧΙ.
2.34
2.88
3.40
3.91
4.38
78 x 7%.
1/8
16
2.03
2.48
2.93
34 x 3.
17
1.72
2.09 2.46
UNEVEN LEGS.
fo
6x4..
1/2
18
5/8
}}
3/4
41.8
47.5
53.4
58.6
64.0
69.4
3/8
5x3½..
1/2
18
$13
30.5 35.3
40.0
44.7
49.2
53.7
58.1
3/8
41/2 X 3.
Fo
1/2
}
26.7
39.9
35.0
39.0
43.0 46.8
50.6
F
T8
36
70
IG
56
4 X 3...
20.9
24.8
28.7
32.5
36.2
39.8
43.4
3½ x 3. . .
1/
18
3.8
fo
1/2
ទ
18
56
H
15.6
19.3
23.0
26.5 30.0 33.4
36.7
40.0
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1/4
11.9
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1/4
5
1.6
}}
33
14 16
1/2
·
13.1
16.2 17.7
19.2
20.7
22.2
25.0
27.7
37
1/
季
​36
3X2.
22.50
10.44 11.87 13.27 14.65 16.00 17.34 19.06
The above weights are only approximate, and therefore orders should
specify either the thickness or weight per foot, but never both.
97
Diameter.
Area.
Diameter.
AREAS OF CIRCLES.
For Diameters from "o.1 to 1.00, Advancing by .005."

Area.
Diameter.
Area.
Diameter.
0.10
.007854
0.330
.085530 0.560
.246301 0.790
.490167
0.105
0.110
0.115
0.120
.008659
.009503
.010387
0.335 .088141 0.565
0.340 .090792 0.570
.250719
0.795
.496391
.255176
0.800 .502655
0.345
.093482 0.575
.259672
0.805
.508958
.011310
0.350
.096211 0.580
.264208
0.810
.515299
0.125
.012272
0.355
.098980 0.585
.268783
0.815
.521681
0.130
0.135
0.140
0.150
0.155
0.160 .020106
.013273 0.360
.014314 0.365
.015394 0.370
0.145 .016513 0.375
.017671 0.380
.018869
.101788
0.590
.273397
0.820
.528102
.104635
0.595
.278051
0.825
.534562
.107521
0.600
.282743
0.830
.541061
.110447 0.605
.287475
0.835
.547600
.113411
0.610
.292247 0.840
-554177
0.385
.116416
0.615 .297057
0.845
.560794
0.390
.I19459
0.620 .301907
0.850
.56745I
0.165
.021382
0.395
.122542
0.625
.306796
0.855
·574146
0.170
.022698 0.400
.125664
0.630 .311725
0.860
.580881
0.175
0.180
0.190
.024053 0.405
.025447 0.410 .132025
0.185 .026880 0.415
.028353 0.420
.123825
0.635
.316692 0.865
.587655
0.640
.321699 0.870
·594468
.135265
0.645
.326745 0.875
.601321
0.195
.029865 0.425
.141863
0.200
0.205
0.210
0.215
.033006 0.435
.031416 0.430
.145220
.138544 0.650
0.655
0.660
.331831
0.880
.608212
.336955 0.885
.615144
.342119
0.890
.622114
.148617 0.665
·347323
0.895
.629124
.034636
0.440
.152053 0.670
.352565
0.900
.636173
.036305 0.445
.155529
0.675
.357847
0.905 .643261
0.220
.038013 0.450 .159043 0.680
.363168
0.910
.650389
0.225
.039761
0.455 .162597 0.685
.368528
0.915
.657556
0.230
.049087 0.480
0.485
0.510
0.515
.041548 0.460
0.235 .043374 0.465
0.240 .045239 0.470
0.245 .047144 0.475
0.250
0.255 .051071
0.260
.053093 0.490
0.265 .055155 0.495
0.270 .057256 0.500
0.275 .059396 0.505
0.280
.061575
0.285
.063794
.208307 0.745 .435916
0.200 .066052 0.520 .212372 0.750 .441787
0.295 .068349 0.525
.216475 0.755 .447697
0.300 .070686 0.539
.220518 0.760 •453646
0.305 .073062 0.535 .224801 0.765 .459635
0.310 .075477 0.540 .229023 0.770 .465663
0.315 .077931 0.545 .233283 0.775 .471729
0.320 .080425 0.550 .237583 0.780 .477836
0.325 .082958 0.555 .241922 0.785 .483983
.166191
0.690 •373928
0.920
.664762
.169823 0.695
·379367
0.925
.672007
.173494
0.700
.384845
0.930
.679292
.177205
0.705 .390363
0.935
.686615
.180956
.184745
0.710 .395919
0.715 .401515
.188574 0.720 .407150
.192442 0.725
.412825
.196350 0.730 .418539
.200296 0.735 .424292
.204282 0.740 .430084
0.940 .693978
0.945
.701381
0.950 .708822
0.955 .716303
0.960
.723823
0.965
.731382
0.970 .738981
0.975 .746619
0.980
.754297
0.985
.762013
9.990
.769769
0.995
.777564
1,000
.785398
1.128 .999227
•
The area in square inches of circles of larger diameter, or of
bars of any other form, may be found by multiplying the weight
per foot of such bars given in the tables pages 93–95, by 0.3.
Area.
98

Inches.
INCHES EXPESSED IN DECIMALS OF A FOOT.
.00132
.1667 4
.3333
10
6
.5000
a
.6667 10
.8333
.0026
.1693
32
.3359
.5026
32 .6693
.8359
.0052.1719
.3385
.0078
1745 3/2
.341I
.0104
8.1771
.3437
700 1000
fe
.5052
.6719 18
.8385
.5078
.6745
8411
1/8
.5104
.6771 1/8
.8437
.01 30
.1797
.3464
.5130
2.6797
.8464
.0156
.0182
.1823
.3490 16
.5156
.68231
.8490
.1849
.3516
.5182
3'2
.6849
.8516
.0208
1/4
4
1875
.3542
.5208
.6875 1/4
.8542
.0234
.1901
9
32
.3568
.5234
32
.6901
.8568
TO
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.0260 5 .1927
.3594
.5260
.6927 f
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.8594
.0286
.0312
.0339
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.0391
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.3620
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.6953
.8620
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.3646
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.5312
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.8646
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.3672
.5339
1.7005
.8672
.3698
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.20575
.3724
.0417 2.2083
江宁
​.5305
.7031
.8698
.3750
.5391
.5417
35
.7057
.8724
.7083 1/2
.8750
.0443
.2109 113
.3776
.5443
12
.7109
.8776
.0469.2135
.3802
.5469
.7135
.8802
.0495
2161
.3828
.5495 狃 ​7161
.8828
.0521 %
5/8
.2188
.3854
.5521
.7188
.0547
.2214
31
.3880
5/1/8
.8854
.5547 31 .7214
.8880
.0573 1
.0599
.2240
.3906
H
-5573
4
.2266
7240 }}
.8906
333
.3932
.5599 33
.7266
.8932
.0625 34 .2292
.0651
.0677 18
.0703
.0729
.3958
34
.5625
.2318
.3984
.7292 34
.8958
.5651
15
.7318
.8984
.2344
.4010
13
.5677
.23703
.4036
.7344 13
.9010
.5703
32
NA
-7370
.9036
% .2396
.4062
.5729
.7396
.0755
.0781 | 18
.0807
.2422
32
.4089
7's
.9062
.5755
ง
38
.7422
.9089
| .2448
.4115 18
.5781
.7448
.2474
3
.4141
.5807 3} .7474
18
.9115
.9141
.0833 3
.2500 15
.4167 7
.5833
.7500
.9167
.0859
.2526 32
.4193
.5859
32.7526
.9193
.0885 18 .2552
.4219 to
.5885
-7552
.9219
.0911
.2578
.4245
.5911
31 7578
.9245
09378.2604
.4271 ·
g
.5937
.7604 1/8
.9271
.0964
.2630
ཏུ2
.4297
.5904
.7630
.9297
aggo
.2656
.4323
.5990
765611
.1016
.2682
-9323
.4349
.6016
.768:
.1042
14.2708
.9349
.4375
.6042
7708
X
.9375
J-2 30 mei, PEKRAND_bakr 20 - 4Kbinerer ∞ Geuse-b
.1068
1094.2760
.I120
.1146 3.2812
.1172
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.4401
.6068
.7734
.9401
.4427
18
.6094
.2786
1 1
.7765 18
.9427
སན
.4453
.6120
.7786
.9453
.4479
.6146
.7812 38
.2839 18
.9479
.4505
.6172
33 .7839
1198 .2865
.9505
.453I
.6198
.7865 fo
·
1224
.2891 15
.9531
.4557
.6224
3.7891
.1250
1/2 .2017
.4583
.9557
.6250
7917
.1276
.1302
1328
.2943
.4609
.9583
.6276
.7943
.9609
.2969
.4635
.6302
7969 1
.299539
.4661
.9635
.6328
17995
.9661
.1354.3021
.4688
.6354
.8021 58
.9688
.1380
.3047 33 .4714
.6380
31.8047
.9714
.1406.3073
4740 }
.6406
.1432
.1458
.3099 $3
4766
.6432 33
•/.8073
18
-9740
34.3125
.4792 34
.6458
.1484
1510 13177
.1536
.1589
.3203
.1562 7.3229
.3255 38
18.3281
.1615
.1641
3307 3
.3151 39
.4818
.8099 !
8125 34
.9766
.9792
.6484
S151
.9818
.4844
13
.6510
8177 13
.9844
4870
.6536
$3
1-pa
.4896
8203
.9870
.6562
+
4922
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18
ACTO
.6615
.4974
8220
38.8255
8281 18
.6641 318307
.9896
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.9974
0000
98a
WEIGHTS AND MEASURES.
Measures of Length.
12 inches
3 feet
I foot.
1 yard
5/2 yards
40 rods
I rod
=
8 furlongs
320 rods.
36 inches.
198 inches
I furl'g=7,920 inches
16½ ft.
660 ft.
220 yds:
I mile=63,360 inches = 5,280 ft. = 1,760 yds.
1 yard.0005682 mile.
7.92 inches
100 links
I link.
80 chains
GUNTER'S CHAIN.
I chain 4 rods 66 feet.
I mile.
6 feet
= I fathom.
144 square inches
9 square feet =
100 square feet
304 square yards
40 square rods :
4 square roods
10 square chains (
640 acres
102,400 square rods:
208.71 feet square
ROPES AND CABLES.
120 fathoms I cable's length.
Measures of Surface.
I square foot.
I square yard = 1,296 square inches.
I square (architect's measure).
LAND.
I square rod.
I square rood
}
I acre =
160 sq. rods.
Esq. mile
=
I acre.
1,210 sq. yds.
4,840 sq. yds.
3,097,600 sq. yds.=
2,560 square roods.
Measures of Volume.
I gallon liquid measure= 231 cubic inches, contains 8.339
avoirdupois lbs. of distilled water at 39.8° Fahr.
I gallon dry measure — 268.8 cubic inches.
1 bushel (Winchester) contains 2,150.42 cubic inches, or
77.627 lbs. distilled water at 39.8° Fahr.
A heaped bushel contains 2,747.715 cubic inches.
2 pints
4 quarts=
I quart
DRY.
I gallon 8 pints=
2 gallons = I peck
4 pecks
=
67.2 cub. ins.
268.8 cub. ins.
16 pints 8 quarts=537.6 cub. ins.
1 bush.64 pints= 32 quarts 8 gallons:
2,150.42 cubic inches.
I chaluron
36 heaped bushels 57.244 cubic feet.
•I cord of wood
128 cubic feet.
-
99

