IFORNIA LIBRARY OF THE UNIVERSITY OF CALIFORNIA
FORNIA LIBRARY OF THE UNIVERSITY OF CALIFORNIA
THE UNIVERSITY OF CALIFORNIA
QJ.
LIBRARY OF THE UN
THE UNIVERSITY OF CAUF8RNU
QJ.
LIBRARY OF THE UN
RNIf
POCKET COMPANION,
CONTAINING
USEFUL INFORMATION AND TABLES,
APPERTAINING TO THE USE OF
STEEL,
AS MANUFACTURED BY ; ' . ' ,
The Carnegie Steel Company, Limited,
PITTSBURG, PA.
FOR ENGINEERS, ARCHITECTS AND BUILDERS.
EDITED BY F. H. KINDL, C. E.
I 8Q3.
Entered according to Act of Congress, in the year 1893, by
THE CARNEGIE STEEL COMPANY, LIMITED,
In the Office of the Librarian of Congress, at Washington.
ARCHITECT -
STEVENSON & FOSTER,
PRINTERS, ENGRAVERS AND ELECTROTYPERS,
WOOD ST., PITTSBURG, PA.
ZPZSXCE, $2.00.
THE CARNEGIE STEEL. COMPANY, LIMITED.
EDITION OF 1893.
The feature of this edition is the elimination of all data
relative to iron sections. Certain changes have also been made
in the dimensions of Channels, for details of which see Litho-
graphs.
Our product hereafter will be exclusively steel.
In all respects the present edition will be found to com-
pare favorably with its predecessors.
572684
THE CARNEGIE STEEL COMPANY, LIMITED.
GENERAL NOTES.
The flanges of both I-beams and Channels have now a slope
of 15 per cent.
The manner in which the weight of various sections is increased
is illustrated on page 58, Figures 1, 2, 3, 4 and 5.
For Channels and I-beams the enlargement of the section
adds an equal amount to the thickness of web and the width of
the flanges.
The effect on angles of spreading the rolls is to slightly increase
the length of the legs. Most of the sizes, however, are rolled in
finishing grooves, whereby the exact dimensions are maintained
for different thicknesses. These are indicated in the lithograph
plates of angles. Z-bars are increased in thickness in the same
manner as angles.
I-beams, Channels, Deck Beams, Angles and Z-bars can be
rolled to any weight intermediate between those given. Lith-
ographed sections shown correspond only to the minimum weight.
Channels having but one weight specified can be rolled only as
shown. T-shapes do not admit of any variation, and can be rolled
only to the weights given. All weights given are per lineal
foot of the section.
A recapitulation of all rolled shapes, with their minimum and
maximum weights per foot, is given on pages 32 to 46, inclusive.
In ordering designate weight or thickness wanted, but not both.
Quicker deliveries can be made by ordering standard weights,
i. e., those indicated in the lithographs.
THE CARNEGIE STEEL COMPANY, LIMITED.
SHE
MANUFACTURED BY
THE CARNEGIE STEEL COMPANY, LIMITED,
PITTSBURG, PA.
THE CABNEGIB STEEL COMPANY, LIMITED.
B. 1.
24" 80, 85, yo, 95 and 100 Ibs.
THE CARNEGIE STEEL COMPANY, LIMITED.
BEAMS.
7.00^
f - 6:25"
B.3.
20" 80, 85, 90, 95 and
100 Ibs.
B 3.
>" 64, 66%, 70
and 75 Ibs.
t---2,875'' *i
THE CARNEGIE STEEL, COMPANY, LIMITED.
r
BEAMS.
\i5" 41 and 45 Ibs. /
M.-O
!
T 0.40'' 0.78"
/ * 1
3
r !
0.40-
n B, I
1 15" 50 and 55 Ibs. /
V 11*17
.i
y
0.45" 0.96"
i
r
u " 1
n " n
\ 15" 60, 66%, 70 and 75 Ibs. 1
V - 62 "I7
/
T'0.54"
f > }
;
-
0.73"
n B4 - n
\ 15" 80, 85, 90, 95 and 100 Ibs.
V -17
|
i 1
o.fr"
r ^'
i u
-i
0.8*"''
THE CARNEGIE STEEL COMPANY, LIMITED.
BEAMS.
B 13.
g" 21.0 to 30.0 Ibs.
B 11.
10" 25.0 and 30.0 Ibs.
-10'-'-
B 1O.
10" 33.0, 35.0 and 40.0 Ibs.
10'-'
B 9.
12" 32.0 and 36.0 Ibs,
12'-'-
B 8.
12" 40, 45, 50 and 56% Ibs.
-12'-'-
THE CARNEGIE STEEL COMPANY, LIMITED.
BEAMS.
B 77.
3" 6.0 to 7.0 Ibs.
2
"H"~" v
B 23.
4" 7.0 to 10.0 Ibs.
-'^_J T
oDC'T
T,
olso
^ B 21. n
\ 5" 10.0 to 15.0 Ibs.'
\ 0.22" /
44 "
^
y
0/23'
^ B 19. /
\ 6" 13.0 to 18.0 Ibs. /
| \ " I,
$ r~ ^^
f- - 6 "- tT
o.Vs "
^" n B17. ,^
7" 15.0 to 20.0 Ibs.
j
/ ' c^FT^
J 7 """'"",
0.25
^^^^
B15.
' 18.0 to 25.0 Ibs.
a
8"'
THE CARNEGIE STEEL COMPANY, LIMITED.
DECK BEAMS.
BIOS.
6" 15.3 to 18.36 Ibs.";
THE CARNEGIE STEEL COMPANY, LIMITED
BULB ANGLES.
*
.
V ' ^?K B137. ^
B 136.
I
r-vrxx B 135.
:->,,,. 6"-,
-6"
B 134.
-6"
B 133.
7" 18.25 lt>s.
B 133.
8"-i 9 . 23 lbs.
-8"-
B 131.
9" 21.8 Ibs.
r
B 130.
10" 26.5'lbs.
^^ i
W-
THE CARNEGIE STEEL, COMPANY, LIMITED.
CHANNELS.
C 4.
9" 14.0 to 25.0 Ibs.
0,28
-9"-
C 3.
10" 16.5 to 33.0 Ibs.
-40"
C 3.
12" 20.0 to 44.0 Ibs.
C 30.
3 1 -5 to 53
C 1.
15" 33.o to 55.0 Ibs.
--15"-
THE CARNEGIE STEEL COMPANY, LIMITED.
CHANNELS.
fn c ?2
3"-5-
6.0 Ibs.
hO
^Mi.T
" 5-5 to 8.0 Ibs./ | "
"
rr\ c 8 . fr
. I s"-6.5 to 12.0 Ibs. / I 2
V I v. o.i7^ -^ 5 'b! .-4?!'.[r
rr\ , h
\ 6" 8.0 to 16.0 Ibs. n I \ *-.
V 0.19S" Q.29^/0.47" 1 ?
I
C 6.
7" 9.5 to 20.0 Ibs.
0.25''
C 5.
8" ir.o to 22.clbs.
--8''-
THE CARNEGIE STEEL COMPANY, LIMITED.
CAR TRUCK CHANNELS.
EQUAL AND UNEQUAL FLANGES.
.so"
i
^^0.50
C 106.
xo 1 /^" 26.5 Ibs.
1
o.so|T. (
0.50"
" H.50"
O.SO'
Is*
0.375''
C 103.
Sj zo 1 ^" 20.0 Ibs.
S 7*
C*> !
0.375*
C 54.
12" 21.33 to 30.0 Ibs.
fl
c ao.
13" 31.5 to 52.0 Ibs.
10
THE CARNEGIE STEEL COMPANY, LIMITED.
2 BARS.
L> 3 /is" i" 1
['/is"' V' :
U sy" J/1 ' 6 ^
j.
IS
Z 1.
15.6 to 21.0 Ibs. tb
w
z a.
22.7 to 28.0 Ibs.
V'
Sp*
,j
;% VIB-TJ
gV il. 3 /16"ll
^ 3 'iH" ;?V
Z 3.
29.3 to 34.6 Ibs.
Z 4,
, 1 1. 6 to 16.4 Ibs.
5 /ie"
Z 5.
17.81022.6 Ibs.
Z 6.
23.71028.3 Ibs.
THE CARNEGIE STEEL COMPANY, LIMITED.
t-
Z BARS,
m
7 7.
3.2 to 12.4 Ibs,.
Z 9.
18.9 to 22.9 Ibs.
Z 8.
13.8 to 17.9 Ibs.
-"-"-f
r
%
,/ , Z 10.
6.7 to 8.4 Ibs.
J
G 3 /, 6 '
I..
"M" "X
Z 11.
9.7 to 11.4 Ibs.
12.5 to 14.2 Ibr-,
12
THE CARNEGIE STEEL COMPANY, LIMITED.
SPECIAL Z BARS.
Z 13.
6" i4. 5 .Ibs.
Z 16.
3" 10.0 Ibs.
Z 14.
* 3"-
Z 15.
4"-' i.i Ibs.
'-* 2Y 2 ' J
Z 17.
3" 8.4 Ibs.
Z 19.
3 4" 4.5 Ibs.
Z 18.
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH EQUAL LEGS.
A 77.
12.3 to 16.2 Ibs.
14
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH EQUAL LEGS
A 20.
17.1 to 19.
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH EQUAL LEGS.
A 48.
5.9 to 7.7 Ibs-Av'
$T
A 76.
A 65. ,'N, \ i ^ to i 7 Ibs. i^x'*^
,1 to 2.8 ibs. ,\ v ' /\ -r# #&&&*
^
A 77. ,o-
A 67. XS..-N -9 tol -3 lbs -,_ .
A 50. /*V**v 2 ' 9 1 3 ' 4 lbs ' v |t /K^. '^MV**
4.Tto 5 . 9 lhs...xV' /\ W * yO*>V N ^
;.^>V^\\-^r N <>4 ^C,
A 78.
1.5 ibs.
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH UNEQUAL LEGS.
A 154.
24.9 to 32.3 Ibs.
A 157.
it/.o to 24.9 Ibs. /'
A 159.
15.0 to 19.0 Ibs.
A 163.
23.6 to 27.2 Ibs
A 16G.
16.2 to 23.6 Ibs
A 168. x \
12.3 to 16.2 Ibs.
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH UNEQUAL LEGS.
A 171.
22.3 to 25.7 Ibs. *A
A 175.
15.3 to 22.3 Ibs.
A 177.
11.7 to 15.3 Ibs.
A 181.
19.5 to 24.2 Ibs.
A 184.
14-5 to 19.5 Ibs.
A 186.
' 1. o to 1 4.5 Ibs. ,
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH
UNEQUAL
LEGS.
A 806.
\ 15.9 to 18.5 Ibs
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH UNEQUAL LEGS.
2O
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES WITH UNEQUAL LEGS.
A 268.
3.7 to 4.5 Ibs. '
y
21
THE CARNEGIE STEEL, COMPANY, LIMITED.
SQUARE ROOT ANGLES.
22
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARE ROOT ANGLES.
A 409.
A 404. ,/". ,*>
1.8 Ibs.
A 405. ^^X*y
0.9 Ib.
A 411.
0.8 Ib.
A 406.
1.7 Ibs. e *
A 98.
A 414. ,t
0.8 Ib. ? !
A 899.
A 4O1.
2.0 Ibs.
A 430.
I ' 1 lbs "
A 41 6.
23
THE CARNEGIE STEEL COMPANY, LIMITED.
SPECIAL ANGLES,
COVER ANGLES.
OBTUSE ANGLES.
A 453.
12.4 to 14.4 lbs. v v'
A 454. N v'
10.4 to 42.4 Ibs.'
A 457.
8.5 to 10. i Ibs.iV
A 45-9.
6.8 to 8.5 Ibs. A
A 4?1.
3-5 Ibs.
HALF TEES.
A 4*6. A
4.6 Ibs. PJ
24
THE CARNEGIE STEEL, COMPANY, LIMITED.
TEES WITH EQUAL LEGS.
T 1.
13-7 lb;
,T 3.
10.9 Ibs.
'l
"/.?"
P*
T 3.
Ji.7 Ibs.
*"
T 4.
^ 9.2 Ibs.
"'-,
^
H 1
T 6.
10.0 Tbs.
.^-
A.JI
S3-
T 9.
6.6 Ibs.
y?5
---214'
Vie'l'tZS^
T 13. '*"
4.9 Ibs.
H-*
... g//
>
^r *e
T 7.
9.1 Ibs.
T 10.
6.4 Ibs.
,...y
9
!* 2i^ -->
-1 Ibs.
,'y
T 5.
6.8 Ibs.
T 8.
7.8 Ibs.
J*"^
V
T 11.
5-5 Ibs.
r-----2"---'
25
THE CARNEGIE STEEL COMPANY, LIMITED.
TEES WITH EQUAL LEGS.
t 15.
3-7 Ibs.
-2"-
T 19.
2.04 Ibs.
T 81.
1.23 Ibs.
3 /ld"
T 33.
0.87 Ib.
SPECIAL TEES.
HAND RAILS.
RAIL.
26
THE CARNEGIE STEEL COMPANY, LIMITED.
TEES WITH UNEQUAL LEGS.
T 54.
:xo Ibs.
s"
Vie"
-4*-
T 57.
15. 6 Ibs.
27
THE CARNEGIE STEEL, COMPANY, LIMITED.
TEES WITH UNEQUAL LEGS.
,T 58.
12.0 Ibs.
T 60.
11.4 Ibs.
H"
"" LL ^3S^
T 62,
8.6 Ibs.
T G4.
7-9 Ibs.
T 5.9.
.14.6 Ibs.
yfl?
T 61.
9-3 Ibs.
.4'.'.
T 63.
7-3 Ibs.
Also rolled 5.8 Ibs.
, '/16 I 1
T 65.
6.6
r 65. I j
.6ib, r
LJ i
28
THE CARNEGIE STEEL, COMPANY, LIMITED.
TEES WITH UNEQUAL LEGS.
SH'
T 66. 1
12.8 Ibs.
T 67.
9.9 Ibs.
T 68.
11.73 Ibs
LJ
U-.'-'y
N
T 69.
10.9 Ibs.
T 72,
u.8 Ibs.
T 75.
10.9 Ibs.
T 70.
8.5 Ibs.
T 73.
10.6 Ibs.
-3"-
T 76.
9.8 Ibs.
>
T 71.
7.8 Ibs.
T 74.
9-3 Ibs.
L
-3"
77.
Ibs.
THE CARNEGIE STEEL COMPANY, LIMITED.
TEES WITH UNEQUAL LEGS,
; ** : . :
T *8. ^ T ?9.
7.2 Jbs. cs 6.1 Ibs.
V
tf"
<* 2 3 4 * < 2
in^-4 J ^^-^^l^SvP
1 yw"j
^ T-80. ^
Si 7.4 Ibs.
|..J ^*"
V.'
\y-u- > f- -2V 77 - *>
^.L^vy---- 3 * ;J W
T 81. ^! T 8.
6.6 Ibs; 7 . 2 i bs .
: <-?^
p--2^r-"* r .p^?
: " 1 5 /iai!Li S^J-J
Vief 7 " K'^HT
T 88.
^ 6 ' llbs -
*" ^
y-;-| ,, i*-^"- -i
T 8. g| |f
s, 2.9 ibs. LJ...T 1
? ^''"
:^ : "
'^T^: T 8.9. n H?
, i.-j' 1.94 ibs. li-.y
V' ^' (
^-* , r-^H
V' T-J 3 /16f'T~ 7 /82L'J O
T 9. 1C | *
1|:J 1-73 Ibs. J T
^e"
*-'-'-*. .-i-'-,
I-TCJ xt-.a^ca
.farm
^.,, ... Ite.
*"{.IW" _U 5 K:t H
j^ny* 1 ; H" * j
T 84. ^ T 85.
6.7 Ibs. ^> 5.8 Ibs.
i-.-i^
V'
2" ---!
^- L ^rr j H 'tll
SB: |f
k x"
K-I^--* (| r-1
T^^ST? xViP
.3.0 Ibs. 2.24 Ibs.
i~JV
"- IH'---^ V- -,
Vcfc3d 3/ 16 ^t;iT
T9.^%fC T94.^
1.33 Ibs. |J T 1 i-33 lbs<
H"
3O
THE CARNEGIE STEEL, COMPANY, LIMITED.
PLATES.
TROUGH PLATE.
,., ,n CORRUGATED PLATES.
i*JL oU
8.1 to 12.0 Ibs. ___ r- -J*"
CHECKERED PLATE.
M. 51.
Weight per sq. foot 13-8 to 2r-4 Ibs.
' " "Maximum width 34''*
31
THE CARNEGIE STEEL COMPANY, LIMITED.
SIZES OP C^-RNEGIE BARS.
All dimensions given are in inches.
H ROUNDS. fl
| SQUARES. |
1A W* *A !^ *A *#, He-, W HI, *#i Hi 2 > 2 M
& HALF-ROUNDS.
*/ 7/ 1 1 i/ 1 1/ 1V 1 ?/ 9 9i/ 9 1 / ^ 4.V
74 > /8 > i > * /8 > * 74 i/2 ' l A > 6 > */* */i ' ' /2 *
^fg^ OVALS.
CRD ROUND EDGE FLATS.
FLATS.
Width. Thickness. Width. Thickness. Width. Thickness.
to #
to ^
to if
to 1
to lj
to 1^
to \\L
A to
2
2X
2%
2%
3
3%
X to
A jo
to
'/ to
4
5 3
6 2
7X
to 2
to 2
Xto2
X to 2
32
1
THE CARNEGIE STEEL COMPANY, LIMITED.
EXTREME LENGTHS IN INCHES
OP RECTANGULAR PLATES ROLLED BY
THE CARNEGIE STEEL CO., LIMITED.
Thickness,
in Inchss.
114 In.
Wide.
108 In.
Wide.
105 In.
Wide.
100 In.
Wide.
98 In.
Wide.
90 In.
Wide.
84 In.
Wide.
80 In.
Wide.
K
120
150
180
200
225
245
5
130
160
200
210
225
250
275
^|
140
170
200
260
310
330
360
380
JL
160
200
230
245
310
340
380
400
%
170
200
220
240
290
330
360
370
9
170
190
210
230
270
290
340
360
$1
160
180
200
220
240
260
300
310
IJ
160
180
190
200
220
240
260
280
*
160
180
190
200
210
220
250
280
150
170
180
190
200
215
245
260
7 /&
140
160
170
180
190
205
220
230
1
130
150
160
170
180
195
215
230
\y^
120
140
145
150
160
175
190
210
\yi
110
120
125
140
145
155
175
185
J-i
76 In.
72 In.
68 In.
64 In.
56 In.
48 In.
36 In.
24 In.
B.s
Wide.
Wide.
Wide.
Wide.
Wide.
Wide.
Wide.
Wide.
X
260
275
290
310
365
430
500
500
T ^
300
320
360
400
460
500
550
600
)!
400
420
440
460
500
570
600
600
1
420
390
430
410
450
450
480
480
530
520
570
570
600
600
600
600
370
390
420
450
500
570
600
600
^
330
350
370
400
480
530
600
600
ii
310
330
350
380
430
500
600
600
2^
300
320
340
360
410
480
540
600
ft
280
300
320
340
380
450
540
600
8
260
270
300
320
360
430
540
600
i
240
250
270
290
330
380
500
540
1 1^
220
230
240
260
300
350
440
500
1/4
195
205
215
230
265
310
400
500
THE CARNEGIE STEEL COMPANY, LIMITED.
MIN
Section
Indei.
IMUM AND MAXIMUM 'WEIGHTS AND
DIMENSIONS OP CARNEGIE
I BEAMS.
Depth
of
Beam,
in
inches.
Weight per foot
Flange
width.
eb
thickness.
Increase of
web and
flanges for
each Ib. in-
crease of
weight.
J!
Min.
Max.
Min.
Max.
Min.
Max.
B 1
24.
80.00
100.00
6.95
7.20
.50
.75
.0123
1
B 2
20.
80.00
100.00
7.00
7.30
.60
.90
.015
2
B 3
20.
64.00
75.00
6.25
6.41
.50
.66
.015
2
B 4
15.
80.00
100.00
6.41
6.81
.77
1.17
.020
3
B 5
15.
60.00
75.00
6.04
6.34
.54
.84
.020
3
B 6
15.
50.00
55.00
5.75
5.85
.45
.55
.020
3
B 7
15.
41.00
45.00
5.50
5.58
.40
.48
.020
3
B 8
12.
40.00
56.67
5.50
5.91
.39
.80
.025
4
B9
12.
32.00
36.00
5.25
5.35
.35
.45
.025
4
BIO
10.
33.00
40.00
5.00
5.20
.37
.57
.029
4
Bli
10.
25.00
30.00
4.74
4.88
.31
.45
.029
4
B13
9. .
21.00
30.00
4.50
4.80
.27
.57
.033
4
B15
8.
18.00
25.00
4.25
4.51
.25
.51
.037
5
B17
7.
15.00
20.00
3.98
4.19
.21
.42
.042
5
B19
6.
13.00
18.00
3.50
3.74
.23
.47
.049
5
B21
5.
10.00
15.00
3.00
3.30
.22
.52
.059
5
B23
4.
7.00
10.00
2.59
2.81
.17
.39
.074
5
B77
3.
6.00
7.00
2.26
2.36
.20
.30
.098
5
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE
DECK BEAMS.
Section
Index.
Depth
of
Beam,
in
inches.
Weight per foot.
Flange
width.
eb
thickness.
Increase of
web and
flanges for
each Ib. in-
crease of
weight.
Page No.
of section.
Min.
Max.
Min.
Max.
Min.
Max.
B100
B101
B102
B103
B105
10.
9.
8.
7.
6.
27.23
26.00
20.15
1811
15.30
35.70
30.00
24.48
23.46
18.36
5.25
4.94
5.00
4.87
4.38
5.50
5.07
5.16
5.10
4.53
.38
.44
.31
.31
.28
.63
.57
.47
.54
.43
,029
.033
.037
.042
049
P
Q
o
Q
Q
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS AND DIMENSIONS OF CARNEGIE
BULB ANGLES.
Section Index.
Depth of
Angle.
in inches.
Weight
per foot.
width".
Web
thickness.
Page No.
of
section.
B130
it)
26.50
3.5
.48
7
B131
9
21.80
3.5
.44
7
B132
8
19.23
3.5
.41
7
B133
7
18.25
3.0
.44
7
B134
6
17.20
3.0
.50
7
B135
6
13.75
3.0
.38
7
B136
6
12.30
3.0
.31
7
B137
5
10.00
2.5
.31
7
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE
CHANNELS.
Section
Index.
Depth
of
Chan-
nel,
in
inches.
Weight per foot.
Flange
width.
Web
thickness.
Increases of
web and
flanges for
each Ib. in-
crease of
weight.
M
t|
8
Min.
Mai.
Min.
Mai.
Min.
Mai.
C 1
15
33.00
55.00
3.400
3.840
.400
.840
.020
C20
13
31.50
52.00
4.000
4.460
.375
.840
.023
8
C2
12
20.00
44.00
2.868
3.460
.268
.880
.025
8
C 3
10
16.50
33.00
2.665
3.150
.265
.750
.029
8
C4
9
14.00
25.00
2.450
2.810
.250
.610
.033
8
C5
8
11.00
22.00
2.205
2.610
.205
,610
.037
9
CO
7
9.50
20.00
2.011
2.450
.211
.650
.042
9
C7
6
8.00
16.00
1.895
2.288
.195
.588
.049
9
C8
5
6.50
12.00
1.772
2.095
.172
.495
.059
9
C 9
4
5.50
8.00
1.670
1.854
.170
.354
.074
9
C72
3
5.00
6.00
1.550
1.650
.230
.330
.098
9
THE CARNEGIE STEEL, COMPANY, LIMITED.
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE EQUAL
AND UNEQUAL FLANGE
CAB TRUCK
CHANNELS.
Section
Index.
Depth
of
Chan-
nel, in
Weight per foot.
Flange
width.
Web
Thickness.
Increase of
flange and
web for each
f!
inches.
Min.
Max.
Min.
Mai.
Min.
Max.
of weight.
PH g
C 20
13.0
31.50
52.0
4.00
4.46
.375
.84
.023
10
C54
12.0
21.33
30.0
2.64
2.85
.31
.52
.025
10
Smaller.
Larger.
C103
10.5
20.00
2.50
3.375
.375
10
C106
10.5
26.50
2.50
3.375
.50
10
WEIGHTS AND DIMENSIONS OF CARNEGIE
Section
Index.
Thick-
ness
of
Metal.
SIZE, IN INCHES.
Weight per foot.
Page No.
of
Section.
Flange.
Web.
Flange.
Z13
H
3
6
3
14.5
13
Z14
X
2^
5
3
12.4
13
Z15
N
2/ 2
4
3
11.1
13
Z16
N
%y 2
3
3
10.0
13
Z17
A
2/ 2
3
8.4
13
Z18
^
T 9 6
1#
1/8
1.3
13
Z19
IX* A
1 3/x~-
2 T VX
45
13
THE CARNEGIE STEEL COMPANY, LIMITED.
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE
Z-BAFtS.
Thick-
SIZE IN INCHES.
Section
Index.
ness
of Metal
Weight per foot.
Page No. of
Section.
n inches
Flange.
Web.
Flange.
Z 1
/8
3K
6
3/
15.6
11
u
JL
g 9
6rV
39
TIT
18.3
l|
3^
w
21.0
Z 2
JL
31^
6
3K
22.7
11
y
3 9
6yV
3- 9 -
25.4
<
\\
3g
6^
ij!
28.0
Z3
I
6
3/
29.3
11
09
g i
3- 9 T
32.0
u
H
8>|
6>l
3^1
34.6
Z 4
JL
3/
5
3X
11.6
11
u
y
3- 5 ^
5-V
3- 5 -
13.9
p
((
7b
IH
gl|
3^8
16.4
] '
Z 5
8
5
3X
17.8
u
_9
3- 5 -^
5- 1 -
20.2
H
>6
3^1
5>8
s||
22.6
Zn
11
5
3X
23.7
11
ft
|X
3- 5 -
g_i
26.0
H
H
3/8
5^
3/s
28.3
Z7
X
3-V
4
3_i g .
8,2
12
H
sl
IK
3A
10.3
12.4
Z 8
TV
3^
4 8
3yV
13.8
12
3^
41
gi|
15.8
.
M
T6"
4>l
3r 3 s
17.9
, .
Z 9
P
3r~
3~V
18.9
12
iff
IH
4JL
t|
20.9
. .
"
3r 3 o
4>l
3i 3 o
22.9
Z10
X
31.1
3
2.1.1
6.7
12
Zll
1
m
1"
2H
8.4
9.7
12
(I
gs/
3 1
24/
11.4
.
Z12
i/
W4
g
g|i.
12.5
12
T 9 *
2X
3A
/4
14.2
THE CARNEGIE STEEL COMPANY, LIMITED.
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE
ANGLES.
EQXJAL LEGS.
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
ll
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
I
A 1
H
6 x6
33.1
A36
y
3 x3
*9.4
15
A2
H
6 x6
30.9
A37
7
3 x3
8.3
15
*A3
X
6 x6
28.7
14
*A38
y%
3 x3
7.2
15
A4
ft
6 x6
26.5
'
A39
ft
3 x3
6.1
A5
H
6 x6
24.2
*A40
1 A
3 x3
4.9
15
A 6
A7
*A8
ft
6 x6
6 x6
6 x6
21.9
19.6
17.2
14
A41
A42
*A43
|
11
8.5
7.6
6.6
15
A9
A10
H
5 x5
5 x5
27.2
25.4
A44
*A45
1
llxal
5.5
4.5
15
All
X
5 x5
23.6
A46
y
2;^x2>^
7.7
*A12
H
5 x5
21.8
14
A47
2
6.8
A13
R
5 x5
*20.0
14
*A48
i/
< %y& i A
5.9
16
A14
T 9 6
5 x5
18.1
A49
2y*2 1 /
5.0
*A15
%
5 x5
16.2
14
*A50
y
2i/ x gi/
4.1
16
A16
*A17
5 x5
5 x5
14.3
12.3
14
A51
A52
i
*$*$
6.8
6.1
A18
ff
4 x4
19.9
*A53
y%
2)Jx2X
5.3
16
A19
X
4 x4
18.5
A54
T 5 ?
2^x2X
4.5
*A20
a
4 x4
17.1
15
*A55
1 A
2X"x2X
3.7
16
A21
H
4 x4
*15.7
15
A56
ft
2 x2
5.3
A22
*
4 x4
14.3
A57
y%
2 x2
4.7
*A23
4 x4
12.8
15
*A58
T 5_
2 x2
4.0
16
A24
4 x4
11.3
A59
i/
/T
2 x2
3.2
*A25
H
4 x4
9.8
15
*A60
ft
2 x2
2.5
16
*A90
A26
ft
4 x4
8.2
17.1
A61
A62
l^xl^
4.6
4.0
A27
%
3/2*3/2
16.0
A63
(b
13/X13/
3.4
*A28
"H
3/2*3/ 2
14.8
15
*A64
y
\Vf\y
2.8
16
A29
y%
3/2*3/2
13.6
*A65
JL
\y*\y
2.1
16
A30
*A31
A32
*A33
|
3/2*3/ 2
3/ 2 *3^
3/2*3/2
3/2*3/2
12.3
11.1
9.8
8.5
15
15
A66
*A67
*A68
*A69
ft
II
3.4
2.9
2.4
1.8
16
16
16
A34
*A35
3 x3
3 x3
11.4
10.4
15
A70
*A71
f
1^.1^
2.4
1.9
16
Angles marked thus * have finishing passes.
Sft
THE CARNEGIE STEEL COMPANY, LIMITED.
ANGLES EQUAL LEGS. Continued.
Section
Index.
Thickness
of Metal,
n inches.
Size,
in inches.
Weight
per foot.
I
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
il
*A72
A
iXxiX
1.5
16
*A79
.
1 xl
1.2
16
*A73
y
\ i/xl 3/
1.0
16
*A80
r/
1 xl
0.8
16
A74
ft
l^xl^
2.1
*A81
A
J4* 7 /9.
1.0
16
*A75
y
1/^xl 1 A
1.7
16
*A82
#
Z^X 7/^
0.7
16
*A76
T6
1/^xl^
1.3
16
*A83
^ x %
0.8
16
*A77
Ij^xl^
0.9
16
*A84
jl
&* y.
0.6
16
*A78
/4
1 xl
1.5
16
*A85
%
H*H
0.5
16
Angles marked thus * have finishing passes.
SFECI-AX. ArsTG-LES.
Section
Index.
Thickness
of Metal,
in inches
Size,
in inches.
Weight
per foot.
8
<&$
JH
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
13
A450
It
3 x3
14.4
A462
A
2/ 2 *2/ 2
7.1
A451
y
3 x3
13.4
*A463
H
2 l / 2 > i 2 l / 2
6.1
24
*A452
8
3 x3
12.4
24
A464
2
3^x2
8.2
A453
3 x3
11.4
A465
A
3^x2
7.1
*A454
3 x3
10.4
24
*A466
3^x2
6.1
24
A455
45
H
2^x2^
10.1
A467
A
3 x3
8.4
A456
X
9.3
A468
H
3 x3
7.2
*A45?
A
2/ 2 **2/ 2
8.5
24
*A469
3 x3
6.1
24
A458
2/ 2 *2/ 2
7.7
*A47C
X
2}4x2X
4.2
24
*A459
A
2/ 2 *2/ 2
6.8
24
*A471
i/
2/4*2%
3.5
24
*A460
2/ 2 *2X
8.7
24
*A475
X x ^
4.9
24
A461
&
2/ 2 *2/ 2
8.2
*A476
KX^
W*X
4.6
24
Angles marked thus * have finishing passes.
A450 to A459 known as " COVER ANGLES."
A461 to A469 known as "OBTUSE ANGLES."
A470 and A471 known as "SAFE ANGLES."
A475 and A476 known as " HALF TEES."
THE CARNEGIE STEEL COMPANY, LIMITED.
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE
ANGLES.
UNEQUAL LEGS.
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
i
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
S
A150
1
7x3^
32.3
*A184
/*&
5 x4
14.5
18
A151
it
7x3^1
30.5
A185
A
5 x4
12.8
A152
7x3^
28.7
*A186
H
5 x4
11.0
18
A153
*A154
p
7x3^
26.8
24.9
17
A187
5 x3%
22.7
A155
ii
7x3 ;|
23.0
A188
it
5 x3%
21.3
,
A156
1 6
H
7x3^
21.0
*A189
X
5 x3k
19.8
19
*A157
A158
*A159
i
7x3^
7x3^
7x3^
19.0
17.0
15.0
17
17
A191
A192
*A193
1
CO CO CO CO
\ K Nr \ K \ H
0\ fcKtO\tO\'
18.3
16.8
15.2
13.6
19
19
A160
H
6x4
27.2
.
A194
5 x3j^
12.0
A161
it
6x4
25.4
.
*A195
y?>
5 x3>|
10.4
19
*A162
2
6x4
23.6
17
A163
H
6x4
21.8
A196
it
5 x3
19.9
,
A164
1 6
6x4
20.0
A197
5 x3
18.5
.
A165
A
6x4
18.1
*A198
H
5 x3
17.1
19
*A166
*
6x4
16.2
17
A199
#
5 x3
15.7
.
A167
6x4
14.3
A200
&
5 x3
14.2
*A168
II
6x4
12.3
17
*A201
y
5 x3
12.8
19
A202
rV
5 x3
11.3
A169
y%
6x3^
25.7
*A203
y%
5 x3
9.8
19
A170
*A171
it
X
6x3^
6x3^
24.0
22.3
18
A204
1
5 x3
8.2
18.5
19
A172
8
6x3^
20.6
A205
4>t*3
17.2
A173
6x3^
18.9
*A206
ii
4^x3
15.9
19
A174
6x3'^
17.1
A207
^
4^x3
14.6
g
*A175
y z
6x3^
15.3
18
A208
.)
13.3
A176
A
6x3%
13.5
*A209
y
4/2*3
11.9
19
*A177
3/Q
6x3^
11.7
18
A210
rV
4^x3
10.5
A178
5x4
24.2
*A211
H
4^x3
9.1
19
A179
5x4
22.6
A212
it
4 x3>
18.5
A180
3/
5x4
*21.1
18
A213
X
4 x3}
17.2
*A181
ft
5x4
19.5
18
*A214
8
4 x3//
15.9
19
A182
S 4
5x4
17.8
A215
M
4 x3}J
14.6
A183
5x4
162
A216
4 x3%
13.3
Angles marked thus * have finishing passes.
THE CARNEGIE STEEL COMPANY, LIMITED.
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OF CARNEGIE
ANGLES.
UNEQUAL LEGS.-Continued.
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
Weight
per foot.
a
Section
Index.
Thickness
of Metal,
in inches.
Size,
in inches.
'
Weight
per foot.
a
*A217
y*
4 x3V
11.9
19
A249
X
3^x2
6.2
A218
TV
4 xS*/
10.5
A250
_5g.
3^x2
5.3
*A219
4 x3j
9.1
19
*A251
X
3^x2
4.3
20
A220
T!
4 x3
17.1
A252
T 9 6
3 x2%
9.5
A221
K'
4 x3
16.0
A253
y 2
3 x2>^
8.5
*A222
ft
4 x3
14.8
19
*A254
A
o x/c/^
7.6
20
A223
4 x3
13.6
A255
y%
3 x2>/
6.6
A224
_9_
4 x3
12.3
A256
T 5 ^
3 x2%
5.5
*A225
>l
4 x3
11.1
20
*A257
X
3 x2%
4.5
21
A226
A227
7
II
4 x3
4 x3
9.8
8.5
A258
y z
3 x2
7.7
*A228
A
4 x3
7.1
20
*A259
A260
Ps
3 x2
3 x2
6.8
5.9
21
A229
3%x3
15.7
A261
A
3 x2
5.0
.