Measures of Volume-Continued.
LIQUID.
4 gills
2 pints
I pint.
I quart
4 quarts =1 gallon =
***
8 gills.
32 gills 8 pints.
The Imperial gallon 277.274 cubic inches, and contains 10
lbs. of distilled water at 62° Fahr. = 1.2003 Standard gallon.
FLUID.
60 minims I drachm = 57 grains Troy at 39.8° F.
8 drachms=1 oz. = = 480 minims
.9501 oz. Troy at 39.8° F.
1,024 drachms = 128
16 ounces I pint = 7,680 minims 128 drachms.
=1 gallon=61,440 minims
8 pints
ounces.
16 drachms
16 ounces
112 pounds
20 cwt. =
2,240 pounds.
I pound
grains.
Measures of Weight.
I ounce.
AVOIRDUPOIS.
I pound = 256 drachms.
1 cwt. = 28,672 drachms
I ton
573,440 drachms
1,792 ounces.
35,840 ounces ———
14 ounces, 11 dwts., 16 grains Troy, or 7,000
I ounce = 18 dwts., 5½ grains Troy, or 437½ grains.
24 grains
I dwt.
20 dwts. = I ounce =
I
12 ounces = 1 pound
1 Troy pound
TROY.
480 grains.
5,760 grains
240 dwts.
.822857 pound Avoirdupois.
I 1 Avoirdupois pound = 1.215278 Troy pound.
175 Troy ounces = 192 ounces Avoirdupois.
APOTHECARIES.
20 grains
I scruple.
3 scruples
I drachm
60 grains.
8 drachms
I ounce =
480 grains
24 scruples.
12 ounces I pound
drachms.
5,760 grains 288 scruples = 96
The pound, ounce and grain are the same as in Troy weight.
I metre
Metrical and English Measures.
= 39.37 inches=3.28087 feet.
I kilogram 2.20473 lbs.
I litre
=1 cubic decimetre={
={1
.908 quart dry measure.
1.0566 quarts liquid measure.
I kilogram per square millimetre 1,422 lbs, per square inch.
2,000 lbs. per square inch=1.406 kilograms per square
millimetre.
I degree Fahrenheit
1.8 degree centigrade.
200
Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
}
Number.
Squares.
Cubes.
3
4
8
9
ΙΟ
567∞ a
1 +496
1 2 3
HN
I 1.000000000
8
.500000000
27 ·333333333
555
56
3136
57
32 49
185 193
58
33 64
195 112
175 616 .017857143
.017543860
.017241379
16
64 .250000000
34 EI
8
205 379
.016949153
25
125 .200000000
3600
216 000
.016666667
6
ΙΟ
6958
36
216
.166666667
61
49
343
.142857143
37 21
226 981
.016393443
62
64
512
.125000000į
38 44
238 328
.016129032
81
63
729
.IIIIIIIII 64
39 69
250 047
.015873016
40 96
I 000
.100000000
262 144
.015625000
65
42 25
274 625
.015384615
II
I 21
I 331
.090909091
66
43 56
287 496
.015157515
12
I 44
I
1 728
.083333333
67
44 89
300 763
.014925373
13
I 69
2 197
.076923077 68
46 24
314 432
.014705882
14
I 96
2 744
.071428571
69
47 61
328 509
.014492754
15
2.25
3 375
.066666667
70
70!
49.00
343 000
.014285714
16
256
4 096
.062500000|
17
2 89
4913
.058823529
71
18
3 24
5832
.055555556
72
50 4T
51 84
357 911
.014084507
373248
19
20
3 61
4.00
6 859
.052631579
73 53 29
389 017
.013888889
.013698630
8000
74
54 76
495 224
.050000000
.013513514
75
56 25
421 875
.013333333
Awwww wwwww ww~ ~ ~ N N N N N
4 41
9 261
.047619048 76
57 76
438 976
.013157895
4 84
10 648
23
5 29
12 167
.045454545) 77
.043478260
59 29
456 533
.012987013
78 6084
474 552
.012820513
24
5 76
13 824
041666667) 79
6241
493 939
.012658228
25
26
625
676
15 625
.040000000
801
6400
512 000
.012500000
17 576.038461538
27
7 29
19 683
28
784
29
8
4
30
9
21 952
24 389
27.000
.037037037
.035714286
.034482759
.033333333
∞ ∞ ∞ ∞ ∞
81
65 61
531 441
012345679
82
6724
551 368
.012195122
831
68 89
571 787
.012048193
84
70 56
592 704
.011904762
851
72 25
614 125
.011764706
9
61
29 791 .032258065
86! 73 96
636 056
.011627907
10 24
32 768
.031250000.
87 75 69
10 89
35 937
.030303030
88 77 44
II 56
39 304
.029411765
89 79 21
704 969
658 503
681 472
.011494253
.011363636
.011235955
12 25
42 875
.028571429
90
81.00
729 000
IIIIIIIIO*
36
37
12 96
1369
46 656
.027777778
50 653
91
82 81
.027027027
38
39
14 44
15 21
54 872
.026315789
92
84 64
59 319
.025641026
93
86 49
753 571
778 683
804 357
.010989011
.010869565
.010752688
40
1600
64 000 .025000000
941
88 36
830 584
.010638298
95
90 25
857 375
.010526316
41
1681
68 921
42
17 64
43
18.49
44
19 36
45
20 25
74 088
79 507
85 184
91 125
46
21 16
47
22.09
97 336
103 823
48
49
50
23 04
24 OI
25.00
110 592
125.000
.024390244
.023809524. 97
.023255814
.022727273} 99
.022222222
.021739130
.021276600
020833333
117 649.020408163
.020000000
96
92.16
884 736
.010416667
94.09
912 673
.010309278
98
96 04
98 01
941 192
.010204082
100 I 00 00
ΙΟΙ Ι Ο2 ΟΙ
102 I 04 04
103; 1 06 09
104 1 08 16
105 1 10 25
I 124 864
51
52
26 01
27 04
132 651
140 608
.019607843
53
28 09
148 877
54
29 16
157 464
.019230769
.018867925
.018518519
106 1 12 36
107 1 14 49
108 1 16 64
I 157 625
I 191 016
109 1 18 81
I 295 029
970 299
1 000 000
1 030 301
1 сб 208
1 092 727
I 225 043
1 259 712
.010000000
.009900990
.009803922
009708738
.009615385
.009523810
.009433962
.009345794
.009259259
.000174312
ΟΙΟΙΟΙΟΙΟ
55
30 25
166 375
.018181818 110 1 21 00
I 331 000
.oogogogog
Reciprocals.
ΙΟΙ
Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
Cubes.
III
I 23 21
I 367 631
II2
I 25 44
I 404 928
.00googoog
.008928571
166 2 75 56
4 574 296 .006024096
167
2 78 89
4 657 463
.005988024
113
I 27 69
I 442 897
.008849558
168
2 82 24
4 741 632.005952381
114 I 29 96
I 481 544
.008771930
169
285 61
4 826 809
.005917160
115 1 32 25
I 520 875
.008695652
170 2 89.00
4913 000
.005882353
116 1 34 56
1 560 896
.008620690
171
292 41
5 000 211
.005847953
117
I 36 89
1 601 613
.008547009
172 295 84
5 088 448.005813953
118
139 24
1 643 032
.008474576
173
299 29
119
I 41 61
1 685 159
.008403361
174 3 02 76
5 177 717
5 268 024
.005780347
120
I 4400
1 728 000
.008333333
175 3 06 25
5 359 375
.005747126
.005714286
121 1 46 41
I 771 561
.008264463
176
3 09 76
5 451 776
.005681818
I22
I 48 84
I 815 848
.008196721
123 I 51 29
1 860 S67
.008130081 178 3 16
177 3 13 29
1684
5 545 233
.005649718
5 639 752
.005617978
124
125 1 56 25
I 53 76
I 906 624
.008064516
179 3 20 41
5 735 339
.005586592
I 953 125
.008000000
180 3 2400
5 832 000
.005555556
126 1 58 76
2.000 376
.007936508
181 3 2761
2048 383
2 097 152
182 3 31 24
3 34 89
5 929 741
6 028 563
.005524862
.005494505
6 229 504
.005434783
331625
.005405405
.005376344
.005347594
.005319149
6859000
191 3 64 81
192 3 68 64
7 077 888
7 189 057
7 301 384
.005263158
.005208333
.005181347
.005154639
127
128
I 66 41
129 I 66
130 1 69 00
I 61 29
I 63 84
131 1 71 61
132 I 74 24
133 1 76 89
134 1 79 56
135 I 82 25
136 1 8496
137 1 87 69
138 1 90 44
139 193 21
140| 196 00
141 1 98 81
142 201 64
143 2 04 49
144 2 07 36
207
145 2 10 25
146 2 13 16
147 2 160g
1482 19 04 |
149 2 22 OI
150| 2 25 00
1
2 146 689
2 197 000
2 248 091
2 299 968
2352 637
2 406 104
2 460 375
2 515 456
2 571 353
2 628 072
2 685 619
2 744 000
2 803 221
2 863 288
2.924 207
2 985 984
3048 625
3 112 136
3 176 523
3 241 792
3 307 949
3 375 000
3 442 951
3 511 808
151 2 28 01
152 2 31 04
153 2 34 09
3 581 577
154 2 37 16
3 652 264
155 2 40 25 3 723 875
156 2 43 36 3 796 416
157 2 46 49 3 869 893
158 2 49 64 3 944 312
159
2 5281
4 019 679
160 2 56.00 4 096 000
161 2 59 21
4 173 281
162 2 62 44
26244
4 251 528
163 265 60 4 330 747
164 2 68 96
4 410 944
165 2 72 25
i
.007874016
.007812500 183
.007751938 184 3 38 56
.007692308 185 3 42 25
.007633588 186 3 45 96
.007575758 187 3 49 69
.007518797 188 3 53 44
.007462687 189 3 57 21
190 361 00
.007407407
.007352941
.007299270
.007246377
193 3 72 49
.007194245 194 3 76 36
.007142857 195 3 80 25
.007092199 196 3 84 16
.007942254 197 3 88 00
.006993007 198 392 04
.006944444 199 396 01
.006896552
200 4 00 00
6 128 487.005464481
6
6 434 856
6 539 203
6644672
6751 269.005291005
6967 871.005235602
7 414 875.005128205
.005102041
7 529 536
7 645 373 .005076142
7 762 392 | .005050505
7 880 599
8000000
.005025126
.005000000
4 08 04
8 120 601
8 242 408
.004975124
.006849315 201 4 04 Or
.006802721 202
.006756757 203 4 12 09
.006711409 204 4 16 16
.006666667 205 4 20 25
4 24 26
.006622517 206
206 4 24
00
8 2
.006578947 207 4 28
.006535948 208 4 32 64
.006493506 209 4 36 8
.006451613 210 44
.006410256 211
.006369427 212
4 49 44
.006329114 213 453 60
.006289308 214
4 57 06
.006250000 215
4 45
.004950495
.004926108
8 365 427
8480 664.004901961
8 615 125.004878049
8 741 816 .004854369
8869743 .004830918
8998 912.004807692
9 129 329 .004784689
9 261 000
.004761905
.004739336
.004716981
.004694836
.004672897
.004651163
9 393 931
9 528 128
9 663 597
9 800 344
462 25
9 938 375
10 077 696
.004639630
10 218 313
.004608295
.004587156
.006211180 216 4 66 36
.006172840 217 4 70 89
.006134969 218 4 75 24
.006097561 219! 479 61
4 492 125 .006065606|| 220 48400
66°
10 362 232
10 503 459.004566210
10 648 000.004545455·
Reciprocals.
102
Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
221 4 88 41
4 92 84
222
223 4 97 29
2245 0176
225 506 25
226 5 10 76
227 5 15 29
228 5 1984
229 5 24 41
230 5 29 00
231 5 33 61
232 5 38 24
233 542 89
234 5 47 56
235 5 52 25
236 5 5696
237 5 61 69
238 5 66 44
239 5 71 21
240 57600
241 5 80 81
242 5 85 64
243 5 90 49
244 5 95 36
245 600 25
246 605 16
247 6 10 09
248 6 15 04
249 6 20 01
250 6 25 00
251 6 30 01
252 6 35 04
253 640 09
254 6 45 16
255 650 25
256 655 36
257 660 49
258 6 65 64
259 6 70 81
260 6 76 00
13 997 521
14 172 488
14 348 907
14 526 784
14 706 125
14 886 936
15 069 223
15 252 992
15 438 249
15 625 000
10 793 861
10 941 048
11 089 567
II 239 424
II 390 625
.004524887 276
.004504505 277
.004484305 278
.004464286 279
.004444444
761 76
21 024 576 .003623188
767 29
21 253 933
.003610108
7 72 84
21 484 952
.003597122
7 78 41
21 717 639
.003584229
2801
8.
7 84 00
21 952 000
.003571429
11 543 176
11 697 083
11 852 352
12 008 989
12 167 000
.004424779
.004405286 282
281789 61
22 188 041
.003558719
7 95 24
.004385965 283
800 89
22 425 768 .003546099
22 665 187.003533569
.004366812 284
8 06 56
22 906 304.003521127
.004347826,| 285
8 12 25
23 149 125
.003508772
12 326 391
12 487 168
12 649 337
12 812 904
12 977 875
13 144 256
13 312 053
13 481 272
13 651 919
13 824 000
.004329004 286
8 1796
23 393 656
.003496503
.004310345 287
8 23 69
23 639 903
.003484321
.004291845 288
8 29 44
23 887 872
.003472222
.004273504 289
8 35 21
24 137 569
.003460208
.0042553192901
8 41 00
24 389 000
.003448276
.004237288
.004219409 292 8
.004201681 2931
291
8 4681
24 642 171
.003436426
52 64
24 897 088
.003424658
8 58 49
25 153 757
.003412969
.004184100 2941
8 64 36
25 412 184
.003401361
.004166667 295,
8 70 25
25 672 375
.003389831
.004149378|| 296
8 76 16
25 934 336
.003378378
.004132231 297
8 82 09
26 198 073
.003367003
.004115226 298
8 88 04
26 463 592
.003355705
.004098361 299
.004081633 300
8
94 01
26 730 899
.003344482
9 00 00
27 000 000
.003333333
.004065041 301|
.004048583
.004032258 303)
301
302
303
906 01
27 270 001
.003322259
9 12 04
27 543 608
.003311258
9 18 09
27 818 127
.003300330
.004016064|| 304
.004000000 305
924 16
9 24 16
28 094 464
28 094 464.003289474
9 30 25
28 372 625.003278689
15 813 251
16 003 008
16 194 277
16 387 064
16 581 375
16 777 216
16 974 593
17 173 512
17 373 979
17 576 000
.003984064 306
.003968254 3071
.003952569 308
.003937008 309
.003921569 310
9
9 36 36
28 652 616.003267974
307
9 42 49
28 934 443
9 48 64
29 218 112
9 54 81
9 61 00
29 503 629 .003236246
29 791 000 .003225806
|
.003257329
.003246753
.003906250 311
.003891051 312
9 67 21
30 080 231
.003215434
9 73 44
30 371 328: .003205128
.003875969 313
979 69
30 664 297
.003861004 314
9 85 96
30 959 144
.003194888
.003184713
003846154 315
992 25
992 25
31 255 875
31 255 875
.003174603
261 681 21
262 686 44
17 779 581.003831418
316
9 98 56
31 554 496.003164557
17 984 728 .003816794
317
10 04 89
31 855 013
.003154574
263 691 69
264 696 96
265 702 25
266 707 56
267 7 12 89
268 7 18 24 19 248 832
269 7 23 61
270 7 29 00
18 191 447
.003802281
318
10 11 24
32 157 432
18 399 744
18 609 625
18 821 096
19 034 163
.003787879
319 10 17 61
32 461 759
.003144654
.003134796
.003773585
320 10 24 00
32 768 000
.003125000
19 465 109
19 683 000
.003759398
.003745318
.003731343
.003717472
.003703704
321 10 30 41
322 10 36 84
323 10 43 29
324 10 49 76
325 10 56 25!
33 076 161
33 386 248
33 698 267
34 012 224
34 328 125
271 7 34 41
272 739 84
73 7 45 29
2747.50 76
275 756 25
19 902 511
20 123 648
20 346 417
20 579 824
20 796 875
.003690037
.003676471
.003663004
.003549635
.003536364
326 10 62 76
327 10 69 29
328 10 75 84
329 10 32 41
330 10 89 00
.003115265
.003105590
.003095975
.003086420
.003076923
34 645 976.003067485
34 965 783 .003058104
35 287 552 .003048780
35 611 289
35 937 000
.003039514
.003030303
Cubes.
Reciprocals.
103

Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
331 10 95 61
332 11 02 24
333 11 08 89
334 11 15 56
335 11 22 25
336 11 28 96
337 11 35 69|
338 11 42 44
339 11 49 21
340 11 5600
36 264 691
36 594 368 .003012048
|
36 926 037
37 259 704
37 595 375
37 933 056
38 272 753
38 614 472
38 958 219
39 304 000
.003003003;
.002994012
.002985075
.003021148 386 14 89 96
387 14 97 69
388 15 05 44
389.15 13 21
58 863 869
390 15 21 00
59 319 000
57 512 456 .002590674
57 960 603.002583979
58 411 072
.002577320
.00257069+
.002564103
.002976190
391
15 28 81
59 776 471
.002557545
.002967359
392 15 36 64
65 236 288
.002551020
.002958580
393 15 44 49
60 698 457
.002544529
.002949853
394 15 52 36
61 162 984 | .002538071
.002941176
395 15 60 25
61 629 875
.002531646
341 11 62 81
342 11 69 64
343 11 76 49
344 11 83 36
345 11 90 25
346 11 97 16
347 12 04 09
348 12 11 04
349 12 18 01
350 12 25 00
351 12 32 01
352 12 39 04
353 12 46 09
354 12 53 16
355 12 60 25
356 12 67 36
357 12 74 49
358 12 81 641
359 12 88 81
360 12 96 00
361 13 03 21
362 13 10 44
363 13 17 69
364 13 24 96
365 13 32 25
366 13 39 56
367 13 46 89
368: 13 54 24
369 13 61 61
370 13 69 00
371 13 76 41
372 13 83 84
373 13 91 29
374 13 98 76
375 14 06 25
376 14 13 76
377 14 21 29
378 14 28 84
379 14 36 41
380 14 44 00
381 14 51 61
382 14 59 24
383 14 66 89
384 14 74 56
385 14 82 25
39 651 821
40 001 688
40 353 607
40 707 584
41 063 625
41 421 736
41 781 923
42 144 192
42 508 549
42 875 000
43 243 551
43 614 208
43 986 977
44 361 864
44 738 875
45 118 016
45 499 293
45 882 712
46 268 279
46 656 000
47 045 881
47 437 928
47 832 147
48 228 544
48 627 125
49 027 896
49 430 863
49 836 032
50 243 409
50 653 000
51 064 811
51 478 848
51 895 117
52 313 624
52 734 375
53 157 376
53 582 633
54 010 152
54 439 939
55 306 341
55 742 968
56 181 887
56 623 104
57 066 625
.002770083
.002762431
.002754821
.002747253
.002739726
.002732240
.002724796
.002717391
.002710027
.002702703
.002932551
.002923977]
396 15 68 16
397 15 7609
62 099 136
62 570 773
.002915452
398 15 84 04
63 044 792
.002906977
399 15 92 01
63 521 199
.002525253
.002518892
.002512563
.002506266
|
.002898551
400 16 00 00
64 000 000
.002500000
.002890173
401
16 08 01
64 481 201
.002493766
.002881844
402
16 16 04
64 964 808
.002487562
.002873563
403
16 24 09
65 450 827
.002481390
.002865330
404 16 32 16
65 939 264
.002475248
.002857143
405 16 40 25
66 430 125
.002469136
.002849003
406 16 48 36
66 923 416
.002840909
407 16 56 49
67 419 143
.002832861
408 16 64 64
67 917 312
.002824859
409 16 72 81
68 417 929
.002816901
410 16 81 00
68 921 000
.002463054
.002457002
.002450980
.002444988
.002439024
.002808989
411 16 89 21
69 426 531
.002433090
.0028011201
412
16 97 44
69 934 528
.002427184
.002793296 413 17 05 69
70 444 997
.002421308
.002785515
414
17 13 96
70 957 944
.002415459
.002777778
415 17 22 251
71 473 375
.002409639
416 17 30 56
417 17 38 89
418 17 47 24
419 17 55 61|
420 17 64 00
421 17 72 41
422 17 80 84
423 17 89 29
424 17 97 76
425 18 06 25|
71 991 296
72 511 713
73 034 632
73 560 059
74 088 000
74 618 461
75 151 448
75 686 967
76 225 024
76 765 625
.002403846
.002398082
.002392344
.002386635
.002380952
.002375297
.002369668
.002364066
.002358491
.002352941
.002695418
.002688172
.002680965
.002673797
.002666667
.002659574
426 18 14 76
427 18 23 29
428 18 31 84
429 18 40 41
430 18 49 00
431 18 57 61
77 308 776 | .002347418
77 854 483
78 402 752
78 953 589
79 507 000
.002341920
.002336449
.002331002
.002325581
80 062 991
.002652520
.002645503
432 18 66 24
433 18 74 89
80 621 568
81 182 737
.002320186
.002314815
.002309469
.002638522
54 872 000.002631579
434 18 83 56
435 18 92 25
81 746 504
82 312 875
.002304147
.002298851
.002624672
.002617801
436 19 00 96
437 19 09 69
82 881 856
83 453 453
.002293578
.002288330
.002610966
.002604167
.0025974031 440) 19 36 00
438 19 18 44
84 027 672
.002283105
439 19 27 21
84 604 519
85 184 000
.002277904
.002272727
Cubes.
Reciprocals.
104

Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
441 19 44 81
442 19 53 64
443 19 62 49
444 19 71 36
445 19 80 25
85 766 121
86 350 888
86 938 307
87 528 384
88 121 125
.002267574
.002262443
.002257336
.002252252
496 24 60 16 122 023 936
497
498
24 70 09 122
24 80 04 123
763 473
505 992
.002016129
.002012072
.002008032
499 24 90 01 124
251 499
.002004008
.002247191
500 25 00 00 125 000 000
.002000000
446 19 89 16
88
716 536
.002242152
501 25 10 01125
751 501
.001996008
447 19 98 09
448 20 07 04
449 20 16 01
89
314 623
.002237136
502
25 20 04 126
506 008
.001992032
89 915 392
.002232143
503
25 30 09 127
263 527
.001988072
90
518 849
.002227171
504
25 40 16 128
024 064
.001984127
450 20 25 00
91
125 000.
.002222222
505 25 50 25 128
787 625
.001980198
451 20 34 01
91
733 851
.002217295
506 25 60 36 129
554 216
.001976285
452 20 43 04
92
345 408
.002212389
453 20 52 09
92
959 677
.002207506
454 20 61 16
93
576 664
.002202643
455 20 70 25
94 196 375
.002197802
461 21 25 21
462 21 34 44
463 21 43 69
464 21 52 96
456 20 79 36
457 20 88 49
458 20 97 64
459 21 06 81
460 21 16 00
94 813 816 .002192982
95 443 993 .002188184
96 071 912 .002183406
96 702 579 .002178649
97 336 000.002173913
.002169197
97 972 181 .002169197
98 611 128.002164502
99 252 847
99 897 344
465 21 62 25 100 544 625
466 21 71 56 101 194 696
467 21 80 89 101 847 563
468 21 90 24 102 503 232
469 21 99 61103 161 709
470 22 09 00 103 823 000.002127660
471 22 18 41 104 487 111
472 22 27 84 105 154 048
473 22 37 29 105 823 817
474 22 46 76106 496 424|
475 22 56 25 107 171 875
476 22 65 76 107 850 176
477 22 75 29 108 531 333
478 22 84 84 109 215 352
479 22 94 41 109 902 239
480 23 04 00 110 592 000
481 23 13 61 111 284 641
482 23 23 24 III 980 168
483 23 32 89 112 678 587
484 23 42 56 113 379 904
485 23 52 25 114 084 125
486 23 61 96 114 791 256
487 23 71 69 115 501 303
488 23 81 44 116 214 272
489 23 91 21 116 930 169
490 24 01 00 117 649 000.002040816
491 24 10 81 118 370 771
492 24 20 64 119 095 488
493 24 30 49 119 823 157
494 24 40 36 120 553 784
495 24 50 25/121 287 375
507 25 70 49 130
508 25 80 64 131
509 25 90 81 131
510 26 01 00 132
511 26 11 21133
512 26 21 44 134
513 26 31 69 135
514 26 41 96 135
515 26 52 25 136
323 843
096 512
.001972387
.001968504
872 229 .001964637
651 000.001960784
432 831.001956947
217 728 .001953125
005 697
.001949318
796 744
.001945525
590 875
.001941748
516 26 62 56 137
388 096
.001937984
517 26 72 89 138
188 413
.001934236
.002159827
.002159827
.002155172
.002150538
518 26 83 24 138
991 832
.001930502
519 26 93 61 139
798 359
.001926782
520 27 04 00 140
608 000.001923077
.002145923
521 27 14 41 141
420 761
.001919386
.002141328
522 27 24 84 142
236 648
.001915709
.002136752
523 27 35 29 143
055 667
.001912046
.002132196
524 27 45 76 143
877 824
.001908397
525 27 56 25 144
703 125
.001904762
.002123142
.002118644
.002114165
.002109705
.002105263
.002100840
.002096436
.002092050
.002087683
526 27 66 76 145 531 576
527 27 77 29 146 363 183
528 27 87 84 147 197 952
529 27 98 41 148 035 889
530 28 09 00 148 877 000
531 28 19 61 149 721 291
532 28 30 24 150 568 768
533 28 40 89 151 419 437
.001901141
.001897533
.001893939
.001890359
.001886792
.001883239
.001879699
.001876173
.002083333
534 28 51 56 152
535 28 62 25 153
273 304
.001872659
130 375
.001869159
.002079002
.002074689
.002070393
.002066116.
.002061856
.002057613
.002053388
.002049180
.002044990
536 28 72 96 153 990 656
537 28 83 69 154 854 153
538 28 94 44 155 720 872
539 29 05 21 156
540 29 16 00 157
541 29 26 81 158 340 421
542 29 37 64 159 220 088
543 29 48 49 160 103 007
544 29 59 36 160 989 184
545 29 70 25 161 878 625
.001865672
.001862197
.001858736
590 819
.001855288
464 000.001851852
.001848429
.001845018
.001841621
.001838235
.001834862
.002028398||
.002024291
.002020202
.002036660|| 546 29 81 16 162 771 336
.002032520 547 29 92 09163 667 323
548| 30 03 04 164 566 592
.001831502
.001828154
.001824818
549 30 14 01 165 469 149
550 30 25 00166 375 000|
.001821494
.001818182
Cubes.
Reciprocals.
105

Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
551 30 36 01 167 284 151.001814882
552 30 47 04 168 196 608 .001811594
553 30 58 09 169 112 377 .001808318
554 30 69 16 170 031 464 .001805054
555 30 80 25 170 953 875 .001801802
606, 36 72 36 222 545 016 .001650165
607 36 84 49 223 648 543 .001647446
608 36 96 64 224 755 712 .001644737
609 37 08 81 225 866 529 .001642036
37 21 00 226 981 000.001639344
610
556 30 91 36 171
879 616
.001798561
611
557 31 02 49 172
558 31 13 64 173
559 31 24 81 174
560 31 36 00 175
808 693
.001795332
612
37 33 21 228 099 131 .001636661
37 45 44 229 220 928
.001633987
741 112
.001792115
613
37 57 69 230 346 397
.001631321
676 879
.001788909
614
37 69 96 231
475 544
.001628664
616 000.001785714
615
37 82 25 232
608 375
.001626016
561 31 47 21 176 558 481
562 31 58 44 177 504 328
563 31 69 69 178 453 547
564 31 80 96 179 406 144
565 31 92 25 180 362 125
566 32 03 56 181 321 496
567 32 14 89 182 284 263
568 32 26 24 183 250 432
569 32 37 61 184 220 009
570 32 49 00 185 193 000
.001782531
616
37 94 56 233
744 896
.001623377
.091779359
617
38 06 89 234
885 113
.001620746
.001776199
618
38 19 24 236 029 032
.001618123
.001773050
619 38 31 61 237
176 659 .001615509
.001769912
620
620 38 4400238 328 000.001612903
.001766784
621 38 56 41 239 483 061
.001610306
i
.001763668
.001760563
.001757469'
.001754386
622
38 68 84 240 641 848
.001607717
623
38 81 29 241 804 367
.001605136
624 38 93 76 242 970 624
.001602564
625
39 06 25 244
140 625
.001600000
571 32 60 41 186 169 411
572 32 71 84 187 149 248
573 32 83 29 188 132 517
.001751313
626 39 18 76245 314 376
.001597444
.001748252
.001745201
574 32 94 76 189
119 224
.001742160
575 33 06 25 190
109 375
.001739130
630
627 39 31 29 246 491 883
628 39 43 84 247 673 152
629 39 56 41 248 858 189
39 69 00 250 047 000.001587302
.001594896
.001592357
.001589825
576 33 17 76 191
577 33 29 29 192
578 33 40 84193
679 33 52 41 194
580 33 6400 195
102 976
.001736111||
631
39 81 61 251
239 591
.001584756
100 033
100 552
.001733102
.001730104
632
39 94 24 252
435 968
.001582278
633
40 06 89|253 636 137
.001579779
104 539 .001727116
112 000.001724138
634
40 19 56|254 840 104
.001577287
635
40 32 25 256 047 875,
.001574803
581 33 75 61 196
122 941
582 33 87 24 197
583 33 98 89 198
137 368
155 287
.001721170
.001718213
.001715266||
.001712329
636 40 44 96 257 259 456
.001572327
637 40 57 69 258 474 853
.001509859
638
40 70 44 259 694 072
.001567398
201 625
.001709402
.001692047
.001689189
.001686341
.001683502
.001663894
584 34 10 56,199 176 704
585 34 22 25 200
586 34 33 96 201 230 056 .001706485|| 641
587 34 45 69 202 262 003 .001703578
588 34 57 44 203 297 472 .001700680
589 34 69 21,204 336 469 .001697793
590 34 81 00 205 379 000.001694915
591 34 92 81 206 425 071
592 35 04 64 207 474 688
593 35 16 49'208 527 857
594 35 28 36 209 584 584
595 35 40 25 210 644 875 .001680672
596 35 52 16 211 708 736 .001677852
597 35 64 09 212 776 173 .001675042 652 42 51 04 277 167 808
598 35 76 04 213 847 192.001672241|| 653 42 64 09/278 445 077
599 35 88 01 214 921 799 001669449 654 42 77 16 279
600 36 00 00 216 000 000 001666667 655 42 90 25 281
601 36 12 01 217 081 So1
602 36 24 04 218 167 208
603 36 36 09 219 256 227
604 36 48 16 220 348 864
605 36 60 25 221 445 125
639
40 83 21 260 917 119
.001564945
640 40 96 00 262 144 000|
.001562500
41 08 81 263 374 721
642 41 21 64264 609 288
643 41 34 49 265 847 707
644 41 47 36 267 089 984
645 41 60 25 268 336 125
.001560062
.001557632
.001555210
901552795
.001550388
646 41 73 16 269
647 41 86 09 270 840 023
648 41 99 04 272 097 792
649 42 12 01 273
650 42 25 00 274
586 136
.001547988
.001545595
.001543210
359 449 .001540832
625 000.001538462
651
42 38 01 275 894 451
.001536098
.001533742
.001531394
726 264
.001529052
011 375
.001526718
656 43 03 36 282 300 416
.001524390
.001661130
.001658375
.001655629
.001652893|| 660
657 43 16 49 283 593 393
.001522070
658
43 29 64 284 890 312
.001519757
659
43 42 81 286 191 179
.001517451
43 56 00 287 496 000
.001515152
Squares.
Cubes.
Reciprocals.
тоб