A230
*A231
3%x3
3>|x3
14.7
13.6
20
*A262
*A263
A
3 x2
3 x2
4.1
3.6
21
21
A232
5 A
Q1/ X Q
12.5
A233
/o
_9
3%x3
11.4
A264
y 2
2^x2
6.8
*A234
A235
TA
3%x3
3>/x3
10.2
9.1
20
A265
*A266
A
2^x2
2^x2
6.1
5.3
21
A236
*A237
l i
3^x3
3>|x3
7.8
6.6
20
luSn
?
2>|x2
4.5
3.7
21
21
1 G
*A269
A
2^x2
2.8
21
A238
11
3/^x^M
12.4
A239
H
3Xx25^
11.4
A270
y 2
2^x1^
5.5
.
A240
_9 T
3Vx2>^
*10.4
20
A271
T 7_
gi^xlj^
5.0
A241
I/
g i x gi/
9.4
*A272
y%
2/^xl^
4.3
21
A242
_7 2
3i^x2^/
8.3
20
*A273
_5^.
2^x1^
3.7
21
A243
\/
gi/ x gi/
*7.2
20
*A274
X
gi^xl^
3.0
21
A244
JL
3i^x2j^
6.1
*A275
A
2^x1%
2.3
21
*A245
X
3^x2^
4.9
20
*A276
2 xl^
2.7
21
A246
A
3^x2
9.0
*A277
A
2 xl^
2.1
21
A247
i/
/n
3^x2
8.1
A278
V
l^xl
1.6
*A248
7
1%
3^x2
7.2
20
*A279
y&
l^gxl
1.0
21
Angles marked thus * have finishing passes.
1 4.1
THE CARNEGIE STEEL, COMPANY, LIMITED.
MINIMUM AND MAXIMUM WEIGHTS AND
DIMENSIONS OP CARNEGIE
ANGLES.
SQUARE ROOT.
Section
Index.
Thickness
of Metal,
in inches.
Size, Weight I'M
in inches, per foot, gojg
Section
Indei.
Thickness
of Metal
in inches.
Size,
in inches.
Weight
per foot.
o
A350
K
4 x4
18.5
A385
ft
2Xx2X
5.3
22
A351
4 x4
17.1
A386
i
2^x2^
4.5
22
*A352
%
4 x4
15.7
22
*A387
%
2i/ x 2i/
3.6
22
A353
*A354
A355
*A356
i
4 x4
4 x4
4 x4
4 x4
14.3
12.8
11.3
9.7-
22
22
A388
*A389
*A390
*A391
I
to to to to
to to to to
5.3
4.7
3.9
3.2
23
23
23
*A357
A358
A359
A360
*A361
1
f
tjfxlO\ M\. N\, tO\.
CO CO CO CO CO
:\N?xC\O\tO\
16.0
14.8
13.6
123
11.0
22
22
A392
A393
^A394
||j|
4.5
4.0
3.4
2.8
23
A362
TiT
^y^-ty/^
9.8
A396
ft
]%A}4
3.4
*A363
H
3//x3%
8.5
22
A397
1^/xji/
2.9
A364
A365
ft
3 x3
3 x3
11.4
10.4
*A398
*A399
A
1$$
2.4
1.9
23
23
A366
i/
3 x3
9.4
A400
A
1X X ^X
2.4
A367
T 7 5
3 x3
8.3
*A401
k
1 i/i\ i/
2.0
23
A368
y%
3 x3
7.2
*A402
A
1X X ^X
1.5
23
*A369
A
3 x3
6.0
22
*A403
%
l/4xlX
1.0
23
*A370
X
3 x3
4.9
22
*A404
X
1 %X ^j
1.8
23
A371
%
2^x2^
8.6
*A405
1 % x ^
0.9
23
A372
Tt
g3/ x g3 '
7.6
199
C\c\
A373
*A374
X
aj$
6.6
5.5
22
*A407
*A408
i
l^xlU
.7
1.3
0.9
23
23
23
A375
X
Z'A&X
7.7
*A430
A
ITV it
1.1
23
A376
A377
A378
*A379
A
}i
to to to to
N?XW\N\,tO\
to to to to
V*V* V K\H
tC \10\NSV 0\l
6.8
5.9
5.0
4.1
22
22
*A409
*A410
*A411
1 A
A
1 xl
1 xl
1 xl
1.5
1.1
0.8
23
23
23
A380
2 i/o i/
5.6
A412
T 3 (T
ft ft
1.0
A381
5
%f/ x g i/
4.7
*A413
yi
ft ft
0.7
23
*A382
X
2V/x2^
3.9
22
*A414
T5
^ $i
0.8
23
A383
2^x2^
6.8
*A415
ft
34- H
0.6
23
A384
A
2j<x2^
6.0
*A416
T 3 T
ft %
0.3
23
Angles marked thus * have finishing passes.
4.0.
THE CARNEGIE STEEL COMPANY, LIMITED.
"WEIGHTS AND DIMENSIONS OF CARNEGIE
TEES.
EQXJAH. LEG-S.
Section
Index.
SIZE, IN INCHES. ^f^^
Weight
per foot.
Page No.
of
Section.
Flange.
Stem.
Flange.
Stem.
T 1
4
4
X to i 9 s
X to T \
13.7
25
T 2
4
4
y% to ^
3 A to ^
10.9
25
T3
3X
3K
X to r 9 ,
X to A
11.7
25
T 4
3X
3X
H tO T 7 g
^ to T 7 g
9.2
25
T5
3X
3X
Htofl
H t IT
6.8
25
T 6
3
3
X tO T 9 5
X to T 9 ff
10.0
25
T 7
3
3
1 7 6 tO X
TJ tO X
9.1 25
T 8
3
3
X to T t
H tO T 7 G
7.8 25
T 9
3
3
T 5 6 tO X
A to Xs
6.6 25
T10
2X
2X
^8 tO j^g
^to T V
6.4
25
Til
2^
2X i
T 5 6 to y&
A to ^
5.5
25
T12
2X
2X
T\ tO X
T 5 6 to y&
4.9
25
T13
2X
2X
X to A
X to f\
4.1
25
T14
2
2
T 5 6 tO X8
T\ tO ^
4.3
25
T15
2
2
X to T \
X to T \
3.7
26
T16
IX
IX
X to A
X to jV
3.1
26
T17
IX
IX
X to A
X to &
2.6
26
T18
*x
IX
A tO gV
j- 3 ^ tO 3^2
1.84
26
T19
IX
IX
X tO 3%
X to -A
2.04
26
T20
IX
IX
TV tO gV
A to ^
1.53
26
T21
1
1
T 3 5 tO / s
T 3 6 tO /j
1.23
26
T22
1
1
X to ^
X t {$
0.87
26
4-3
THE CARNEGIE STEEL, COMPANY, LIMITED.
WEIGHTS AND DIMENSIONS OF CARNEGIE
TEES.
UNEQUAL. LEGS.
Section
SIZE, IN INCHES.
THICKNESS OF METAL,
IN INCHES.
Weight
Page No.
Index.
par foot.
of
Section.
Flange.
Stem.
Flange.
Stem.
T50
5
3
X to ft
i-3 to #
13.6
27
T51
5
2%
#*>,&
TV to |J
11.0
27
T52
4%
3X
iV to A
T! to ^
15.8
27
T53
4X
3
T 5 (3 tO ^
T 5 6 tO ^
8.5
27
T54
4%
3
y% to ft
Yt> t iV
10.0
27
T55
4^
2%
A tO ^
fV to #
8.0
27
T56
4%
2%
^8 tO -ft
/8 tO T 7 g-
9.3
27
T57
4
5
/2 to ft-
X to A
15.6
27
T58
4
5
^ to TO
^ to r \
12.0
28
T59
4
4 X
K to ft
X to ^
14.6
28
T60
4
4^
^ to ft
^ tO yV
11.4
28
T61
4
3
H to T 7
H to T V
9.3
28
T62
4
2^
H to "TO
^ to T V
8.6
28
T63
4
2X
T 5 B- tO ^
T\ t ^
7.3
28
T64
4
2
^ to T ^
y% to ^
7.9
28
T65
4
2
T\ tO ^
i 5 ^ to 3 A
6.6
28
T66
3X
4
I/ t o T 9_
X tO T 9 ^
12.8
29
T67
4
H t0 lV
H t0 T\
9.9
29
T68
3K
3
iV to X
ft
11.73
29
T69
3^
3
K to T 9 s
K to &
10.9
29
T70
3>
3
y* to ^
^ to T V
8.5
29
171
3 X
3
T 5 6 to y&
^
7.8
29
T72
3
4
X tO T 9
X t T 9 ^
11.8
29
T73
3
4
xVtoX
T 7 .toK
10.6
29
T50 can also be rolled 11.0
163 " " " " 5.8
44
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS AND DIMENSIONS OP CARNEGIE
TEES.
UNEQUAL LEGS. Continued.
Section
Index.
SIZE, IN INCHES.
THICKNESS OF METAL,
IN INCHES.
Weight
per foot.
Page No.
of
Section.
Flange.
Stem.
Flange.
Stem.
T74
3
4
H to ft
X to ft
9.3
29
175
3
3 >2
X to ft
Xtoft
10.9
29
T76
3
3^
A to X
A to X
9.8
29
T77
3
3 /2
X to ft
y& to ft
8.5
29
T78
3
2%
X to ft
^ toft
7.2
30
T79
3
2%
T 5 6 tO I/I
T 5 * tO X
6.1
30
T80
2X
2
A to li
X
7.4
30
T81
2X
IX
A to U
X
6.6
30
T82
2X
3
Xtoft
y% to T ^
7.2
30
T83
2X
3
A to X
T^L" ^o 3/Q
6.1
30
T84
2X
2X
X to ft
y& to T v
6.7
30
T85
2X
2X
T 5 6 tO X
A to X
5.8
30
T86
2X
IX
A tO 3 9 2
A tO T 5 *
2.9
30
T87
2
1%
Xtoft
X to ft
3.1
30
T88
IX
*X
X to ft
X to ft
3.6
30
T89
lit
IX
A to ft
T 3 <r to ^
1.94
30
T90
IX
IX
T 5 6 tO ^
A to X
3.0
30
T91
\y 2
IX
X tO g^
X tO 3^
2.24 30
T92
iX
IX
A to ft
T 3 ? tO ft
1.73
30
T93
\y
IX
8_ to 5
3 T
1.33
30
T94
iX
X
A
A
1.33
30
T95
i
IX
X to A
X to ft
1.12
30
45
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS AND DIMENSIONS OP CARNEGIE
MISCELLANEOUS SHAPES.
Section
Index.
Designation of
Shape.
Size,
in inches.
Thickness
of Metal,
in
inches.
Weight
per foot.
Page
No.
of
Section.
MIO
Mil
M12
M13
M14
M30
M31
M32
M33
M34
M35
M51
M52
M53
M54
Trough Plate,
u
a
Corrugated Plate,
H
Checkered Plate,
M
9^x3^
9^x3'34'
9^334:
9^x3^
Width.
34"
34"
y t
16.32
18.02
19.72
21.42
23.15
8.06
10.10
12.04
17.75
20.71
23.67
Per Square Ft.
13.77
16.32
18.87
21.42
31
31
31
SPECIAL TEES.
Section
Index.
Page
Size, Weight No.
in inches. per foot. of
Section.
Section Size,
Index. in inches.
Weight
per foot.
Page
No.
of
Section.
T154
4ix2 T \ 7.00 26
T156 4 x2|
11.00
26
BAIL.
Section Index. Size, in inches.
Weight per foot.
Page No.
of Section.
R4 l#xl#
*
26
46 1
THE CARNEGIE STEEL COMPANY, LIMITED.
CAST SEPARATORS FOR I BEAMS.
See illustrations page 57, Figs. 9 and 10.
Separators for 20" and 24" beams are made of y%" metal.
" " 6" to 15" beams are made of /" metal.
" " 5" beams and under are made of ^" metal.
DESIGNATION
OP BEAM.
DISTANCES.
BOLTS.
WEIGHTS.
^ i
L
*5
fe
If!
|1|
s |
-3
1
-2
ST!" 8
..
hD'o ^
^
'S *
M
sfS
3
'l-S-s
!
I
1
1.
s. i
r
J
Distani
center to c
1
1
1
crease in wei
arator bolts f
iitional sprea
i
Increase in \
parator for 1
ional spread
inches.
Ibs.
inches.
nches.
inch.
inches.
nches.
IBs.
i?
Its.
8~
IBs.
SEPARATORS WITH TWO BOLTS,
24
B 1
80
14X
7X
7 A
12
9%
4%
0.33
31%
5 1X
20
B 2
80
14X
7X
7 /%
10
9/^
M
24X
3 T i
20
B3
64
13X
7
H
10
8%
4%
M
22
<v
15
B 4
80
13^
?X
X
7
9
3%
0.25
13X
\x
15
B 5
60
12K
6K
X
7
8
3X
a
12X
"
15
B 6
50
l^X
6K
X
7
8
3X
M
1||
15
B 7
41
UK
6
7
?X
3
(1
iiK
12
B 8
40
UK
6
X
7*
3
0.25
9X
IT^
12
B 9
32
n#
6
X
6K J7K
3
u
9K
IK
SEPARATORS WITH ONE BOLT.
12
B 8
40
UK
6
X
.
7K
ji^
0.12
9%
1 T V
12
B 9
32
nx
6
X
.
7K
IK
9X
IK
10
BIO
33
IOK
5K
3/
,
6^
7
10
Bll
25
iox
\\L
X
t .
6K
1/8
?x
IX
9
B13
21
9^ 5
X
t
6X
6
IK
8
B15
18
9X 5^
X
, .
6X
IK
5K
1 5
Te'
7
B17
15
. ,
6
IX
H
6
B19
13
7/-0 i 4
X
t
5X
IX
2X
5
B21
10
6% 3%
X
, .
4X
IK
IX
A
4
B23
7
X
4K
1/8
1/^2
K
3 i B77
6
5Xi3 4
0.10
IK
47 I
THE CARNEGIE STEEL, COMPANY, LIMITED.
STANDARD SPACING AND DIMENSIONS OF
RIVET AND BOLT HOLES THROUGH
FLANGES AND CONNECTION
ANGLES OF I BEAMS.
De -P th I Weight
inchesjP-^-
iDia. of
'bolt or
rivet,
in
inches.
24 80
20 i 80
20 ! 64
80
60
50
41
40
12 32
a
in
inches.
borb
in
inches.
b'=5
'
Y I Weight
inches. P* foot '
10
10
9
8
7
6
5
4
3
Dia. of
bolt or
rivet,
in
inches.
33
25
21
18
15
13
10
7
6
a
in
inches.
y*
borV
in
inches.
=
CHANNELS.
ANGLES.
31.5
20.0
16.5
14.0
11.0
9.5
8.0
6.5
5.5
5.0
NOTE : The spaces b 7 in above table correspond with spacings
given on page 50 for standard connection angles.
48
THE CARNEGIE STEEL COMPANY, LIMITED.
NOTES ON STANDARD CONNECTION AN-
GLES FOB CARNEGIE I BEAMS.
The standard connection angles, for all sizes and weights of
Standard I beams manufactured by The Carnegie Steel Com-
pany, Limited, are illustrated on opposite page. These connec-
tions were designed on the basis of an allowable shearing strain
of 10,000 Ibs. per square inch, and a bearing strain of 20,000 Ibs.
per square inch on rivets or bolts, corresponding with extreme
fiber strains in the I beams of 1 6,000 ibs. per square inch. The
number of rivets or bolts required was found to be dependent, in
most instances, on their bearing values.
The connections have been proportioned with a view to cover-
ing most cases, occuring in ordinary practice, with the usual
relations of depth of beam to length of span. In extreme in-
stances, however, where beams of short relative span lengths are
loaded to their full capacity, it may be found necessary to make
provision for additional strength in the connections. The limit-
ing span lengths, at and above which the standard connection
angles may be used with perfect safety, are given in the follow-
ing table :
Table of Minimum Spans, for Carnegie I Beams, for which Standard
Connection Angles may be Safely Used, with Beams
Loaded to their Full Capacity.
Designation
of
11
9
Designation
of
II
Is
Designation
of
SI
l- a
Beam.
||
Beam.
11
Beam.
11
24"-80. Ibs.
20.5
15"-41. Ibs.
10.5
8"-18. Ibs.
7.0
20 X/ -80. "
17.0
12"-40. "
8.5
7 // -15. "
5.5
" 64. "
16.0
" 32. "
7.5
6 // -13. "
6.0
15"-80. "
12.5
lQ^-33. "
10.5
5//_10.
4.0
" 60. "
11.5
" 25. "
9.0
4//_ 7. u
3.0
" 50. "
11.0
9 X/ -21. "
8.0
S^-6. "
3.0
See illustrations of Standard Connection Angles for Carnegie
"X Beams on opposite page.
THE CARNEGIE STEEL COMPANY, LIMITED.
STANDARD CONNECTION
FOR I BEAMS.
for2 4 '";
JJ'H^G
6 Ibs.
7 Ibs.
for 8"! y 8 Ibs.
for 9"! ! 21 Ibs.
CHANNELS,
for i 5 "C-33 Ibs. f
*li^
bp****ty
for 12" L
Ibs.
9-5 Ibs.
for 8" C I ii Ibs-.
for9" C |i4.11Js,
for io"'JC
16.5 Ibs.
Conntetlont for 3", 4' , 5" and 6" J-heams afflj also to Channels.
All holts for %" Bolts or Rivets.
THE CARNEGIE STEEL COMPANY, LIMITED.
FIREPROOF FLOORS.
Fig. 1,
Fig.
Fig. 3.
Fig. 4.
Fig. 6.
\&*L~Z
Fig. 7.
R1
THE CARNEGIE STEEL, COMPANY, LIMITED.
PIREPR-QOTF FLOCFRSANID PARTITIONS,
fig. ft.
Fig. 3.
THE CARNEGIE STEEL, COMPANY, LIMITED.
BUILT COLUMN SECTIONS..
Fig. 1.
JL
ir
Fig. 2, .Fig. 3.
^r
Fig, 4.
Fig. 5.
o
Fig. 6.
7.
Fig. 8.
Fig. 9,
BTT
Fig. 10.
Fig, 11-
Fig, 12.
Fig, 13.
F-ig. 14.
Fig. 15.
o
Fig. 16.
THE! CARNEGIE STEEL COMPANY, LIMITED.
DETAILS SHOWING Fl REPROOFING, #ND BASES FO'R
Z-BAR COLUMNS.
Fig. 6.
54
THE CARNEGIE STEEL COMPANY, LIMITED.
DETAILS OF STANDARD CONNECTIONS OF
I-BEAMS AND Z-BAR COLUMNS.
These connections to be used when columns are not spliced at
seat level of girder.
2.
24"&20"'Beams
22 Tons.
15" & 12" Beams
13.25 Tons
Where a rigid connection between
beams and columns is required to pre-
vent side motion, use rivets instead of
bolts and insert plates y s " or 1-16"
thick, or both, between top flanges of
beams and columns, as shown in
Fig. E, opposite page.
If the space is large, cast iron may,
in addition to the thin wrought plates,
be used to advantage.
. 3.
10", 9" & 8"
8.8 Tons.
The number of tons indicated denote the end reactions due to the loading on
each beam, and for which the connections are proportioned
Rivets and bolts, %" diameter. All bolts through beams have bevelled heads.
55
THE CARNEGIE STEEL COMPANY, LIMITED.
DETAILS OP STANDARD CONNECTIONS OF
I-BEAMS AND Z-BAR COLUMNS.
These connections to be used when columns are spliced at seat
level of girder. This is the usual arrangement.
JL.
Where a rigid connection between
enms and columns is required to
prerent side motion, use rivets in
s<ead of bolts, and insert plates
or 1-16" thick, or both, between top
ages of beam* and columns, thus ;
If the space is large, cast Iron may,
in addition 10 the thin wrought
plates, be used to advantage, thus :
. o.
tfifaffy TOo n. '
10", 9" & 8" Beams
8-8 Tons.
The numoer of tons indicated denote the end reactions due to the loading on
each beam, and for which the connections are proportioned.
Rivets and bolts, %" diameter. All bolts through beams have bevelled heads.
56
THE CARNEGIE STEEL, COMPANY, LIMITED.
CONSTRUCTIONAL DETAILS.
Fig.l. >\ ^-\ Fig. 3.
Fig. a.
Fig. 4.
Fig. 6.
Fig. 7.
Fig. 8.
Fig. 9. Fig. 10.
Fig. 11. Fig. 13. Fig. 13.
m f
frfl
Fig. 14. ' Fig. 15. Fig. 16. Fig.l
H I
57
THE CARNEGIE STEEL COMPANY, LIMITED.
METHOD OF INCREASING- SECTIONAL
AREAS.
. 4.
Fig. 5.
58
THE CARNEGIE STEEL COMPANY, LIMITED.
GENERAL NOTES ON FLOORS.
Examples of floor joists and their connections, of common
occurrence, are shown on page 57, Figures 1 and 3. Girders
consisting of two I-beams, or more, side by side, as in Figures 16
and 13, should be connected by means of bolts and cast-iron sep-
arators, fitting closely between the flanges of the beams. The
office of these separators is, in a measure, to hold in position the
compression flanges of the beams, preventing side deflection or
buckling, and to unite the two beams so as to cause them to act
in unison as regards verticle deflection. Separators should be
provided near the supports and at points where heavy loads are
imposed, otherwise at regular intervals of from 5 to 6 feet;
these are shown in Figures 9 and 10. Their weights range
from Iy 2 Jfos. for the light 3", to 31% fbs. for the heaviest section
of 24" beams. Complete tables for the weights of separators for
I-beams are given on page 47.
On page 57, Figures 1 and 3 show different methods of con-
necting beams with each other. Figure 1 represents the floor
beam coped to the girder and joined to it by the means of a pair
of connecting angles, which are usually riveted to the floor beam
and bolted to the girder. Notes on standard sizes of these con-
necting angles, and the number of bolts and rivets required for
all sizes of I-beams, are given, with illustrations, on pages 49
and 50. Figure 3 on page 57 indicates the method of connect-
ing the floor beams with the girders when they rest on top of the
latter. In this case the floor beams are secured by means of a
pair of wrought iron clips, shown in Figure 2, shaped so as to
closely fit the top flange of the girder and either bolted or riveted
to the lower flange of the floor beam, on opposite sides of the
same.
The old method of construction for fire-proof floors in build-
ings is by means of brick arches. These usually consist of a
59
THE CARNEGIE STEEL COMPANY, LIMITED.
single 4" course of brick, with a rise at the center of 3 or 4 inches
and resting on the lower flanges of the I-Beams, against brick
skewbacks. This method of construction is illustrated on page
61. Figure 7. In case the floor is designed for very heavy loads
several courses of brick should be used. The floor beams should
be placed about 5 or 6 feet, center to center. A convenient de-
vice for centering the arches consists of wooden frames, called
centers, suspended by iron hooks from the lower flanges of the
beams, and detachable on one side so that they may be
shifted at pleasure as the work progresses. The space above the
arches is filled with concrete, in which are embedded wooden
strips for securing the flooring. To finish the ceiling below,
plaster is generally applied on the bottom of the arches, directly
to the. brick work. The horizontal thrust of the arches is
provided for by the use of tie rods, from %" to %" diameter,
spaced along the center line of the beams, or a little below, at
regular intervals of from 5 to 7 feet. The thrust of these arches
1.5WL 2 .
per lineal foot can be found by the formula T= in which
K
W is equal to the load per square foot, R the rise of the arch in
inches, and L the span in feet. The tie rods in the arch abutting
against the wall are securely anchored to the wall ; an angle,
channel or simply a wall plate can be used to support the arch
and to properly distribute the load upon the wall. The weight
of a fire-proof floor of this description, that is, 4" brick arches,
concrete and flooring, exclusive of the weight of the beams, will
average about 70 pounds per square foot.
Corrugated sheet may be used instead of the brick arches. It
is placed against the lower flanges of the I-beams, and thus se-
curely held in position, while the space above is filled with grouting.
Tie rods are used the same as in the previous case. The distance
between beams should be limited to 5 or 6 feet. The corrugated
sheet is usually left exposed below to form the ceiling, and it is thus
6O
THE CARNEGIE STEEL COMPANY, LIMITED.
open to the objection that the moisture in the atmosphere may con-
dense upon the surface of the sheet in sufficient quantities to drop into
the room below. Ceilings of this kind should there fore be restricted
in their use, or the sheets properly protected from contact of the air
Two modern types of fire-proof floor constructions, and
which have grown in favor so rapidly as to be used now almost
to the exclusion of all others, are illustrated on page 51, Figures
4 and 5. The arches in this case are formed of hollow blocks,
consisting of burnt fire-clay or similar refractory material. These
are furnished by the manufacturers in a great variety of patterns
and of a strength to meet the desired requirements.
In regard to their composition, there may be said to exist two
distinctive varieties.
In the first, known as hollow pottery, the material consists of
burnt fire-clay, and differs from the second variety, called
"porous earthenware," in being thinner, harder, and more
compact.
In the second variety the clay, before it is burnt, is mixed in
considerable proportions with sawdust and finely- cut straw,
which, being consumed during the process of burning, leaves the
material in a finely honeycombed state.
Figures 4 and 5, on page 51, show two methods of construc-
tion of hollow pottery and porous earthenware arches. The
method illustrated by Figure 4 is the later and better.
From tests recently made it appears that this latter construc-
tion gives the best results in regard to strength. This is evi-
dently due to the fact that the full section of the material is
placed in its most advantageous position to take the direct
pressure coining thereon.
When used in floor construction both varieties of arches are
backed to the depth of several inches with concrete, in which
are embedded wooden strips to which the floor planking is
THE CARNEGIE STEEL COMPANY, LIMITED.
secured. The joints are all made radial, and the blocks should
be thoroughly cemented together. They are made to project
about 1 inch below the bottom flange of the I-beams, which are
further protected by the insertion of a thin strip of tile. The
weight and cost of both hollow pottery and porous earthenware
are about the same, and, through their superior lightness, possess
an important advantage over the brick arch. The saving in
weight amounts to from 40 to 50 per cent., thus warranting more
economical proportions for the steel framing, while in other re-
spects the cost of this construction is about the same. The
weight of these arches per square foot of floor, without plaster-
ing, concrete or flooring, is about as follows :
12" arches, used for warehouses, 45 K)s.
10" " " " theatres, 36 ft>s.
8" " " " office buildings, 30 Ibs.
6" " " " light purposes, 22 K>s.
For long spans or unusually heavy loads special arches should
be constructed. A combination arch, to satisfy this purpose is
shown on page 51, Figure 6. It consists of hollow fire-proof
blocks of the ordinary dimensions, as used for partitions, from 4 X/
to 12 /x wide and about 12 /x in depth, set end to end and sup-
ported by steel or iron tension straps fastened by good and sub-
stantial means to the webs or upper flanges of the beams. These
straps must be of sufficient strength and placed between the
successive rows of the fire-proof blocks. The space over the
straps and between the fire-proof blocks is filled up with
Portland cement, thus uniting the blocks and producing a
solid floor. The fire-proofing, therefore, no longer serves the
function of an arch, but merely takes the compression caused
by the strap, whose tendency is to pull the floor beams together.
The straps should be at least l^ x/ wide and not less than tf^'va.
thickness. Tests made by The Carnegie Steel Company, Limited,
THE CARNEGIE STEEL, COMPANY, LIMITED.
with this combination construction have given very satisfactory
results.
The following are the usual assumptions made in good practice
for superimposed loads :
Floors of dwellings and offices, 70 ft)s. per sq, ft.
" " churches, theatres and ball rooms, 125 fts " "
" " warehouses, 200 to 250 Ibs, " " "
" for heavy machinery, 250 to 400 fts. " " "
It has been shown by a careful investigation that the weight
of a crowd of people, densely packed, will not exceed 80 flbs. per
square foot.
The cost of fire-proof floor construction has been further greatly
reduced by the substitution of steel for iron in the manufacture of
I-beams and channels. The former material recommends itself,
not only for its superior strength, but also by its use the rolling
of much lighter sections than in iron has been rendered practi-
cable. These advantages are now universally conceded, and in
view of this fact, The Carnegie Steel Company, Limited, have
discarded the use of iron, and the manufacture of structural
shapes consists entirely of steel.
Where girders extend below bottom of floor beams, they are
made fire proof by surrounding them with hollow earthenware
blocks especially made to fit the bottom of the beams, as shown
on page 51, Figures 1, 2 and 8.
An example of fire-proof tile construction, as applied to ceilings
and roofs, is given on page 52, Figure 2. For ceilings the Tees
are suspended from the lower flanges of the I-beams at intervals
of 12" or 15 ', and support a layer of very thin tile, weighing about
5 pounds per square foot, to which the plastering is applied. For
roofs somewhat heavier Tees are used, resting on the top
flanges of the I-beams and spaced about 18" apart. The tiling,
weighing about 10 ft>s. per square foot, may be covered with
THE CARNEGIE STEEL COMPANY, LIMITED.
concrete, then with a layer of felt and gravel, or, in the case of
slate roofs, the slate may be nailed directly to the tiling.
A semi- fire-proof construction is shown on page 52, Figure 1,
and consists of angles resting on the top of the floor beams,
and supporting wooden strips. The finished floor can be directly
nailed on these latter, which are spaced from 12 to 16 inches apart.
The ceiling is composed of wire lathing, which is fastened to
Tees suspended from the floor beams and spaced about 16 X/
apart. The plastering is directly attached to the wire lathing,
and thus a level ceiling is obtained.
Wire lathing can also be used to good advantage in fire-proofing
columns and girders, and has shown itself to be of great utility
in many instances where hollow pottery could not be used.
On page 52, Figure 3, is given an elevation and section of three
methods used for the construction of fire-proof partitions. One
consists of the ordinary fire-proof square blocks, set with broken
joints and held at intervals with light I-beams, which take the
place of wood studding.
In the second me hod, the space between the I-beams is filled
with a new material called plaster boards. The third method
consists of wire lathing attached to the flanges of the I-beams
and stiffened at intervals of 2 feet with 'angles. In all these
methods plastering is applied directly to the surfaces in the
usual manner.
THE CARNEGIE STEEL COMPANY, LIMITED.
GIRDERS IN BUILDINGS.
In the design of a building, cases may occur where a single
I-beam girder will not answer. It may be found desirable to
increase the lengths of the spans so as to reduce the number of
supporting columns to a minimum, or perhaps heavy concen-
trated loads, such as vaults, brick walls, etc., will render single
I-beam girders inadequate. On page 57, Figs. 11 to 17, inclusive,
are shown various forms of girders that may be used in such
cases Where the ends of the girders rest upon the wall, steel
bearing plates (Figs. 12 and 13), should be used to distribute the
pressure over a greater surface, and thereby prevent the crush-
ing of the material in the wall directly under the girder. In
some cases a tough, large stone will answer without the plates
(Fig. 11), but where the pressure is heavy, both plates and stone
should be used (Fig. 13).
The allowed pressure per square foot for brick work should
not exceed six tons, and for stone, twelve to twenty tons, accord-
ing to its character.
For spanning openings 'in brick walls, girders composed ot
two or more I-beams, connected by bolts and separators (Figs.
13 and 16, page 57), are most commonly used.
The probable line of rupture, where the bricks have been laid
regularly, if the girder should fail, will be found to be inside of
the sides of an isosceles triangle whose base is the span and
whose height is y$ f tne span. In order to be entirely on the
safe side, the weight of wall between vertical lines directly over
the girder for a height equal to that of the triangle is frequently
adopted as the load to be earned. It should be noted however
that for green walls or walls having openings, this rule does not
apply.
Placing the weight of brick work at 112 flbs. per cubic foot, the
weights per superficial foot for different walls are as follows :
For 9" wall 84 Ibs.
"13 121
"18 168
"22 " 205
" 26 . 243
65
THE CARNEGIE STEEL COMPANY, LIMITED.
EXPLANATION OF TABLES ON CARNEGIE
SECTIONS.
PAGES 70 TO 90, INCLUSIVE.
These tables have been calculated for the lightest weights to
which each shape or pattern can be rolled. Heavier weights
can be rolled in the same grooves by separating the rolls, but
they are not kept in stock, and can only be obtained by special
rolling.
The tables on pages 71 to 73 for I-beams, give the loads
which a beam will carry safely (distributed uniformly over its
length) for the distances between supports indicated. These loads
include the weight of the beam, which must be deducted in order
to arrive at the net load which the beam will carry. On pages
74 to 82, will also be found the safe loads for other sections.
For beams of heavier sections than those calculated in the
tables, a separate column of corrections is given for each size,
stating the proper increase of safe load for every additional pound
in the weight per foot of beam. The values given are based on
a maximum fiber strain of 16,000 R>s. per square inch for I-beams
and channels, while for other shapes, 12,000 ft>s. has been used.
It has been assumed in these tables that proper provision is
made for preventing the compression flanges of the beams from
deflecting sideways. They should be held in position at distances
not exceeding twenty times the width of the flange, otherwise the
strain allowed should be reduced as per table, page 69.
In some instances deflection, rather than absolute strength,
may become the governing consideration in determining the size
of beam to be used. For beams carrying plastered ceilings, for
example, it has been found by practical tests that, if the
deflection exceeds ^^th of the distance between supports, or
3^th of an inch per foot of this distance, there is danger of the
ceiling cracking. This limit is indicated in the following tables
by cross lines, beyond which the beams should not be used, if
THE CARNEGIE STEEL COMPANY, LIMITED.
intended to carry plastered ceilings, unless the allowable loads
given in the tables are reduced. There is an element of safety
not taken into account in the tables, viz., the fact that the dead
load of the floor is carried by the beams before the plaster is
applied ; consequently, only the deflection due to the live load is
liable to cause damage to the plaster. The following method
can be used to obtain the reduced loads :
Multiply the load given immediately above the cross line by the
square of the corresponding span, and divide by the square of the
reqtiired span ; the result "will be the required load. See exam-
ple III, page ?&.
A table of deflections of Carnegie sections is given on page
70. It may generally be assumed, both for rolled and built
beams that the above limit is not exceeded so long as tbe depth
of the beam is not less than J-^th of the distance between sup-
ports (fa inch per foot).
Inasmuch as the carrying capacity of beams increases largely
with their depth, and it is therefore economical to use the greatest
depth of beam consistent with the other conditions to which it i>
necessary to conform, (as clear height, etc.), the above cases of
extreme deflection will rarely be met with in practice.
As the deflection of beams is not very uniform in either iron or
steel, the question of the relative deflection of iron and steel
beams can be decided only from the average results of a large
number of tests. Such experiments as have been made, though
insufficient in number to be conclusive, indicate that a steel beam
will deflect slightly less than an iron beam of the same section,
under the same load, in about the inverse ratio of the moduli of
elasticity for these materials as generally assumed, or say as 14
to 15.
The tables on pages 83 t" 90, inclusive, for I-beams give the
proper spacing, center to cenier of beams, for loads varying from
100 to 175 Ibs. per square foot, and for spans ranging in length
from 5 to 30 feet. The spacing of beams is inversely propor-
tionate to the loads ; therefore, for a load not given in the table,
as for instance, 200 Ibs. per square foot, divide the spaces given
for 100 R)s. per square foot by 2, etc.
THE CARNEGIE STEEL COMPANY, LIMITED.
EXAMPLES OP APPLICATION OF TABLES.
I. What will be the most economical arrangement of floor
beams and girders for carrying a load of 150 R)s., including
weight of floor, assuming the floor to be supported by brick
arches resting between the beams and carrying a plastered ceil-
ing below ?
Answer : The spacing of floor beams for brick arches, as stated
above, should not exceed 6 feet. Referring to pages 87 and 88,
we find the deepest I-beam corresponding to this space (above
horizontal cross lines) to be a 9 /x I, 21.0 R)s., with a length of
span of 15 feet. The girders to which the floor beams are
framed should, therefore, be spaced 15 feet apart, and from the
table we find that either a 20" I, 64 Jbs., 23 feet long, or a 15 X/
I, 50 Ibs., 18 feet long, will answer. By using the former, the
number of supporting columns will be reduced, but the weight
of the girders increased. The relative cost must be determined
by the circumstances of the case ?'. e., length of columns, etc.
The headroom required may render it necessary to use a double
girder of shallower beams, say 2 10 /x I-beams, 25 Ibs, 15
feet long.