Number.
Squares.
Cubes.
Reciprocals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
661 43 69 21 288
804 781
662 43 82 44 290
663 43 95 69 291
664 44 08 96 292
117 528
434 247
754 944
.001512859
.001510574
.001508296
.001506024
718
665 44 22 25 294
079 625
.001503759
51 55 24 370
719 51 69 61 371
720 51 8400 373
716 51 26 56 367 061 696 .001396648
717 51 40 89 368 601 813 .001394700
.001390821
146 232
.001392758
694 959
248 000.001388889
666 44 35 56 295
408 296
.001501502
721
51 98 41 374
805 361.001386963
667 44 48 89 296
668 44 62 24 298
669 44 75 61 299
670 44 89 00 300
740 963
.001499259
722
52 12 84 376
367 048
.001385042
077 632
.001497006
723 52 27 29 377
933 067
.001383126
418 309
.001494768
763 000.001492537
724 52 41 76379 503 424
725 52 56 25381
.001381215
078 125
.001379310
671 45 02 41 302 111 711
672 45 15 84 303 464 448
673 45 29 29 304 821 217
674 45 42 76 306 182 024
675 45 56 25 307 546 875
676 45 69 76 308 915 776
677 45 83 29 310 288 733
678 45 96 84 311 665 752
679 46 10 41 313 046 839
680 46 24 00 314 432 000.001470588
00314
.001499313
.001488095
.001485884
.001483680
.001481481
.001479290
.001477105
.001474926
726 52 70 76 382 657 176
727 52 85 29 384 240 583
728 52 99 84 385 828 352
729 53 14 41 387 420 489 .001371742
730 53 29 00389 017 000.001369863
731 53 43 61 390 617 891
732 53 58 24 392 223 168
733 53 72 89393 832 837
.001377410
.001375516
.001373626
.001367989
.001366120
.001364256
.001472754
734 53 87 56 395 446 904
56395
735 54 02 25 397 065 375
.001362398
.001360544
681 46 37 61 315 821 241
682 46 51 24 317 214 568
683 46 64 89 318 611 987
684 46 78 56 320 013 504
56|320
685 46 92 25 321 419 125
.001468429
736 54 16 96 398
688 256
.001358696
.001466276
737
.001464129
54 31 69 400
738 54 46 44 401
315 553
.001356852
947 272
.001355014
.001461988
739
.001459854
54 61 21 403
740 54 7600 405 224 000
583 419
.001353180
.001351351
686 4705 96322 828 856
687 47 19 69324 242 703
688 47 33 44|325 660 672|
689 47 47 21 327 082 769 .001451379
690 47 61 00 328 509 000.001449275
.001457726
.001455604
741 54 90 81 406 869 021
742 55 05 64408
.001349528
518 488
.001347709
.001453488
743 55 20 49 410
172 407
.001345895
744 55 35 36 411
830 784
.001344086
745 55 50 25 413
493 625
.001342282
691 47 74 81 329 939 371
692 47 88 64 331 373 888
693 48 02 49 332 812 557
694 48 16 36 334 255 384
695 48 30 25335 702 375
696 48 44 16 337 153 536
697 48 58 09 338 608 873
698 48 72 04340 068 392
699 48 86 01 341 532 099
01341
700 49 00 00 343 000 000.001428571
.001447178
746 55 65 16 415
160 936
.001340483
.001445087
747 55 80 09 416
832 723
.001338688
.001443001
748 55 95 04418
508 992
.001336898
.001440922
749 56 10 01 420
189 749
.001335113
.001438849
750
56 25 00 421
875 000.001333333
.001436782
751
56 40 01 423 564 751
.001331558
.001434720
752
56 55 04 425 259 008
.001329787
.001432665
.001430615
753 56 70 09426 957 777
754 56 85 16 428 661 064
755 5700 25 430 368 875
.001328021
.001326260
.001324503
701 49 14 01 344 472 101
702 49 28 04 345 948 408
703 49 42 09 347 428 927
704 49 56 16 348 913 664
705 49 70 25 350 402 625
706 49 84 36 351 895 816
707 49 98 49 353 393 243
708 50 12 64 354 894 912
709 50 26 81 356 400 829
710 50 41 00 357 911 000.001408451
.001426534
.001424501
.001422475
.001420455
.001418440
760
756 57 15 36432 081 216
757 57 30 49 433 798 093
758 57 45 64 435 519 512
759 57 60 81 437 245 479
57 76 00 438 976 000
.001322751
.001321004
.001319261
.001317523
.001315789
.001416431
.001414427
.001412429
.001410437
761 57 91 21 440 711 081
762 58 06 44 442 450 728
763 58 21 69 444 194 947
764 58 36 96 445 943 744
765 58 52 25 447 697 125
.001314060
.001312336
.001310616
.001308901
.001307190
711 50 55 21 359 425 431
712 50 69 44 360 944 128
713 50 83 69 362 467 097
714 50 97 96 363 994 344
715 51 12 25 365 525 875
.001406470
.001404494
.001402525
.001400560
766 58 67 56 449 455 096
767 58 82 89 451 217 663
768 58 98 24 452 984 832
769 59 13 61 454 756 609
.001398601|| 7701 59 29 00 456 533 000
.001305483
.001303781
.001302083
.001 300390
001298701
Cubes.
Reciprocals.
TO7

Number.
Cubes.
Recipro-
cals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
Cubes.
.001264223
.001262626 |
.001261034
.001259446
.001257862
829 68 72 41 569 722 789 .001206273
830 68 89 00 571 787 000.001204819
69 05 61 573 856 191
831
832
833
834
835
69 22 24 575 930 368
69 38 891578 009 537
69 55 56 580 093 704
69 72 25 582 182 875
001203369
.001201923
.001200480
.001199041
.001197605
836 60 88 96'584 277 056
.001196172
837
838
70 C5 69 586 376 253
70 22 44,588 480 472
001194743
.001193317
839
840
!
70 39 21 590 589 719! .001191895
70 56 00:592 704 000, .001100476
841 70 72 81 594 823 321 .001189c61
842 70 89 64 596 947 688 .001187648
843 71 06 49 599 077 107.001186240
844 71 23 36 601 211 584 .co1184834
845 71 40 25 603 351 125 .001183432
846 71 57 16 605 495 736 .001182033
847 71 74 09 607 645 423 .001180638
71 91 04.609 800 192 .001179245
849 72 08 01 611 960 049 001177836
850| 72 25 00 614 125 000.001176471
848
851
771 59 44 41 458 314 011 .001297017
772 59 59 84 460 099 648 .001295337
773 59 75 29 461 889 917 .001293661
774 59 90 76 463 684 824 .001291990
775 60 06 25 465 484 375 .001290323
776 60 21 76 467 288 576 .001288660
777 60 37 29 469 097 433 .001287001
778 60 52 84 470 910 952 .001285347
779 60 68 41 472 729 139 .001283697
780 60 84 00 474 552 000.001282051
781 60 99 61 476 379 541 .001280410
782 61 15 24 478 211 768 .001278772
783 61 30 89.480 048 687 .001277139
784 61 46 56,481 890 304 .001275510
785 61 62 25 483 736 625 .001273885
786, 61 77 96 485 587 656 .001272265
787 61 93 69 487 443 403 .001270648
788, 62 09 44 489 303 872 .001269036
789 62 25 21 491 169 069 .001267427
790 62 41 00 493 039 000.001265823
791 62 56 81 494 913 671
792 62 72 64 496 793 088
793 62 88 49 498 677 257
794 63 04 36 500 566 184
795 63 20 25 502 459 875
796 63 36 16 504 358 336 .001256281
797 63 52 09 506 261 573 .001254705
798 63 68 04 503 169 592 .001253133.
799 63 84 01 510 082 399 .001251564
800 640000 512 000 000.001250000)
801 64 16 01 513 922 401 .001248439
802 64 32 04:515 849 608.001246383
803 64 48 09:517 781 627 .001245330
804 64 64 16 519 718 +64 .001243781
805 64 80 25 521 660 125 .001242236
806 64 96 36 523 606 616
36.523
807 65 12 49 525 557 943
808 65 28 64 527 514 112
809 65 44 81,529 475 129
810 65 61 00 531 441 000
811 65 77 21 533 411 731
812 65 93 44.535 387 328
813 66 09 09 537 367 797
814 66 25 96 539 353 144
815 66 42 25 541 343 375
816 66 58 56 543 338 496 .001225490) 874 76 38 76 667 627 6241.001144165
817 66 74 89 545 338 513 .001223990 875 76 56 25 669 921 875, .001142857
818: 66 91 24 547 343 432 .001222494
876 76 73 76 672 221 376
819 67 07 61:549 353 259 001221001 877 76 91 29 674 526 133
S20 67 24 00 551 368 000.001219512 878 77 08 84.676 836 152
821 67 40 41 553 387 661 .001218027 879 77 26 41 679 151 439
822 67 56 84 555 412 248 .001216545 880 77 44 00 681 472 000
823 67 73 29 557 441 767 .001215067
SS1 77 61 61 683 797 841
824 67 89 76 559 476 224 .001213592
882 77 79 24 686 128 968
825 68 06 25 561 515 625 .001212121
SS3 77 96 89 688 465 387
826 68 22 76 563 559 976 .001210654 884 78 14 56 600 807 104
827 68 39 29 565 600 283 .001209100 285 78 32 25 693 154 125
828 68 55 84 567 603 552001207729
.001240695
.001239157
.001237624
.001236094
001234568
.001168224
001166861
.001163501
01164144
.co1162791
001161440
.001160093
.001158749
001157407
.00116069
72 42 01616 295 051| .001175088
852 72 59 04 618 470 208 .001173709
853 72 76 00 620 650 477.001172333
854 72 93 16 622 835 864 .00117090o
855 73 10 25 625 026 375 .001169591
856 73 27 36 627 222 016
857 73 44 49.629 422 793
858 73 61 64 631 628 712
859 73 78 81.633 839 779
800 73 96 00 636 056 000
861 74 13 21 638 277 381
74 30 44 640 503 928
863 74 47 60 642 735 647
864 74 64 96 644 972 544
865; 74 82 25 647 214 625
866 74 99 56 649 461 896
867 75 16 89 651 714 363
868 75 34 24 653 972 032
869 75 51 61 656 234 909
870 75 69 00 638 503 000
862
.001154734
001153403
.001152074
.001150748
001149425
75 86 41 660 776 311
001148106
872
873
76 03 84 663 054 848
76 21 20 665 338 617
001146789
001145475
.001233046
.001231527
.001230012871
.001228501
001226994
.001141553
001140251
.001138952
.001137656
001136364
001135074
.001133787
.001132503
001131222
001129044
Recipro-
cals.
108