II. What size and weight of beam 19' 6 X/ long in clear
between walls, and therefore, 20' /x long between centers of
supports, will be required to carry safely a uniformly distributed
load of 16 tons, the weight of the beam included?
Answer: From the table for safe loads of I-beams, a 15 /x I, 41.0
R)s., will carry safely, for a span of 20 feet, 15.08 tons, or 0.92 tons
less than required in this case. From the next column we find
that for every pound increase in weight of beam, we may add
0.20 tons to the load. Hence, for 0.92 tons, we must increase
THE CARNEGIE STEEL COMPANY, LIMITED.
the weight per foot of beam by 0.92-=-0.20 = 4.6 K>s., i. e.,
the beam required should weigh 41.0 -f- 4.6 = 45.6 lt>s. per
foot.
III. What load uniformly distributed, including its own
weight, will a 15" I-beam, weighing 50.0 fbs. per foot,
carry for a span of 30 feet, without deflecting sufficiently to en-
danger a plastered ceiling?
Answer : From the table for safe loads of I-beams we find, at
the limit indicated for plastered ceilings, that a 15" 50 It), beam
will carry safely a uniform load of 15.06 tons over a span of 25
feet. In order not to give rise to undue deflection, the safe load
for a 30 foot span, according to the rule given on page 67 will be
15.06 X 25 :
'=10.46 tons.
BEAMS WITHOUT LATERAL SUPPORT.
Lergth of Beam.
20 times flange width.
30 " " "
40
50 " " "
60 " " "
70 " "
Proportion of Tabular Load Forming
Greatest Safe Load.
Whole tabular load.
A
THE CARNEGIE STEEL COMPANY, LIMITED.
DEFLECTION COEFFICIENTS FOB CABNEG-IE
SHAPES, G-IVEN IN 64ths OF AN INCH.
DISTANCE BETWEEN SUPPORTS, IN FEET.
Index.
6
8
10
12
14
16
18
20
22
O.S. .
0'. S. .
G.I. .
0'. I. .
38.1
29.8
30.7
25.6
67.8
53.0
54.6
45.5
105.9
82.8
85.3
71.1
152.5
119.2
122.9
102.4
207.6
162.2
167.3
139.4
271.2
211.8
218.4
182.0
343.2
268.1
276.5
230.4
423.7
331.0
341.3
284.4
512.7
400.5
413.0
344.2
Coefficient
Index.
DISTANCE BETWEEN SUPPORTS, IN FEET.
24
26
28
.30
32
34
36
38
40
C. S. .
0'. S. .
C.I. .
0'. I. .
610.2
476.6
491.5
409.6
716.1
559.4
576.8
480.7
830.5
648.8
669.0
557.5
953.4
744.8
768.0
640.0
1085.0
847.4
873.8
728.2
1225.0
956.6
986.4
822.0
1373.0
1073.0
1106.0
921.6
1530.
1195.
1232.
1027.
1695.
1324.
1365.
1138.
Figures given opposite C. S. and C/. S. are the deflection coeffi-
cients for steel shapes, subject to transverse strain for varying
spans, under their maximum uniformly distributed safe loads,
derived from a fiber strain of 16000 and 12500 respectively ;
the modulus of elasticity being taken at 29,000,000. Figures given
opposite C. I. and C'. I. are for iron beams, under their uniformly
distributed safe loads, derived from a fiber strain of 12000 and
loooo respectively, the modulus of elasticity being taken at
27,000,000. To find the deflection of any symmetrical shape
used as a beam under its corresponding safe load, divide the
coefficients given in the above tables by the depth of the beam.
This applies to such shapes as I-Beams, channels, Z-bars, etc.
For those beams having unsvmmetrical axes, such as tees, angles,
etc., divide by twice the greatest distance of the neutral axis from
the outside fibre.
EXAMPLE: Required the deflection of a I2 X/ I-Eeam, 32 Ibs.,
20 ft. span under its maximum uniformly distributed safe load of
9.88 tons, as given on page 7 1 - The above tables give 423.7 as the
deflection coefficient; dividing this by 12, gives 35.3 as the
required deflection in 64ths of an inch.
For deflections due to different systems of loading, see page 96.
THE CARNEGIE STEEL, COMPANY, LIMITED.
SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR
CARNEGIE I-BEAMS.
IN TONS OF 2,OOO LBS
II'
15
24".
Add for every Ib.
increase in weight.
20" I.
Add for every Ib.
increase in weight. !
15" I.
Add for every Ib.
increase in weight. |
12" I.
IAdd for every Ib.
increase in weight.
80
Ibs.
80
Ibs.
64
Ibs.
80
Ibs.
60
Ibs.
50
Ibs.
41
Ibs.
40
Ibs.
32
Ibs.
12
76.27
0.53
64.40
50.93
0.44
46.58
38.18
31.39
25.13
0.33
20.84
1647
0.26
13
70.41
0.49
59.45
47.01
0.40
42.99
35.24
2897
23.20
0.30
19.24
15.20
0.24
14
65.38
0.46
55.20
43.66
0.37
39.93
32.72
26.90
21.54
0.28
17.86
14.12
0.22
15
61.02
0.43
51.52
40.75
0.35
37.26
30.54
25,11
20.10
0.26
16.67
13.18
0.21
16
57.20
0.40
48.30
38.20
0.33
34.93
28.63
23.54
1885
0.25
15.63
12.35
0.20
17
53.84
0.38
45.46
35.95
0.31
32.88 1 26.95
22.16
17.74
0.23
14.71
11.63
0.18
18
50.85
0.36
42.93
33.96
0.29
31.05
25.45
20.93
16.75
0.22
13.90
10.98 JO 17
19
48.17
0.34
40.67
32.17
0.28
29.41
24.11
19.82
15.87
0.21
13.17
10.40
0.17
20
45.76
0.32
38.64
30.56
0.26
27.94
22.91
18.83
15.08
0.20
12.51
9.88
0.16
21
43.58
0.30
36.80
29.10
0.25
26.61
21.81
17.93
14.36
0.19
11.91
9.41(0.15
22
41.60
029
3513
27.78
0.24
25.40
J20.82
17.12
13.71
0.18
11.37
8.9810.14
23
39.79
0.28
33.60
26.58
0.23
24.30"
19.92
16.37
13.11
0.17
10.87
8.59
0.14
24
38.14
0.27
32.20
25.47
0.22
23.29
19.09
15.69
12.57
0.16
10.42
8.23
0.13
25
36.61
0.26
30.91
24.45
0.21
22.35
18.33
15.06
12.06
0.16
10.01
7.90
0,13
26
35.20
0.25
29.72
23.51
0.20
21.50
17.62
14.48
11.60
0.15
9.62
7.60
0-12
27
33.90
0.24
28.62
22.64
0.19
20.70
16.97
13.95
11.17
0.15
9.26
7.32
0-12
28
32.69
0.23
27.60
21.83
0.19
19.96
1636
13.45
10.77
0.14
8.93
7.06
0.11
29
31.56
0.22
26.65
21.08
0.18
19.27
15.80
1298
10.40
0.14
8.62
6.82S011
30
30.51
0.21
25.76
20.37
0.17
18.63
15.27
12.55
10.05
0.13
8.34
6.59(0.10
31
29.52
021
24.93
19.72
0.17
18.03
14.78
12.15
9.73
0.13
8.07
6.3710.10
32
28.60
0.20
24.15
19.10
0.16
17.46
14.32
11.77
9.43
0.13
7.81
6.18 0.10
33
2773
0.19
23.42
18.52
0.16
16.94
13.88
11.41
9.14
0.12
7.58
5.99
010
34
26.92
019
22.73
17.97
0.15
16.44
13.48
11.08
8.87
0.11
7.36
581
0.09
35
26.15
0.18
22.08
17.46
0.15
15.97
1309
10.76
8.62
0.11
7.14
5.65
0.09
36
25.42
0.18
21.47
16.98
0.15
15.52
13.73
10.46
8.38
0.11
6.95
5.49
0.09
Safe loads given include weight of beam. Maximum fiber strain,
6,000 Ibs. per square inch.
71
THE CARNEGIE STEEL, COMPANY, LIMITED.
SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR CARNEGIE I BEAMS.
IN TONS OF 2.000 LBS.
Distance between
supports in feet.
10" I.
IAdd for every Ib.
increase in weight.
i
Add for every Ib.
increase in weight.
ii
n
Add for every Ib.
increase in weight.
1" I.
ff
33
Ibs.
25
Ibs.
21
Ibs.
18
Ibs.
15
Ibs.
12
14.33
10.88
0.22
8.33
0.20
5
15.40
0.42
11.58
0.37
13
13.23
10.05
0.20
7.69
0.18
6
12.83
0.35
9.65
0.31
14
12.29
9.33
0.19
7.14
0.17
7
11.00
0.30
8.27
0.26
15
16
17
11.47
10.75
10.12
8.71
8.16
0.17
0.16
0.15
6.66 0.16
6.25 0.15
5.88 0.14
8
9
10
9.63
8.56
7.70
0.26
0.23
0.21
7.24
6.43
5.79
0.23
0.20
0.18
7.68
18
9.56
7.26
0.15
5.55
0.13
11
7.0.0
0.19
5.27
0.17
19
20
21
9.05
8.60
8.19
6.87
6.54
6.22
0.14
0.13
0.12
5.26
5.00
4.76
0.12
0.12
0.11
12
13
14
6.42
5.92
0.17
0.16
0.15
4.83
0.15
0.14
0.13
4.45
4.14
5.50
22
7.82
5.94
0.12
4.54
0.11
15
5.13
0.14
3.86
0.12
23
7.48
5.69
0.11
4.35
0.10
16
4.81
0.13
3.63
0.11
24
7.17
5.45
0.11
4.17
0.10
17
4.53
0.12
3.41
0.11
25
6.88
5.23
0.10
4.00
0.09
18
4.28
0.12
3.22
0.10
26
6.62
5.02
0.10
3.84
0.09
19
4.05
0.11
3.04
0.10
27
6.37
484
0.10
3.70
0.09
20
3.85
0.10
2.90
0.09
28
6.14
4.67
0.09
3.57
0.08
21
3.67
0.10
2.76
0.09
29
5.93
4.51
0.09
3.45
0.08
. .
30
5.73
4.36
0.09
3.33
0.08
Safe loads given, include weight of beam. Maximum fiber
strain, 16,000 Ibs. per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR CARNEGIE I BEAMS.
IN TONS OF 2,000 LBS.
If
Iff
6" I.
Add for every Ib.
increase in weight.
5" I.
Add for every Ib.
increase in weight.
4" I.
Add for every Ib.
increase in weight
3" I.
Add for euery Ib.
increase in weight.
13
Ibs.
10
Ibs.
7
Ibs.
6
Ibs.
5
8.35
0.31
5.29
0.26
3.04
0.21
1.86
0,16
6
7
8
9
6.96
5.96
5.22
4.64
0.26
0.22
0.20
0.17
4.41
3.78
3.31
0.22
0.19
0.16
0.15
2.54
2.17
0.17
0.15
0.13
0.12
1.55
0.13
0.11
0.10
0.09
1.33
1.16
1.03
1.90
1.68
2.94
10
11
4.18
0.16
0.14
2.65
2.40
0.13
0.12
1.52
1.38
0.10
0.10
0.93
0.84
0.08
0.07
3.80
12
3.48
0.13
2.20
0.11
1.27
0.09
0.77
0.06
13
3.21
0.12
2.03
0.10
1.17
0.08
0.71
0.06
14
2.98
0.11
1.89
0.09
1.09
0.07
0.66
0.05
15
2.78
0.10
1.76
0.09
1.02
0.07
0.62
0.05
16
2.61
0.10
1.65
0.08
0.95
0.07
0.58
0.05
17
2.46
0.09
1.56
0.08
0.89
0.06
0.55
0.04
18
2.32
0.09
1.47
0.07
0.84
0.06
0.52
0.04
19
2.20
0.08
1.39
0.07
0.80
0.06
0.49
0.04
20
2.09
0.08
1.32
0.07
0.77
0.05
0.46
0.04
21
199
0.07
1.26
0.06
0.73
0.05
0.44
0.03
Safe loads given, include weight of beam. Maximum fiber
strain, 16,000 Ibs. per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, IN TONS OP 2,000 LBS., UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
DECK BEAMS AND BULB ANGLES.
o.a
a
10
10
9
9
8
8
7
7
6
6
|l
3570
27.23
30.00
26.00
24.48
20.15
23.46
18.11
18.36
15.30
Maximum Fiber Strain, 12,000 Ibs., per square inch.
DECK BEAMS DISTANCE BETWEEN SUPPORTS, IN FEET.
5
6
7
8
12.82
10.58
9.77
8.86
7.04
6.09
5.84
4.83
4.11
3.62
9
11.40
9.41
8.69
7.88
6.26
5.41
5.19
4.29
3.66
3.22
1 1O
12
14 16
18
20.52
16.93
15.64
14.18
11.26
9.74
9.34
7.73
6.58
5.80
17.10
14.11
13.03
11.82
9.38
8.12
7.78
6.44
5.48
4.83
14.66
12.09
11.17
10.13
8.04
6.96
6.67
5.52
4.70
4.14
10.26
8.46
7.82
7.09
5.63
4.87
4.67
3.86
3.29
2.90
8.55
7.05
6.52
5.91
4.69
4.06
3.69
3.22
2.74
2.42
7.33
6.05
5.59
5.06
4.02
3.48
3.34
2.76
2.35
2.07
6.41
5.29
4.89
4.43
3.52
3.04
2.92
2.42
2.06
1.81
5.70
4.70
4.34
3.94
3.13
2.71
2.59
2.15
1.83
1.61
Maximum Fiber Strain, 10,000 Ibs., per square inch.
10
10
9
9
8
8
7
7
6
6
35.70
27.23
30.00
26.00
24.48
20.15
23.46
18.11
18.36
15.30
17.10
14.11
13.03
11.82
9.38
8.11
7.79
6.44
5.48
4.84
14.25
11.76
10.86
9.85
7.82
6.76
6.49
5.37
4.57
4.03
12.21
10.08
9.30
8.44
6.70
5.79
5.56
4.80
3.91
3.46
10.69
8.82
8.14
7.39
5.86
5.07
4.87
4.02
3.42
3.02
9.50
7.84
7.24
6.57
5.21
4.51
4.33
3.58
3.04
2.69
8.55
7.06
6.51
5.91
4.69
4.05
3.89
3.22
2.74
2.42
7.12
5.88
5.43
4.92
3.91
3.38
3.25
2.68
2.28
2.02
6.11
5.04
4.65
4.22
3.35
2.90
2.78
2.30
1.96
1.73
5.34
4.41
4.07
3.70
2.93
2.53
2.43
2.01
1.71
1.51
4.75
3.92
3.62
3.28
2.61
2.25
2.16
1.79
1.52
1.34
BULB ANGLES Maximum Fiber Strain, 12,000 Ibs., per square inch.
10
9
8
7
6
6
6
5
26.50
21.80
19.23
18.25
17.20
13.75
12.30
10.00
15.88
11.57
9.36
7.67
6.04
5.28
4.53
3.25
13.23
9,64
7.80
6.39
5.03
4.40
3.77
2,71
11.34
8.26
6.69
5.48
4.31
3.77
3.24
2.32
9.93
7.23
5.85
4.79
3.77
3.30
2.83
2.03
8.82
6.43
5.20
4.26
3.36
2.93
2.52
1.81
7.94
5.78
4.68
3.83
3.02
2.64
2.26
1.62
6.62
4.82
3.90
3.20
2.52
2.20
1.89
1.35
5.67
4.13
3.34
2.74
2.16
1.89
1.62
1.16
4.96
3.62
2.92
2.40
1.89
1.65
1.42
1.02
4.41
3.21
2.60
2.13
1.68
1.47
1.26
0.90
BULB ANGLES Maximum Fiber Strain, 10,000 Ibs., per square inch.
10
9
8
7
6
6
6
5
26.50
21.80
19.23
18.25
17.20
13.75
12.30
10.00
13.23
9.64
7.80
6.39
5.03
4.40
3.77
2.71
11.02
8.03
6.50
5.32
4.19
3.67
3.14
2.26
9.45
6.88
5.57
4.56
3.59
3.14
2.69
1.94
8.27
6.02
4.87
3.99
3.14
2.75
2.36
1.69
7.35
5.36
4.33
3.55
2.79
2.44
2.09
1.51
6.61
4.82
3.90
3.19
2.51
2.20
1.88
1.35
5.51
4.02
3.25
2.66
2.10
1.83
1.57
1.13
4.72
3.44
2.79
2.28
1.80
1.57
1.35
0.97
4.13
3.01
2.44
2.00
1.57
1.37
1.18
0.85
3.68
2.68
2.17
1.77
1.40
1.22
1.05
0.75
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR CARNEGIE CHANNELS.
IN TONS OF 2,000 LBS.
Ij
15" C.
bo
13" [.
,d|
12" L
*f
10" L
*$>
9"L
*t
jLs
II
1!
R
<u &
is
is
if
33.0
31.5
i'l
20.0
*l
16.5
!
14.0
.If
J3 p..
T3 g
^ 2
T3 CD
^
T3
*
Ibs.
*I
Ibs.
sj
Ibs.
3 1
Ibs.
SJ
Ibs.
3
10
21.76
0.40
19.49
0.35
11.25
0.31
7.70 0.26 5.86 0.24
11
19.78
0.36
17.72
0.31
10.23
0.28
7.00 0.24 5.33
0.22
12
18.13
0.33
16.24
0.29
9.38
0.26
6.41 0.22 4.88
0.20
13
16.74
0.30
14.99
0.27
8.65
0.24
5.92 10.20 4.51
0.18
14
15.54
0.28
13.92
0.25
8.04
0.22
5.50
0.19
4.19 0.17
15
14.51
0.26
12.99
0.23
7.50
0.21
5.13
0.17
3.91 0.16
16
13.60
0.25
12.18
0.22
7.03
0.20
4.81
0.16
3.66 0.15
17
12.80
023
11.47
0.20
6.62
0.18
4.53
0.15
3.45 0.14
18
12.09
0.22
10.83
0.19
6.25
0.17
4.28
0.15
3.26 0.13
19
11.45
0.21
10.26
0.18
5.92
0.17
4.05
0.14
3.08 0.12
20
10.88
0.20
9.75
0.17
5.63
0.16
3.85
0.13
2.93
0.12
21
10.36
0.19
9.28
0.16
5.36
0.15
3.66
0.12
2.79
0.11
22
9.89
0.18
8.86
0.16
5.11
0.14
3.50
0.12
2.66
0.11
23
9.46
0.17
8.47
0.15
4.89
0.14
3.35
0.11
2.55
0.10
24
9.07
0.16
8.12
0.14
4.69
0.13
3.21
0.11
2.44
0.10
25
8.70
0.16
7.80
0.14
4.50
0.13
3.08
0.10
2.34
0.09
26
8.37
0.15
7.50
0.13
4.33
0.12
2.96
0.10
2.25
0.09
27
8.06
0.15
7.22
0.13
4.17
0.12
2.85
0.10 2.17
0.09
28
7.77
0.14
6.96
0.12
4.02
0.11
2.75
0.09 2.09
0.08
29
7.50
0.14
6.72
0.12
3.88
0.11
2,65
0.09 2.02
0.08
30
7.25
0.13
6.50
0.12! 3.75
0.10
2.57
0.09
1.95
0.08
_
1
I
Safe loads given, include weight of channel. Maximum fiber
strain, 16,000 Ibs. per square inch.
rye:
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR CARNEGIE CHANNELS.
\N TONS OF 2,000 LBS-
(Distance between
supports in feet.
8"!
IAdd for every Ib.
increase in weight.
7" I
Add for every Ib.
1 increase in weight.
6"E
1 Add for every Ib.
1 increase in weight.
5"!
IAdd for every Ib.
increase in weight.
4"!
IAdd for every Ib.
increase in weight.
VI
A
II
3.1
11
Ibs.
9.5
Ibs.
8.0
Ibs,
6.5
Ibs.
5.5
Ibs.
5.0
Ibs.
5
8.47
0.42
6.22
0.37
4.72
0.31
3.20
0.26
2.17
0.21
1.40
0.16
6
7.06
0.35
5.18
0.31
3.93
0.26
2.67
0.22
1.81
0.17
1.17
0.13
7
6.05
0.30
4.44
0.26
3.37
0.22
2.29
0.19
1.55
0.15
1.00
0.11
8
5.29
0.23
3.89
0.23
2.95
0.20
2.00
0.16
1.36
0.13
0.88
0.10
9
4.71
0.23
3.46
0.20
2.62
0.17
1.78
0.15
1.21
0.12
0.78
0.09
10
4.24
0.21
3.11
0.18
2.36
0.16
1.60
0.13
1.09
0.10
0.70
0.08
11
3.85
0.19
2.83
0.17
2.15
0.14
1.45
0.12
0.99
0.10
0.64
0.07
12
3.53
0.17
2.59
0.15
1.97
0.13
1.33
0.11
0.90
0.09
0.58
0.07
13
3.26
0.16
2,39
0.14
1.82
0.12
1.23
0.10
0.83
0.08
0.54
0.06
14
3.03
0.15
2.22
0.13
1.69
0.11
1.14
0.09
0.78
0.07
0.50
0.06
15
2.82
0.14
2.07
0.12
1.57
0.10
1.07
0.09
0.72
0.07
0.47
0.05
16
2.65
0.13
1.94
0.11
1.48
0.10
1.00
0.08
0.68
0.07
0.43
0.05
17
2.49
0.12
1.83
0.11
1.39
0.09
0.94
0.08
0.64
0.06
0.41
0.05
18
2.35
0.12
1.73
0.10
1.31
0.09
0.89
0.07
0.60
0.06
0.39
0.04
19
2.23
0.11
1.64
0.10
1.24
0.08
0.84
0.07
0.57
0.06
0.37
0.04
20
2.12
0.10
1.56
0.09
1.18
0.08
0.80
0.07
0.54
005
0.35
0.04
21
2.02
0.10
1.48
0.09
1.12
0.07
0.76
0.06
0.52
0.05
0.33
0.04
22
1.93
0.09
1.41
0.08
1.07
0.07
0.73
0.06
0.49
0.05
0.32
0.04
23
1.84
0.09
1.35
0.08
1.03
0.07
0.70
0.06
0.47
0.04
0.30
0.03
24
1.76
0.09
1.30
0.08
0.98
0.07
0.67
0.05
0.45
0.04
0.29
0.03
' 25
1.69
0.08
1.24
0.07
0.94
0.06
0.64
0.05
0.43
0.04
0.28
0.03
Safe loads given include weight of channel. Maximum fiber
strain, 16,000 Ibs per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, IN TONS OF 2000 LBS., UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
Z-BARS.
Size,
3
DISTANCE BETWEEN SUPPORTS, IN FEET.
Inches.
IS
4
5
6
7
8
9
10
12 14
16
6
ft
8.44
6.75
5.63 4.82
4.22
3.75
3.38
2.81 i 2.41
2.11
(J^L
JL
9.83
7.86
6.55 5.61
4.91
4.37
3.93
3.28 2.81 246
6>6
i/
11.22
8.98
7.48
6.41
5.61
4.99
4.49 i 3.74 3.21 2.81
6
11.55
9.24
7.70
6.60
5.77
5.13
4.6213.85 3.30:2.89
fcjL
y*
12.82
10.26
8.55 i 7.33
6.41
5.70
5.13
4.27 1 3.66 i 3.21
6^
H
14.10
11.28
9.40 8.06
7.05
6.27
5.64
4.70 1 4.03 3.52
6
^
14.04
11.23
9.36
8.02
7.02
6.24
5.61
4.68
4.01 3.51
6yV
H
15.22
12.18
10.15
8.70
7.61
6.77
6.09
507
4.35 3.81
6^j
#
16.40
13.12
10.93 9.37
8.20
7.29
6.56
5.47
4.69
4.10
j
5
T 5 F
5.34
4.27
3.56
3.05
2.67
2.37
2.13
1.78 1.52
1.33
i
A
6.39
7.44
5.11
5.95
4.26
4.96
3.65
4.25
3.19
3.72
2.84
3.31
2.55
2.97
2.13 1.82 1.60
2.48 2.12 1.86
5
X
7.67
6.14
5.12
4.39
3.84
3.41
3.07
2.56 2.19
1.92
^Jg
T 9 ^
8.62
6.90
5.75
4.93
4.31
3183
3.45
2.87
2.46
2.16
5>6
y%
9.57
7.66
6.38
5.47
4.79
4.25
3.83
3.19
2.74
2.39
5
\\
9.47
7.58
6.32
5.41
4.74
4.21
3.79 3.16 2.71 2.37
5 T ^
10.34
8.27
6.89
5.91
5.17
459
4.14 3.45 2.95 2.58
5>^
if
11.20
8.96
7.47
6.40
5.60
4.98
4.48
3.73
3.20 2.80
4
X
3.14
3.91
2.51
3.13
2.09
2.61
1.79
2.24
1.57
1.96
1.39
1.74
1.26
1.56
1.05
1.30
0.90 0.78
1.12 0.98
4>^
H
4.68
3.74
3.12
2.67
2.34
2.08
1.87
1.56
1.34
1.17
4
A
4.83
3.86
3.22
2.76
2.41
2.14
1.93
1.61
1.38
1.21
4JL
r
5.50
4.40
3.67
3.14
2.75
2.44
2.20
1.83
1.57
1.38
4>6
T 9 <J
6.18
4.94
4.12
3.53
3.09
2.74
2.47 12.06
1.76
1.54
4
^
6.05
4.84
4.03
3.46
3.02
2.69
2.42
2.02
1.73
1.51
4A
ii
6.65
5.32
4.43
3.80
3.33
2.96
2.66 2.22
1.90
1.66
4^
a/
7.26
5.81
4.84
4.15
3.63
3.23
290 2.42
2.07
1.82
3
*
1.93
2.38
1.54
1.90
1.28
1.58
1.10
1.36
0.96
1.19
0.86
1.06
0.77
0.95
0.64
0.79
0.55
0.68
0.48
0.59
3
H
2.58
2.06
1.72
1.47
1.29
1.14
1.03
0.86
0.74
0.64
STS
iV
2.98
2.38
1.98
1.70
1.49
1.32
1.19
0.99
0.85
0.74
3
K
3.06
2.45
2.04 1.75
1.53
1.36
1.22
1.02
0.88
0.77
^T*
r 9 .
3.43
2.74
2.28 1.96
1.71
1.52
1.37
1.14
0.98 1 0.86
Safe loads given include weight of Z-bar. Maximum fiber
strain, 12,000 Ibs. per square inch.
77
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OF 2,OOO POUNDS, UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
ANGLES, WITH EQUAL LEGS.
Si 26 of Anrlc
DISTANCE BETWEEN SUPPORTS, IN FEET.
1
2
3
4
5
6
7
8
9
10
6 x6 x^j
30.56
15.28
10.18
7.64
6.11
5.09
4.37
3.82
3.40
3.06
6 x6 x T 7 7
16.28
8.14
5.43
4.07
3.26
2.71
2.33
2.04
1.81
1.63
5 x5 *?/&
20.68
10.34
6.89
5.17
4.14
3.45
2.95
2.59
2.30
2.07
5 x5 xjXj
9.68
4.84
3.23
2.42
1.94
1.66
1.38
1.21
1.08
0.97
4 x4 xif
12.04
6.02
4.01
3.01
2.41
2.01
1.72
1.51
1.34
1.20
4 x4 X T \
5.15
2.58
1.72
1.29
103
0.86
0.74
0.64
0.57
0.52
3/i>x3V*>Xy^
9.00
4.50
3.00
2.25
1.80
1.50
1.29
1.13
1.00
0.90
3/^x3j^x^
4.60
2.30
1.53
1.15
0.92
0.77
0.66
0.58
0.51
0.46
3 x3 x^
5.20
2.60
1.73
1.30
1.04
0.87
0.74
0.65
0.58
0.52
3 x3 ^i
2.32
1.16
0.77
0.58
0.46
0.39
0.33
0.29
0.26
0.23
2%x2%xV
3.56
1.78
1.19
0.89
0.71
0.59
0.51
0.45
0.40
0.36
2%x2%x ^
1.92
0.96
0.64
0.48
0.38
0.32
0.27
0.24
0.21
0.19
gi^x2K x X
2.92
1.46
0.97
0.73
0.58
0.49
0.42
0.37
0.32
0.29
gi^xgi^x ^
1.60
0.80
0.53
0.40
0.32
0.27
0.23
0.20
0.18
0.16
2^x2^x1^
2.32
1.16
0.77
0.58
0.46
0.89
0.33
0.29
0.26
0.23
2j4x2^x^
1.28
0.64
0.43
0.32
0.26
0.21
0.18
0.16
0.14
0.13
2\/9 v 7
X<5 Xy'g-
1.60
0.80
0.53
0.40
0.32
0.27
0.23 0.20
0.18
0.16
0.76
0.38
0.25
0.19
0.15
0.13
0.11
0.095
0.084
0.076
l^ x l^ x 7
1.20
0.60
0.40
0.30
0.24
0.20
0.17
0.15
0.13 10.12
j^xl%x T \
0.56
0.28
0.19
0.14
0.11
0.093
0.080;0.070
0.0620.056
l^xlKx%
0.76
0.38
0.25
0.19
0.15
0.13 0.11 0.095
0.0840.076
l/ixl%x T \
0.42
0.21
0.14
0.104
0.083
0.0690.0590.052
0.0460.042
%$$
0.44
0.20
0.22
0.10
0.15
0.065
0.109
0.049
0.087
0.039
0.073J0.062 0.055
0.033I0.028 ! 0.025
0.048J0.044
0.02210.020
Ij^xl^x^
0.35
0.17
0.12
0.087 0.070|0.058|0.050
0.044
0.039J0.035
l^xl/^xj^
0.16
0.078
0.052
0.0390.0310.0260.022
0.020
0.0170.016
1 xl x^
0.22
0.11
0,075
0.0560.0450.03710.032
0.028
0.0250.022
1 xl x^
0.12
0.062
0.041
0.0310.0250.0210.018
0.016
0.014j0.012
%x 7/x 3
0.13
0.066
0.044
0.033 0.026 0.022'o.019
0.017
0.01510.013
%x %x^
0.092
0.046
0.031
0.023 0.018I0.015 0.013
0.012
0.010|0.009
Kx^H
0.096
0.068
0.048
0.034
0.032
0.023
0.0240.0190.0160.014
0.0170.0140.0110.010
0.012
0.009
0.0110.010
0.0080.007
%x %x*^j
0.044
0.022
0.015
0.011 0.009|0.007|0.006
0.005
0.005|O.Q04
Safe loads given include weight of Angle. Maximum fiber
strain, 12^000 Ibs. per square inch. Neutral axis through centre of
gravity parallel to one leg.
1
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, IN TONS, OF 2,000 LBS-, UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
ANGLES, \VITH UNEQUAL LEGS.
LONG LEG VERTICAL.
Size of
DISTANCE BETWEEN SUPPORTS, IN FEET.
Angle.
1
2
3
4
5
6
7
8
9
10
7 x3>xl
42.32
21.16
14.11
1058
"846"
7.05
6.05
5,29
4.70
4.23
7 x3 '^ x- 7 -
^0.04
10.02
6.68
5.01
4.01
3.34
2.86
2^50
2.23
2.00
6 x4 x x}|
28.60
14.30
9.53
7.15
5.72
4.77
4.09
3.58
3.18
2.86
6 x4 x^
13.28
6.64
4.43
3.32
2.66
2.21
1.90
1.66
1.48
1.33
6 x3>x^
27.92
13.96
9.31
6.98
5.58
4.65
3.99
3.49
3.10
2.79
6 xSj^x^g
13.00
6.50
4.33
3.25
2.60
2.17
1.86
1.63
1.44
1.30
5 x4 xj^
19.96
9.98
6.65
4.99
3.99
3.33
2.85
2.50
2.22
2.00
5 x4 *3/s
9.36
4.68
3.12
2.34
1.87
1.56
1.34
1.17
1.04
0.94
5 x3%x^f
19.52
9.76
6.51
4.88
3.90
3.25
2.79
2.44
2.17
1.95
t v^l/vS/
9.16
4.58
3.05
2.29
1.83
1.53
1.31
1.15
1.02
0.92
5 x3 2 x||
17.80
8.90
5.93
4.45
3.56
2.97
2.54
2.23
1.98
1.78
5 x3 x^g
7.50
3.75
2.50
1.88
1.50
1.25
1.07
0.94
0.83
0.75
4^x3 xif
14.48
7.24
4.78
3.62
2.90
2.41
2.07
1.81
1.61
1.45
7.32
3.66
2.44
1.83
1.46
1,22
1.05
0.92
0.81
0.73
4 x3j4xi^-
11.68
5.84
3.89
2.92
2.34
1.92
1.67
1.46
1.30
1.17
4 x3^x||
6.00
3.00
2.00
1.50
1.20
1.00
0.86
0.75
0.67
0.60
4 x3 xif
11.48
5.74
3.83
2.87
2.30
1.91
1.64
1.44 1.28
1.15
4 x3 X T \
4.92
2.46
1.64
1.23
0.98
0.82
0.70
0.62 0.55
0.49
8.80
4.40
2.93
2.20
1.76
1.47
1.26
1.10 1 0.98
0.88
8$3 x'-S
3.84
1.92
1.28
0.96
0.77
0.64
0.55
0.48
0.43
0.38
3Kx2%x|-i
7.40
3.70
2.47
1.85
1.45
1.23
1.06
0.93
0.82
0.74
g r/ x gi/ x i/
3.00
1.50
1.00
0.75
0.60
0.50
0.43
0.38
0.33
0.30
3^x2 2 x T ^
5.20
2.60
1.73
1.30
1.04
0.87
0.74
0.65
0.58
0.52
3^x2 xX
2.52
1.26
0.84
0.63
0.50
0.42
0.36
0.32
0.28
0.25
3 x2-/^x- 9 r
4.60
2.30
1.53
115
0.92
0.77
0.66
0.58
0.51
0.46
3 x2/^x^}.
2.24
1.12
0.75
0.56
0.48
0.37
0.32
0.28
0.25
0.22
3 x2 x^
4.00
2.00
1.33
1.00
0.80
0.67
0.57
0.50
0.44
0.40
3 x2 x^
1.92
0.96
0.64
048
0.38
0.32
0.27
0.24
0.21
0.19
2%x2 *y 2
2.80
1.40
0.93
0.70
0.56
0.47
0.40
0.35
0.31
0.28
2^x2 X-J&T
1.16
0.58
039
0.29
0.23
0.19
0.17
0.15
0.13
0.12
2.36
1.18
0.79
0.59
0.47
0.39
0.34
0.30
0.26
0.24
2X x l%x T 3 g
0.92
0.46
0.31
0.23
0.16
0.15
0.13
0.12
0.10
0.09
2 xl^xX
0.92
0.46
0.31
0.23
0.18
0.15
0.13
0.12
0.10
0.09
2 xl^x T \
0.72
0.36
0.24
0.18
0.14
0.12
0.10
0.09
0.08
0.07
036
0.18
0.12
0.09
0.07
0.06
0.05
0.04
0.04
003
l^xl x^|
0.24
0.12
0.08
0.06
0.05
0.04
0.03
0.03
0.03
0.02
Safe loads given include weight of Angle. Maximum fiber
strain, 12,000 Ibs. per square inch. Neutral axis through center of
gravity parallel to short leg.
70
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, IN TONS OF 2,OOO LBS., UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
ANGLES, WITH UNEQUAL LEGS.
SHORT LEG VERTICAL.
Size of
DISTANCE BETWEEN SUPPORTS, IN FEET.
Angle.