Number.
Squares.
Cubes.
Recipro-
cals.
SQUARES, CUBES, AND RECIPROCALS.
Number.
Squares.
Cubes.
506 456 .001128668
864 103 .001127396
227 072 .001126126)
595 369 .001124859
969 000.001123596
886 78 49 96 695
887 78 67 69 697
888 78 85 44 700
889 79 03 21 702
890 79 21 00 704
891 79 38 81 707 347 971
892 79 56 64 709 732 288
893 79 74 49 712 121 957
894 79 92 36 714 516 984
895 80 10 25 716 917 375
001122334
.001121076
.001119821
.001118568
.001117318
.001116071
.001114782
.001113586
.001112347
IIIIIII00*
944 89 11 36 841 232 384 .001059322
945 89 30 25843 908 625 .001058201
946 89 49 16 846 590 536 .001057082
947 89 68 09 849 278 123 .001055966
948 89 87 04 851 971 392 .001054852
949 90 06 01 854 670 349 .001053741
950 90 25 00 857 375 000.001052632
951 90 44 01 860 085 351.001051525
952 90 63 04 862 801 408 .001050420
953 90 82 09 865 523 177 .001049318
954 91 01 16 868 250 664 .001048218
955 91 20 25 870 983 875 .001047120
956 91 39 36 873
957 91 58 49 876
958 91 77 64879
959 91 96 81 881
960 92 1600 884
722 816 .001046025
467 493 .001044932
217 912 .001043841
974 079.001042753
736 000.001041667
961 92 35 21 887 503 681 .001040583
962 92 54 44 890 277 128
963 92 73 69 893 056 347
964 92 92 96 895 841 344
965 93 12 25 898 632 125 .001036269
.001039501
.001038422
.001037344
.001109878
.001108647
.001107420
.001106195
.001104972
.001103753
.001102536
.001101322
.001100110
.001097695
966 93 31 56 901
968 93 70 24 907
967 93 50 89 904
969 93 89 61 909
428 696 .001035197
039 232.001033058
231 063001034126
853 209 .001031992
.001096491
.001095290
.001094092
.001092896
979 94 09 00912 673 000.001030928
.001091703
.001090513
.001089325
971 94 28 41 915
973 94 67 29 921 167 317
972 94 47 84918 330 048
974 94 86 76 924 010 424
975 95 06 25926 859 375
976 95 25 76 929 714 176
498 611
.001029866
001027749
.001028807
.001026694
.001025641
977
978
.001085776
979
.001084599
.001024590
001023541
.001022495
.001021450
.001020408
.001083423
.001082251
.001010368
.001018330
.001081081
001017204
.001016266
.001015228
896 80 28 16 719 323 136
897 80 46 09 721 734 273
898 80 64 04 724 150 792
04724
899 80 82 01 726 572 699
900 81 00 00 729 000 000
901 81 18 01 731 432 701
902 81 36 04 733 870 808
903 81 54 09 736 314 327
904 81 72 16 738 763 264
905 81 90 25:741 217 625
906 82 08 36 743 677 416
907 82 26 49 746 142 643
908 82 44 64 748 613 312
909 82 62 81 751 089 429
910 82 81 00 753 571 000.001098901
911 82 99 21 756 058 031
912 83 17 44 758 550 528
913 83 35 69 761 048 497
914 83 53 96|763 551 944
915 83 72 25 766 060 875
916 83 90 56768 575 296
917 84 08 89 771 095 213
918 84 27 24 773 620 632
919 84 45 61776 151 559 .001088139
920 84 64 00 778 688 000.001086957
921 84 82 41781 229 961
922 85 00 84 783 777 448
923 85 19 29 786 330 467
924 85 37 76 788 889 024
925 85 56 25 791 453 125
926 85 74 76 794 022 776
927 85 93 29 796 597 983
928 86 11 84 799 178 752
929 86 30 41 801 765 089
930 86 49 00 804 357 000
931 86 67 61 806 954 491
932 86 86 24 809 557 568
933 87 04 89 812 166 237
934 87 23 56 814 780 504
935 87 42 25817 400 375
936 87 60 96820 025 856
937 87 79 69 822 656 953
938 87 98 44 825 293 672
939 88 17 21 827 936 019
940 88 36 00 830 584 000
88
941 88
942
943 88
54 81 833 237 621
73 64 835 896 888
92 49/838 561 807
95 45 29 932 574 833
95 64 84/935 441 352
95 84 41938 313 739
980 96 04 00 941 192 000
981 96 23 61 944 076 141
982 96 43 24 946 966 168
983 96 62 89 949 862 087
984 96 82 56 952 763 904
985 97 02 25955 671 625
986 97 21 96 958 585 256 .001014199
987 97 41 69961 504 803.001013171
986 97 21 96 958
988 07 61 44 964 430 272 .001012146
989 97 81 21967 361 669 .001011122
990 98 01 00 970 299 000 001010101
97
.001009082
001008065
.001079914
.001078749
.001077586
001076426
001075269
.001074114
.001072961
.001071811
991 98 20 81 973 242 271
.001070664
.00106951999298 40 64976 191 488
993 98 60 49 979 146 657|| .001007049
.001068376 994 98 80 36982 107 784 .001006036
.001067236; 995 99 00 25 985 074 875 .001005025
.001066098 996 99 20 16 988 047 936
.001064963
997 99 40 09 991 026 973
001063839 998 99 00 04 994 011 992
.001062699 999 99 80 01 997 002 999
.001061571 1000 100 00 00 1000000000
.0010604451
.001004016
.001003009
.001002004
.001001001
!
.001000000
Recipro-
cals.
109

INDEX.
Anchors for beams, weight of, .
•
Angle Bars, sizes, weights, and strength of,
Anthracite, weight of, .
Area of cross-section of angles,
Areas of cross-section of bars
Areas of circles,
Bar Iron, extras on,
"(
((
•
list of sizes,.
weights of,
Basis of Strength,.
•
weight per foot X .3,
Beams, Deck, I and I, elements of,.
•
}
PAGE.
30
42, 97
84
•
42, 97
· 93-95
•
98
95
96
· 93-95
43
40, 41
(C
(C
"C
"
((
<<
Steel, strength and stiffness of,
Wood and Iron together,
I, riveted together as girders,
((
manner of setting and connecting,
28
•
•
((
moments of inertia of,
most economical sizes,
•
•
40, 41
4
Rectangular,
Riveted stiffness of,
•
49
·
47a
(C
(C
tables for finding strength of,
44
•
422
49
31
༣༠
5
33.
6-27
50
32
57
72
separators for,
"stiffness of,
<<
"
"
<<
·
strength, by actual tests,
"tables of safe load, deflection, weight, spacing,
""
trussed,
• •
unsupported, sideways,
(C "used as posts, .
"wooden,
•
•
Belting, power transmitted by,
Bending Strain, to determine,
·
Board Measure, weight of timber by,
Boiler Tubes, sizes and surface of,
Bolts, weight of,
Box Girders, tables for,
Brick, dimensions of,
·
Brick Arches, weight of,
flat,
•
•
Brick-work, measurement of,
weight of,
Bridges, Highway, proportions of, .
C
(C
load per square foot for,
strains in trusses of,
Bushel of Coal, weight of, .
•
79
100%
36
86
•
81
44-46
89
3
88
84, 89
4,84
65
4, 65
66 13
84
84
73
4
77
"various substances, weight of,
Cables, weight and strength of,
•
Suspension Bridges, strain on,
IIO

Capacity of Tanks,
INDEX.
Cast Iron Columns, by Hodgkinson's formula,
Cast Iron Columns, by Gordon's formula,
Pipe,.
Center of Gravity of a group of weights, .
""
Centrifugal Force,
"< sections, .
•
Chains, sizes, strength, and weight of,
strain on inclined planes,
""
Kendrick's patent triple for do.,
Channels, elements of,
used as columns,
•
•
•
Cisterns, capacity of,
•
Coal, weight of,
PAGE.
85
•
•
•
54-56
•
Columns, Cast Iron, strength, by Hodgkinson's formula,
(c
"
"
"C
Gordon's formula,
of channel bars and I beams,
"
*
and strut bars in pairs,
of deck beams,
•
Wooden, Gordon's formula,
Wrought-iron, Gordon's formula,
Concrete, weight of, .
Continuous Beams,
Copper, weight of,
•
•
Corrugated Iron, weight of,
·
Crushing Strength of Pins and Rivets,
Cubes, table of,.
•
Deck Beams, elements of,.
•
Deflection, amount of, with safe load,
"
rule for,.
of steel beams,
•
Distribution of Load on a Beam, cffect of,
Double Refined Iron, tests of,
·
•
·
·
•
►
60, 61
·
89
37
40, 42
71
73
.
•
74
•
73
41
57-59
85
84
·
•
54-56
60,61
•
57-59
·
•
58,59
•
57
·
62
60,61
84
346
92
82
53
•
•
101-109
4I
6-27, 34, 35
47α
42 a
34-38
64
84
63
65
65,66
38
84
•
•
3, 31
88
3
88
30
84
49
90
Earth, weight of,
•
Elastic limit of wrought-iron,
Expansion,
Eye Bars,
•
·
Falling Loads, strain produced by,.
Fire-brick, weight of,
•
Fire-proof Floors, construction of,
"
"
("
"
hollow brick for,
weight of, .
•
Partitions and Ceiling,
Fittings for Beams,
·
•
Flagging, strength of,
Flitch Plates,
•
Floor Glass,
•
•
Formulas for strength of Posts and Girders,
Framing Beams,
•
-
70, 71
28
111
INDEX.
Galvanized Roofing Iron, weight of,
""
Wire, strength of,
Gas Pipe, sizes and weight of, .
Girders,
•
"C Box and I, riveted, .
(c
·
•
•
Wood and Iron together,
Glass, Plate, prices of, ..
"c
•
·
Skylight and Floor, weight of,
Window, sheets per box,
•
Greatest Bending Strain, position of,
Gravel, weight of, .
Gyration, radius of, .
Highway Bridges,
Hollow Brick for Fire-proof Building
I Beams,
+
Ice, weight of,.
•
Impact, strain produced by,
Inertia, moments of, . .
PAGE.
82
75
80
See Beams
•
•
44
•
49
87
90
87
36
•
CC
with a group of weights,
38
84
67
65
88
See Beams
84
38
40, 41, 42, 67
Inclined Planes, strain on chain for,
74
•
981
84
63
Inches in Decimals of a foot, .
Iron Ore, weight of, .
Iron, strength and quality of Single and Double Refined,
Joints, number per mile of track,.
Kendrick's Patent Triple Mining Slope Chain,.
Lead, weight of, . .
Limit of elasticity of iron, .
Links, .
Loads per square foot for bridges, floors, and roofs, .
Manilla Cordage, .
Masonry, weight of, .
Measures, tables of,.
•
Merchant Bars, extras on,
""
sizes of, .
weights of,
Metrical Measures,
•
•
Mining Slope Chain, Kendrick's patent,
Miscellaneous Shapes,
Moments of Inertia of Sections,
•
794
73
92
63
See Eye Bars
.
+
4, 65
79a
4, 84
99, 100
95
96
93-95
100
73
CC
CC
strain on,
due to angle of slope,
74
See Plate
40-42, 67
67-69
Mortar, weight of,
D
•
Mud, weight of, .
·
Nails, sizes and weight of, .
84
84
703
fc Resistance,
Nuts, sizes and weight of, .
Pins, shearing and crushing strength of,
90
•
53
II2