1
2
3
4
5
6
7
8
9
10
7 x3%xl
11.84
5.92
8.95
2.96
2.37
1.97
1.69
148
1.32
"us
7 xSj/x- 7 -
5.88
2.94
1.96
1.47
1.18
0.98
0.84
0.74
0.65
0.59
6 x4 x|J
13.56
6.78
4.52
3.39
2.71
2.26
1.94
1.70
1.51
1.36
6 x4 x^
6.40
3.20
2.13
1.60
1.28
1.07
0.91
0.80
0.71
0.64
6 x3^x^
10.36
5.18
3.45
2.59
2.07
1.73
1.48
1.30
1.15
1.04
6 x3j^x24
4.92
2.46
1.64
1.23
0.98
0.82
0.70
0.62
0.55
0.49
5 x4 x^
13.24
6.62
4.41
3.31
2.65
221
1.89
1.66
1.47
1.32
5 x4 x^g
6.28
3.14
2.09
1.57
1.26
1.05
0.90
0.79
0.70
0.63
5 x3/^xj^
10.08
5.04
3.36
2.52
2.02
1.68
1.44
1.26
1.12
1.01
5 x3%x^
4.84
2.42
1.61
1.21
0.96
0.81
0.67
0.61
0.54
0.48
5 x3 xf|
6.96
3.48
2.32
1.74
1.39
1.16
0.99
0.87
0.77
0.70
5 x3 X T \
3.00
1.50
1.00
0.75
0.60
0.50
0.43
0.38
0.33
0.30
4%x3 x}|
6.84
3.42
2.28
1.71
1.37
1.14
0.98
0.86
0.76
0.68
4%x3 x^
3.52
1.76
1.17
0.88
0.70
0.59
0.50
0.44
0.39
0.35
4 x3j^x}|
9.20
4.60
3.07
2.30
1.84
1.53
131
1.15
1.02
0.92
4 xS^/x^
4.72
2.36
1.57
1.18
0.94
0.79
0.67
0.59
0.52
0.47
4 x3 2 xf|
6.72
3.36
2.24 1.68
1.34
1.12
0.96
0.84
075
0.67
4 x3 x T V
2.96
1.48
0.97 0.74
0.59
0.49
0.42
0.37
033
0.30
3>/x3 xff
6.60
3.30
2.20 1.65
1.32
1.10
0.94
083
0.73
0.66
3%x3 xfj
2.88
1.44
0.96 ! 0.72
0.58
0.48
0.41
0.36
0.32
0.29
3i/ x 2i/ x ii
3.96
1.98
1.32
0.99
0.79
0.66
0.57
0.50
044
0.40
3/^x2^ xj^
1.64
0.82
0.55
0.41
0.33
0.27
0.23
0.21
0.18
0.16
3^x2 x&
2.12
1.06
0.71
0.53
0.42
0.35
0.30
0.27
024
0.21
1.04
0.52
0.35
0.26
021
0.17
0.15
0.13
0.12
0.10
3 x2^x 1 a 5
3.28
1.64
1.09
0.82
0.66
0.55
0.47
0.41
0.36
0.33
3 x2^x^
1.60
0.80
0.53
0.40
0.32
0.27
0.?3
0.20
0.18
0.16
3 x2 x^
1.88
0.94
0.63
0.47
0.38
0.31
0.27
0.24
0.21
0.19
3 x2 X j&
0.92
046
0.31
0.23
0.18
0.15
0.13
0.12
0.10
0.09
2/^x2 x^
1.84
0.92
0.61
0.26
0.37
0.31
0.26
0.23
0.20
0.18
2^x2 x T 3 e
0.80
0.40
0.27
0.20
0.16
0.13
on
0.10
009
0.08
2^xl%x%
1.04
0.52
0.35
0.26
0.21
0.17
0.15
0.13
012
0.10
2>4xl ^x^
0.44
0.22
0.15
0.11
0.09
0.07
006
0.06
0.05
0.04
2 xl^gxX
0.48
0.24
0.16
0.12
0.10
0.08
0.07
0.08
0.05
0.05
2 xl^x T 3 g
0.36
0.18
0.12
0.09 0.07
0.06
0.05
0.05
0.04
0.04
l^gxl x.^
0.20
0.10
0.07
0.05 i 0.04 ! 0.03
0.03
0.02
0.02 0.02
l^xl K l / 8
0.12
0.06
0.04
0.03 0.02 0.02 0.02
0.01 0.01 1 0.01
Safe loads given include weight of Angle. Maximum fiber
strain, 12,000 Ibs. per square inch Neutral axis through center of
gravity parallel to long leg.
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OF 2,OOO POUNDS, UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
TEES
Size
Weight
DISTANCE BETWEEN SUPPORTS. IN FEET.
Flange
bj Stem.
Per
Foot.
1
2
3
4
5
6
7
8
9
1O
5 x3
13.6
4.72
2.36
1.57
1.18
0.94
0.79
0.67
0.59
0.52
0.47
5 x2^
11.0
3.44
1.72
1.15
0.86
0.69
0.57
0.49
0.43
0.38
0.34
4>' 2 x3^
15.8
8.52
4.26
2.84
2.13
1.70
1.42
1.22
1.07
0.95
0.85
4^x3
8.5
3.24
1.62
1.08
0.81
0.65
0.54
0.46
0.41
0.36
0.32
4^x3
10.0
3.76
1.88
1.35
0.94
0.75
0.63
0.54
0.47
0.42
0.38
4^x2^
8.0
2.24
1.12
0.75
0.56
0.45
0.37
0.32
0.28
0.25
0.22
4^x2^
9.3
2.60
1.30
0.87
065
0.52
0.43
0.37
0.33
0.29
0.26
4 x5
15.6
12.40
6.20
4.13
3.10
2.48
2.07
1.77
1.55
1.38
1.24
4 x5
12.0
9.72
4.86
3.24
2.43
1.94
1.62
1.39
1.22
1.08
0.97
4 x4}
14.6
10.20
5.10
3.40
2.55
2.04
1.70
1.46
1.28
1.13
1.02
4 x4Ji
11.4
7.92
3.96
2.64
1.98
1.58
1.32
1.13
0.99
0.88
0.79
4 x4
13.7
8.08
4.04
2.69
2.02
1.63
1.35
1.15
1.01
0.90
0.81
4 x4
10.9
6.56
3.28
2.19
1.64
1.31
1.09
0.94
0.82
0.73
0.66
4 x3
9.3
3.52
1.76
1.17
0.88
0.70
0.59
0.50
0.44
0.39
0.35
4 x2K
8.6
2.48
1.24
0.83
0.62
0.50
0.41
0.35
0.31
0.28
a25
4 x2>
7.3
2.20
1.10
0.73
0.55
0.44
0.37
0.31
0.28
0.24
0.22
4 x2^
5.8
1.68
0.84
0.56
0.42
0.34
0.28
0.24
0.21
0.19
0.17
4 x2
7.9
1.60
0.80
0.53
0.40
0.32
0.27
0.23
0.20
0.18
0.16
4 x2
6.6
1.36
0.68
0.45
0.34
0.27
0.23
0.19
0.17
0.15
0.14
3*4x4
12.8
7.92
3.96
2.64
1.98
1.58
1.32
1.13
0.99
0.88
0.79
3^x4
9.9
6.20
3.10
2.07
1.55
1.24
1.03
0.89
0.78
0.69
0.62
3^*3^
11.7
6.08
3.04
2.03
1.52
1.22
1.01
0.87
0.76
0.68
0.61
8^x8Ji
9.2
4.76
2.38
1.59
1.19
0.95
0.79
0.68
0.60
0.53
0.48
3^x3^
6.8
3.72
1.86
1.24
0.93
0.74
0.62
0.53
0.47
0.41
0.3?
3^x3
11.73
5.72
2.86
1.91
1.43
1.14
0.95
0.82
0.72
0.64
0.57
3^x3
10.9
4.52
2.26
1.51
1.13
0.90
0.75
0.65
0.57
0.50
0.45
3^x3
8.5
3.52
1.76
1.17
0.88
0.70
0.59
0.50
0.44
0.39
0.35
3^x3
7.8
2.88
1.44
0.96
0.72
0.58
0.48
0.41
0.38
0.32
0.29
3 x4
11.8
7.76
3.88
2.59
1.94
1.55
1.29
1.11
0.97
0.86
0.78
3 x4
106
7.12
3.56
2.37
1.78
1.42
1.19
1.02
0.89
0.79
0.71
3 x4
9.3
6.28
3.14
2.09
1.57
1.26
1.05
0.90
0.79
0.70
0.63
3 x3^ 2
10.9
5.96
2.98
1.99
1.49
1.19
0.99
0.85
0.75
0.66
0.60
3 x3^
9.8
5.48
2.74
1.83
1.37
1.10
0.91
0.78
0.69
0.61
0.55
3 x3^
8.5
4.84
2.42
1.61
1.21
0.97
0.81
0.69
0.61
0.54
0.48
3 x3
10.0
4.40
2.20
1.47
1.10
0.88
0.73
0.63
0.55
0.49
0.44
Safe loads given include weight of Tee. Maximum fiber strain,
1 2,000 Ibs. per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS, IN TONS OF 2,OOO POUNDS , UNI-
FORMLY DISTRIBUTED, FOR CARNEGIE
TEES. Continued.
Size
Weight
DISTANCE BETWEEN SUPPORTS, IK FEET.
by Stem.
per
fool.
1
2
3
4
5
6
7
8
9
10
3 x3
9.1 i 4.04
2.02
1.35
1.01
0.81
0.67
0.58
0.51
0.45
0.40
3 x3
7.8
3.44
1.72
1.15
0.86
0.69
0.57
0.49
0.43
0.38
0.34
3 x3
6.6
2.96
1.48
0.99
0.74
0.59
0.49
0.42
0.37
0.33
0.30
3 x2^ 7.2
2.40
1.20
0.80
0.60
0.48
0.40
0.34
0.30
0.27
0.24
3 x2J4 6.1
2.08
1.04
0.69
0.52
0.42
0.35
0.30
0.26
0.23
0.21
2%x2 7.4
3.00
1.50
1.00
0.75
0.60
0.50
0.43
0.38
0.33
0.30
2^xl& 6.6
'2.00
1.00
0.67
0.50
0.40
0.33
0.29
0.25
0.22
0.20
2^x3
7.2
3.48
1.74
1.16
0.87
0.70
0.58
0.50
0.44
0.39
0.35
2Mx3
6.1
3.04
1.52
1.01
0.76
0.61
0.51
0.43
0.38
0.34
0.30
2^x2%
6.7
2.92
1.46
0.97
0.73
0.58
0.49
0.42
0.37
0.32
0.29
2^x2^
5.8
2.40
1.20
0.80
0.60
0.48
0.40
0.34
0.30
0.27
0.24
2^x2>4
6.4
2.36
1.18
0.79
0.59
0.47
0.39
0.34
0.30
0.26
0.24
2Kx2>4
5.5
2.00
1.00
0.67
0.50
0.40
0.33
0.29
0.25
0.22
0.20
2Mxl^
2.9
0.36
0.18
0.12
0.09
0.07
0.06
0.05
0.04
0.04
0.03
2%x2J4
4.9
1.68
0.84
0.56
0.42
0.34
0.28
0.24
0.21
0.19
0.17
2^x2i
4.1
1.28
0.64
0.43
0.32
0.26
0.21
0.18
0.16
0.14
0.13
2 x2
4.3
1.32
0.66
0.44
0.33
0.26
0.22
0.19
0.17
0.15
0.13
2 x2
3.7
1.00
0.50
0.33
0.25
0.20
0.17
0.14
0.13
0.11
0.10
2 xlH
3.1
0.60
0.30
0.20
0.15
0.12
0.10
0.09
0.08
0.07
0.06
l%xl%
3.1
0.76
0.38
0.25
0.19
0.15
0.13
0.11
0.10
0.08
0.07
l&xltf
3.6
0.60
0.30
0.20
0.15
0.12
0.10
0.09
0.08
0.07
0.06
IfcxlK
1.94
0.32
0.16
0.11
0.08
0.06
0.05
0.05
0.04
0.04
0.03
1^x1^1 2.6
0.56
0.28
0.19
0.14
0.11
0.09
0.08
0.07
0.06
0.05
tfcxlH
1.84
0.44
0.22
0.15
0.11
0.09
0.07
0.06
0.05
0.05
0.04
l^xl&
3.0
0.48
0.24
0.16
0.12
0.10
0.08
0.07
0.06
0.05
0.05
iHxlfc
2.24
0.40
0.20
0.13
0.10
0.08
0.07
0.06
0.05
0.04
0.04
l^xl l X
1.73
0.32
0.16
0.11
0.08
0.06
0.05
0.05
0.04
0.04
0.03
i&xiH
1.33
0.20
0.10
0.07
0.05
0.04
0.03
0.03
0.02
0.02
0.02
lHx&
1.33
0.12
0.06
0.04
0.03
0.02
0.02
0.02
0.01
0.01
0.01
ItfxlH
2.04
0.40
0.20
0.13
0.10
0.08
0.07
0.06
0.05
0.04
0.04
ItfxlKi 1.53
0.28
0.14
0.09
0.07
0.06
0.05
0.04
0.03
0.03
0.03
1 xlJ4
1.12
0.32
0.16
0.11
0.08
0.06
0.05
0.05
0.04
0.04
0.03
1 xl
1.23
0.20
0.10
0.07
0.05
0.04
0.03
0.03
0.02
0.02
0.02
1 xl 0.87
0.12
0.06
0.04
0.03
0.02
0.02
0.02
0.01
0.01
0.01
Safe loads given include weight of Tee. Maximum fiber strain,
I2,ocolbs. per square inch.
THE CARNEGIE STEEL. COMPANY, LIMITED.
SPACING OF CARNEGIE I BEAMS FOB UNI-
FORM LOAD OF 100 LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
11
20" I.
15 X/ I.
12" I.
10" I.
9" I.
J-a
s-g
80
64
80
60
50
41
40
32
33
25
21
if
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
12
107.3
84.9
77.6
63.6
52.3
41.9
34.7
27.4
23.9
18.1
13.9
13
91.5
72.3
66.1
54.2
44.6
35.7
29.6
23.4
20.4
15.5
11.8
14
78.8
62.4
57.0
46.7
38.4
30.8
25.5
20.2
17.6
13.3
10.2
15
68.7
54.3
50.0
40.7
33.5
26.8
22.2
17.6
15.3
11.6
8.9
16
60.4
47.7
43.7
35.8
29.4
23.6
19.5
15.4
13.4
10.2
~7T
17
53.5
42.3
38.7
31.7
26.1
20.9
17.3
13.7
11.9
9.0
6.9
18
47.7
37.7
34.5
28.3
23.3
18.6
15.4
12.2
10.6
8.1
6.2
19
42.8
33.9
31.0
25.4
20.9
16.7
13.9
10.9
9.5
7.2
5.5
20
38.6
30.6
28.0
22.9
18.8
15.1
12.5
9.9
8.6
6.5
5.0
21
35.0
27.7
25.3
20.8
17.1
13.7
11.3
8.9
7.8
5.9
4.5
22
31.9
25.3
23.1
18.9
15.6
12.5
10.3
8.2
7.1
5.4
4.1
23
29.2
23.1
21.1
17.3
14.2
11.4
9.5
7.5
6.5
4.9
3.8
24
26.8
21.2
19.4
15.9
13.1
10.5
87
6.9
6.0
4.5
3.5
25
24.7
19.6
17.9
14.7
12.1
9.6
8.0
6.3
5.5
4.2
3.2
26
22.9
18.1
16.5
T3~
TIT
8.9
7.4
5.8
5.1
3.9
3.0
27
21.2
16.8
15.3
12.6
10.3
8.3
6.9
5.4
4.7
3.6
2.7
28
19.7
15.6
14.3
11.7
9.6
7.7
6.4
5.0
4.4
3.3
2.6
29
18.4
14.5
13.3
10.9
9.0
7.2
5.9
4.7
4.1
3.1
2.4
30
17.2
13.6
12.4
10.2
8.4
6.7
5.6
4.4
3.8
2.9
2.2
For load of 200 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SPACING OF CARNEGIE I BEAMS FOB UNI-
FORM LOAD OF 1OO LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
1*
g a
|f
II
S %
8" I.
7" I.
B"t
5" I.
4" I.
8" I.
18
Ibs.
15
Ibs.
13
Ibs.
10
Ibs.
7
Ibs.
6
Ibs.
5
61.6
46.3
33.4
21.2
12.1
7.4
6
42.8
32.2
23.2
14.7
8.5
5.2
7
8
9
31.4
24.1
19.0
23.6
18.1
14.3
17.0
13.0
10.3
10.8
8.3
6.2
3.8
2.9
2.3
4.8
3.7
6.5
10
11
15.4
12.7
11.6
9.6
8.4
5.3
4.4
3.0
2.5
1.9
1.5
6.9
12
13
14
10.7
9.1
8.1
5.8
4.9
4.3
3.7
3.1
2.7
2.1
1.8
1.6
1.3
1.1
0.9
6.8
5.9
7.9
15
6.8
5.1
3.7
2.3
1.4
.
16
6.0
4.5
3.3
2.1
1.2
. .
17
5.3
4.0
2.9
1.8
1.0
.
18
4.8
3.6
2.6
1.6
0.9
19
4.3
3.2
2.3
1.5
20
3.9
2.9
2.1
1.3
.
21
3.5
2.6
1.9
1.2
. .
22
3.2
2.4
1.7
1.1
For load of 200 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SPACING OF CARNEGIE I BEAMS FOR UNI-
FORM LOAD OF 125 LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
It
20" I.
15" I.
12" I.
10" I.
9"L
80
64
80
60
50
41
40
32
33
25
21
1*
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
12
85.9
67.9
62.1
50.9
41.8
33.5
27.8
21.9
19.1
14.5
11.1
13
73.2
57.8
52.9
43.4
35.7
28.6
23.7
18.7
16.3
12.4
9.5
14
63.1
49.9
45.6
37.4
30.7
24.6
20.4
16.2 \ 14.1
10.7
8.2
15
55.0
43.5
39.7
32.6
26.8
21.4
17.8
14.1
12.2
9.3
7.1
16
48.3
38.2
34.9
28.6
23,5
18.9
15.6
12.3
10.7
8.2
HEF
17
42.8
33.8
30.9
25.4
20.9
16.7
13.8
11.0
9.5
7.2
5.5
18
38.2
30.2
27.6
22.6
18.6
14.9
12.3
9.8
8.5
6.5
4.9
19
34.2
27.1
24.8
20.3
16.7
13.4
11.1
8.7
7.6
5.8
4.4
20
30.9
24.5
22.4 18.3
15.0
12.1
10.0
7.9
6.9
5.2
4.0
21
28.0
22.2
20.3 16.6
13.7
11.0
9.0
7.1
6.2
4.7
3.6
22
25.5
20.2
18.5
15.1
12.5
10.0
8.2
6.6
5.7
4.3
3.3
23
23.4
18.5
16.9
13.9
11.4
9.1
7.6
6.0
5.2
3.9
3.0
24
21.5
17.0
15.5
12.7
10.5
8.4
7.0
5.5
4.8
3.6
2.8
25
19.8
15.7
14.3
11.7
9.7
7.7
6.4
5.0
4.4
3.3
2.6
26
18.3
14.5
13.2
8.9
7.1
5.9
4.7
4.1
3.1
2.4
27
17.0
13.4
12.3
10.1
8.2
6.6
5.5
4.3
3.8
2.9
2.2
28
15.8
12.5
11.4
9.3
7.7
6.2
5.1
4.0
3.5
2.7
2.0
29
14.7
11.6
10.6
8.7
7.2
5.8
4.7
3.8
3.3
2.5
1.9
30
13.7
10.9
9.9
8.1
6.7
5.4
4.5
3.5
3.0
2.3
1.8
For load of 250 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
THE CARNEGIE STEEL. COMPANY, LIMITED.
SPACING OF CARNEGIE Z BEAMS FOR UNI-
FORM LOAD OF 125 LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
II
8" I.
7" I.
6" I.
5" I.
4" I.
8" I,
Distance bet
supports in
18
Ibs.
15
Ibs.
13
Ibs.
10
Ibs.
7
Ibs.
6
Ibs.
5
49.3
37.1
26.7
17.0
9.7
6.0
6
7
8
9
34.2
25.1
19.3
15.2
25.7
18.9
14.5
11.4
18.6
13.6
10.4
8.2
11.8
8.6
6.6
6.8
5.0
4.1
3.0
2.3
1.8
3.8
3.0
5.2
10
11
12.3
10.2
9.3
7.7
6.7
4.2
3.5
2.4
2.0
1.5
1.2
5.5
12
13
14
8.6
7.3
6.4
4.6
3.a
3.4
2.9
25
2.2
1.7
1.4
1.2
1.0
0.9
5.5
4.7
6.3
15
5.4
4.1
3.0
1.8
1.1
.
16
4.8
3.6
2.6
1.7
1.0
.
17
4.2
3.2
2.3
1.4
.
18
3.8
2.9
2.1
1.3
. .
19
3.4
2.6
1.8
1.2
. .
. .
20
3.1
2.3
1.7
1.1
. .
. .
21
2.8
2.1
1.5
1.0
. .
. .
22
2.6
1.9
1.4
For load of 250 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
Qf3
THE CARNEGIE STEEL. COMPANY, LIMITED.
SPACING OF CARNEGIE I BEAMS FOR UNI-
FORM LOAD OF 150 LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
If
20" I.
15" I.
12" I.
10" I.
9"I.
80
IbB.
64
Ibs.
80
Ibs.
60
Ibs.
50
Ibs.
41
Ibs.
40
Ibs.
32
Ibs.
33 35
ibs. Ibs.
21
Ibs.
12
71.5
56.6
51.8
42.4
34.9
27.9
23.1
18.3
15.9
12,1
9.3
13
61.0
48.2
44.1
36.2
29.7
23.8
19.7
15.6
13.6
10.3
7.9
14
52.5
41.6
38.0
31.2
25.6
20.5
17.0
13.5
11.7
8.9
6.8
15
45.8
36.2
33.1
27.2
223
17.9
14.8
11.7
10.2
7.7
5.9
16
17
40.3
35,7
31.8
28.2
29.1
25.8
23.9
21.1
19.6
17.4
15.7
13.9
13.0
11.5
10.3
9.1
8.9
6.8
5.2
4.6
7.9
6.0
18
31.8
25.1
23.0
18.9
15.5
12.4
10.3
8.1
7.1
5.4
4.1
19
28.5
22.6
20.6
16.9
14.0
11.1
9.3
7.3
6.3
4.8
3.7
20
21
25.7
23.3
20.4
18.5
18.6
16.9
15.3
13.8
12.5
11. 4
10.0
9.1
8.3
6.6
5.7
5.2
4.4
3.9
3.3
3.0
7.5
6,0
22
21.3
16.9
15.4
12.6
10,4
8.3
6.9
5.5
4.7
3.6
2.7
23
19.5
15.4
14.0
11.6
9.5
7.6
6.3
5.0
4.3
3.3
2.5
24
17.9
14.1
12.9
10.6
8.7
7.0
5.8
4.6
4.0
3.0
2.3
25
26
16.5
15.3
13.1
12.1
11.9
9.8
8.1
6.4
5.3
4.9
4.2
3.9
3.7
3.4
2.8
2.6
2.1
2.0
11.0
9.0
7.4
5.9
27
14.1
11.2
10.2
8.4
6.9
5.5
4.6
3.6
3.1
2.4
1.8
28
13.1
10.4
9.5
7.8
6.4
5.1
4.3
3.3
2.9
2.2
1.7
29
12.3
9.7
8.9
7.3
6.0
4.8
3.9
3.1
2.7
2.1
1.6
30
11.5
9.1
8.3
6.8
5.6
4.5
3.7
2.9
2.5
1.9
1.5
For load of 300 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
on
THE CARNEGIE STEEL COMPANY, LIMITED.
SPACING OF CARNEGIE I BEAMS FOB UNI-
FORM LOAD OF ISO LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
Distance between
supports in feet.
8" I.
7" I.
6" I.
5" I.
4"L
3"!.
18
Ibs.
15
Ibs.
13
Ibs.
10
Ibs.
7
Ibs.
6
Ibs.
5
41.1
30.9
22.3
14.1
8.1
4.9
6
285
21.4
15.5
9.8
5.6
3.4
7
8
9
20.9
16.1
12.7
15.8
12.1
9.5
11.3
8.7
6.9
7.2
5.5
4.1
2.5
1.9
1.5
3.2
2.5
4.3
10
11
10.3
8.5
7.7
6.4
5.6
3.5
2.9
2.0
1.7
1.2
1.0
4.6
12
13
14
7.1
6.1
5.4
3.9
3.3
2.8
2.4
21
1.8
1.4
1.2
1.0
0.9
4.6
3.9
5.2
15
4.6
3.4
2.5
1.6
0.9
. .
16
4.0
3.0
2.2
1.4
. .
. .
17
3.5
2.7
1.9
1.2
. .
18
3.2
2.4
1.7
1.1
.
19
2.9
2.1
1.5
1.0
20
2.6
1.9
1.4
. .
21
2.3
1.7
1.3
22
2.1
1.6
1.1
For load of 300 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
THE CARNEGIE STEEL COMPANY, LIMITED.
SPACING OF CARNEGIE I BEAMS FOR UNI-
FORM LOAD OF 175 LBS. PER
SQUARE FOOT.
Proper Distance in Feet, Center to Center of Beams.
|l
20" I.
15" I.
12" I.
10" I.
9'1.
if
80
64
80
60
50
41
40
32
33
25
21
It
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
Ibs.
12
61.3
48.5
44.4
36.4
29.9
23.9
19.8
15.7
13.7
10.4
7.9
13
52.3
41.3
37.8
31.0
25.5
20.4
16.9
13.4
11.7
8.8
6.8
14
45.0
35.6
32.6
26.7
21.9
17.6
14.6
11.5
10.1
7.6
5.8
15
39.3
31.0
28.4
23.3
19.1
15.3
12.7
10.1
8.7
6.6
5.1
16
34.5
27.3
25.0
20.4
16.8
13.5
11.2
8.8
7.7
5.8
4.5
17
30.6
24.2
22.1
18.1
14.9
11.9
9.9
7.8
6.8
5.2
3.9
18
27.3
21.6
19.7
16.2
13.3
10.6
8.8
7.0
6.1
4.6
3.5
19
24.5
19.4
17.7
14.5
11.9
9.5
7.9
6.2
5.4
4.1
3.1
20
22.1
17.5
16.0
13.1
10.8
8.6
7.1
5.6
4.9
37
2.9
21
20.0
15.8
14.5
11.9
9.8
7.8
6.5
5.1
4.5
3.4
2.6
22
18.2
14.4
13.2
10.8
8.9
7.1
5.9
47
4.1
3.1
2.3
23
16.7
13.2
12.1
9.9
8.1
6.5
5.4
4.3
3.7
2.8
2.2
24
15.3
12.1
11.1
9.1
7.5
6.0
5.0
3.9
3.4
2.6
2.0
25
14.1
11.2
10.2
8.4
6.9
5.5
4.6
3.6
3.1
24
1.8
26
13.1
10.3
"9T
7.7
6.4
~5T
4.2
3.3
29
2.2
1.7
27
12.1
9.6
8.8
7.2
5.9
4.7
3.9
3.1
2.7
2.1
1.6
28
11.3
8.9
8.2
6.7
5.5
4.4
3.6
2.9
2.5
1.9
1.5
29
10.5
8.3
7.6
6.2
5.1
4.1
3.4
2.7
2.3
1.8
1.4
30
9.8
7.8
7.1
5.8
4.8
3.8
3.2
2.5
2.2
1.7
1.3
For load of 350 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 16,000 Ibs. per square inch.
00
THE CABNEGIB STEEL COMPANY, LIMITED.
SPACING OP CABNEGIB I BEAMS FOB UNI-
FOBM LOAD OP 175 LBS. PEB
SQUABE FOOT.
Proper Distance in Feet, Center to Center of Beams.
Distance between
supports in feet.
8" I.
7" I.
6" I.
5"!
4" I.
S"L
18
Ibs.
15
Ibs.
13
Ibs.
10
Ibs.
7
Ibs.
6
Ibs.
5
35.2
26.5
19.1
12.1
6.9
4.3
6
24.4
18.4
13.3
8.4
4.8
3.0
7
8
9
18.0
13.8
10.9
13.5
10.3
8.2
9.7
7.5
5.9
6.2
4.7
3.5
2.2
1.7
1.3
2.7
2.1
3.7
10
11
8.8
7.3
6.6
5.5
4.8
3.0
2.5
1.7
1.4
1.1
0.9
3.9
12
6.1
4.6
3.3
2.1
1.2
0.7
13
5.2 [ &9~~
2.8
1.8
1.0
.
14
4.5
3.4
2.4
1.5
0.9
. .
15
3.9
2.9
2.1
1.3
0.8
.
16
3.4
2.6
1.9
1.2
.
17
3.0
2.3
1.7
1.0
.
18
2.7
2.0
1.5
. .
. .
19
2.4
1.8
1.3
.
20
2.2
1.7
1.2
.
.
21
2.0
1.5
1.1
.
22
1.8
1.4
1.0
For load of 350 Ibs. per square foot, divide the spacing given
by 2. Maximum fiber strain, 1 6,000 Ibs. per square inch.
on 1
THE CARNEGIE STEEL COMPANY, LIMITED.
EXPLANATION OF TABLES
ON THE PROPERTIES OF CARNEGIE I
AND DECK BEAMS, CHANNELS, ^
BARS, ANGLES, TEES, TROUGH
AND CORRUGATED PLATES.
(Pages 99 to in, inclusive.)
The tables on I-beams are calculated for the minimum weight
to which each pattern can be rolled. The tables for Channels,
Deck Beams and Angles are calculated for the minimum and
maximum weights of the various shapes, while the properties of
Z-bars are given for thicknesses differing by -J^ inch. The above
shapes can all be furnished in any weight intermediate between
the minimum and maximum weights given.
For Tees, each shape can be rolled to one weight only.
Columns II and 13, in the tables for I and Deck Beams
and Channels, give coefficients by the help of which the
safe, uniformly distributed load may be readily and quickly
determined. To do this, it is only necessary to divide the
coefficient given, by the span or distance between supports in
feet. If the weight of the section is intermediate between the
minimum and maximum weights given, add to the coefficient for
the minimum weight, the value given in columns 12 or 14, (for
one pound increase of weight,) multiplied by the number of
pounds the section is heavier than the minimum.
If a section is to be selected, (as will usually be the case,)
intended to carry a certain load, for a length of span already
determined on, it will only be necessary to ascertain the coefficient
which this load and span will require, and refer to the table for
a section having a coefficient of this value. The coefficient is
obtained by multiplying the load, in pounds uniformly distrib-
uted, by the span length in feet.
In case the load is not uniformly distributed, but is concen-
THE CARNEGIE STEEL, COMPANY, LIMITED.
trated at the middle of the span, multiply the load by 2 and
then consider it as uniformly distributed. The deflection will
be T %ths of the deflection for the latter load.
For other cases of loading obtain the bending moment in ft.
flbs. (the most common cases are given on page 96) ; this multi-
plied by 8 will give the coefficient required.
If the loads are quiescent, the coefficients for a fiber strain of
16,000 Ibs. per square inch for steel, may be used; but if moving
loads are to be provided for, the coefficient for 12,500 R)s. should
be taken. Inasmuch as the effects of impact may be very con-
siderable, (the strains produced in an unyielding, inelastic
material by a load suddenly applied, being double those pro-
duced by the same load in a quiescent state), it will sometimes
be advisable to use still smaller fiber strains than those given in
the tables. In such cases, the coefficients can readily be de-
termined by proportion. Thus, for a fiber strain of 8,000 Hbs.
per square inch, the coefficient will equal the coefficient for
16,000 flbs. fiber strain, from the table, divided by 2.
The moments of resistance given in column 9 are used to de-
termine the fiber strain per square inch in a beam, or other shape,
subjected to bending or transverse strains, by simply dividing
the same into the bending moment expressed in inch-pounds.
The table on the properties of Carnegie T-shapes is modeled
after the foregoing, and will, therefore, scarcely require explana-
tion. The horizontal portion of the T is called the flange, and
the vertical portion the stem. In the case of the neutral axis
parallel to the flange, there will be two moments of resistance,
and the smaller is given. The fiber strain calculated from it
will, therefore, give the larger of the two strains in the extreme
fibers, since these strains are equal to the bending moment
divided by the moment of resistance of the section.
For Carnegie Z-bars, complete tables of moments of inertia,
moments of resistance, radii of gyration and values of the
coefficients (C) are given on pages IOI and 102 for thicknesses
varying by yL inch. These coefficients may be applied, as ex-
plained above, for cases where the Z-bars are subjected to trans-
verse loading, as, for example, in the case of roof-purlins. A
table of safe loads of Z bars is given on page 77.
92
THE CARNEGIE STEEL COMPANY, LIMITED.
For angles, there will be two moments of resistance for
each position of the neutral axis, since the distance between
the neutral axis and the extreme fibers has a different value on
one side of the axis from what it has on the other. The moment
of resistance given in the table is the smaller of these two
values.
The use of the radii of gyration will be explained in con-
nection with the tables on the strength of wrought iron columns.
Column 15 in the table of the Properties of Carnegie Chan-
nels, giving the distance of the center of gravity of channel
from the outside of web, is used to obtain the radius of gyration
for columns or struts consisting of two channels latticed, as
represented by Figs. 1 1 and 1 2, page 53, for the case of the neutral
axis passing through the center of the cross section parallel to the
webs of the channels. This radius of gyration is equal to the
distance between the center of gravity of the channel and the
center of the section, z. e., neglecting the moments of inertia of
the channels around their own axes, thereby introducing a slight
error on the side of safety.
These tables have all been prepared with great care. No
approximations have entered into any of the calculations, so
that the figures given may be relied upon as accurate.
EXAMPLES OF APPLICATION OF TABLES.
I. What section of I-beam will be required to carry
40,000 R)s., uniformly distributed, including its own weight, over
a span of 1 6 feet between supports, allowing a fiber strain of
16,000 Jbs. per square inch?
Answer: The coefficient (C) required = 40,000 x 16 =
640,000.
From table for 15" I 41.0 ft>s., C = 603,200 Ibs. ; hence
the weight of the section must be increased : 6 4O,ooo-6o3,2oo
7800
=4.7 R>s., i. e. the beam required will be a I5 X/ I-beam, 45.7
Ibs. per foot.
II. What load, uniformly distributed, will a 6 // Z-bar carry,
weighing 18.3 Ibs. per foot and measuring 12 feet between sup-
ports, with a maximum fiber strain of 12,000 Ibs ?
THE CARNEGIE STEEL. COMPANY, LIMITED.
Answer: From table on page 101, the coefficient (C') for a
6 x/ Z-bar, 18.3 R)s.,=78,6oo. Hence the safe load=7 8,600-4- 12
or 6,550 Ibs., including weight of Z-bar.
III. A light 4" X 3 X/ angle weighing 7.1 R>s. per foot,
spanning 4 feet, is loaded with 1,000 Ibs. at center. What will
be the maximum fiber strain if the 4" flange is in a vertical
position?
Answer : Bending moment = 12,000 inch-pounds.
From table, moment of resistance = 1.23. Therefore, maxi-
mum fiber strain = I2 ' oo or 9,756 Ibs., which is the strain
1.23
furthest from the neutral axis, i. c., at the end of the long flange.
SPECIAL CASES OF LOADING.
I. Beam loaded at a point distant "a" feet from the left
hand and "b" from the right hand support by a single load P.
1 = length of beam between supports = a 4- b.
Pressure or Reaction at left hand support=P and at
right hand support = P
Maximum bending moment, neglecting dead weight of
P ib
beam, occurs at point of application of the load and = -
P = (load given in tables, pages 71 to 82 ) X
8 ab
When a = b = \ 1 :
P PI
Reaction = ; maximum bending moment '= and P =
2 4
load given in tables X %
II. Beam fixed at one end and unsupported at the other,
1 representing the length of beam from end to support.
If loaded by a uniformly distributed load W:
Maximum bending moment occurs at support and =
W= (load given in tables, pages 71 to 82) X X-
If loaded with a single load P at its extremity :
Maximum bending moment occurs at support and =P1.
P== (load given in tables) X %
94
THE CARNEGIE STEEL COMPANY, LIMITED.
GENERAL FORMULA ON THE FLEXURE OF BEAMS
OF ANY CROSS-SECTION.
Let A = area of section, in square inches,
1 = length of span, in inches,
W= load, uniformily distributed, in Ibs.,
M = bending moment, in inch-pounds,
h = height of cross-section, out to out, in inches,
n = distance of center of gravity of section, from top or
from bottom, in inches,
s = strain per square inch in extreme fibers of beam, either
top or bottom, in Ibs., according as n relates to dis-
tance from top or from bottom of section.
D = maximum deflection, in inches,
I = moment of inertia of section, neutral axis through
center of gravity.
I r = moment of inertia cf section, neutral axis parallel to
above, but not through center of gravity.
d = distance between these neutral axes.
R = moment of resistance,
r = radius of gyration, in inches,
E = modulus of elasticity, (for wrought iron, assume
27,000,000, for steel, 29,000,000.)
Then : R = I , r =V J
A
5 Wl 3 for beam supported at both ends and uni-
384 El formly loaded.
_ PI* f r beam supported at both ends and loaded
48 El with a single load P at middle.
_ Wl 3 for beam fixed at one end and unsupported
at the other and uniformly loaded,
for beam fixed at one end and unsupported
at other, and loaded with a single load P at
the latter end.
05
THE CARNEGIE STEEL COMPANY, LIMITED.
BENDING- MOMENTS AND DEFLECTIONS OF
BEAMS, UNDER VARIOUS SYSTEMS
OF LOADING.
W=total load.
l=length of beam.
I=moment of Inertia.
E modulus of elasticity.
1.) Beam fixed at one end and
loaded at the other.
(2.) Beam fixed at one end and
uniformly loaded.
%J ~-i 1
^\<- ^
Safe load=% that given in tables.
Maximum bending moment at point
of support=Wl.
Maximum shear at points of sup-
port=\V.
W13
Deflection- gEf
Safe Ioad=i{ that given in tables.
Maximum bending moment at point
of support=
Maximum shear at point of sup-
portW.
W13
Denection=--
3.) Beam supported at both ends,
single load in the middle.
(4.) Beam supported at both ends
and uniformly loaded.
QQQQQQQQC^QQ
JH I ff
Safe load=% that given in tables.
Maximum bending moment at middle
\V1
of beam=
Maximum shear at points of sup-
' W13
Deflection^
Safe load=that given in tables.
Maximum bending moment at middle
Wl
of beam=
o
Maximum shear at points of sup-
n "TtJ.8L,I
(5.) Beam supported at both ends,
single unsymmetrical load.
O
(6.) Beam supported at both ends,
two symmetrical loads.
IN \ t |p
H-o.j f u^l|
j^i G ,-N j b Fj
Safe load=that given in tablesXjpr
M-ixi:rium bending moment under
, Wab
loaa= :
Maximum shears : at support near
Wb Wa
a= ; at other support .
Safe load=that given in tablesX^
Maximum bendirg moment between
loads=3'2Wa.
Maximum shear between load and
nearer support=%W.
Wa
Max. Deflection==- ^-(312 4a2)
9EI1
THE CARNEGIE STEEL COMPANY, LIMITED.
VALUES OF MOMENTS OF INERTIA FOR
CARNEGIE SHAPES.
I=Moment of Inertia, neutral axis parallel to flange.
t*)]
Area=A=2bs+ht+ (b t) (- )
Batter=r=
h 1
= 2(b=0
2 (b -f-2t)]-A
1 t 4 )] Ax 2
I/= T i 2 [d(b4-c) 3 2hc 3 6hcb 2 ]
r-- -
2(h+b)
_ x _s_( b _t)(x-t)]
P7
THE CARNEGIE STEEL COMPANY, LIMITED.
VALUES OF I (Moment of Inertia), AND B (Moment of
Resistance), FOB USUAL SECTIONS.
SECTIONS.
[
R
bh 3
~ 12
bh 2
Jd
-=
-J3
T bh 3
~W
M
v bh 3
~ 12
C-' fa*
T _^
"6T
=0.0491 d 4
TTd 3
~~32"
-= 0.0982 d 3
%-b3
I _bh 3 -b / h /3
I
"05T
i
-i>'
I = 0.0491 (d 4 -d /4 )
0.0982 (d s -j /4 J
b'
b'ns+bn'a-Cb-bOa 3
Min.= -I-
n
ifc ?
3
fe
T _ bh 3 -2b x h /3
I
0.5h
x y Denotes position of neutral axis.
on 1
THE CARNEGIE STEEL, COMPANY, LIMITED.
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99
THE CARNEGIE STEEL ; COMPANY, LIMITED.
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104-
THE CARNEGIE STEEL COMPANY, LIMITED.
PROPERTIES OP CARNEGIE
ANGLE BARS
OP MAXIMUM AND MINIMUM THICK-
NESSES AND "WEIGHTS.
ANGLES WITH EQUAL LEGS.
1
2
34)5 6 7
8 9
10
i
1
I
1
Area of Section.
3 S PH
II
I 1
fllf
inches.
inches
sq. in. inches.
w
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A 1 6 x6
ft
33.1
9.74
1.82 31.92
7.64
1.81
1.17
A 8 6 x6
JL.
17.2
5.06
1.66
17.68
4.07
1.87
1.19
A 9 5 x5
ft
27.2
7.99
1.57
17.75
5.17
1.49
0.98
A17|5 x5
H
12.3
3.61
1.39
8.74
2.42 1.56
0.99
A18 4 x4
ft
19.9
5.84
1.29
8.14
3.01 1.18
0.80
A90 4 x4
T 5 i
8.2
2.40
112
3.71
1.29
1.24
0.82
A26: 3>/x3>^
If
17.1
5.03
1.17
5.25
2.25
1.02
0.69
A33 3/^x3/^
$
8.5
2.48
1.01
2.87
1.15
1.07
070
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ft
11.4
3.36
0.98
2.62
1.30
0.88
0.59
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1 A
4.9
1.44
0.84
1.24
0.58
0.93
0.60
A41 Z^&ti
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8.5
2.50
0.87
1.67
0.89
0.82
054
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/i
4.5 1.31
0.78
0.93
0.48
0.85
0.55
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7.7
2.25
0.81
1.23
0.73
0.74
0.49
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M
4.1
1.19
0.72
0.70
0.40
0.77
0.50
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/*>
6.8
2.00
0.74
0.87
0.58
0.66
0.48
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2
3.7
1.06
0.66
051
0.32
0.69
0.46
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TV 5.3
1.56
0.66
0.54
0.40
0.59
0.39
A60
2 x2
T 3 6 2.5
0.72
0.57
0.28
019
0.62
0.40
A61
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TT5
4.6
1.30
0.59
0.35
0.30
0.51
0.35
A65
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2.1
0.62
0.51
0.18
0.14
0.54
0.36
A66
Ij4*l% 3/
3.4
0.99
0.51
0.19
0.19
0.44
0.31
A69
\yw& i A 1.8
0.53
0.44
0.11
0.104
0.46
0.32
A70
__5
2.4
0.69
0.42
0.09
6.109 0.36
0.25
A7-3
l^xlX
1 A
1.0
0.30
0.35
0.044
0.049
0.38
0.26
A74
l/^xli/6
5
2.1
0.61
0.39
0.063
0.087
0.32
0.24
A77
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1 A
0.9
027
0.32
0.032
0.039
0.34
0.23
A78
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i/
1.5
0.44
0.34
0.037
0.056
0.29
0.20
A80
1 xl
1 A
0.8
0.24
0.30
0.022
0.031
0.31
0.21
A81
ft* ft
T\
1.0
0.29
0.29
0.019
0.033
0.26
0.18
A82
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1 A
0.7
0.21
0.26
0.014
0.023
0.26
0.19
A83
24* &
1\
0.8 0.25 i 0.26
0.012
0.024 0.22
0.16
A84
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4
0.6 0.17 1 0.23
0.009
0.017 0.23 0.17
A85
rt*ys
0.5 0.14 0.20
0.005
0.011 0.18 0.13
105
THE CARNEGIE STEEL, COMPANY, LIMITED.
AREAS OF ANGLES VARYING BY T y IN
THICKNESS.
Size, Inches.
ft" #"ift"
i /
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tt"
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\\"W
H//1//
7 X3K
6 X6
4.40
506
5.00
5.75
4.75
4.50
4.75
4.25
4.00
3.75
3.50
3.75
3.50
3.25
3.25
3.00
5.59
6.43
5.31
5.03
5.31
4.75
4.47
4.18
3.90
4.18
3.90
3.62
3.62
3.34
6.17
7.11
5.86
5.55
5.86
5.23
4.92
4.61
4.30
4.61
4.30
3.98
3.99
3.67
6.75
7.78
6.41
6.06
6.42
5.72
5.37
5.03
4.68
5.03
4.68
4.34
4.34
4.00
7.31
8.44
6.94
6.56
6.94
6.19
5.81
5.44
5.06
5.44
5.06
4.69
4.69
4.31
7.87
9.09
7.47
7.06
7.46
6.65
6.25
5.84
5.43
5.84
5.43
5.03
5.03
4.62
8.42
9.74
7.99
7.55
7.99
7.11
6.67
"
8.97
9.50
6 X4
6 x3^ .
5 X5 .
5 X4 .
5 X3>/ .
5 X3 .
4 2 X4
4 X3X
4 X3 " .
3^x3/2 -
3^X3 .
2.40
2.40
2.09
1.93
3.61
3.42
3.61
3.23
3.05
2.86
2.67
2.86
2.67
2.48
2.48
2.30
4.18
3.97
4.18
3.75
3.53
3.31
3.09
3.31
3.09
2.87
2.87
2.65
Size, Inches.
1 i
ft"
W
ft" Y*"
ft"
X"
H"
3 V-, x 2 y<> .
1 44
1.78
1.54
1.78
1.62
1.47
1.62
1.47
1.31
1.31
1.07
1.15
2.11
1.83
2.11
1.92
1.73
1.92
1.73
1.55
1.55
1.27
1.36
2.43
2.11
2.44
2.22
2.00
2.22
2.00
1.45
1.56
2.75
2.38
2.75
2.50
2.25
2.50
2.25
2.00
2.00
1.63
3.06
2.64
3.06
2.78
3.36
3.36
3.6o
* "
3^x2
1.25
1 44
3 x3
3 X%*/4
1.31
1.19
1.31
1 19
3 X2
1 05
2>lx2X
2^x2^ .
0.81
1.06
1 06
t
2 /4 xV 2 ;
13/X13/ .
0.67
0.71
0.60
06?
0.88
0.94
0.78
0.81
0.69
1.00
0.84
1.17
0.99
1.30
\% X 1
1 Xl .
7/ 8/ X 7/8
0.28
0.30
0.27
0.24
0.21
0.17
0.14
0.53
6.43
0.39
0.34
029
0.25
0.47
0.56
0.50
0.44
0.69
0.61
For weights, see pages 38 to 42.
1O6
THE CARNEGIE STEEL COMPANY, LIMITED.
PROPERTIES OF CARNEGIE DECK BEAMS.
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Coefficients C and C' calculated for Fiber Strains of 16,000 and 12,500 Ibs. per square inch respectively.
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1O7
THE CARNEGIE STEEL COMPANY, LIMITED.
AR
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TEE CARNEGIE STEEL COMPANY, LIMITED.
PROPERTIES OP CARNEGIE TROUGH PLATES.
jj
Size in inches.
Thickness in inches.
WEIGHT.
1
a
1
Moment of Inertia
H neutral axis parallel
to length.
M Moment of Resistance,
v* axis as before.
Radius of Gyration,
axis as before.
M10
9^X3^
%
16.32
4.8
3.68
1.38
0.91
Mil
9^x3^
T 9 6
18.02
5.3
4.13
1.57 0.91
M12
9#X8#
H
19.72
5.8
4.57
1.77 i 0.90
M13
9^X3^
H
21.42
6.3
5.02
1.96
0.90
M14
9^X3^
U
23.15
6.8
5.46
2.15
0.90
PROPERTIES OP CARNEGIE CORRUGATED
PLATES.
|
1
a
1
Thickness in inches.
WEIGHT.
|
rt
%
1
Moment of Inertia
H neutral axis parallel
to length.
^ Moment of Resistance,
-'' axis as before.
Radius of Gyration,
axis as before.
M30
8^X1%
1 A
8.06
2.4
0.64
0.80
0.52
M31
WXl/2
T 5
10.10
3.0
0.95
1.13
0.57
M32
S^rxiK
IM
12.04
3.5
1.25
1.42
0.62
M33
12&X2*
#
17.75
5.2
4.79
333
0.96
M34
12&X2*
^
20.71
6.1
5.81
3.90
0.98
M35
&X2#
*
23.67
7.0
6.82
4.46
0.99
111 1
THE CARNEGIE STEEL COMPANY, LIMITED.
EXPLANATION OP TABLES ON
BEAM BOX GIRDERS.
An economical style of box girder, well adapted for short span
lengths, is one composed of a pair of I-beams with top and
bottom flange plates. Such girders are commonly used for sup-
porting interior walls in buildings. The tables are prepared to.
conform with standard sizes of Carnegie I-beams.
The values given in the tables are founded upon the moments
of inertia of the various sections. Deductions were made for the
rivet holes in both flanges. The maximum strain in extreme
fibers was limited to 13,000 fbs. per square inch, while in the
tables on rolled steel beams a fiber strain of 1 6,000 fbs. was used.
This reduction was made in order to amply compensate for the
deterioration of the metal around the rivet holes from punching.
Box girders should not be used in damp or exposed places,
since the interior surfaces do not readily admit of repainting.
EXAMPLE.
A 13" brick wall, 15 feet high, is to be built over an
opening of 24 feet. What will be the section of the girder
required ?
Answer : Assuming 25 feet as the distance, center to center
of bearings, the weight of the wall will be 25X15X121^=45,375
tbs., or 22.68 tons.
On page 114 we find that a girder composed of two I2 //
beams, each weighing 32.0 ft)s. per foot, and two l4 r/ X
y z " flange plates will carry safely, for a span of 25 feet, a
uniformly distributed load of 23.23 tons, including its own
weight. Deducting the latter, 1.42 tons, given in the next
column, we find 21.81 tons for the value of the safe net load,
which is 1.07 tons less than required. From the following
column we find that by increasing the thickness of the flange
plates y^g" we may add 1.52 tons to the allowable load. This
will more than cover the difference. Hence the required section
will be two 12" beams 32.0 Ibs. per foot, and two I4 X/ X TV
cover plates
i i o.
1
THE CARNEGIE STEEL COMPANY, LIMITED.
BEAM BOX GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
2-10" I Beams and 2 Plates Wxj"
$
C r
t;
li
to center of bea
n feet.
I Beams,
33.0 Ibs.
per foot.
I Beams,
25.0 Ibs.
per foot.
i
1
ISSa
1^1 .
|||
ts^l
ill
1||
II
r
<S bi>g
^a'g-s-Ss
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ho
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.
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3'H ^ S<=
filfl
Sfp
lilt
!|2S
g)-2-rt<M
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IfIS
iir
III
iffir
III
Ili!
<S3
SJ
J?
12
44.35
40.32
36.96
0.55
0.60
0.65
2.59
2.36
2.16
38.97
35.42
32.47
0.47
0.52
0.56
2.64
2.40
2.20
0.02
0.03
O.03
13
34.12
0.71
1.99
29.98
O.61
2.03
0.03
14
31.68
0.76
1.85
27.83
0.66
1.89
O.03
15
29.57
0.82
1.73
25.98
0.71
1.76
0.04
16
27.72
0.87
1.62
24.38
0.75
1,65
0.04
17
26.09
0.93
1.52
22.93
0.80
1.55
O.04
18
24.64
0.98
1.44
21.64
O.85
1.47
0.04
19
23.34
1.04
1.36
20.51
0.89
1.39
0.05
20
22.18
1.09
1.30
19.49
0.93
1.32
0.05
21
21.12
1.15
1.23
18.56
0.98
1.26
0.05
22
20.16
1.20
1.18
17.71
1.03
1.20
0.05
23
19.28
1.26
1.13
16.95
1.O7
1.15
O.06
24
18.48
1.31
1.08
16.24
1.12
1.10
0.06
25
17.74
1.36
1.04
15.59
1.17
1.06
0.06
28
17.06
1.42
1.00
15.00
1.21
1.02
0.06
27
16.43
1.47
O.96
14.43
1.26
0.98
0.07
28
15.84
1.53
0.93
13.92
1.31
0.94
0.07
29
15.29
1.58
0.89
13.44
1.36
0.91
0.07
30
31
14.78
14.31
1.64
1.69
0.86
0.84
13.00
12 57
1.40
1.45
0.88
0.85
0.07
0.08
32
13.86
1.75
0.81
12 18
1.50
0.82
0.08
33
34
13.44
13.04
1.80
1.86
0.78
O.76
it.81
11 46
1.54
1.59
8-80
.78
0.08
0.08
35
1267
1.91
0.74
11 14
1.64
0.75
O.09
36
12.32
1.96
O-72
10.83
1 69
0.73
O.O9
37
11.99
2.02
0.70
1.73
0.71
38
11.67
2.07
O.68
1O 25
1.78
0.69
09
39
11.37
2.13
0.66
10.00
1.83
0.67
0.10
Above values are based on maximum iber strains of 13,000
Ibs. per sq. in. ; ^/ / rivet holes in both flanges deducted. Weights
of girders correspond to lengths, center to center of bearings.
113
THE CARNEGIE STEEL. COMPANY, LIMITED.
BEAM BOX GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
2-12" I Beams and 2 Plates 14" X ><"
6"
6"
g
H*-f"^ V\i
^1
1
2 I Beams,
I Beams,
Si
Plates, 40.0 Ibs.
-Isf
I
WXJ4 per foot.
14X ^ per foot.
t;
si
y^^fJU
^gjL^JU^
"3 %
r
a
tjT 8 ' 8
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rn
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111
jifr
PF
JSl
II
10
64.94
0.65
3.75
58.08
0.57
3.81
0.03
\l
59.02
54.12
0.71
0.78
3.40
3.12
52.80
48.40
0.63
0.68
3.45
3.17
0-03
0.03
13
49.95
0.84
2.88
44.68
0-74
2.93
0.04
14
46.39
0.91
2.68
41.48
0.80
2.72
0.04
15
16
43-29
40.59
0.97
1.04
2.50
2.34
38.72
36.30
0.85
0.91
2.53
2.38
0.04
0.05
17
18
38.20
36.O8
1.10
1.17
2.21
2.O8
34.16
32.27
0.97
1.03
2.24
2.11
0.05
0.05
19
34.18
1.23
1.97
30.57
1.08
2.00
0.05
20
32.47
1.30
1.87
29.04
.14
1.90
O.O6
21
22
30.93
29.52
1.36
1.43
1.78
1.70
27-66
26.40
.20
: .25
1.81
1.73
O.O6
O.O6
23
24
28.23
27.06
1.49
1.56
1.63
1.56
25.25
24.20
.31
.37
1.65
1.58
O.O7
0.07
25
26
27
28
25.98
24.98
24.05
23.19
1.62
1.69
1.75
1.82
1.50
1.44
1.38
1.34
23.23
22.34
21.51
20.74
.42
: .48
.54
.60
1.52
1.46
1.41
1.36
O.O7
0.08
O.O8
O.Q8
29
22.39
1.88
1.29
20.03
.65
1.31
O.O8
30
21.65
1.95
1.25
19.36
1.71
1.27
0.09
31
20.95
2.01
1.21
18.73
1.77
1.23
O.O9
32
20.29
2.08
1.17
18.15
1.82
1.19
0.09
33
19.68
2.14
1.14
17.60
1.88
1.15
0.10
34
35
19. 1O
18.55
2.21
2.27
1.10
1.07
17.08
16.59
1.94
1.99
1.12
1.09
0.10
0.10
36
18.04
2.34
1.04
16.13
2.05
1.06
0.10
37
17.55
2.40
1.01
15.70
2.11
1.03
0.11
38
39
17.09
16.65
2.47
2.53
O.99
0.96
15.28
14.89
2.17
2.22
1.00
0.98
8.11
.11
Above values are based on maximum fiber strains of 13,000
Ibs. per sq. in. ; " rivet holes in both flanges deducted. Weights
of girders correspond to lengths, center to center of bearings.
114.
THE CARNEGIE STEEL COMPANY, LIMITED.
BEAM BOX GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
2-15" I Beams and 2 Plates 14" x #"
S- -
QK"
6"
.S
|
E15" I.
3
15" I.
15" I.
41.0
^ .X
e3
80.0 Ibs.
60.0 Ibs.
Ibs.
S &
S-S
S
KL
it
It
"Itg
jsf
S<a
-S
Plates, 14"X%"
Plates, 14"X%"
Plates, 14"X%"
SD'S
1
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liti
lf*
It
lilt
fli
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1
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^ls.2
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f!s
J
1
10
125.45
1.11
1.11.01
0.91
90.29
0.72
4.63
O.O3
11
114.05
1.22
100.92
1.00
82.08
0.79
4.21
0.03
12
104.55
1.33
92.51
1.09
75,24
O.86
3.86
O.O3
13
96.50
1.44
85.40
.18
69.45
0.93
3.57
0.04
14
89.61
1.55
79.30
.27
64. 5O
1.00
3.31
0.04
15
83.64
1.67
74.01
..36
60.19
1.08
3.09
0.04
16
78.41
1.78
69.38
..45
56.43
1.15
2.90
0.05
17
73.80
1.89
65.30
.54
53.11
1.22
2.72
0.05
18
69. 7O
2.0O
61.67
.63
50.16
1.29
2.57
O.O5
19
66.03
2.11
58.43
1.72
47.52
1.36
2.43
0.05
20
62.73
2.22
55.50
1.81
45.14
1.44
2.32
0.06
21
22
59.74
57.03
2.33
2.44
52.86
5O.46
1.90
2.00
42.99
41. 04
1.51
1.58
2.21
2.11
O.06
0.06
23
54.54
2.55
48:27
2.09
39.25
1.65
2.02
O.07
24
52.27
2.66
46.25
2.18
37.62
1.72
1.93
0.07
25
50.18
2.78
44.40
2.27
36.12
1.79
1.85
0.07
26
48.25
2.89
42. ^O
2.36
34.72
1.87
1.78
0.08
27
46.47
3.00
41.12
2.45
33.44
1.94
1.71
0.08
28
44.81
3.11
39.65
2.54
32.25
2.01
1.66
O.O8
29
43.26
3.22
38.28
2.63
31.13
2.08
1.60
0.08
30
41.82
3.33
37.0O
2.72
30.09
2.15
1.54
0.09
31
40-47
3.44
35.81
2.81
29.12
2.23
1.49
0.09
32
39.21
3.55
2.90
28.21
2.30
..45
0.09
33
38.02
3.66
'33.64
2.99
27.36
2.37
.41
0.1O
34
36.91
3 77
32.65
3.08
26.65
2.44
.37
0.10
35
36
35.85
34.85
3.89
4.00
31.72
30.84
3.17
3.27
25 80
25.08
2.51
2.58
: .33
: .29
0.1O
O.1O
37
33.91
4.11
30.00
3 36
24.40
2.66
1.25
0.11
38
33.02
4.22
29.21
3.45
23.76
2.73
1.22
O.ll
39
32.16
4.33
28.47
3.54
23.15
2.80
1.19
0.11
Above values are based on maximum fiber strains of 13,000 Ibs.
per sq. in.; |-| /x rivet holes in both flanges deducted. Weights
of girders correspond to lengths, center to center of bearings
1 1 fi
THE CARNEGIE STEEL, COMPANY, LIMITED.
BEAM BOX GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
2-20" I Beams and 2 Plates 16" X^"
_ t 7%^_
7"
SJ
a
SI*" 1 Hr** 20"
2 lF J '""lr 20"
tit
pktes IBeams '
plates, L B n ea ^ s>
If
*3
luX% 80 - lts -
1 A v 3/ 64,0 IDS,
T
-3
per foot.
l|
CiS 1 "^
d=3S
si
|' .
"Si^o
-"! "3
|.S|
1^
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il
&
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cs^'Mii^g
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1
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s ^11
lj?.a
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ill!
1 i
a
III s
s s IT*
Pit
f|f
Ill
II
10
11
199.67
181.51
1.22
1.34
7.22
6.56
176.72
160.66
1.06
1.16
7.34
6.68
8:81
12
166.39
1.46
6.02
147.26
1.27
6.12
0.04
13
153.60
1.58
5.56
135.95
1.37
5.65
0.04
14
142.64
1.70
5.16
126.24
1.48
5.25
0.05
15
133.12
1.83
4.81
117.82
1.58
4.90
O.05
16
124.80
1.95
4.51
110.45
1.69
4.59
0-05
11
117-47
11O.94
2.O7
2.19
4.25
4.01
103.96
98.18
1.79
1.90
4.32
4.08
O.06
0.06
19
105.10
2.31
3.80
93.01
2.01
3.86
0.06
20
99.83
2.43
3.61
88.36
2.11
3.67
0.07
21
95.08
2.56
3.44
84.15
2.22
3.50
0.07
22
23
90-77
86.82
2.68
2.80
3.28
3.14
80.33
76.84
2.32
2.43
3.34
3.19
0.07
0.08
24
83.20
2.92
3.01
73.64
2.53
3.O6
0.08
25
79.87
3.04
2.89
70.69
2.64
2.94
0.08
26
76.80
3.16
2.78
67.97
2.75
2.82
0.09
27
73.96
3.29
2.68
65.46
2.85
2.72
0.09
28
71-32
3.41
2.58
63.12
2.96
2.62
0.09
29
68.86
3.53
2.49
60.94
3.06
2.53
0.10
30
31
32
66.56
64.41
62.41
3.65
3.77
3.89
2.41
2.33
2.26
58.91
57.01
55.22
3.17
3.27
3.38
.45
r>' 37
2.29
0.10
0.10
0.11
33
60.51
4.02
2.19
53.56
3,48
2.22
O.ll
34
58.73
4.14
2.12
51.98
3.59
2.16
0.11
35
36
57.05
55.46
4.26
4.38
2.06
2.01
50.50
49.09
3.70
3.80
2.10
2.04
0.12
0.12
37
53.96
4.50
1.95
47.77
3.91
1.98
O.12
38
52.54
4.62
1.90
46.51
4.01
1.93
0.13
39
51.20
4.75
1.85
45.32
4.12
1.88
0.13
Above values are based on maximum fiber strains of 13,000
Ibs. per sq. in.; -j-f "rivet holes in both flanges deducted. Weights
of girders correspond to lengths, center to center of bearings.
1 1 >
THE CARNEGIE STEEL COMPANY, LIMITED.
BEAM BOX GIRDER.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
2-24" I Beams and 2 Plates IS^X^"
|
2 plates,
[ Beams,
of
24"
g
i|
18X%
80.0 Ibs. per foot.
1
-2 rt
g"
3
Safe load uniformly dis-
tributed (including
weight of girder) in
tons of 2,000 Ibs.
Weight of girder
(including rivet
heads) in tons of
2,000 Ibs.
Increase in saio
load for ^"in-
crease in thick-
ness of flange
plate.
Increase in
weight of girder
f or y 1 ^" increase
in thickness of
flange plates.
14
182.64
1.78
7.19
0.05
15
170.46
1.91
6.71
0.06
16
17
159.81
150.40
2 03
2.16
6.29
5.92
0.06
0.06
18
142.05
2.29
5.59
0.07
19
134.57
2.41
5.30
0.07
20
127-84
2-54
5.03
0.08
21
121.76
2.67
4 79
0.08
22
116.22
2-79
4.57
0.08
23
111.17
2.92
4.38
0.09
24
106.54
3.05
4.19
0.09
25
102.27
3.18
4.03
0.09
26
27
98.34
94.70
3 30
3.43
3.87
3.73
0-10
0.10
28
91.82
3.56
3.59
8.11
29
88.17
3.68
3.47
.11
30
85.23
3.81
3.35
0.11
31
82.48
3.94
3.25
0-12
32
79.90
4.06
3.15
0-12
33
77-48
4.19
3.05
O-12
34
75.20
4.32
2.96
0.13
35
73.05
4.45
2.88
0.13
36
37
71.03
69.11
4.57
4.70
2.80
2-72
8.14
.14
38
6729
4.83
2.65
0.14
39
65.56
4.95
2.58
0.15
40
63.92
5.08
2.52
0.15
41
62.36
5.20
2.45
0.16
42
60.88
5.33
2-40
0.16
43
n
59.46
58.11
56.82
5.46
5.59
5-73
2.34
2.29
225
8.16
.17
O.17
Above values are based on maximum fiber strains of 13,000
Ibs. per sq. in. ; j-| // rivet holes in both flanges deducted. Weights
of girders correspond to lengths, center to center of bearings.
1 1 IT
THE CARNEGIE STEEL, COMPANY, LIMITED.
EXPLANATION OF TABLES ON RIVETED
PLATE GIRDERS,
Riveted girders are used in cases where rolled beams are in-
sufficient to carry the load. On page 57 of the lithograph plates
will be found illustrations of various forms of riveted girders.
The sections with single webs are more economical than those
with double webs box girders, but the latter are stiffer laterally,
and should always be used where great length of span
requires a wide-top flange. If the girder is not held in posi-
tion sideways, the proportion of length of span to width of flange
should not exceed twenty, without making provision for such
increase by an addition of metal in the compression flange
beyond that required by the table.
The web of the girder must be made of such thickness that
there will be no tendency to buckle, and that the vertical shear-
ing strain per square inch will not exceed 10,000 pounds. This
shearing stress is greatest near the supports and is obtained by
dividing half the load upon the girder (provided the load is
symmetrically applied) by the web section. The first condition
(security against buckling) is attained when this shearing strain
11000
does not exceed ., , d 2 in which d represents the
3000 t*
depth of web in clear of flange of girder, and t the thickness of
one web plate in inches. Ordinarily this formula gives a lower
strain per square inch than 10,000 pounds, so that both condi-
tions are usually attained when the first is. Instead of increas-
ing the thickness of the web, it may be stiffened by means
of vertical angles riveted to it at proper intervals. These
latter should always be less than the depth of the girder, at
least near the ends, but toward the middle of the girder the
stiffeners may be placed further apart or entirely omitted. Stiff-
eners should always be used at or near the supports, and at any-
other point where there is a concentration of heavy loads. The
duty of these stiffeners in such cases is twofold : first, to prevent
buckling of the web; second, to transmit the shear to the web
by means of the abutting areas and the rivets, both of which must
be sufficient for the purpose.
The rivets generally should be %f f and the spacing in
flanges ought not to exceed six inches, and should be closer for
heavy flanges ; but in all cases it should be close at the ends,
say three inches for a distance equal to the depth of the girder.
Where loads are great, especial calculation for rivet spacing
should be made, allowing 9,000 pounds per square inch for
shearing and 18,000 pounds per square inch for bearing.
The unsupported width of flange plates, subjected to compres-
i i ft
THE CARNEGIE STEEL COMPANY, LIMITED.
sion, should not exceed 32 times their thickness, nor should the
flange plates extend beyond the outer line of rivets more than five
inches nor more than eight times their thickness.
The term " flange," as applied to the riveted girders, embraces
all the metal in top or bottom of girder exclusive of web plate ;
or, in the case of a rolled beam or channel with top and bottom
plates, all the metal exclusive of that part of the web between
fillets.
Girders intended to carry plastering should be limited in depth
from out to out to J^ of the span length (^f f per foot); other-
wise the deflection"is liable to cause the plastering to crack.
The following pages, Nos. 120 to 123, inclusive, furnish a
ready means for determining the sections of plate or box girders
necessary to carry specified loads for spans varying from 20 to 40
feet, center to center of bearings.
The " Safe Loads " are given for the sections shown, and in
columns headed " Increase in Safe Load" is given the increase
in safe load for each y 1 g // increase in thickness of flange plates.
The flange plates may be altered in width and thickness, pro-
vided the section remains the same as that required in the table
and the conditions in regard to unsupported width be fulfilled.
EXAMPLE OF APPLICATION OF TABLE.
A 30 /x box girder is to carry a load of 80 tons over a clear
span of 30 feet. What section of girder is required ? The span
from center to center of bearings we will assume to be 31 feet.
In the table, page 122, the safe load for this span and for the
girder shown is found to be 62.96 tons including weight of girder,
which latter, according to the table, may be assumed at about
3.5 tons. The total load to be carried is, therefore, 83.5 tons.
The increase in safe load for T ^" increase in thickness of flange
plate given in the table is 3.70 tons. The thickness of the flange
plate is then obtained as follows: 83.5 tons 62.96 tons=20.54
tons. This-=-3.70 tons is very nearly 6. Each flange plate,
therefore, must be increased by ^ // , making a total thickness of
flange plate of %".
The section of 'the girder is then composed of two 30" X^"
web plates, two 16" X/-'/' flange plates (which could be made
18" X H" or 20" X%", etc. -see previous note), and four
flange angles. The shear in one web is
or 2785 pounds per square inch, which is also safe
. p
11000
against buckling, since it is less than ^ , ___ d 2 _ which, in
3000 t 2
this case, is 5,000 pounds.
119
THE CARNEGIE STEEL COMPANY, LIMITED.
PLATE GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
=5
1
r
lit
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TFT
III
|
11
_gj* J3 bn
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it
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i<s
in
H~ i
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i'vii
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If
!|ji
it!
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2 -
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OT
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20 81.18
1.62
4.00
.05
91.71
1.70
4.40
.05
21
77.32
1
.69
3.80
.05
87.34
1.77
4.20
.05
22
73.80
1.76
3.63
.06
83.37
1.84
4.00
.06
23
70.60
1.86
3.47
.06
79.74
1.95
3.83
.06
24
67.66
1
.93
3.32
.06
76.42
202
3.67
.06
25
64.95
2.01
3.19
.06
73.36
2.09
3.52
.06
26
62.45
2.07
3.07
.07
70.54
2.17
3.39
.07
27
60.14
2.14
2.96
.07
67.93
2.24
3.26
.07
28
57.99
2.21
2.85
.07
65.50
2.31
3.15
.07
29
55.99
2.31
2.75
.07
63.25
2.42
3.03
.07
30
54.12
2.38
2.66
.08
61.14
2.49
2.94
.08
31
52.38
2
.45
2.57
.08
59.16
2.56
2.85
.08
32
50.74
2.52
2.50
.08
57.32
2.64
2.75
.08
33
49.20
2.59
2.42
.08
55.58
2.71
2.67
.08
34
47.76
2.66
2.34
.09
53.94
2.78
2.59
.09
35
46.39
2.73
2.28
.09
52.40
2.85
2.52
.09
36
45.10
2.83
2.22
.09
50.95
2.96
2.45
.09
37
43.88
2.90
2.16
.09
49.57
3.03
2.38
.09
38
42.73
2.97
2.10
.10
48.27
3.11
2.31
.10
39
41.63
3.04
2.05
.10
47.03
3.18
2.25
.10
40
40.59
3.11
2.00
.10
45.85
3.25
2.21
.10
The above
values are founded on the
moments of inertia of the
sections using
a maximum fiber strain of 13,000 Ibs. per square inch;
if " rivet holes in both flanges deducted. Weights of girders
correspond to lengths, center to center of bearings and include rivet
heads, stiffeners and fillers.
1 on
THE CARNEGIE STEEL COMPANY, LIMITED.