INDEX.
Pipe, Cast-iron, sizes and weight of, .
""
""
Wrought-iron, sizes and weight of,
((
extra strong,
Plate Glass, prices of,
Plates, weight of, .
•
•
•
PAGE.
•
89
80
81
87
92
•
34-38
Position of Load on a Beam, effect of,
Posts,.
Power Transmitted by Belts,
""
•
CC
Wire Ropes,
Pratt Trusses, strains in,..
•
Propping Beams during building of walls,
Radius of Gyration, .
Rails, ..
•
Rail Joints and Splices,
Railroad Spikes,
·
Rails, weight per mile (see also plate),
Reciprocals, table of,
Resistance, Moments of,
·
Rivets, weight of, .
proper length of,
"
proper spacing of,
•
•
•
See Columns
•
•
79
78
66a to 66d
•
31
67
See Plate
•
•
•
*
79a
796
· 79a
101-109
•
67-69
92
46
47a
((
proper size of to resist shearing and crushing,
Rivet-heads, weight of,
Rolling Loads, effect of, .
•
Roofs, load per square foot for,.
"
galvanized iron for,
"
strains in,
1
•
Ropes, weight and strength of,.
Sash Bars, weight of,.
Separators, weight of,
Setting and connecting beams,
•
Shearing strength of pins and rivets,
Shearing strain in girders, .
Sheet Iron, weight of, .
•
Ship Spikes,..
Slating, sizes and weight of, and number per square,
Sleeve Nuts,
Specifications, proper, for iron for bridges,
Soil, weight of,
•
Spikes, weight of,
Splices, number per mile,
·
•
Squares, table of, .
Steel Beams,
·
•
Stone, weight of,
Strains in Roofs,
·
<<
in Trusses,
Strain on chain on inclined planes, .
Strain on cables of suspension bridges,.
•
Strain per square inch used in determining safe loads,
Strength of Cables,
"f
(
"Wire, .
"Wire Rope, .
•
•
•
•
*
53
49
43, 66a
4
82
667
79a
See Plate
30
28
•
43, 47
53
82,92
796
82
66
84
63
796
· 79a
•
•
101-109
42a
84
667
50, 66a
•
74
•
77
3, 43
73
75
76
113
INDEX.
Strength per square inch of iron suitable for structures
Suddenly applied loads, .
Suspension Bridges, strain on cables of,
PAGE.
63
38
•
77
Tacks, weight of,
Tanks, capacity of,
•
T Bars, weight of,.
•
•
Temperature, effect of on tensile strength,
Tensile strength of iron,
"
""
wire,
•
Tension Bars, to find proper size for,
"
""
Tests of Beams,
•
•
•
•
•
•
796
85
42a
43
63
75
•
51
65, 66
33
Tie Rods for Beams,
Timber Beams,
"
of single and double refined iron,
63, 64
•
28
72
62
86
83
<< Posts,.
""
•
weight and strength of,
Tin, sizes and weight of, .
Tramways, Wire Rope,
•
Transmission of Power by Wire Rope,
Transverse strength of rectangular bars,
Trusses,
<<
of round bars,
<< strains in,
•
Tubes, Boiler, weight and surface of,
Turnbuckles,
·
Warren Girders, strains in,
Washers, weight of,
Water, weight of,
Weight of Angles,
Bar Iron,
•
Bolts, Bolt-heads, and Nuts,
Brick-work,.
*
·
Address Trenton Iron Co.
•
78
49
53, 69
50
50, 6ба
SI
66
664-66k
90
84
42, 97
93-95
"
Chain,
(
•
Channels and Strut Bars,
Copper,
Deck Beams,
"
I Beams,
•
"
""
=
(f
Eye Bars,
Glass,
Lead, .
L
·
Nails, Spikes, and Tacks, .
Nuts,.
Pipes, cast-iron,..
"C
wrought-iron,
Plates,.
Rivets,
Ropes,.
*
"
Rails, per mile,
•
•
こ
​Rivet-heads,
91
4, 84
73
4I
92
4I
6-27, 40
65
84
92
796
90
89
80
92
92
792
79a
49
114

Weight of Sash Bars,.
""
"
Separators,
Sheet Iron,
Slating,
Bars,
Timber,.
"<
""
"
Tin,
""
•
•·
•
•
INDEX.
""
"
Various Materials,
Washers,
Wire,..
+
•
Wire Ropes,
Wrought Iron, rule for,
Zinc,
•
•
Weights and Measures, tables of,.
Whipple Trusses, strain in,
Wire, sizes, weight, and strength of,
Wire Cables and Ropes,
Wire Gauges, sizes of, .
""
•
Rope Tramways, .
•
•
"6
Transmission of Power,
•
•
Wooden Beams,
Posts,
Wrought Iron, rule for weight of,
Zinc, weight of,
·
•
•
PAGE.
See Plate
30
92
82
42a
86
83
•
84
•
•
90
•
75
76, 77
49
92
99, 100
66e
•
75
•
76, 77
•
74
Address Trenton Iron Co.
78
·
72
62
49
92
Correspondents are requested to distinguish between
this Company and
THE TRENTON IRON CO.
MANUFACTURERS OF
Wire and Wire Rope,
WIRE FENCING, ETC.,
CONTRACTORS FOR AND BUILDERS OF
SUSPENSION BRIDGES, WIRE ROPE TRAMWAYS,
WIRE ROPE TRANSMISSIONS OF
POWER, AND
WIRE ROPE HAULING AND HOISTING APPARATUS.
NEW YORK OFFICE:
COOPER, HEWITT & CO.
PHILA. OFFICE:
17 BURLING SLIP.
21 N. FOURTH STREET.
CHICAGO OFFICE:
146 LAKE STREET.
The Works and Office of the New Jersey Steel and Iron Co. are separate
and distant from those of the Trenton Iron Co., and communications relat-
ing to Wire and Wire Rope and their uses above specified should be ad-
dressed to the latter Co. Illustrated descriptive pamphlets furnished on
application.
115
E.L.C.
UNIVERSITY OF MICHIGAN
3 9015 06395 5259
COMPLIMENTARY.

TRENTON BEAMS AND CHANNELS.
I BEAMS.
20
272634 I
I 1
20 2006
1,320,000||15
990,000|| 15
120 4
1518200 534
.6
748,000 124
1404
3
151 1505
1/2
551,000 121
58
15% 125
.42
460,000 || 102
12
117052.6
511,000 10
I 2 125 4.8 47
377,000 9
ΙΣ
120 52.39
375,000
12 9654.32
306,000
10/21355 .47
360,000 8
102 105 42 3/8
286,000 7
102
904½ f
250,000 7
25/22
9
a a a60 00 11
9
12542.57
268,000 6
9
85 42 38
199,000 6
704 .3
167,000 6
8042 3/8
654
168,000 5
.3
7
55334-3
135,000 4
101,000
543
CHANNELS.
19043434 625 000
½ 401,000
1381.000
703 .33 200,100
60 23438 134.750
48,22 102,000
16
16
703% 146,000
50 22.33 104,000
45 22.26, 88,950
33 2.2 20 65.800
362/24
62,000
20 39 500
45 22 40 58,300
33 24.28 45 700
22½ 1%.18 33.680
22/2
1915.20 22 Sco
161211 20 15.700
I
15 11/2
20 10 500
6
120545%
172,000
6
905 1/2
132,000
6
5032.3
6
403
76,800|| 8
62,600
7
1 55
5
554
403
30234
I
49,100
38,700
DECK BEAMS.
654% 3% 91,Sco
554% 63 500
5

STRUT BARS C
4
37 3
30234
36,800
30,100 5
4
182
3
IG
18,000 5
22 I
16 1
16
11.900
T
9,100
I
*14541% %
2,160
This beam rolled only in steel.

i
TRENTON BEAMS AND CHANNELS.
To find which beam, supported at both ends, will be
required to support with safety a given uniformly dis-
tributed load:
Multiply the load in pounds, by the span in feet, and
take the beam whose " Co-efficient for Strength" is
nearest to and exceeds the number so found. The
weight of the beam itself should be included in the load.
THE DEFLECTION in inches, for such distributed load
will be found by dividing the square of the span taken
in feet, by seventy (70) times the depth of the beam,
taken in inches.
EXAMPLE. Which beam will be required to support
a uniformly distributed load of 12 tons (24,000 lbs.)
on a span of 15 feet?
24,000 X 15 = 360,000 which is less than the co-
efficient of the 12 inch 125 lb. beam. The weight
of the beam itself would be 625 lbs., which, added to
the load, and multiplied by the span, would still give a
product less than the co-efficient; thus:
24,625 X 15369,375.
The deflection will be:
15 X 15
70 X 121
0.26 inch.
The safe distributed load for each beam can be found
by dividing the co-efficient by the span in feet, and sub-
tracting the weight of the beam.
When the load is concentrated entirely at the center
of the span, one-half of this amount must be taken.
The beams must be secured against yielding sideways,
or the safe loads will be much less.
For STEEL BEAMS add 25 to the Co-efficient for
Transverse Strength except for the 14, the strength
of which is given for steel only.
The deflection of steel beams, under their safe load
so obtained, will be 25 % greater than that of iron.


SIZES OF MERCHANT BARS,
Made by the New Jersey Steel and Iron Co.
23
32 to 37
33/2 to 3/2
FLATS.