PLATE GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
"
^
1 1 f
*
_r_*
p 7 "
' 1 1 i
^ o E3
J
1 & ^
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8
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1
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20
102.57
1.77
4.80
.05
152.54
2.72
6.71
.06
21
97.67
1.85
4.58
.05
145.28
2.84
6.39
.06
22
I
1.92
4.37
.06
138.68
2.95
6.09
.07
23
89.18
2.04
4.18
,06
132.65
3.12
5.83
,07
24
85.46
2.17
4.01
.06
127.12
3.24
5.58
.07
25
82.04
2.19
3.85
,06
122.04
3.36
5.36
.07
26
78.88
2.26
3.70
.07
117.34
3.48
5.16
.08
27
75.96
2.34
3.56
.07
113.00
3.59
4.97
,08
28
73.26
2.41
3.43
.07
108.97
3.71
4.78
.08
29
70.73
2.53
3.31
.07
105.20
3.88
4.63
.09
30
68.37
2.60
3.21
.08
101.70
4.00
4.48
,09
31
66.16
2.68
3.10
.08
98.42
4.12
4.32
.09
32
64.10
2.75
3.00
.08
95.34
4.23
4.20
.10
33
62.16
2.82
2.91
.08
92.45
4.35
4.07
.10
34
60.33
2.89
2.83
.09
89.74
4.47
3.94
.10
35
58.60
2.98
2.75
.09
87.17
4.59
3.83
.10
36
56.98
3.09
2.66
.09
84.74 4.76
3.73
,11
37
55.44
3.16
2.59
.09
82.46
4.87
3.62
,11
38
53.98
3.24
2.52
.10
80.29
4.99
3.53
.11
39
52.59
3.31
2.47
.10
78.23
5.11
3.43
,12
40
51. 2(
}
3.39
2.40
.10
76.27
5.23
3.35
.12
The above values are founded on the
moments of inertia of the
sections using a maximum fiber strain of 13,000 Ibs. per square inch ;
if" rivet
holes in both flanges deducted. Weights of girders
correspond to lengths, center to center of bearings and include rivet
heads, stififeners and fillers.
1 91
THE CARNEGIE STEEL COMPANY, LIMITED.
BOX GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
o ^
~ "S>
3
3D *-
^ r-
Till
s s> r
1
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1
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20
97.59
2.13
5.73
.07
130.2
2.44
7.95
.09
21
92.94
2.23
5.46
.07
124.0
2.55
7.58
.09
22
88.72
2.32
5.20
.08
118.3
2.66
7.22
.09
23
84.86
2.45
4.98
.08
113.2
2.80
6.90
.10
24
81.32
2.54
4.78
.08
108.5
2.91
6.62
.10
25
78.07
2.64
4.59
.09
104.1
3.03
6.35
.11
26
75.07
2.74
4.41
.09
100.1
3.14
6.12
.11
27
72.29
2.83
4.25
.09
96.4
3.25
5.89
.12
28
69.70
2.93
4.10
.10
93.0
3.36
5.67
.12
29
67.30
3.08
3.96
.10
89.8
3.50
5.48
.12
30
65.06
3.16
3.82
.10
86.8
3.61
5.29
.13
31
62.96
3.25
3.70
.11
84.0
3.72
5.13
.13
32
61.00
3.35
3.58
.11
81.4
3.83
4.97
.14
33
59.14
3.50
3.48
.11
78.9
3.95
4.82
.14
34
57.40
3.54
3.38
.12
76.6
4.06
4.67
.14
35
55.76
3.64
3.28
.12
74.4
4.17
4.53
.15
36
54.22
3.76
3.18
.12
72.3
4.31
4.41
.15
37
52.75
3.86
3.09
.13
70.4
4.41
4.30
.16
38
51.36
3.95
3.02
.13
68.5
4.53
4.18
.16
39
50.04
4.05
2.94
.13
66.7
4.65
4.07
.17
40
48.80
4.15
2.86
.14
65.1
4.76
3.97
.17
The above values are founded on the moments of inertia of the
sections using a maximum fiber strain of 13,000 Ibs. per square inch;
\" rivet holes in both flanges deducted. Weights of girders
correspond to lengths, center to center of bearings and include rivet
heads, stiffeners and fillers.
122
THE CARNEGIE STEEL COMPANY, LIMITED.
BOX GIRDERS.
SAFE LOADS IN TONS, UNIFORMLY DISTRIBUTED.
_^
a
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tt
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J*;* 1
^
Jj
~ ^
w ^
1
2 4 53
3
Er i
"f a***
|-a,
1-2 S,
S .2 | .
1
* S<~
I'-fcij,
| ll
Hsll
J
s.i lj
^ a S)
1-^11
ta v,-fl
1 *Jf *
1| |J
1 3 J "^
W 9n -J3
g 'So go
S b id
c 'ho ^ ^
,5 2 ->*
3 53
(5 eg *-
*""* *S
20
184.9
2.92
10.59
.10
288.5
3.78
15.80
.13
21
176.2
3.06
10.10
.11
274.8
3.95
15.05
.13
22
168.2
3.19
9.64
.11
262.3
4.13
14.37
.14
23
160.8
3.36
9.22
.12
251.0
4.34
13.74
.15
24
154.2
3.49
8.84
.12
240.5
4.52
13.17
.15
25
148.0
3.63
8.48
.13
230.9
4.69
12.64
.16
26
142.4
3.76
8.18
.13
222.0
4.87
12.16
.17
27
137.0
3.8 (
}
7.85
.14
213.8
5.04
11.70
.17
28
132.1
4.03
7.57
.14
206.2
5.21
11.29
.18
29
127.6
4.15
7.31
.15
199.0
5.43
10.91
.19
30
12
3 q
J.O
4.33
7.06
.15
192.4
5.61
10.54
.19
31
119.3
4.45
6.83 .16
186.2
5.78
10.21
.20
32
115.6
4.60
6.63 1 .16
180.3
5.95
9.88
.20
33
112.1
4.74
6.43
.17
174.9
6.12
9.58
.21
34
108.8
4.87
6.24
.17
169.8
6.29
9.30
.22
35
105.7
5.00
6.06
.18
164.9
6.47
9.03
.22
36
102.8
5.17
5.90
.18
160.3
6.69
8.78
.23
37
100.0
5.31
5.74
.19
156.0
6.86
8.54
.24
38
97.4
5.44
5.58
.19
151.9
6.94
8.32
.24
39
94.9
5.58
5.44
.20
148.0
7.20
8.11
.25
40
92.5
5.71
5.30
.20
144.3
7.38
7.91
.26
The above values are founded on the moments of inertia of the
sections using a maximum fiber strain of 13,000 Ibs. per square inch ;
|f " rivet holes
in both flanges deducted. Weights of girders
correspond to lengths, center to center of bearings and include rivet
heads, stiffeners and fillers.
1 O 1 ^
THE CARNEGIE STEEL, COMPANY, LIMITED.
Z-BEAMS AS USED IN FOUNDATIONS.
In designing the foundations of walls and piers of buildings,
when they rest upon a yielding stratum, proper provision must
be made for the uniform distribution of the weight. In case the
walls are of different thicknesses and heights, the widths of the
foundations must be proportioned according to the different loads
resulting therefrom, so that the bearing per unit of ground-area
will be equal and a uniform settlement of the completed struct-
ure is ensured.
The introduction of timber beams as a means of obtaining
wider bearing surfaces at the base, is a practice to be strongly
condemned, unless the wood is in a position to remain contin-
ually moist. Where this is not the case, the timber will soon rot
away, thereby giving rise to an unequal settlement of the walls,
which is very injurious, if not destructive, to the masonry.
Rails, imbedded in concrete, are not open to this objection.
They offer, however, comparatively little resistance to deflection,
and for this reason, if allowed to project beyond the masonry to
any considerable length, the concrete filling is liable to crack,
and thus the strength of the foundation becomes impaired.
I-beams, more recently used for this purpose, are found to be
superior in every respect. A greater depth can be adopted, the
deflection thus reduced to a minimum and a sufficient saving
effected to more than compensate for their additional cost per
pound.
The foundation should be prepared (see illustration p. 126) by
first laying a bed of concrete to a depth of from 4 to 1 2 inches and
then placing upon this a row of I-beams at right angles to the
face of the wall. In the case of heavy piers, the beams may be
crossed in two directions. Their distances apart, from center to
center, may vary from 9 to 24 inches according to circumstances,
i. e., length of their projection beyond the masonry, thickness of
concrete,, estimated pressure per square foot, etc. They should
be placed at least far enough apart to permit the introduction of
the concrete filling and its proper tamping between the beams.
Unless the concrete is of unusual thickness, it will not be advisa-
ble to exceed 2O // spacing, since otherwise the concrete may not
be of sufficient strength to properly transmit the npward pressure
to the beams. The most useful application of this method of
founding, is in localities where a thin and comparatively compact
stratum overlies another of a more yielding nature. By using
I-beams in such cases, the requisite spread at the base may be
obtained without either penetrating the firm upper stratum or
carrying the footing-courses to such a height as to encroach un-
duly upon the basement-room.
124
THE CARNEGIE STEEL COMPANY, LIMITED.
METHOD OF CALCULATION.
Let L=Weight of wall per lineal foot, in tons.
and b=Assumed bearing capacity of ground, per square
foot, (visually from I to 3 tons.)
Then ^ =W=Required width of foundation, in feet.
w= Width of lowest course of footing-stones.
p= Projection of beams beyond masonry, in feet.
s=Spacing of beams center to center, in feet.
Evidently the size of beams required will depend upon their
strength as cantilevers of a length " p," sustaining the upward
reaction, which may be regarded as a uniformly distributed load.
Thus p b=uniformly distributed load (in tons) on canti-
levers, per lineal foot of wall,
and p b s=uniform load in tons, on each beam.
The table on the following page gives the safe lengths "p "
for the various sizes and weights of beams, for s=i foot and
" b" ranging from I to 5 tons per square foot. For other values
of "s" say I5 X/ , i.e., l)^ / , the table may be used by simply
considering "b" increased in the same ratio as "s" (see
example below). As regards the weight of beams, it is advan-
tageous to assign to " s " as great a value as is warranted by the
other considerations which obtain.
EXAMPLE SHOWING APPLICATION OF TABLE.
The weight of a brick wall, together with the load it must
support, is 40 tons per lineal foot. The width of the lowest
footing-course of masonry is 6 feet. Allowing a pressure of 2
tons per square foot on the foundation, what size and length of
I-beams 18" center to center will be required?
Answer : L=4O b=2 w=6 s= I J^ .
Therefore W=4O-^2=2O feet, the required length of beams.
The projection "p"=^ (2O-6)=7 feet.
In order to apply the table (calculated for s=i / ), we must
consider " b" increased in the same ratio as "s," i. e., b=2X
i%=3 tons.
In the column for 3 tons, we find the length 7 feet to agree
with 2O X/ I-beams 64.0 ibs. per foot.
THE CARNEGIE STEEL COMPANY, LIMITED.
SaaementHoor line
Concrete,
TABLE GIVING SAFE LENGTHS OF PROJECTIONS " p " IN FEET, (SEE
ILLUSTRATION,) FOR "s"=l FOOT AND VALUES OF "b"
RANGING FROM 1 TO 5 TONS.
Depth
of
Weight
foot.
b (TONS PER SQUARE FOOT.)
64
80
40
14.0
12.5
12.0
10.5
9.5
8.5
8.0
7.0
6.5
5.5
5.0
4.5
4.0
3.0
2.5
2.0
12.5
11.0
10.5
9.5
8.5
8.0
7.0
6,5
6.0
5.0
4.5
4.0
3.5
3.0
2.5
2.0
11.5
10.0
9.5
8.5
8.0
7.0
6.5
5.5
5.5
4.5
4.0
3.5
3.0
2.5
2.0
1.5
10.0
8.5
8.5
7.5
7.0
6.0
5.5
5.0
4.5
4.0
3.5
3.0
2.5
2.5
2.0
1.5
9.0
8.0
8.0
7.0
6.5
6.0
5.5
4.5
4.5
4.0
3.5
3.0
2.5
2.0
1.5
1.5
9.0
8.0
7.5
6.5
6.0
5.5
5.0
4.5
4.0
3.5
3.0
3.0
2.5
2.0
1.5
1.5
8.0
7.0
7.0
6.0
5.5
5.0
4.5
4.0
4.0
3.5
3.0
2.5
2.0
2.0
1.5
7.5
6.5
6.5
5.5
5.0
4.5
4.0
4.0
3.5
3.0
2.5
2.5
2.0
1.5
1.5
7.0
6.0
6.0
5.5
5.0
4.5
4.0
3.5
3.5
3.0
2.5
2.0
2.0
1.5
1.5
6.5
6.0
5.5
5.0
4.5
4.0
3.5
3.5
3.0
2.5
2.5
2.0
2.0
1.5
6.0
5.5
5.0
5.0
4.5
4.0
3.5
3.0
3.0
2.5
2.0
2.0
1.5
1.5
Values given based on extreme fiber strains of 16,000 Ibs. per
square inch.
126
THE CARNEGIE STEEL, COMPANY, LIMITED.
COLUMNS IN FIRE-PROOF BUILDINGS.
The subject of fire-proof construction is steadily growing in
importance. The need of fire-proof buildings in the business
centers of our great cities has been well demonstrated, and their
superiority has become so generally recognized, that at present
but few structures of any size or importance are designed which
are not more or less of this type. This change has been facili-
tated in no small measure by a number of signal improvements
made of late in the art of fire-proof construction, ensuring not
only a higher degree of efficiency, but a considerable reduction in
cost, compared with methods formerly practiced.
The old style of solid brick arch, onca so prevalent in floor-
construction, has been almost wholly supplanted by the more
modern forms of hollow tile and terra cotta arches. The im-
portant advantages of the latter have been already pointed out in
these pages. Roofs, ceilings and partition walls are now also
largely constructed of these light refractory materials.
The substitution of steel for iron in beams may be cited as a
more recent though hardly less radical improvement in this
direction, and, simultaneously, the introduction by this firm of
new patterns for its steel beams. These patterns are of more
convenient shape and much more economical of material than
the old forms.
Another change which is gradually taking place is the substi-
tution of steel for cast iron in the composition of columns. Cast
iron is a material, so uncertain in character, that it? use has long
since been abandoned in bridge construction. In buildings the
loads are generally quiescent, and the liability to sudden shocks is
more remote than in bridges; yet, on the other hand, the
columns seldom receive their loads as favorably as in bridges;
in most cases there exists considerable eccentricity, that is,
the loads on one side of the column are heavier than those
on the other side, and the bending strains arising therefrom in-
crease the strains from direct compression materially.
The following are some of the contingencies which may arise
127
THE CARNEGIE STEEL COMPANY, LIMITED.
in the manufacture of castings, and which preclude anything
approaching uniformity in the product.
In the case of hollow cast iron columns, while the metal is yet
in a molten state, the buoyancy of the central core tends to cause
it to rise, thereby reducing the thickness of the metal above and
increasing the same below. When columns are of such a length
as to make it necessary to pour the metal into the mould from
both ends, it sometimes occurs that the iron becomes too much
chilled on the surface to properly mix and unite, thus creating
a weak seam at the very point where the greatest strength will be
needed. The presence of confined air, producing " blow holes"
and honey-comb," and the collection of impurities at the bottom
of the mould may be further mentioned as frequent sources of
weakness in cast iron.
The most critical condition, however, is that due to the unequal
contraction of the metal during the process of cooling, thereby
giving rise to initial strains, at times of sufficient force to produce
rupture in the column or in its lugs on the slightest provocation.
In many cases, the trouble can be ascribed to faulty designing or
carelessness in the execution of the work, yet even under favor-
able conditions, it is so difficult to secure equal radiation from the
moulds in all directions that castings, entirely exempt from in-
herent shrinkage strains, are probably seldom produced.
As a protection against these contingencies, resort must be had
either to the crude and uncertain expedient of a high safety
factor, not less than eight or ten, or a material, such as rolled
steel, must be adopted, of a more uniform and reliable character
than cast iron.
STEEL COLUMNS fail either by deflecting bodily out of a
straight line, or by the buckling of the metal between rivets
or other points of support. Both actions may take place at the
same time, but if the latter occurs alone, it may be an indication
that the rivet spacing or the thickness of the metal is insufficient.
The rule has been deduced from actual experiments upon
wrought iron columns, that the distance between centers of rivets
should not exceed, in the line of strain sixteen times the thick-
ness of metal of the parts joined, and that the distance between
1 Oft
THE CARNEGIE STEEL COMPANY, LIMITED.
rivets or other points of support, at right angles to the line of
strain, should not exceed thirty-two times the thickness of the
metal.
On page 53 sections are shown of some of the most common
forms of built columns. Figs, 6, 13, 15 and 16, belong to
the type known as Closed Columns. As it is impracticable to
repaint the inner surfaces of such columns, they should prefer-
ably be used only for interior work, where the changes in
temperature are not considerable, and the air is comparatively
dry. In places exposed to the extremes of temperature and
unprotected from the rain, the paint on the inner surface of the
column will, sooner or later, cease to be a protection, corrosion
will set in, and, once begun, will continue as long as there is
unoxidized metal left in the column.
The remaining figures on the same page represent types of
columns with open sections, which readily admit of repainting,
and are therefore suitable for out-door work.
Of these, Fig. 14, known as Z-bar column, is believed to offer
advantages superior to those of any other steel or wrought iron
column in the market.
Its claims for superiority are based mainly on the following
qualities :
ist. ECONOMY OF MANUFACTURE. Only two rows of rivets
are required, while four or more are used for any other column
of an equal sectional area.
2d. HIGH ULTIMATE RESISTANCE TO COMPRESSION. For
discussion on this point see pages 131 to 133, inclusive.
jdL GREAT ADAPTABILITY FOR EFFECTING CONNECTIONS
WITH I-BEAMS, AND REDUCING ECCENTRICITY OF LOADING.
When used in buildings, for supporting single floor beams or
double beam girders, these qualities are of the greatest impor-
tance. Complete details of these connections are shown on pages
55 and 56.
4th. FAVORABLE FORM FOR INSPECTION AND REPAINTING.
This is a very desirable feature when used for out-door work.
In buildings, as a rule, the columns are permanently encased in
a fire-proofing composition.
129
THE CARNEGIE STEEL COMPANY, LIMITED.
When unusually heavy loads must be provided for, as in the
case of columns for the lower stories of very high buildings, the
standard sections of Z-bar columns may be reinforced to the
required strength by using either a double central web plate or
by the addition of outside cover plates, or, if need be, both,
forming thus a closed or box column. Standard cast bases are
shown in Figs. 4, 5 and 6, and standard built bases in Figs. 7
and 8, page 54.
The standard connections for double I-beam girders and single
floor beams to Z-bar columns, detailed on pages 55 and 56, were
designed to fairly cover the range of ordinary practice. When
the maximum loads, in tons, indicated for each case, are ex-
ceeded, the connections may be correspondingly strengthened by
simply using longer vertical angles for the brackets and increas-
ing the number of rivets. In proportioning these connections,
the shearing strain on rivets was assumed of a maximum intensity
of 10,000 ifos. per square inch.
On page 54, Figs. 1, 2 and 3, are shown different forms of fire-
proofing for Z-bar columns, giving the latter a cylindrical or a
prismatic finish with rounded corners, as may be preferred. The
air space between the tiling and the metal adds to the protection
of the latter in the event of fire. The recesses in the columns
may be used to good advantage in buildings for conducting water
and gas pipes, electric wires, etc.
Complete tables of dimensions and safe loads in tons for
standard Z-bar columns of different lengths are given on pages
135 to 148, inclusive.
ISO
THE CARNEGIE STEEL, COMPANY, LIMITED.
COLUMNS AND STRUTS.
EXPLANATION OF TABLES, PAGES 135 TO 154, INCLUSIVE.
The tables on Safe Loads for Z-bar Columns are applicable to
lengths up to 5(K for the larger, and up to 40 / for the
smaller columns. Complete dimensions are given opposite the
tables of safe loads. These tables are compiled on the basis of an
allowable strain per square inch of 12,000 pounds ( factor of
safety 4), for lengths of 90 radii and under, and an allowable
strain, deduced from the formula 17,10057, for lengths greater
than this limit.
No tests have as yet been made on full sized steel Z-bar
columns, and the above deductions are based on a series of ex-
periments made on full sized iron Z-bar columns. For a de-
tailed report of these tests, see Trans. Am. Soc. C. E., paper by
C. L. Strobel on Z-bar Columns, April, 1888. A condensed sum-
mary of the results of these compression tests is given below :
Section of Columns : 4 Z-bars, 2^ // X^ // X^ // (latticed.)
Radius of Gyration (Lattice bars not considered)=2.05 //
-r
Column.
Sectional
Area.
Square
inches.
Ultim. Strength
by actual tests:
Pounds per
square inch.
Ratio of length
to least radius
of gyration.
Ultim. Strength
by formula,
(Rankine-Gordon)
36000
1 + 36000r2
Ultimate
Strength
by formula :
46000 125 -j
IfX-llK"
9.435
9.984
36800
346OO
64
32300
W~ 9"
9.480
9.280
3460O
36600
88
29600
35OOO
19' 0%"
9.241
10.104
33800
33700
112
26700
(4
32200
22'- 0"
l(
9.286
9.286
9.286
30700
29500
307OO
129
24600
(
29900
M
25'- 0"
it
9.156
9.456
9.516
28100
28000
28400
146
M
22600
27750
<
28'- 0"
_
9.375
9.643
9.375
27700
28000
27600
164
M
20600
M
25500
>
From these tests the ultimate stress per square inch for iron
Z-bar columns whose lengths were equal to or less than 90 radii,
was found to be 35,000 Ibs.; and for columns, whose lengths
exceeded this limit, this stress conformed very closely to that
deduced from the formula 46,000125.
THE CARNEGIE STEEL COMPANY, LIMITED.
It has been customary to allow 8,000 pounds per square inch
in compression for bridge members of short length, which corres-
ponds to a factor of safety of ?|gjl=4 375, when taken with.
reference to the ultimate strength.
Dividing the constants in the above formula by 4.375, we ob-
tain nearly 10,600 28-5 . For convenience and as providing ad-
ditional security for long members, it was thought advisable to
substitute 30 for 28.5 as the second constant, thus reducing the
formula to the shape in which it appears in the tables t
It is to be noted that the allowable stresses were assumed at
8,000 and 10,000 pounds per square inch respectively for lengths
of 90 radii and under. The above mentioned tests on Iron
Z-bar columns, as well as former tests upon columns of other
types all warrant the conclusion that to this limit at least the
ultimate strength is practically constant irrespective of length,
though varying for different types of columns.
Further experiments made to determine the relative strength
of steel and iron struts indicate, that for lengths up to 90 radii of
gyration, the ultimate strength of steel is about 20 per cent,
higher than for iron. Beyond this point the excessive strength
diminishes, until it becomes zero at about 200 radii. After
passing this limit the compressive resistance of steel and iron
seems to become practically equal.
From these experiments the final results are obtained ; for
steel Z-bar columns, of lengths of 90 radii and under, 12,000 tt)s.
per square inch is taken as the allowable stress, being 20 per
cent, in excess of that for iron (factor of safety 4). The formula
17,100 57, used for columns of greater lengths gives results 20
per cent, higher than the corresponding values for iron for lengths
of 90 radii, and from this point the ratio of excess will be found
to decrease after the manner of the above mentioned experi-
mental resul s.
The steel referred to here is what is known as "mild" steel
having an ultimate strength of about 60,000 pounds per square
inch and containing a comparatively low percentage of carbon.
The values given in tables on steel Z-bar columns should be
used only for cases in which the loads are for the most part
statical, and equal, or very nearly so, on opposite sides of the
column. When there is much eccentricity of loading, or the
loads are subject to sudden changes, the tabulated values must be
reduced according to circumstances.
THE CARNEGIE STEEL COMPANY, LIMITED.
The weights included in the headings of the tables refer to the
weight per foot of the entire section, exclusive of rivet heads.
When % ff rivets are used about V ft), for each rivet should be
added to obtain the gross weight.
The table on the "Ultimate Strength of Wrought Iron Col-
umns" gives the strain per square inch of section at which
columns will fail, for various proportions of length, in feet, to
least radius of gyration, in inches. This table should be used
for columns and struts which are not cylindrical.
If the column or strut is a single rolled beam, channel or other
shape, the radius of gyration will be found in the foregoing tables
on the " Properties of Carnegie Shapes."
If the column is composed of two channels latticed, the chan-
nels are usually placed far enough apart so that the column will
be weakest in the direction of the web, i. e., with neutral axis at
right angles to the web, for which case the radius of gyration of
the column is the same as that of the single channel. But if the
radius of gyration is wanted for the neutral axis through the center
of section parallel with web, it can readily be found, as the dis-
tance between the center of gravity of channel and center of
section may be found with the aid of column 15 in table on the
" Properties of Carnegie Channel Bars."
If two channels are connected by means of two plates, instead
of lattice bars, as shown by Fig. 11 on page 53, it is necessary to
obtain first the moment of inertia of the section whence the radius
of gyration is found as the square root of the quotient of the
moment of inertia divided by the area of the section. This
moment of inertia, for a neutral axis, through center of section
perpendicular to the plates, is equal to the cube of the width of
the plate, multiplied by ^ of the thickness of the two plates
added, plus the combined area of the two channels multiplied by
the square of the distance from their centers of gravity to the
neutral axis. For a neutral axis in a direction parallel to the
plates, it is equal to the moments of inertia of the channels as
found in the tables increased by the area of the two plates multi-
plied by the square of the distance between the center of the
plate and the center of the section.
A common form of column or strut, to be recommended for
comparatively light loads is that formed simply of two angles
back to back or four angles united either with a single course of
lattice bars or a central web plate, as in Fig. 1, page 53.
The radii of gyration for such struts are tabulated on pages
150, 151 and 152. They are given for the neutral axis parallel
to either flange and for all sizes of Carnegie Angle Bars. In
cases where four angles are used, the two pairs should be spaced
THE CABNEGIE STEEL COMPANY, LIMITED.
far enough apart to make the column weakest about a neutral
axis parallel to the central web or latticing. The radius of gyra-
tion will then be the same as that given in the tables for a single
pair of angles, since the moment of inertia of the web plate about
such an axis is so small that it may be disregarded entirely.
The table on " Ultimate Strength of Hollow Cast Iron Col-
umns " and that on l< Safe Loads on Hollow Cylindrical Cast Iron
Columns" was computed by Gordon's formula and covers a range
of lengths that will seldom be exceeded in practice.
A column is square bearing when it has square ends which
butt against or are firmly connected with an immovable surface,
such as the floor of a building; it is pin and square bearing
when one end only is square bearing and the other presses
against a close-fitting pin, and it is/z>z bearing when both ends
are thus pin-jointed, with the axis of the pins in parallel direc-
tions (for example, the posts in pin-connected bridges).
EXAMPLES OF APPLICATION OF TABLES.
I. What size of Z-bar column 26 feet long, with square bear-
ing ends, will be required to carry a load of 200 tons, using a
safety factor of 4 ?
From the tables on steel Z-bar columns, it will be seen that
for the length given, a 12 X/ column weighing 118.5 Ibs. per foot
will carry safely a load of 209.1 tons or 6.6 tons in excess of
that required.
II. A strut 16 feet long, to be fixed rigidly at both ends, is
needed for supporting a load of 80,000 Ibs. It is to be composed
of two pairs of angles, united with a single line of % ff lattice
bars along the central plane. What weight of angles will be re-
quired with a safety factor of 5 ?
Answer: We will assume 4 3 // X4 // angles and determine
the thickness of metal required. The angles must be spread y z "
in order to admit the latticing. From the table on page 152, we
find the radius of gyration of a pair of 3" x 4" X f^" angles
with the 3 /x legs parallel and %" apart to be 1.97 X/ . Hence
1 1fi
the value of -== Q~=8. 1, for which the ultimate strength, as
the table on page 149=31,680 ft>s.
The allowable strain per square inch with a safety factor of 5
will therefore be 31,680-^5=6,340 Ibs., and the area of the re-
quired cross- section 80,000-7-6,340=12.62 square inches, or
3.16 square inches for each angle. Hence the weight per foot
of each angle will be 3.16-^-0.3 = 10 5 Ibs. This weight will be
found to agree with a thickness of % inch for a 4" X 3" angle.
134
THE CARNEGIE STEEL. COMPANY, LIMITED.
SAFE LOADS IN TONS OF 2,000 LBS.
Z-BAJFt COLUMNS.
SQUARE ENDS.
Allowed strains per square inch; f 12. 000 Ibs., for lengths of 90 radii or under
safety factor 4: | 17,100-57 y, for lengths over 90 radii.
6" Z-BAR COLUMNS.
Section : 4 Z-Bars 3" deep and 1 Web Plata 5%"Xthickness of Z-Bars.
Lsngth
of
Column,
in
Feet.
If-^f
1
Iff
-3.
CO PS .
IP
05 c
IS!
II!
S.4^
fr?
Iff
12 )
and under \
55.9
70.3
81.6
95.8
105.7
119.8
14
16
55.7
52.3
70.3
66.5
81.6
76.6
95.8
91.3
105.7
99.9
119.8
114.8
18
48.8
62.3
71.7
85.6
93.6
107.8
20
45.4
58.1
66.7
79.9
87.2
100.8
22
42.0
53.9
61.8
74.3
80.9
93.8
24
38.6
49.7
56.9
68.6
74.6
86.8
26 | 35.2
45.5
51.9
63.0
68.2
79 8
28
31.7
41.3
47.
57.3
61.9
72.8
30
28.3
37.1
42.0
51.7
55.5
65.8
8" Z-BAR COLUMNS.
Section: 4 Z-Bars 4" deep and 1 Web Plate G>/"X thickness of Z-Bars.
Langth
of
Column,
in
32-^
sY-3
11
f '" fo
git
II
IS
lloa'pr
f'S?
m
i-asj
|S_d"
i!
ii
Feat.
fco " -H-
s
''. S
ii. S
II S
ji Q
ii g
w i's
XoTT
*$3Tz
0^5 7T
H^s^
H\itr
*hS ^
i^M V,
Hrti ^
Xs*
18) |
and V'67.5
84.8
102.4
114.2
131.2
148.5
167.6174.3
191.2
under)
20
65.0
82.5
100.5
110.5
128.2
146.4
153.3171.3
189.6
22
61.9
78.7
95.9
105.3
122.4
139.9
146.2163.5
181.3
24
58.8
74.8
91.3100.1
116.5
133.4
139.1 155.8
173.0
26
55.7
71.0
86.8
94.8
HO. 6
126.9
isa.o
148.1
164.7
28
52.6
67.1
82.3
89.6
1O4.7I12O.3
124.8
14O.4
156.4
30
49.4
63.3
77.7
84.4
98.8
113.8
117.7
132-7
148.2
32
46.3
59.5
73.2
79.2
93.0
107.3
110.6
125.0
139.9
34
43.2
55.6
68.7
74.0
87.1
100.8
1O3.5
117.3
131.6
36
4O.1
51.8
64.1
68.7
81.2
94.3
96.4
1O9.6
123.3
38
37.
48.
59.6
63.5
75.3
87.8
89.4
101.9115.O
4O
33.9
44.1
55.0
58.3
69.5
81.3
82.2
94.2106.7
135
THE CARNEGIE STEEL COMPANY, LIMITED.
Z-BAR COLUMN DIMENSIONS.
irtto---
* "'X i p| ; 1
'l^r 7 ^----!----
-^--f=H |\JE=^|
6" COLUMNS.
4 Z-Bars 3-3^" deep.
1 Web Plate 5^ 7/ X thickness of Z-Bars.
*-.
Thickness
of
A
r>
C
D
E
F
G
H
I
- .
Metal.
s
J^
||A
3^
5 T 5 r
2^
2^
\H
2H
8^
3^
rt
A
So 7 ^
5-V
2%
IjHj
23/
83/8
3^
"i.S
.53
M
12^
1J
|^
1%
2X
2^
\$
2H
234-
8^
33^
3k
Q
i^
12
3/4^
5rV
2%
2>|
\y%
8
T 9 ^
12 T V
3H
5 Til
2^8
2>|
1#
23/
7^
3>l
8" COLUMNS.
4 Z-Bars 4-4^" deep.
1 Web Plate 6^"X thickness of Z-Bars.
Thickness
of
A
B
C
D
E
F
G
H
I
Metal.
fe
X
14] \
4^
67.1
314
3
1%
3 T V
9X
4J/
Sk
T^T
14 K
6riT
3'4
3
\^y
3^
9%
4H
If
3/8
14 f |
14
57/^
3'4
3
3
j.3/
3rV
9X
tv
y 2
14y 9 iT
4y 5 ^
5%
3 '4
3
1%
9
^iV
s
_j>^
14^5
4^-f
5^
3'^
3
1%
3A
8^
4yi
fy&
14 1
4 V
HT
3 1/
8
1%
3
8%
4^
i
14/8
jti
5H
BH
3^
coco
1*
8&
8%
1 Q
1
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OF 2,000 LBS.
Z-BLAJRi COLUMNS.
SQUARE ENDS.
Allowed strains per square inch; f 12,000 Ibs., for lengths of 90 radii or under,
safety factor 4 : { 17,100-57}' for lengths over 90 radii.
10" Z-BAR COLUMNS.
S:ction: 4 Z-Bars 5 ' deep and 1 Web Plate 7"Xthickness of Z-Bars.
Length
ot
Column,
in
Feet.
1
r a co
oo pj .
a
? ^ifS
<*, 7
^*U
w
Iff
lit
|ff
Jli
f s 1 ?
33A
2^-3
s II a
^\Mr
if
%Metal=105
lbi=30.9sq.
r (inin.) 3.2
ill
ilfi
f~f
iff
and L
underl
24
26
28
30
32
34
36
38
40
42
44
46
48
50
94.7
92.8
89.3
85.8
82.3
78.8
75.3
71-8
68.3
64.8
61.3
57-7
54.2
50.7
47-2
114.2
112.6
108.6
104.4
100-2
96.1
91.9
87-8
83.6
79.4
75.3
71-1
67-0
62.8
58.6
133.9
133.1
123-3
123.5
118-7
113.8
109.1
104.3
99.5
94.7
89.9
85.1
8O.3
75.5
70.7
147-0
144.6
139.2
133.8
128.4
123.0
117.6
112.2
106.8
101.4
96.0
90.6
85.2
79.8
74.4
166.2
164.8
158.7
152.7
146.7
140.7
134.7
128.7
122.7
116.7
110.6
104.6
98.6
92.6
86.6
185.6
185.3
178.7
172.1
165.5
158.9
152.3
145.7
139.1
132.5
125.9
119.3
112.7
106.1
99.5
196.0
193.6
186.5
179.3
172.2
165.0
157.9
150,7
143.6
136.5
129.4
122.2
115.1
107.9
100.8
214.9
213.9
206. 2
198.5
190.8
183.1
175.4
167.8
160.0
152.3
144.6
136.9
129.2
121.5
113.8
S34.0
234.0
226.6
218.4
210.2
202.O
193.8
185.6
177.4
169-1
ltJ0.9
152.7
144.5
136.3
128.1
12" Z-BAR COLUMNS.
Section : 4 Z-Bars 6" deep and 1 Web Plata 8"Xthickness of Z-Bars.
length
of
Column,
in
Feet.
|i
If}
% Metal=97.8
Ibs. =28.8 sq.in.
r (min.)=3.77.
f S*?
4^1
"S rt
Jff
ii
5.r>5
3j-|
-If Metal=149.9
lbs.=44.1sq. in.
r (min.)=3.66.
H?
lit
26)
and \-
undar j
28
30
32
34
36
38
40
42
44
46
48
50 i
128.3
127-0
123.0
119.0
115.1
111.1
107.1
103.1
99.1
95.1
91.2
87.2
83.2
150.3
149.7
145.1
140.5
135.9
131.3
126.7
122.1
1175
112.9
108.3
103.6
99.11
172.6
172.5
167-6
162.4
157-2
152-0
146.8
141.5
136.3
131.1
126-2
120.7
115,5
187.3
186.0
180.2
174.5
168.7
162.9
157 1
151.4
145.5
139 8
134.0
128.2
122.4
209.1
208.9
202.5
196.1
189.8
183.4
177-0
170.7
164.4
158.O
151.6
145-3
138.9
231.0
230.3
223.3
216.3
209.2
202.1
195.1
188-0
180.9
173.9
166.8
159.8
152.7
243.0
240.8
233.2
225.7
218.2
210.6
203.1
195.6
188.0
180.5
172.9
165.4
157.9
264.5
261.4
253.2
245.0
236.7
228.4
220.2
211.9
303.7
195-5
187.2
179.0
170.7
286.1
282.1
273.2
364.2
255 2
346 3
3373
328.3
219.4
210.4
201.4
192.4
183,5
137
THE CARNEGIE STEEL COMPANY, LIMITED.
Z-BAR COLUMN DIMENSIONS.
, Ir ,.
"T\fiOT
=f=3
i f^i^i
.~.i i '1 ;\L
j...
l-G-* \~&-
Y 1
'*- *-- ^
10" COLUMNS.
4 Z-Bars 5-5^ " deep.
1 Web Plate 7" X thickness of Z-Bars.
TMcknessi
of A
B
C
D
E
F
G
H
I
Metal.
o
A 16%
55
6 T V
3S*
3
4
l#
8M
10 ^
5A
|vl
IvA
5W
^T 7 r
31/2
e
4
lj^
3- 5 ^
10
5 7
=S^
&
16 rt
6 T 7 r
3/
1^
33^
9z^
5- 9 7?
f|
16>^
5K
6j4
3^4
3
4
lj^
934
51^
s
9
Q
1
il
fl
16X
1
i
&
1
i
3X
|
3 T 5 ^
3%
3%
gf 8
5%
5%
(.2!' COLUMNS.
4 Z-Bars Q-fr/ s "
deep.
1 Web Plate 8"x thickness of Z-Bars.
Thickness
of
A 15
C
D
E
F
G
H
I
Hetd.
"o v -
%
18% ! 6A
7 y B
4
4
2
3M
HVi
63/<
CQ v
yV
1814
6&
( /H
j
4
2
6%
W*
1^
19
7Ys
4
4
2
3%
11
6%
**
_9 T
jgii
8^
(H*
4
!
1
2
107/
6A
I S
%
18%
6-K
4
4
2
3 T 9 -
10%
M
3
fi
18J-|
6H
6H
4
4
2
3%
10%
M
18 T 9 , T
6%
G^i
4
4
2
10X
6%
H 18 %
6 ?,- :^
6%
4
4
2
3 T 9 r
% 18H
^
CM
4 4
2
3%
10^
7
i oo
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OF 2,000 LBS.
Z-BAR COLUMNS..
SQUARE ENDS.
Allowed strains per square inch; ( 12,000 lbs.,for lengths of 90 radii or under,
safety factor 4 : | 17,100-57 J-, for lengths over 90 radii.
14" Z-BAR COLUMNS.
Section: 4 Z-Bars 6%"xH"- 1 Web Plate 8"xH" 2 Side Plates 14" wide
ll
r
i.S'g,
II e=0
JJj
|||
$*4
is"?
3 oo II
ss7
fir
$*&
lit
a sid"
fl?
i|M~
lit
ss^
"Si!
-5:2 **
-3<
f-K
So
m
f:S^
"^
< a ^J
V'3
Ifff
-2 . JL,
fit
CO
Trtf
J^X
s T-a
||f
14xj ?-P!ates=208.4
lbs.=61.3sq. in.
r(min.)=3.85.
af.Sg
I
4* ^ **
28 )
and \-
under J
30
32
34
36
38
40
42
44
46
43
5O
294.0
286.6
277.8
269.0
260.1
251.3
242.5
233.7
224.9
216.C
307.2
198.4
304.5
297.2
288.1
278.9
269.8
260.7
251,6
242.5
233.3
224.3
215.1
206.0
315.0
307.7
298.3
288.9
279.5
270.1
260.7
251.3
241.9
232.4
223.0
213.6
325.5
318.3
308.6
298.9
289.2
279.5
269.7
260.1
250.4
240.7
280.9
221.3
336.0
328.9
318.9
308.9
298.9
289.0
278.9
269.C
258.9
249.0
238.9
229.0
346.5
339.5
329.2
318.9
308.6
298.3
288-0
277.8
267.4
257.2
246.9
236.5
357.0
350.0
339.4
328.8
318.2
307.6
297.0
286.4
275.8
265.2
254.6
244.0
367-5
360.4
349.5
338.6
327.7
316.8
306.0
295.1
284.2
273.3
262.4
251.5
378.0
370.9
359.7
348.6
337.4
326.2
315.0
303.8
292.6
281.5
270.3
259.1
14" Z-BAR COLUMNS,
Section: 4 Z-Bars 6"X%". 1 Web Plat? 8"X%". 2 Sid 3 Plates 14" wide.
cT
1
14x%?lat3S=173.4
lbs.=51.0sq. in.
r (nun.) =3. 75.
s.^
JJf
a Sid"
*e|!
_X;5 ^
14x% Plates=185.3
lbs.=54.5q.in.
r (;ain.)=4.77.
14xr 9 oPlates=191.3
lbs.=58.3 sq. in.
r dnin.)=3.78.
14x%Plates=197.2
lbs.=58.0sq. in.
r(min.)=-3.79.
14x}|Plates=203.2
lbs.=59.8sq. in.
r (rnin.) 3.80.
J^jl^
& S3 d
5-T 1
^Jitr
S-f2 **
ca'^S
|lf
^Sd
*i ii 'i
lit
14x% Plates 221.0
lbs.=65.0 sq. in.
r (min.)=3.82.
28)
and I
under)
30
32
34
36
38
4O
42
44
46
48
50
306.0
296.7
287.4
278.1
268.8
259.5
250.2
240.9
231.6
222.4
213.0
203.7
316.5
307.2
297.6
288.0
278.4
268.8
259.3
249.7
240.1
23O.5
220.9
211.3
327.0
317.8
307.9
298.0
288.2
278.3
268.4
258.5
248.6
238.7
228.8
219.0
337.5
328.3
318.2
308.0
297.9
287.7
277.5
267.3
257.1
246.9
236.8
326.6)
348.0
338.9
328.4
318.0
307.4
297.0
286.5
276.1
265.6
255.1
244.7
234.2
358.5
349.4
338.7
327.9
317.2
306.4
295.6
284.8
274.1
263.4
252.6
241.8
369.0
359.9
348.9
337.8
326.8
315.7
304.7
293.6
282.5
271.5
260.4
249.4
379.5
370.5
359.1
347.8
336.4
325.1
313.7
302.4
291.0
279.7
268.3
257.0
390.0
381.1
369.4
357.8
346.1
334.5
322.8
311.2
299.6
287.9
276.2
264.6
139
THE CARNEGIE STEEL COMPANY, LIMITED.
Z-BAR COLUMN DIMENSIONS.
/ 'TJTI 1 '< \ r^f l
' X /"N /r\ "
/ X 1 ' ' i i
i v j A
r ^--^-i
14" COLUMNS.
4Z-Bars6K // xH // -
1 Web Plate 8"Xff".
2 Side Plates 14" wide.
Thickness
of
A
B
C
D
Sida Plates.
fe
19 if
If
}-f
10^
s ^
X
19 K
eft
1-1
10^
-2 >
_9_.
19%
IT!
10^
IS
%
19Jf
7&
10 f^
Jj
11
20 1, T
7^v
IH
10j7^
^
20 >s
IH
105*6
i!
20 /^
7- 9 7
105^
20fV
7i^
111
10^6
14" COLUMNS.
4 Z -Bars 6" XK /X .
1 Web Plate 8" X-%".
2 Side Plates 14" wide.
Thickness
of
A
B
C
D
S : de Plates.
meter of Bolt or
Rivet, %".
I
19%
19 rl
6%
JH
6%
H
1%
l m K
1%
1^
10%
10)|
10%
10%
11
19%
TJL
IK
10%
%
20
7^3
IK
10%
1.3
20 T V
7^
IK
10%
X
20^
7J4
IK
10>J
140
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OF 2,000 LBS.
Z-BAFt COLUMNS.
SQUARE ENDS.
Allowed strains per square inch; J 12,000 lbs.,for lengths of 90 radii or under,
safety factor 4: j 17,100-57^ , for lengths over 90 radii.
14" Z-BAR COLUMNS.
Section : 4 Z-Bars BrVXrl". 1 Web Plate 8"xM". 2 Side Plates 14" wide.
Length of Column,
in Feet.
!""-
Ill
ill
<bu
*"*
14x T V Plates=191.5
lbs.=56.3sq.in.
r(min.)=3.74.
14x%Plates=197.5
lbs.=58.1sq.in.
r(min.)=3.75.
14x T ^Plates=203.4
lbs.=59.8sq. in.
r (min.)=3.76.
14x% Platcs==209.4
lbs.=61 6sq.in.
r(min.)=3.77.
3 -
f a ~
Iff
gm II
ss^
t-ll s
yfz
14x%riates=221.3
lbs.==G5.1 sq. in.
r(min.)=3.78.
14xf<?Plates=227.2
lbs.=G3.8sq. in.
r(min.)=3.79.
14x% Plates=233.2
lbs.*=68.6sq.in.
r (min.)=3.80.
26 |
and V
under!
28
30
32
34
36
38
40
42
44
46
48
50
327.5
326.7
316.7
306.6
296.6
286.7
276.7
266.6
256.6
246.6
236.6
226.7
216.6
338.0
337.5
327.2
318.0
306.6
296.4
286.0
275.7
265.5
255.2
244.9
234.6
224.3
348.5
348.5
337.7
327.2
316.6
306.0
295.4
284.8
274.3
263.6
253.0
242.5
231.9
359.0
359.0
348.3
337.4
326.5
315.7
304.8
293.9
283.0
272.2
261.3
250.4
239.5
369.5
369.5
358.9
347.7
336.5
325.3
314.2
303.0
291.8
280.6
269.5
258.3
247.1
380.C
380.0
369.5
|358.0
346.5
335.0
323.6
312.1
300.6
289.2
277.7
S66.2
254.8
390.5
390.5
380.0
368.2
356.4
344.7
332.9
321.2
309.4
297.6
285.8
274.1
262.3
401.0
401.0
390.6
378.5
366.4
354.3
343.3
330.3
318.2
306.1
294.O
282.0
269.9
411.5
411.5
401.1
388.8
376.4
364.0
351.7
339.3
327.0
314.6
302.3
29O.O
277.6
14" Z-BAR COLUMNS.
Section: 4 Z-Bars 6%"X%". 1 Web Plata 8"X%"- 8 Side Plates 14" -wide.
Length of Column,
in Feet.
1'^
II nf
S<* 'I
P
14x T r <5- Plates=203.8
lbs,=59.9 sq. in.
r (min.)=3.72.
t^
l'.s'g
I<ff
|fl
X ^ *
*& f ~*
r^
3*4
lit
ss^
ell
$**
14x%Plates=221.6
lbs.=65.2q. in.
r (nun. > 3.75,
i-^
II 7
51
|!
14x% Plates=233.5
lbs.=68.7 sq. in.
r (min.)=3.77.
10
l-ss
III
III
ir^r
ffl
S^"?
|1!
26)
and I
under!
28
30
32
34
36
38
40
42
44
46
48
60
349.1
347.4
336.7
326.0
315.3
304.5
293.8
283.1
272.3
261.6
250.9
240.2
229.5
359.6
358.3
347.2
336.3
325.2
314.2
303.2
292.2
281.2
270.2
259.1
248.1
237.1
370.1
369.1
357.9
346.6
335.2
324.0
312.6
301.3
290.0
378.7
267.4k
256.1
244.8
380.6
380.0
368.4
356.8
345.2
333.6
322.0
310.4
398.8
387-2]
375.6
364.01
352.41
391.1
390.9
378.9
367.1
355.1
343.3
331.4
319.5
307-6
295A
283.8
272.0
260.01
401.6
401.6
389.5
377.3
365.2
353.0
340.8
328.6
316.4
304.2
292.1
279.8
267.6
412.1
412.1
400.1
387.6
375.S
362.7
350.2
337.7
325.2
312-7
3O0.3
287.8
275.3
422.6
422.6
410.7
397.9
385.1
372.4
359.6
346.8
334.0
321.2
3O8.5
295.7
283.0
433.1
433.1
421.2
408.2
395.1
382.O
369.0
355.9
342.8
329.8
316.7
3O3.6
290.6
141
THE CARNEGIE STEEL COMPANY, LIMITED.
Z-BAR COLUMN DIMENSIONS.
j/hr 2
14" COLUMNS.
4Z-Bars6 r y / Xif / .
1 Web Plate 8" X if".
2 Side Plates 14" wide.
Thickness
of
Side Plates.
A
B
<
D
I
%
19 T 9 <r
6f
li
10%
^W)
JL
19%
029.
1-
10%
ll
\
19 %
6H
1]
1-
10%
19 ff
7JU
1-
10%
O
H
20 T ^
7fV
1-
10%
20%
7^-V
1^
10%
if
20^
?v>-
li
10%
20 i4
7H
li
;
10%
14" COLUMNS.
1 Web Plate 8"x|^ ;/ .
2 Side Plates 14" wide.
Thickness
of
Side Plates.
I
I
6
20
D
lOtf
142
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OP 2,000 LBS.
Z-BJELPt COLUMNS.
SQUARE ENDS.
Allowed strains per square inch; ( 12,000 lbs.,for lengths of 90 radii or under,
safety factor 4: j 17,100-57|, for lengths over 90 radii.
16" Z-BAR COLUMNS.
Section : 4 Z-Bars 6%"X%". 1 Web Plate 10"X1". 2 Side Plates 16" wide.
Length of Column,
in Feet.
16x% Plates=226.7
lbs.=66.7 sq. in.
r (min.)=4.50.
16x T 9 s Plates=233.5
lbs.=68.7 sq. in.
r (min.)=4.50.
W
hi
flf
r-.
h?
fe"
f^f
J'l
S$i
P
KO || 'g
t^r
II!
11
1}1
32)
and v
under)
34
36
38
40
42
44
46
48
50
400.1
397.7
387.6
377.5
367.3
357.1
347-0
336.9
326.7
316.6
412.1
409.8
399.3
388.9
378.5
368.0
357.6
347.1
336.7
326.3
424.1
421.9
411.1
400.4
389.6
378.9
368.2
357.4
346.7
336.0
436.1
433.9
422.9
411.8
400.9
389.8
378.8
367-7
356.7
345.7
448.1
446.0
434.7
423.4
412.1
400.7
389.4
378.1
366.7
355.4
460.1
458.1
446.5
434.8
423.2
411.6
400.0
388.4
376.8
365.1
472.1
470.2
458.2
446.3
434.4
422.5
410.5
398.6
386.7
374.8
484.1496.1
482.2494.2
470.0481.8
457.9469.3
445.6456.7
433.4444.3
421.1431.7
4O9.0419.2
396.7406.7
384.5394.2
18" Z-BAR COLUMNS.
Section: 4 Z-Bars 6%"X%". 1 Web Plate 12"X1". 2 Side Plates 18" wide.
Length of Column,
in Feet.
3d .
16
I*T
Ijg
1
18x^Platos=263.()
lbs.=77.4 sq. in.
r (min.)=4.98.
18x%Plates=271.0
lbs.=79.7 sq. in.
r (min.)=5.06.
18x|| Plates=273.6
lbs.=81.9 sq. in.
r (min.)-=5.!4.
1
Ifl
it
Ts
34)
and V
under)
36
38
40
42
44
46
48
5O
424.1
419.7
409.4
399.2
388.9
378.7
368.4
358.1
347.9
437.6
436.8
426.4
416-0
405.6
395.2
384.9
374.5
364.1
451.1
451.1
443.2
432.7
422.3
411.7
401.2
390.7
380.2
464.6
464.6
456.2
449.5
438.8
428.2
417.5
406.9
396.2
478.1
478.1
476.8
466.0
455.3
444.5
433.8
423.0
412.2
491.6
491.6
491.6
482.6
471.7
460.8
449.9
439.0
428.1
505.1
505.1
505.1
499.1
488.1
477.0
466.0
454.9
443.9
518.6
518.6
518.6
514.2
503.0
491.8
480.5
469.3
458.1
532.1
532.1
532.1
527-5
516.O
504.5
493.O
481.4
469.9
143 1
THE CARNEGIE STEEL, COMPANY, LIMITED.
Z-BAR COLUMN DIMENSIONS.
16" COLUMNS.
1 Web Plate 10" xl".
2 Side Plates 16" wide.
Thickness
of
Side
Plates.
tt
it
if
1
21 H
22^
18" COLUMNS.
1 Web Plate 12" Xl".
2 Side Plates 18" wide.
/
^.
i o
-* 42
Thickness
of
Side
Plates.
X
u
1
23
23^
iy*
?x
7^
7^
7^
1
THE CARNEGIE STEEL COMPANY, LIMITED.
SAFE LOADS IN TONS OP 2,000 LBS.
Z-BAR COLUMNS.
SQUARE ENDS.
Allowed strains per square inch; J 12,000 Ibs., for lengths of 90 radii or under,
safety factor 4: j 17,100-57^, for lengths over 90 radii.
20" Z-BAR COLUMNS.
Section: 4 Z-Bars $%"X%". 1 Web Plate 14"X1". Side Plates 20" wide.
2 SIDE PLATES.
4 SIDE PLATES.
ii
ji S
fa
In
IS?
?i
I s
20xf|Plates=313.4
lbs.=92.2 sq. in.
r (min.)=5.32.
xl Plates=321.9
s.=94.7 sq. in.
(min.)=5.39.
f-~-
|ii
Sfe.S
j i a.
1% Plates=338.9
s.=99.7 sq. in.
(min.)=5.50.
r-: .
il3
-HH&
1% Plates=355.9
s.=104.7 sq. in.
(min.)=5.60.
i
C*3 10
ill
*
<T1
20xl%Plates=372.9
lbs.=109.7 sq. in.
r (min.)=5.69.
S=5"
1_
s"
^
^
^
38)
and I
under]
40
42
44
46
48
50
538.1
532.9
521.2
509.5
497.7
486.1
474.4
553.1
551.1
539.2
527.3
515.5
5O3.6
491.8
568.1
568.1
557.2
545.3
533.3
521.2
509.2
583.1
583.1
574.5
562.3
550.1
538.O
525.7
598.1
598.1
591.9
579.4
567.O
554.6
542.2
613.1
613.1
609.0
596.5
583.8
571.2
558.6
628.1
628.1
626.4
613.7
600.9
588.1
575.2
643.1
643.1
643.1
630.7
617.8
604.8
591.8
658.1
658.1
658.1
648.0
634.8
621.6
608.4
20" Z-BAR COLUMNS.
Section: 4 Z-Bars %"X%". 1 Web Plate 14"X1". 4 Side Plates 20" wide.
Length of Column,
in Feet.
txl-& Hates 381.5
Ibs. 112.2 sq. in.
r (min.)=5.74.
20xl%Plates=390.0
lbs.=414.7 sq. in.
r (min.)=5.79.
20xl T 9 s-Plates=398.5
lbs.=117.2 sq. in.
r (min.)=5.83.
20xl%Plates=407.0
Ibs. 119.7 sq. in.
r (min.)=5.88.
20xl^Plates=415.5
lbs.=122.2 sq. in.
r (min.)=5.92.
20xl%Plates=424.0
lbs.=124.7 sq. in.
r (min.)=5.93.
20xlf | Plates=432.5
lbs.=127.2 sq. in.
r (min.)=5.93.
20xl%Piates=441.0
lbs.=129.7 sq. in.
r (min.)=5.93.
IP,
Sgo"?
mloV '3
fjf
^
42)
and I
Under!
44
46
48
50
673.1
665.0
651.7
638.4
625.O
688.1
682.5
668.8
655.3
641.7
703.1
699.7
686.O
672.2
658.4
718.1
717.0
703.1
689.2
675.3
733.1
733.1
720.2
706.1
692.0
748.1
748.1
735.6
721.2
706.8
763.1
763.1
75O.2
735.5
720.8
778.1
778.1
764.7
749.8
734.8
793.1
793.1
779.3
764.1
748.8
145
THE CARNEGIE STEEL, COMPANY, LIMITED.
Z-BAR COLUMN DIMENSIONS.
/4v*2''*-i0"42<*A
20" COLUMNS.
4 Z-Bars, 6#"X%".
1 Web Plate, 14" xl ".
Side Plates 20" wide.
Th ; ckness of
Metai on
Each Side.
IA
ix
1H
HI
25
711
m
8
1%
1%
D
16
16X
16^
Number of
Side Plates.
Two.
Four.
THE CARNEGIE STEEL. COMPANY, LIMITED.
SAFE LOADS IN TONS OP 2,000 LBS.
SQUARE ENDS.
Allowed strains per square inch. J 12,000 Ibs., for lengths of 90 radii or under,
safety factor 4: ' | 17,100-57*, for lengths over 90 radii.
20" Z-BAB COLUMNS.
Section: 4 Z-Bars 6%"X%". 1 Web Plate 14"X1". 6 Side Plates 20" wide.
ll
1
K *l
i"
~
44
and
under
46
48
50
808.1 823.1 838.1 853.1 868.1 883.1 898.1 913.1
793.7 808.3 8*33.0 837-5 852.1 866.7 881.2J895.8
'78.2 792.5 8O6.9 821.2 835.5 849.7 864.O 878.3
'62.6 776.7 790-8 8O4.7 818.7 832.8 846.7 860.7
928.1
910.4
892.6
874.7
20" Z-BAB COLUMNS.
Section: 4 Z-Bars 6%"X%". 1 Web Plate 14" XI". 6 Side Plates 20" wide.
ii!
3
g.
1
ifl
under)
44
46
48
5O
943.1958.1973.1988.1
1003.1
1018.1
1033. 1
1048.1
43.1
25.0
906.
888.
9921.
.1973.098
)54
939.6954.296
935.4949
7902.6916.6930.5
8 1002.5
983.3
963.9
944.5
3.8
.6
1017.51032.31047.3
997-71O12.3 1026.8
978.1 992.31006.5
958.4 972.4 986.1
THE CARNEGIE STEEL COMPANY, LIMITED.
Z-BAR (
**
COLUMN DIMENSIONS.
[%^a^M^^k !
r-
?
:
?
i .
| i i ! ' : i
^Ti 1 : [rcrPj
~\ | i/|\ i ^i
V
^-^ , x x ^-^.-' '
.'"' :
20" COLUMNS.
4 Z-Bars, 6/^ // X^ // .
1 Web Plate, 14"xl".
6 Side Plates, 20" wide.
Thickness of
Metal on
Each Side.
A
B
C
D
2
26/ 8
8^
i#
MX
2 T 1 <r
26^
8^i
1^
lx
g
26A
26#
sj
s
16^
I
2 T V
2/8
26^
26H
BH
9
;i
MX
42
2i 7 t r
27^
9x6
i^
16X
1
2;^
27^
9^
w
16X
1
'
i*
27X
9X
s
MX
m
27/8
Q 3 /
w
MX
m
27^
* 78
s
MX
% 7 A
27^
9X
1 Js
MX
2}t
27^
9 T6
1/B
18X
3
27*
9^
1% 1 16X
148
THE CARNEGIE STEEL COMPANY, LIMITED.
ULTIMATE STRENGTH OF WROUGHT
IRON COLUMNS,
For different proportions of length in feet ( = 1 )
To least radius of gyration in inches ( = r ).
Ultimate Strength in Ibs. per square inch =
Column Column Column
Square Bearing : Pin and Square Bearing : Pin Bearing :
40000 40000 40000
A 1 \^^ "U A I V J -1 I V /
"360007^ 140007 2 " "iSOOOr 2 "
To obtain Safe Resistance :
For quiescent loads, as in buildings, divide by 4.
For moving loads, as in bridges, divide by 5.
Ultimate Strength in Lbs.
Ultimate Strength in Lbs.
1
per square inch.
1
per square inch.
"D* A
"D" A
Square, g^
Pin.
Square.
r in and
Square.
^Pin.
3.0
38610
37950
37310
8.0
31850
28900
26460
3.2
38430
37680
36970
8.2
31520
28500
26010
3.4
38230
37400
36610
8.4
31190
28100
25570
3.6
38030
37110
36240
8.6
30870
27700
25130
3.8
^37820
36810
35860
8.8
30540
27310
24700
4.0
^37590
36500
35460
9.0
30210
26920
24270
4.2
37360
36170
35050
9.2
29880
26530
23850
4.4
37120
35840
34640
9.4
29550
26140
23430 i
4.6
36870
35500
34210
9.6
29230
25760
23030
4.8
36620
35140
33770
9.8
28900
25370
22620
5.0
36360
34780
33330
10.0
28570
25000
22220
5.2
36090
34420
32890
10.2
28250
24630
21830
5.4
35820
34050
32440
10.4
27920
24260
21440
5.6
35540
33670
31980
10.6
27600
23890
21060
5.8
35260
33280
31520
10.8
27270
23530
20690
6.0
34970
32890
31060
11.0
26950
23170
20330
6.2
34670
32500
30590
11.2
26640
22820
19960
6.4
34370
32110
30130
11.4
26320
22470
19610
6.6
34060
31710
29670
11.6
26000
22130
19270
6.8
33750
31310
29200
11.8
25690
21800
18930
7.0
33440
30910
28740
12.0
25380
21460
18590
7.2
33130
30510
28270
12.2
25070
21130
18260
7.4
32810
30110
27820
12.4
24770
20810
17940
7.6 32490
29710
27360
12.6
24470
20490
17620
7.8 1 32170
29310
26910
12.8
24170
20180
17310
1 ZLQ
THE CARNEGIE STEEL COMPANY, LIMITED.
ULTIMATE STRENGTH OP WROUGHT IRON COLUMNS. Continued.
13.0
23870
19860
17000
17.0
18550
14630
12080
13.2
23570
19560
16710
17.2
18320
14410
11880
13.5
23140
19110
16280
17.5
17980
14100
11590
13.8
22700
18670
15850
17.8
17640
13790
11320
14.0
22420
18380
15580
18.0
17420
13590
11140
14.2
22150
18100
15310
18.2
17200
13390
10960
14.5
21740
17690
14920
18.5
16880
13100
10700
14.8
21320
17290
14530
18.8
16570
12820
10450
15.0
21050
17020
14290
19.0
16370
12630
10290
15.2
20790
16760
14040
19.2
16170
12450
10130
15.5
20290
16390
13690
19.5
15870
12190
9890
15.8
20020
16010
13350
19.8
15570
11930
9670
16.0
19760
15770
13120
20.0
15380
11760
9520
16.2
19510
15540
12910
20.2
15200
11600
9380
16.5
19150
15190
12590
20.5
14920
11360
9170
16.8
18790
14850
12280
20.8
14650
11120
8970
RADII OP GYRATION FOR TWO ANGLES PLACED BACK TO BACK.
ANGLES WITH EQUAL LEGS,
Ft Fo I**
** -^ ^ ^ <^ ^
f
TF ' r f ""J
r. ^&&%E53Sfflk Es9N&S5SE3P
'ft
Radii of Gyration given, correspond to directions indicated by arrow-heads. *
N
Size.
Inches.
Thickness, l^^yi RADII OF GYRATION.
r
r
r
r
I rOUndS. j v
6
X6
A 17-2 1.87
2.50
2.67
2.76
H
H 33 -l 1,81
2.57
2.75
2.85
5
X5
H 12.3
1.56
2.09
2.26
2.35
i*
7/ s 27.2
1.49
2.17
2.35
2.45
4
X4
# 9 - 8
1.23
1.68
1.86
1.95
1?
t
if
19.9
1.18
1.75
1.94
2.04
*y*
X3 ^
^8
8.5
1.07
1.47
1.66
1.75
K
it
17.1
1.02
1.55
1.74
1.85
3 X3
X
4.9
0.93
1.25
1.43
1.53
u
11.4
0.88
1.32
1.51
1.62
^
2^
X2#
yi
4.5
0.85
1.15
1.34
1.44
1*
u
&
8.5
0.82
1.19
1.39
1.49
Z/4
X2j
1 A
4.1
0.77
1.05
1.24
1.34
f>
'
7.7
0.74
1.10
1.29
1.40
W
X2#
2
3.7
0.69
0.96
1.14
1.24
%
6.8 ! 0.66
0.99
1.19
1.30
IfiO
THE CARNEGIE STEEL COMPANY, LIMITED.
RADII OP G-YBATION FOB TWO ANG-LES
PLACED BACK TO BACK.
ANGLES WITH UNEQUAL LEGS.
^1 1*2 ^3
"If r i i "fJT
Radii of Gyration given, correspond to directions indicated by arrow-heads.
Size.
Thickness
Weight per
RADII OP GYRATION.
foot of
Inches.
Inches.
single angle
Pounds.
r.
r 2
r 3
7 X3X
7
To"
15.0
226
1.21
1.39
1.47
u
1
32.3
2.19
1.31
1.50
1.60
6 X4
H
12.3
1.93-
1.50
1.67
1.76
ft
27.2
1.86
1.58
1.76
1.86
6 X3X
11.7
25.7
1.94
1.87
1.26
1.35
1.43
1.54
1.53
1.64
5 X4
tt
11.0
1.59
1.58-
1.75
1.85
H
24.2
1.52
1.66
1.85
1.95
5 X3%
10.4
1.60
1.33
1.51
1.60
"
tt
22.7
1.53
1.42
1.61
1.71
5 x3
tt
9.8
1.61
1.10
1.27
1.37
(4
i
19.9
1.55
1.18
1.37
1.47
4VX3
9.1
1.44
1.13
1.31
1.41
ft
if
18.5
1.38
1.25
1.46
1.54
4 X3X
8
9.1
1.25
1.43
1.60
1.70
if
18.5
1.19
1.50
1.69
1.79
4 x3
*
7.1
17.1
1.27
1.21
1.17
1.25
1.35
1.45
1.44
1.55
3XX3
n
6.6
15.7
1.10
1.04
1.22
1.30
1.40
1.50
1.49
1.60
gi/XSjK
4.9
1.12
0.96
1.13
1.23
2
8
12.4
1.06
1.03
1.23
1.33
3XX2
T/
4.3
1.04
0.74
0.92
1.02
<<
T 9 r
9.0
1.00
0.79
0.99
1.10
3 X2%
X
4.5
0.95
1.00
1.18
1.28
A
9.5
0.91
1.05
1.25
1.35
3 X2
JL
3.6
0.96
0.75
0.93
1.03
tt
i/
7.7
0.92
0.80
1.00
1.10
2Vx2
3
2.8
0.79
0.79
0.97
1.07
"
K
6.8
0.75
0.84
1.04
1.15
151
THE CARNEGIE STEEL COMPANY, LIMITED.
RADII OP GYRATION FOR TWO ANGLES
PLACED BACK TO BACK.
ANGLES WITH UNEQUAL LEGS.
Radii of Gyration given, correspond to directions indicated by arrow-heads.
Size.
Thickness
Weightier
foot of
RADII OP GYRATION.
Inches.
Inches.
single angl
r,
r 2
r 3
7 X3%
iV
15.0
0.95
3.37
3.56
3.66
1
32.3
0.89
3.48
3.68
3.78
6 X4
H
12.3
1.17
2.74
2.92
3.01
# 27.2
1.11
2.82
3.02
3.12
6 X3%
11.7
0.99
2.81
3.00
3.10
((
7 A>
25.7
0.93
2.90
3.10
3.20
5 X4
H
11.0
1.20
2.20
2.38
2.48
M
7 /%
24.2
1.14
2.29
2.48
2.58
5 X3%
y%
10.4
1.02
2.27
2.45
2.55
? /&
22.7
0.96
2.36
2.55
2.65
5 X3
H
9.8
0.85
2.35
2.52
2.62
M
19.9
0.80
2.42
2.62
2.72
4%X3
H
9.1
0.86
2.07
2.25
2.35
it
18.5
0.81
2.15
2.35
2.45
4 X3%
X
9.1
1.06
1.74
1.92
2.02
M
it
18.5
1.01
1.81
2.01
2.11
4 X3
ft
7.1
0.89
1.79,
1.97,
2.07
"
it
17.1
0.83
1.88
2.08
2.18
"d
ft
6.6
15.7
0.90
0.85
1.52
1.61
1.71
1.81
1.80
1.91
"/2 X2^>
E
4.9
0.74
1.58
1.76
1.86
H
12.4
0.67
1.66
1.86
1.96
3#X2
#
4.3
0.57
1.51
1.70
1.80
ri
A
9.0
0.53
1.57
1.77
1.88
3 X%X
X
4.5
0.75
1.31
1.50
1.59
"
T 9 S
9.5
0.72
137
1.56
1.66
3 X2
A
3.6
0.58
1.38
1.56
1.66
ft
%
7.7
0.55
1.42
1.62
1.73
2%X2
T 3 7
2.8
0.60
1.10
1.28
1.39
"
*/2
6.8
0.56
1.16
1.35
1.46
152
THE CARNEGIE STEEL COMPANY, LIMITED.
ULTIMATE STRENGTH OF HOLLOW CYLIN-
DRICAL AND HOLLOW RECTANGULAR
CAST IRON COLUMNS.
Ultimate Strength in Pounds per Square Inch :
CYLINDRICAL COLUMNS. RECTANGULAR COLUMNS.
Square Bearing: Pin & Square: Pia Bearing: Square Bearing: Pin & Square;
80000 80000 80000 80000 80000
Pin Bearing:
80000
3<;i2i, 2
(121)* 8(121)f
+800 d 2 J +1600d 2
(12D 2 14
3(12 1) 2 9(121) 2
'3200 d 2 +6400 d 2
400 d 2
MGood*
l=Length of Column, in feet.
d=External diameter or least side of rectangle, in inches.
1
d
CYLINDRICAL COLUMNS.
Ultimate Strength m Ibs. per sq. in.
RECTANGULAR COLUMNS.
Ultimate Strength in Ibs. per sq. in.
Square
Bearing.
Pin and
Square.
Pin Bearing.
Square
Bearing.
Pin and
Square.
Pin Bearing.
1.0
1.1
1.2
1.3
1.4
67800
65690
63530
61340
59140
62990
60300
57600
54930
52310
58820
55730
52690
49740
46900
70480
68790'
67000
65140
63260
66520
64260
61940
59600
57270
62990
00300
57600
54960
52320
1.5
1.6
1.7
1.8
1.9
56940
54760
52620
50530
48490
49770
47300
44940
42670
40510
44200
41630
39210
36930
34790
61350
59450
57550
55670
53800
54960
52680
50460
48300
46230
49760
47300
44960
42670
40510
2.0
2.1
2.2
2.3
2.4
46510
44600
42750
40980
39280
38460
38520
34680
32940
31310
32790
30920
29180
27540
26030
51940
50160
48400
46670
44990
44200
42260
40400
38630
36930
38460
36520
34680
32950
31310
2.5
2.6
2.7
2.8
2.9
37650
36090
34600
33180
31820
29770
28320
26950
25670
24460
24620
23300
22070
20930
19860
43390
41820
40320
38870
37470
35310
33770
32310
30920
29600
29760
28320
26950
25670
24460
3.0
3.1
3.2
3.3
3.4
30530
29310
28140
27030
25970
23320
22250
21250
20300
19410
18870
17940
17070
16260
15500
36120
34830
33580
32390
31240
28340
27150
26030
24969
23940
23320
22250
21250
20300
19410
153
^ 'ii^fc^K'-} f? "C+-6<t 7 ft-f+M <r 4
TltB A|tNBGIB STEEL COMPANY, LIMITED.
Safe Loads, in Tons of 2,000 IDs., for Hollow Cylindrical Cast Iron Columns.
Out-
side
diam.,
inches
Thickness
of Metal.
LENGTH OP COLUMNS, IN FEET.
Sec-
,ional
Area,
nches.
wght.,lbs.,
f columns
per foot
of length.
8
Tons.
10
12
14
16
18
20
22
24
Tons.
Tons.
Tons.
Tons.
Tons.
Tons.
Tons.
Tons.
6
%
26.2
23.0
20.1
17.5
15.2
13.2
11.5
, ,
, ,
8.6
26.95
6
H
37.5
33.0
28.8
25.0
21.7
18.9
16.5
, ,
t ,
12.4
38.59
6
7 /s
42.7
37.6
32.8
28.5
24.7
21.5
18.8
, .
, ,
14.1
43.96
6
1
47.6
41.9
36.5
31.8
27.6
24.0
21.0
, ,
. .