Width in
Inches.
Thickness in
Inches.
Width in
Inches.
Thickness in
Inches.
1 1
32
HK ko
0000
1100
to alt
HA
I
1776
to I 1 6
5
I
7
}
I
I
4
5
I
8
18
I
15
16
2
I
19
32
Hoa 1ks Lobo calar MË TH
1
3 to 1
3
16
to 1½
I
I to 13
3, to I
16
1
3
to 13
I
I
I
9
17
32
9
ΤΟ
Labo
21
32
1 1
T6
+
13
Τ
با اسم
7
1 5
C4U1
ΙΣ
-
I
I
3 Z
137
ΤΣ
ليم
جل
جا
3³½ to
32
3
32
to
A to
32
1 to 16
3
16
to
3 to
16
to
to
3 to
I
16
to
fto
i's to
13 to
18
3
16
5
to
to
to
to
Is to I
Ι
3
ΤΟ
to I
to
to
03/30 x ex eo a cabo cibo celo
to 19
I
3
2}
2}
216
23
2}
1 to 13
ठ
T6
7
to 2
Τύ
3. to I
7
to I
୫
to I
3
Ito
to I
4
to 2
to 2
7
3}
IS
3. to 14
3
T6
to 2}
4/20
3}
4
4
1 to 23
16
to 3
5
to 13
6
to 21
to I
78
7H
to I
To
16
3, to I
12
9 2
I 13
32
8
7 to 11
1}
I
8
to 2
to 21
to 20
to I
ROUNDS 3 // TO 5 INCHES DIAMETER.
3
SQUARES " TO 3 INCHES.
fo

EDWARD COOPER, Pres't,
EDWIN F. BEDELL, Sec'y,} New York.
FRED. J. SLADE, Treas., Trenton.
JOSEPH STOKES, Sup't, }
NEW JERSEY STEEL & IRON Co.,
TRENTON, N. J.
COOPER, HEWITT & CO.,
17 BURLING SLIP, NEW YORK.
WROUGHT IRON AND STEEL BEAMS, CHANNELS, ANGLES AND TEES,
MERCHANT IRON, BRAZIER AND WIRE RODS,
RIVETS, CHAINS.
CONSTRUCTORS OF BRIDGES, ROOFS AND OTHER IRON AND STEEL STRUCTURES.

Size of
Bar.
TRENTON ANGLE BARS.
Approximate Weight, in pounds per yard,
for each thickness in Inches.
16
6X6..
•
9
3/4 |
3
Co-effi. for
Transverse
Strength.
½ 11% % | 16 | ¾4 | 18 | % | Thinnest Bar.
57.5 64.3 71.177.8 84.491.0 97.3 36,900 lbs.
42X4½ 37.5 42.5 47.5 52.3 57.261.9.
4X4
32X3½
•
•
1/2 16
11
3/8 18
9
5/8 1 34
28.633.137.5 41.846. 150.5 54.4
24.828.7 32.5 36.239.843.4
1/4 16 3/8 16 ½ 16
5
1/2
9
•
%
1 1
16
18,000 "
12,184
9,200
3X3.. 14.4 17.7 21.1 24.4 27.5 30.633.6 36.5 4,611 "
5
16 3/8 13
T6
234X234
15
TT 32
9
17
32 IG
16.219.220.7 22.2 23.6 25.0 26.3 27.7
1/4
5
I 1
16 32
½ 1
22X2½ 11.9 14.7 16.0 17.3 18.6 20.0 21.2 22.5
3/8
13
32 16
7
15
I
3/8
1 3
3 2 TE
5
1 1/2 3/8
1 1
32
24X24 10.6 11.9 13.114.3 15.5 16.8 17.8.
ΤΣ 16 3
4,710 "
3,156 "
2,530
1,752
5
J 1
3 2
3/8
1,150 "
832
8.3 9.4 10.411 5 12.6 13.6
7
9
14 32 fc
6.217.188.139.059.96 10.8 11.
1/
9
5
3 2
16
7
32 4
9
2X2..
3
16 3 2
134X134
12X1½
I
14X14
XI
IXI.
7/8/7/8.
•
5.27 6.09 6.887.64 8.409.13
1/8 32 16 32
5
3
7
2.97 3.664.344.99 5.63
2.34 2.88 3.40 3.914.38
2.03 2.48 2.93
34X34 [1.72 2.09 2.4
•
6X4.
•
•
-
3/8
T6
•
•
•
UNEVEN LEGS.
1
1 1
+
1
Τι
76 2 76 %
41.8 47.5 53.158.664.0 69.4
5X32.. 30.5 35.3 40.0 44.7 49.253.758. 1
42X3.. 26.7 30.9 35.0 39.043.0 46.850.6
4X3
•
I
T6
2 Τ
9
75 8 75 % % % +
20 9 24.8 28.7 32.5 36.2 39.843.4
32X3 15.619 323.0 26.5 30.0 33.4 36.7 40.0
3/2½ X1½ 11.9
·
Τ
5
•
1 1
3 2
3/8
1 3
Ι
7
3X22 13.116.217.7 19.2 20.7 22.2 25.0 27.7
3X2.
•
7
I
9
3 2
32 Τ
5 3/18
393
246
186 "
133
C
30,680, 6″way
14,750. 4″
18 353 5″
9 651, 3
14 580, 49
7 020, 3
9850 4"
5 871, 3″
6 180, 39
4.710, 3"
5.515 3"
1,148, 1"
3
ΤΟ
4,490,
3233, 2
3 833.3″
{
1,850, 2"
"
10.4 11.9 13.3 14.617.3 20.0 22.5
SQUARE ROOT ANGLES, 4"X3" and smaller, even and uneven legs.
THE AREA Of Cross SectION, in inches, is one-tenth of the weight
per yard.
:
Designation of
Bar.
TRENTON TEE BARS.
Approximate Weight, in lbs.
per yard, for each thick-
ness in Inches.
Co efficient in
Transverse
Strength.
lbs. for
4"X4".
3½" X 3/2½"
7!!
3" X 3"
•
3/ 21.1
12
½'' 37.5 lbs.
28.7 lbs.½" 32.5
Thinnest Bar.
15,800
10,550
// 27.5
6,680
+
•
-5!!
2½" X 2½"" 14.7"
24" x 24" 11.90"
2/1 X 2/
I
II
"
XI
+ XI
I'' X I'
5'' X2/½"
3'' X 2/1
9 //
32
3/ 17.3
(
3,850
2,811
I
+
9.4
5 //
I 6
11.5
1,970
// I
+
6.68"
1,033
32
4.87"
5.5 lbs.
596
5.7/
32
2 So"
3 //
16
3.3
268
½
35.0
6,344
5/
16
14.6 lbs.
// 17.3
2,540
2/1 X I
2
+ XI
| 2″ X I'l
I
•
9/1
32
9. I
1,355
C
7.4
604
6.5
457
5.6
421
HAND RAIL TEES T.
23/4'' x 2'1
Τύ
5/ 14.46 lbs
I
1 3/4 '' × 1 1/4''
977
21/4" X 2"
32
9
// 13.08
3 2
2/
7.8
2,331
1,987
763
3
LOADS ON VARIOUS STRUCTURES.
The load upon the beams of fire-proof floors, with
four-inch brick arches, leveled up with concrete be-
tween the beams, in buildings used for offices, assem-
blages of people or storage of light goods, may ordin-
arily be taken at seventy pounds per square foot of
floor for the weight of the arches, concrete, ceiling
and flooring; and at eighty pounds per square foot
additional for the load equal to a crowd of people,
making a total load of 150 pounds per square foot of
floor in addition to the weight of the beams.
In the following cases the loads, in addition to the
weight of the floor itself, may be assumed as-
For Street Bridges,
•
Floors of Dwellings, .
80 lbs. per sq.
66
፡፡
ft.
Churches, Theatres and Ballrooms,
Warehouses and Merchandise,.
•
"Factories,
♥
•
40
80 <<
((
<<
"
"C
•
•
•
250
200 to 400
""
For roofs the following weights may be taken, allow-
ing 30 lbs. per square foot for wind and snow:
Corrugated iron laid directly on purlins, .
"
on boards,
•
•
Slate Nailed to Boards, .
Do. Plastered Below Rafters, .
The weight of Brick Walls is,
•
•
•
37 lbs. per sq. ft.
40
46
sc
(i
"
(c
56'
"
I12
CC
<<
cu. ft.
Beams Unsecured Against Yielding Sideways
must not be loaded to the full amount given by the
preceding table. When of a span equal to 40 times
the width of their flange they will support but about
the load given in the table, and when the span is 60
times the width of flange, but ½ the load given.

TABLE
Giving the Size of Beams, and their Distance apart,
suitable for Floors having loads per square
foot from 100 lbs. to 300
lbs.
150 lbs.
SPAN
IN
FEET.
Size and Distance Size and Distance Size and
from
Weight
per yard. Center to
Center.
Weight
per yard.
from
Center to
Center.
| Weight
per yard.
CLEAR
LOAD PER SQ. FT. LOAD PER SQ. FT. LOAD PER SQ. FT. LOAD PER SQ. FT.|LOAD PER SQ. FT.
100 lbs.
from
250 lbs.
from
300 lbs.
Distance Size and Distance Size and Distance
Weight
Weight
per yard. Center to per yard.
200 lbs.
from
Center to
Center,
Center to
Center.
Center.
IN. LB.
FEET. IN. LB.
FEET.
IN.
LB.
FEET. IN. LB.
FEET. IN. LB.
FEET.
8
ΙΟ
12
14
16
45551O 1O 700 00 0
ནའི་་་་
30
30
30
40
40
4.2
50
55
65
8
65
555
aus RAW in ♣
ON
4.6
5.9
3.8
4.8
0.0000 2
52
4560667
30
3.I
5
30
6
3.0
40
3.9
6
40
3.2
ვა 4.0
40
4.8
6
50
4 7
5
50
40
4.I
40
3.0
50
5.0
501
3.7
50!
3.4
55
3.4
55
4.6
65
4.5
16 7∞ a
3.9
50
3.0
7
55
3.3
55
4.0
8
65
4.4
8
65
3.6
8
65
3.0
79
4.5
Q
5.0
6.
.7
7
55
3.3
8
65
3.3
9
70 3.3
65
4 5
70
4.I
5.0
9
70
6.3
18
9
70
4.9
9
6 78
65
3.3
9
85!
3.7
70
4.2
90 4.7
85
3.9
105
4.2
10½ 105 4.3
10½ 105
10½ 90 5.0
10 90
3.8
9 85 3.3
10½ 90 4.2
10½ 105
3.6
70 3.8
3.4
9
85
5.9
10½ 90
124 125 4.8
10 135 3.6
4.9
|12 96
4.6
124 125
4.5
124 125
3.7
20
102 90
6.0
10½ 105
4.5
10½ 105
3.4
124 125
3.6
124 125 3.0
22
10½ 90
10½ 105
24 {
26 {
12
96
124 125
124 125
Lenno in
124 125
6.0
124 125
4.5
12 170
4.9
15
4.4
4.9
I 2
96
4.0
124 125
3.7
124 125
30
124 170
3.3
5.6
124 125
4.9
175 125
4.5
15 125
3.6
15
5.0
6.1
124 125
4.I
124 125
3.0
124 170
3.3
115
115
125 5.0
15 150 4.5
5.1
15 125 4.3
15
150
3.8
15
150 5.T
15
200
28
15 125
5.5
15
ISO
4.3
15
15
200
15
30
150
..
5.9
5.6
15
150
3.7
15
15
200
5.I
20
16 0 16 o
38
5.2
5.2
200 4.4
200 6.0
200
200
150 3.6
15 150
15
15
3.0
ท เค เค เค
150
3.6
150
3.0
200
4. I
15 200
3.5
15 200
4.2
20
200 4.7
15
200
20
3.5
200 3.9
20
200 4.8
20
272 5.3
20 200
4.I
20 272
20 200 3.4
5.5 20 272
4.0