15.7
49.01
6
iti
52.2
46.0
40.1
34.8
30.2
26.3
23.0
17.2
53.76
7
%
47.7
43.1
38.5
34.3
30.4
26.9
23 ; 9
21.2
18.9
14.7
45.96
7
1
61.1
55.2
49.3
43.8
38.9
34.4
30.6
27.1
24.2
18.9
58.90
7
1#
67.2
60.8
54.3
48.3
42.8
37.9
33.7
29.9
26.7
20.8
64.77
8
H
57.9
53.3
48.6
44.1
39.7
35.8
32.2
28.9
26.1
17.1
53.29
8
74.6
68.7
62.5
56.7
51.1
46.0
41.4
37.3
33.6
22.0
68.64
8
i#
89.9
82.8
75.5
68.4
61.7
55.5
49.9
44.9
40.5
26.5
82.71
9
X
68.1
63.6
58.9
54.2
49.6
45.2
41.2
37.5
34.1
19.4
60.65
9
88.0
82.3
76.2
70.0
64.1
58.4
53.2
48.4
44.1
25.1
78.40
9
IX
106.6
99.6
92.2
84.8
77.6
70.8
64.4
58.7
53.4
30.4
94.94
9
i#
123.8
115.7
107.1
98.5
90.1
82.2
74.8
68.1
62.0
35.3
110.26
9
IX
139.6130.5
120.8
111.1
101.6
92.7
84.4
76.8
69.9
39.9
124.36
10
101.4 95.9
89.8
83.6
77.4
71.5
65.8
60.5
55.5
28.3
88.23
10
IX
123.3116.5
109.1
101.6
94.1
86.8
79.9
73.4
67.5
34.4
107.23
10
IK
143.7135.8
127.3
118.5
109.7
101.2
93.2
85.6
78.7
40.1
124.99
10
w
162.7153.8144.1
134.1
124.2
114.61105.5
97.0
89.1
45.4
141.65
11
114.8109.4103.5
97.3
91.0
84.8
80.2
73.1
67.7
31.4
98.03
11
IX
139.9133.3126.1
118.6
110.9
103.3
97.8
89.4
82.5
38.3
119.46
11
IK
163.5155.9147.5
138.6
128.7
120.8
114.3
104.1
96.4
44.8
139.68
11
IX
185.7177.1
167.5
157.5
147.3
137.2
129.8
118.3
109.5
50.9
158.68
11
8
206.6196.9
186.3
175.1
163.8
152.6
144.4
131.5
121.8
56.6
176.44
12
1
128.0
122.9
117.2
111.0
104.7
98.4
92.2
86.1
80.4
34.6
107.51
12
IX
156.4
150.1
143.1
135.7
127.9
120.2
112.6
105.2
98.2
42.2
131.41
12
IK
183.3175.9
167.7
159.0
149.9
140.9
132.0
123.3
115.1
49.5
154.10
12
12
J*
208.7200.4
232.7223.4
191.0
213.0
181.1
201.9
170.7
190.4
160.4
178.9
150.3
167.6
140.5
156.6
131.1
146.1
56.4
62.8
175.53
195.75
13
1
141.2136.3
130.7
124.7
118.5
112.1
105.8
99.5
93.5
37.7
117.53
13
IX
172.8166.81160.0
152.7
145.0
137.2
129.4
121.8
114.4
46.1
143.86
13
IK
203.0195.9
187.9179.3
170.3
161.1
152.0
143.1
134.3
54.2
168.98
13
IX
231.6223.6
214.5
204.7
194.4
183.9
173.5
163.3
153.3
61.9
192.88
13
2
258.91249.9
239.7
228.7
217.3
205.5
193.9
182.5
171.3
69.1
215.56
14
1
154.3149.6
144.3
138.5
132.3
125.9
119.5
113.1
106.8
40.8
127.60
14
IX
189.2183.4
176.9
169.7
162.2
154.4
146.5
138.6
131.0
50.1
156.31
14
1H
222.6215.8
208.1
199.7
190.8
181.7
172.3
163.1
154.1
58.9
183.67
14
IX
254.41246.7
237.9
228.3
218.1
207.6
197.0
186.5
176.2
67.4
210.00
14
2
284.8276.2
266.4
255.6
244.2
232.4
220.6
208.8
197.2
75.4
235.12
15
1
167.4162.9
157.8
152.1
146.0
139.7
133.3
126.8
120.4
44.0
137.28
15
IX |205.5!200.0
193.7
186.7
179.3
171.5
163.6
155.7
147.9
54.0
168.48
15
1^ 242.1235.7
228.2220.0
211.2
202.1
192.8
183.5
174.2
63.6
198.74
15
1X1277.2269.8
261.3251.9
241.9
231.4
220.7
210.1
199.5
72.9
227.45
15
2 J310.8J302.5 293.01282.5
271.2
259.5
247.5
235.5
223.6
81.7
254.90
154 1
THE CARNEGIE STEEL COMPANY, LIMITED.
CORRUGATED FLOORING.
The trough and corrugated plate sections shown on page 31 are
used for floors of bridges and fire-proof buildings.
The following tables give weights per lineal foot of each
rolled section and per square foot of floor surface for thicknesses
varying by T ^- inch ; also the moments of resistance for one foot
in width and the safe loads per square foot for spans of different
lengths using fiber strains of 12000 and 10000 Ibs.
PROPERTIES OF TROUGH SECTION.
Section index
Thickness of base
M10
y z
Mil
JL
M12
H
M13
11
M14
i/
Weight per lineal foot ....
Weight per square foot ....
Moment of resistance
16.32
25.00
1156
18.02
28.15
1306
19.72
31.31
1457
21.42
34.48
16.12
2315
37.74
17.67
SAFE LOADS IN LBS. PER SQUARE FOOT OF FLOOR FOR SPANS OF
DIFFERENT LENGTHS.
Ij
M10
Mil
M12
M13
M14
12000
Lbs.
10000
Lbs.
12000
Lbs.
10000
Lbs.
12000
Lbs.
10000
Lbs.
12000
Lbs.
10000
Lbs.
12000
Lbs.
10000
Lbs.
5
3699
3083
4179
3483
4662
3885
5158
4298
5654
4712
6
2569
2141
2902
2418
3238
2698
3582
2985
3927
3272
7
1887
1573
2132
1777
2379
1983
2632
2193
2885
2404
8
1445
1204
1633
1361
1821
1517
2015
1679
2209
1841
9
1142
952
1290
1075
1439
1199
1592
1327
1745
1454
10
925
771
1045
871
1166
972
1290
1075
1414
1178
11
764
637
864
720
963
803
1066
888
1168
973
12
642
535
726
605
809
674
896
747
982
818
13
547
456
618
515
690
575
763
636
836
697
14
472
393
533
444
595
496
658
548
721
601
15
411
343
464
387
518
432
573
478
628
523
16
361
301
408
340
455
379
504
420
552
460
Safe loads given include weight of section.
155
THE CARNEGIE STEEL COMPANY, LIMITED.
CORRUGATED FLOORING.
. ^f^N-^S^ 3 % r^, ^F% ,
nix//
f"
PROPERTIES
** / 16 **
OF CORRUGATED PLATE.
Section index .... M30 M31
Thickness of metal . . ^ -A
Weight per lineal foot . 8.06 10.10
Weight per square foot 11.05 13.78
Moment of resistance . 1,10 1.55
M32 M33 M34 M35
y& % A K
12.04 17.75 20.71 23.66
16.50 17.47 20.39 23.30
1.95 3.28 3.84 4.39
SAFE LOADS IN LBS. PER SQUARE FOOT OF FLOOR.
Span
inW
M30
M31.
M32.
12000 Lbs.
10000 Lbs.
12000 Lbs.
10000 Lbs.
12000 Lbs.
10000 Lbs.
5
6
7
8
9
10
11
12
13
14
15
16
352
244
180
138
109
88
73
61
52
45
39
35
293
203
150
115
91
73
61
51
43
38
33
29
496
345
253
194
153
124
103
86
73
63
55
49
413
287
211
162
128
103
86
72
61
53
46
41
624
433
318
244
193
156
129
108
92
80
69
61
520
361
265
203
161
130
108
90
77
67
58
51
Span
in Feet.
M33
M34
M35
12000 Lbs.
10000 Lbs.
12000 Lbs.
10000 Lbs.
12000 Lbs.
10000 Lts.
5
6
7
8
9
10
11
12
13
14
15
16
1049
728
535
410
324
262
217
182
155
134
117
103
874
607
446
342
270
218
181
152
129
112
98
86
1228
853
627
480
379
307
254
213
182
157
136
120
1023
711
523
400
316
256
212
178
152
131
113
100
1404
975
717
549
433
351
290
244
208
179
156
137
1170
813
598
458
361
293
242
203
173
149
130
114
Safe loads given include weight of section.
Weight per square foot given does not include weight of splice plate.
156
THE CARNEGIE STEEL COMPANY, LIMITED.
BUCKLED PLATES.
The old form of Buckled Plate contains one buckle and is square
or rectangular, and supported along its four edges in the manner
.shown by Fig. 2. The central part or buckle is surrounded by a
flat rim called the fillet.
A new form of Buckled Plate, made in long lengths, with
several buckles to the plate, is shown by Fig. 1, and is manufac-
tured by The Carnegie Steel Company, Limited. In this form the
plate is usually supported at the two long edges only.
Buckled plates are used for the floors of fire-proof buildings and
of high-way bridges. They are usually covered with concrete
or asphalt and stone paving, etc. They are generally made in
length and width from 3 X to 4 X -6 X/ , and in thicknesses of y\ x/ to
% x/ ; they are very strong, as indicated by the following table.
In order to allow for some deterioration by corrosion, they are,
Tiowever, rarely made thinner than ^"^hile y 5 ^' 7 is a usual
thickness for bridge floors.
There has not yet been a reliable formula devised from which
the strength of buckled plates can be figured, but from experi-
ments on plates 3 / -0 // square, arched l^f x/ , and well bolted down
on all sides, the following table of quiescent safe loads, uni-
formly distributed, has been deduced.
Thickness.
Weight of
one plate,
pounds.
Safe Load (one-fourth of
ultimate load),
pounds.
Per square foot,
pounds.
A"
68
5600
622
X"
90
10080
1120
A"
113
13888
1544
W
135
20160
2240
The resistance of buckled plates bolted or riveted down all
around is double the resistance of the same plate merely supported
all around, and if the two opposite sides are unsupported, the
resistance is reduced in the proportion of 8 to 5.
157
THE CARNEGIE STEEL COMPANY, LIMITED.
STANDARD DIMENSIONS OF BUCKLE
PLATES.
DIMENSIONS OF CONTINUOUS BUCKLES. (FIG. 1.)
No. of
Plate.
Buckle. K
lets
b.
Fillets
c.
Fillet
a.
No. of Buckles
Rise f whic t h . can be
put in one
Plate.
e
d
1
2
3
4
5
6
7
8
9
10
11
12
13
14
3' 11"
4/ 6//
3' 11"
3' 6"
3 X 9"
3 / !//
3 X 9"
3' 8"
2' 8"
3' 8"
2' 2"
3' 8"
3' 0"
2' 9"
tvSOOM)O5tO&3<MCOCOCOCOCOCOt*>>
COOlOOOOOOOOOi -5OcOi->-aiH->-ai
XX->.N.XN.X-XX>.X-N-XX
Made from Min.=2" to Max.=l' 6".
If longer than 1' 6" use angle stiffeners
riveted across plate.
Min.=2". Mai.=6".
Try not to exceed 4".
Preferably mado alike.
Try not to exceed 4". Min.=2". Max.=6",
6
3" 7
8
8
9
8
2" 8
10
8
10
8
9
3" 10
Plates given above can be made with one buckle or any number up to the limit indicated.
^DIMENSIONS OF SINGLE BUCKLES. (FIG. 2.)
No. of
Plate.
Width.
Length.
Fillet Buckle. . ,
a. e
d
16
17
18
2 X 5^"
3' 0"
2 / 5%"
3' 0"
3}^" %' 9"
2 X 9" 2^"
*No variation from these dimensions can be made.
M 1
]
OOOOOOO 2 5E
f/\
\
/
x
T
X
co a ..,
-.^ p""g"-er-y^ 5 j
:\ "/
\
\/
\
_o__o
i*! is.
!
*yl
/l,4
158
THE CARNEGIE STEEL COMPANY, LIMITED.
CORRUGATED AND GALVANIZED SHEETS.
Corrugated sheet is used for roofs and sides of buildings. It is
usually laid directly upon the purlins in roofs, and held in place by
means of clips of hoop iron, which encircle the purlin and are
placed in distances of about twelve inches apart. Special care
must be taken that the projecting edges of the corrugated sheets,
at the eaves and gable ends of the roof, are well secured, other-
wise the wind will loosen the sheets and fold them up.
The corrugations are made of various sizes; the smaller present
a more pleasing appearance to the eye, while the larger are stiffer
and will span a greater distance, thereby permitting the purlins to
be placed further apart. The sizes of sheets generally used for
both roofing and siding, are Nos. 20 and 22.
The corrugated sheet which will be described in the following,
is manufactured by The Carnegie Steel Company, Limited. It
is of medium size, presenting both a good appearance and being
of sufficient strength for usual requirements.
By one corrugation is meant the double curve between corre-
sponding points, and by depth of corrugation the greatest deviation
from the straight line measured between the concave surfaces of
the corrugated sheet.
Our corrugations are 2.425 X/ long, measured on the straight line ;
they require a length of sheet of 2.72S" to make one corrugation,
and the depth of corrugation is f| // . One corrugation is allowed
for lap in the width of the sheet and 6 X/ in the length for the usual
pitch of roof of two to one. Sheets can be corrugated of any
length not exceeding ten feet. The most advantageous width is
3Q/4") which (allowing ^4 // for irregularities) will make eleven
corrugations=30 // , or, making allowance for laps, will cover
24X X/ of the surface of thereof.
By actual trial it was found that corrugated sheet No. 20, span-
ning 6 feet, will begin to give a permanent deflection for a load
of 30 fbs. per square foot, and that it will collapse with a load of
60 ft)s. per square foot. The distance between centers of purlins
should therefore not exceed 6 feet, and, preferably, be less than
this.
159
THE CARNEGIE STEEL COMPANY, LIMITED.
CORRUGATED SHEETS,
The following table is calculated for sheets 30j^ /; wide before
corrugating.
Mk
2 -j
5*
3 **
a a
Weight per Square of 100 square feet,
when laid, allowing 6" lap in length and
2>" or one corrugation in width of
*{{
|l
|J
J*
sheet, for sheet lengths of:
+K
m
1
Lbs.
r
Lbs,
5'
6'
7'
8'
9'
10'
Lbs.
16
.065
2.61
3.28
365
358
353
350
348
346
2.95
18
.049
1.97
2.48
275
270
267
264
262
261
2.31
20
.035
1.40
1.76
196
192
190
188
186
185
1.74
22
.028
1.12
1.41
156
154
152
150
149
148
1.46
24
.022
.88
1.11
123
121
119
118
117
117
1.22
26
.018
.72
.91
101
99
97
97
96
95
1.06
NOTE. For weights per square laid with one and one-half lap,
add to above 5 per cent. For weights per square laid with two
laps, add to above 10 per cent.
TRANSVERSE STRENGTH.
l=Unsupported length of sheet, in inches.
t=Thickness of sheet, in inches.
b= Width of sheet, in inches.
d=Depth of corrugations in inches:
W=Breaking weight distributed in tons.
w= " " " " pounds.
W.
J9.95 t.b.d.
1
99900 t.b.d.
1
THE CABNBGIE STEEL COMPANY, LIMITED.
EXPLANATION OP TABLES ON MAXIMUM
STRESSES IN PRATT AND WHIPPLE
TRUSSES.
Pages 163 to 165.
These tables give the stress in each member of a Fratt (single
quadrangular) or Whipple (double quadrangular) truss, for any
number of panels not exceeding twelve in the former, and twenty
in the latter case, on the assumption that the load is uniform per
foot, and the panels are all of the same length. The stresses are
given in terms of the truss-panel dead and moving loads, repre-
sented respectively by W. and L. These are obtained by multi-
plying the dead load per foot of bridge, in the case of W and
the moving or live load per foot of bridge, in the case of L, by
half the panel length.
The letters W and L are placed at the top of column in tables,
and not next to the figures to which they belong, for want of space.
The stress in aB, for example, in a twelve panel Pratt truss,
= 5.5 W + 5.5 L, and in Be == 4.5 W -f f f L, both multi-
plied by the quotient specified in the last column.
The system of lettering employed is shown by Figs. 1 and 2,
on page 162, opposite, and, it is believed, is the best in
use. By making a sketch of the truss under consideration and
lettering the vertices in the manner shown, the truss members to
which reference is had in the tables, can be readily identified.
The dead load is assumed as concentrated at the lower vertices
of the trusses, for through bridges, and at the upper vertices, for
deck bridges. For through bridges of very large span, the
stresses thus obtained for the posts must be increased by the truss-
panel weight of the upper portion of the truss, including the
lateral bracing ; but in small spans, the increase of stress on this
account is so inconsiderable that it is usually neglected.
Note : In order to calculate the stresses in a Whipple or double
quadrangular truss by statical methods, it is necessary to consider
the truss as the combination of two Pratt trusses or single systems
of bracing, and assume that each of these two systems is strained
in the same manner as if one were independent of the other. If
the number of panels is odd, each of the two systems is unsym-
metrical. which has the effect of making the stress in the middle
panel of the lower chord slightly smaller than the stress in the
THE CARNEGIE STEEL COMPANY, LIMITED.
corresponding panel of the top chord. The difference is, how-
ever, frequently neglected, End the stress in middle panel of
bottom chord assumed the same as in middle panel of top chord.
Each of the two systems is assumed to carry one-half of the
panel load at the top of the inclined end posts.
Fig.x
Pratt or Single Quadrangular Truss.
S C D E F G H
Fig. 2
Whipple or Double Quadrangular Truss.
f D E F G H I K L M N O
Illustration of Application of Tables, also of the Use of Table of Natural
Sines, Tangents and Secants.
A Pratt truss of 135' span and 18' depth, is divided into nine
panels of 15' each. Required the stress in first main tie Be, and
in middle panel DE of top chord, for a dead load of 1200 Ibs.,
and a moving load of 3000 Ibs. per lineal foot of bridge.
15 =-9000 Ibs.
L- X 15 - 22500 Ibs.
28 Length Be
Bc-(8W+L)x -- -
DE - (10 W -f- 10 L)
The factor -r^ or panel length divided by depth of truss, is
the tangent of the angle, for which the length Be, divided by depth
of truss, is the secant. By table of natural sines, tangents and
secants, for tangent -= jg ' 0.833, the secant 1.302 ; therefore :
Be -= 97000 X 1.30 - 126100 Ibs.
DE - 315000 X - 262500 Ibs.
THE CARNEGIE
STEEL COMPANY, LIMITED.
MAXIMUM STRESSES UNDER
DEAD
AN3>
MOVING LOADS IN PRATT OR SINGLE
QUADRANGULAR TRUSSES
With inclined end posts and equal panels, for Through and Deck Bridges.
W = dead load and L =
= moving load per trus
$ and per panel.
Member.
12 Panel
Truss.
11 Panel
Truss.
10 Panel
Truss.
9 Panel
Truss.
8 Panel
Truss.
Multi-
ply by:
W+L
W+L
W+L
W+L
W-fL
aB
5.5H
r 5.5
5+
5
4.5+4.5
4+4
3.5+3.5
1*
Be
4.5-
rfl
4--
it
3.5+3.6
3-
-V
2.5+ V
Cd
3.5-
_j .3.
3--
2.5+2.8
2J
-V
1.5+ V
!!!
De
2.5-
-n
2--
8
1.5+2.1
1-
hV
0.5+ V
*
Ef
1.5+f|
1--
1
0.5+1.5
o+V
-0.5+ f
II
Fg
0.5+fl
0--
^.
-0.5+1.0
-i+f
-1.5+ f
Gh
-0.5+lf
-1--
^.
-1.5+0.6
hi
-g^
Hi
-1.5+if
-2--
6 T
J
abc
5.5+ 5.5
5+ 5
4.5+ 4.5
4H
- 4
3.5-j
-3.5
^s
BC, cd
10.0+10.0
9+ 9
8.0+ 8.0
7-
- 7
6.0-
-6.0
^ 1* _
CD, de
DE, ef
13.5+13.5
16.0+16.0
12+12
14+14
10.5+10.5
12.0+12.0
9-
10-
- 9
-10
7.5-
8.0-
-7.5
-8.0
i|i
EF, fg
17.5+17.5
15+15
12.5+12.5
^f
FG
18.0+18.0
^
Thro'. Deck.
Oc
4.5H
If
4+
. 5.
3.5H
-3.6
3H
h
2.5+ V
Cc, Dd
3.5-
3+
&.
2.5-
-2.8
2-
hV
1.5+ V 5
Dd, Ee
2.5-
-. --^
2+
T
1.5-
-2.1
14-V
0.5+ V
*3
Be, Ff
1.5-
~fl
1+
L.1
0.5-
-1.5
o+v
-0.5+ 1
3
; Gg
0.5-
' '--Q
0+
-0.5-
-1.0
-0.5-
Hi
Member.
7 Panel
Truss.
6 Panel
Truss.
5 Panel
Truss.
4 Panel
Truss.
3 Panel
Truss.
Multi-
ply by:
W+L
W+L
W+L
W+L
W+L
aB
3H
h3
2.54
-2.5
2+2.0
1.5+1.5
1+1
|^|
Be
Cd
2-
1-
-V
-V
1.5-
0.5-
V
-1.0
1+1.2
0+0.6
0.5+|
-0.5+ i
o+l
li^
De
Ef
0-
-1-
-\
hf
-0.5-
-0.5
-1+0.2
fS
abc
3+3
2.5+2.5
2+2
1.5+1.5
1+1
f-^1
BC, cd
5+5
4.0+4.0
3+3
2.0+2.0
1+1
's4
CDE,de
4.5+4.5
J-gi
Thro'. Deck.
^ c
Cc
E+V
1.5+ V
1+1.2
0.5+ f
Cc, Dd
i+V
0.5+1.0
0+0.6
-0-5+1
.^
Dd
0+f
-0.5+0.5
to
THE CARNEGIE STEEL COMPANY, LIMITED.
MAXIMUM STRESSES UNDER DEAD AND
MOVING LOADS IN WHIPPLE OR
DOUBLE QUADRANGULAR
TRUSSES
With inclined end posts and equal panels, for Through and Deck Bridges.
W = dead load and L = moving load per truss and per panel.
20 Panel
Truss.
19 Panel
Truss.
18 Panel
Truss.
17 Panel
Truss.
16 Panel
Truss.
aB
Be
Bd
Ce
Df
Eg
Fh
Gi
Hk
II
Km
Ln
Mo
abc
cd
de
ef
CD,
DE,
EF, gi
FG, hi
GH, ik
HI, kl
Thro'. Deck.
Oc
Dd
Cc, Ee
Dd, Ff
% G H!
?
Kk
LI
li
Kk
LI
W+L
9.5+9.5
4.5+^
4.0+W
f|+J T
I+w
I +45
w-
w+
vv-
4.54.9.0.1
4.0+s^
3-5+W
3.0+ S
2.5+^'
2.0+%?
w-
w+w
il+w
tt+W
fl+ r
W+L
8.5+8.5
4.0+ *fc
8.5+fift
8.0+ W
2.5+%5
2.0+W
1.54.3^5
i.o+w
0.5+ W
0.0+ 2 T
-0.5+ ift 5
-1.0+ i T 2 t 5
8.5+ 8.5
12.5+12.5
19.5+19.5
25.5+25.5
30.5+30.5
34.5+34.5
37.5+37.5
39.5+39.5
40.5+40.5
IK=HI
4.0+ W
3.5+4
3.0+5J t 5
2.5+W
2.0+42 f 5
1.5+ af t e
i.o+w
0.5+ W
0.0+ W
-0.5+ W
W+L
If + 5 fr
ff+W
ff+ 4 x
ff+ 3 t
ff+ 3 r
^
^f+ 2 ]
W+L
7.5+7.5
8.64-W
8.0+m 1
2.5+'% ;
2.0+ 3 T 5 ^
1.5+ 3 Tt !
1.0+W
0.5+ "
0.0+
-0.5+
-1.0+
-1.5+
7.5+7.5
11+11
17+17
22+22
26+26
29+29
31+31
32+32
HI=GH
3.5+
8.0+
2.5--
2.0- -
1-5+W
l.O+W
0.5+ W
0.0+ W
-0.5+ W
164
THE CARNEGIE STEEL COMPANY, LIMITED.
MAXIMUM STRESSES UNDER DEAD AND
MOVING LOADS IN WHIPPLE OR
DOUBLE QUADRANGULAR
TRUSSES
With inclined end posts and equal panels, for Through and Deck Bridges.
W=dead load and L = moving load per truss and per panel.
M
15 Panel
14 Panel
13 Panel
12 Panel
11 Panel
S^
Truss.
Truss.
Truss.
Truss.
Truss.
*-s
W+L
W+L
W+L
W+L
W+L
aB
7+7
6.5+6.5
6+6
5.5+5.5
5+5
Be
t+jfjj
3 O+^yx 5
|| +WJ
B.5+W
24 _|_ 24.5
1
Bd
2.5+3-fy;
2-0+ W
i .[._ 2 0_._J
J-
Ce
1+w
2 0+ ^t-
ff + ~Tf 5
TT + " ~TT
Df
1.5+ 4v
H+ 2 r
1.0-h*
9 1 12 . 5
"i* 8
Eg
yr- + 2 y ^
1.0+-j^
T 9 + ~^i"
0.5+-yA 5
T 2 T + "Vr"
S"3
Fh
+W
0.5+ ifV
yJr+W
0.0+- T -f
_^ T _j_-^
S-i'
Gi
A+W
0.0+i T 2 t 5
-0.5+|-f
~T 9 T + "TT"
Hk
_0.5+-^
-9 _|_ .6..|.
4!+-Tt 5
11
-II + -l--.l-
-1.0+ TT'
-il+- 3 rf
Km
-11 + -rf
abc
^7+7^
6.5+ 6.5
6+6
5.5+ 5.5
5+5
cd
9.5+ 9.5 W 3 +W 3
8.0+ 8.0
19 _|_ |9
-=
BC, de
CD, ef
BE, fg
W+W
W+W
14.5+14.5 W + W 3
18.54-18.51 W+ 2 W
2i.5+2i.5;w4-T
12.0+12.0 Vi 9 + W
15.0+15.0 W+W
17.0+17.0 V+ W*
jj
SF, gh
23.5+23.5 Vv 9 +r^
18.0+18.0
W+W
l^-a
FG, hi
GHI
W+W 4
W+W
24.5+24.5
GE-=FG
W+W
GH=FG
*gh=
FG=EF
FG=EF
^f g =
T 9 -I-T 9
-3 g<
w+w
2 T+^
Thro'. Deck.
Ce
^ _|_ 4^5
8-04- W
1 5. _|_ 3^5
2_5-|_ 3^5
|^._|_2^5
Dd
ft +35
|0 -[_3f^5
2.0+24^5
ff+W
Cc, Ee
2^0+ 4t 5
ft+W
1.5_[-2f^ 5
if "r-^t 5
^
Dd, Ff
|_ V. _ _ 3J^5
1.54- 3 J t &
+w
l.O-pfj 5
T 9 T + ^t 5
a
Ee, Gg
18. -J-2J-5
1.0-fW
y 9 T + 1 J^.5
05-1- --*-
T'T. + "T'T*"
Ff; Hh
ji _)_ 2J^5
0.5+ 4
T 4 1T + J f t
0.0+4*
-^-[-T'-f-
1g
fV 4- ^t 5 0.0+ iyt 5 rfV + W
-0.5+- 6 r -f
I
Hh
"T 3 ? "^ "^^r 5 ~0.5- - Vx-
lii!
165
THE CARNEGIE STEEL COMPANY, LIMITED.
STANDARD CLEVIS NUTS.
Distance H can be made to suit connections.
Diam-
eter
of
Round
Bar.
1
m
?T 5 ,
Upset
Screw
End for
Round
Bar.
tx
2
2X
|f 8
2%
Side
of
Square
Bar.
i
Upset
Screw
End for
Square
Bar.
3
IP
3/8
3/8
Diameter
of
Eye.
7^
7/8
Fork.
V
Thread.
E
Thick-
ness of
Bar in
Fork.
IX
IX
IX
JX
IX
1/8
Width
of
Bar in
Fork.
8A
I
8;
5X
a
Diameter
of
Pin.
1/8
2X
* This Clevis used for all smaller Bars.
166
THE CARNEGIE STEEL COMPANY, LIMITED.
STANDARD EYE BAB HEADS.
SIZES IN INCHES.
-IS
I B 1
.1
4j
2
1?
1:
s
ft~
1=
2^=
1?
1,
ft
s_
||
l~
If
^
l a<
la
l|
I?
l f
a 3
3
2K
7
3%
6/8
6
8
17
8%
15^
3
3
7%
7
4/^
15
7 1/
12^
3
%l4
8
4 4
P
7
5
15%
7^
13^
3
4'
8%
4?/
7
5 1 A
16
8
14
3
4U
9
4%
% l /2
7
6
16%
8/4^
14%
3
5
9%
4^
9
7
ft/4
17
8/
15^
3
5/4
10
5
95^
7
7
17%
8|/
15V
3
6
10%
5*
iox
7
7 1 A
18
9
16/8
3
/4
11
5%
10|^
7
8
18%
9/^
17
3
7
11%
H/8
7
%/4
19
9%
17^6
4
3
9
4%
744
7
9
19%
18H
4
3/^
9%
8/8
8
5
17
8/^
14H
4
4
10
5 /4
9
8
5)4
17%
8^/
15
4
4/^
10%
5X
99
8
ft
18
9
15f^
4
5
11
5%
10^
8
ft/4
18%
9M
16^"
4
b}4
11%
5%
103/
8
7
19
9%
16^
4
6
12
6
11M
8
7/2
19%
17^
4
4
Y 2
13 2
6%
lljf
12%
8
8
8
20
20%
10 4
18
18%
5
5
4
11
5%
53/
10 2
8
8
9 2
21
21%
10^
1$
5
12
6
8
lo' 2
22
11
20>|
5
5 2
12%
6k
HX
9
6
19%
9|/
16|/
5
5/4
13
6%
\\y &
9
6%
20
10
5
6
13%
6^
12^
9
7
20%
iox
5
ft/4
14
7
13
9
7/4
21
10%
5
5
7
7%
13%
1 4. ^X
9
9
8
8
II 4
19 T V
1 Q 1 1
6
6
6
4
t
13
14 2
6%
7 4
|i|
9
9
9
9 2
io /2
F
23%
11%
201i
21/8
6
6
ft 2
B*
$
13 8
13%
10
10
8 2
ff?
UK
20^
6
6
I 2
B*
5*
14
10
10
9 2
L 3K
n^
12
20H
21 rV
6
7/2
16%
sy
15^
i .
1 i
167 !
THE CARNEGIE STEEL COMPANY, LIMITED.
CONVENTIONAL SIGNS FOB RIVETING.
SHOP. FIELD.
TWO PULL HEADS.
Countersunk Inside and Chipped.
Countersunk Outside and Chipped.
Countersunk Both Sides and Chipped.
INSIDE.
OUTSIDE.
Q
BOTH SIDES.
Flattened to %" High or Countersunk and not Chipped.
Flattened to 34" High.
Flattened to %" High.
This system, as designed by F. C. Osborne, C. E., has for
foundation the diagonal cross to represent a countersink, the
blackened circle for a field rivet, and the vertical stroke to indi-
cate a flattened head. The position of the cross, with respect to
the circle (inside, outside, or both sides), indicates the location of
the countersink, and the number and position of the vertical strokes
indicate the height and position of the flattened heads.
Any combination of field, countersunk and flattened head rivets
liable to occur may be readily indicated by the proper combina-
tion of above signs.
168
THE. CARNEGIE STEEL COMPANY, LIMITED.
NOTES ON ROOFS AND LOADS FOB SAME.
Angles of roofs as commonly used.
Proportion;
of rise
to span.
ANGLE.
Length of
rafter to rise.
Proportion
of risa
to span.
ANGLE.
Length of
rafter to rise.
Deg. Min.
Deg. Min.
X
1
2/1?
45 00
33 41
30 00
1.4142
1.8028
2.0000
X
k
54
26 34
21 48
18 26
2.2361
2.6926
3.1623
APPROXIMATE LOADS PER SQUARE FOOT FOR ROOFS, OF SPANS
UNDER 75 FEET, INCLUDING WEIGHT OF TRUSS.
Roof covered with corrugated sheets, unbearded, - 8 pounds.
Roof covered with corrugated sheets, on boards, - - 1 1 "
Roof covered with slate, on laths, - - - - 13 "
Same, on boards, l>/ x/ thick, - - 16 (l
Roof covered with shingles, on laths, - - - 10 "
Add to above, if plastered below rafters, - - - 10 "
Snow, light, weighs per cubic foot, 5 to 12 "
For spans over 75 feet, add 4 Ibs. to the above loads, per square
foot.
It is customary to add 30 Ibs. per square foot to the above for
snow and wind, when separate calculations are not made.
PRESSURE OF WIND ON ROOFS. (Unwin)
a = Angle of surface of roof with direction of wind.
F=Force of wind in Ibs. per square foot.
A=Pressure normal to surface of roof=F Sin. a 1>84 Cos - "- 1 -
B=Pressure perpendicular to direction of wind=F Cot. aSin a i84Cog.a.
= Pressure parallel to direction of wind=F Sin. a 1>84 Cos - a -
Angle of roof=a
A=FX
B=FX
C=FX
.125
.122
.01
10
.24
.24
.04
.45
.42
.15 i
.57
40
.83
.64
.53
50
60
70
80
90
.95
1.00
1.02
1.01
1.00
.61
.50
.35
.17
.00
.73
.85
.96
.99
1.00
169
THE CARNEGIE STEEL COMPANY, LIMITED.
ROOF TRUSSES.
Tables for finding strains in members for roof trusses of
the different types and pitches as given
below and of any span.
RULE. To find the strain in t ny member, multiply the coeffi-
cient given for that member by total dead load carried by truss
(-=span in feet X distance between trusses in feet X weight per
square foot). If the truss is acted upon by wind forces or other
unsymmetrical loading the strains in the members must be calcu-
lated accordingly and combined with the dead load strains as
found below.
Member
PITCH. (Depth to Span.)
of Truss.
t
30
i
7 "NTnTF, H^flvy linpc;
Fig. 1.
Aa
Bb
.675
.537
.750
.625
.838
.726
denote compression and
'qi 7 light li nes tension mem-
Ca
.563
.650
.750
.938 bers. Loads are con-
Cc
.375
.433
.500
.625 sidered as concentrated
ab
.208
.217
.224
909
' at the joints.
be
.188
.217
.250
.313
Fig. 2.
Aa
.750
.833
.930
1.120 sr
Bb
.589
.666
.757
.928 PI K t *Ls/
Oc
.568
.666
.783
.*995 ^^ /
Da
.625
.721
.833
1.042 A S\ /
Dd
aV>
.375
A tt
.433
A gry
.500
A OA
.625 ^ a W
ab
be
.155
.155
.167
.167
.loO
.180
]202 C
cd
.250
.288
.333
.417
Fig. 3.
Aa
Bb
.788
.718
.874
.812
.978
.922
1.178 Ff 2 Jrf
1.131 g ' 2 ' B/\C/
Cc
.649
.750
.866
1.085 . ^i /
Dd
.580
.687
.810
1.038 JX'VXJ/
Ea
.655
.758
.875
1 fiCM -^^ ^ SN **
Ef
.562
.650
.750
.938
Ee
.375
.433
.500
.625
ab
.104
.108
.112
A A />
bf
.093
.108
.125
J56 pjg 3 Cs^d/
fg
.208
.216
.224
.232 " s^cy
gc
.093
.108
.125
.156 A^</\T/
cd
.104
1 Q7
.108
.112
'010 ^ '
f
de
.187
.280
]325
'.375
.313 K
.469
17O
THE CARNEGIE STEEL, COMPANY, LIMITED.
EXPLANATION OF TABLES ON RIVETS
AND PINS.
PAGES 173 TO 176 INCLUSIVE.
In transmitting strains Dy means of rivets, it is customary to
disregard the friction between the parts joined, as too uncertain
an element to be relied upon to any extent. The rivets must
then be proportioned for the entire strain which is to be trans-
mitted from one plate, or group of plates, to the other, and they
must be of sufficient size and number to present ample resistance
to shearing and afford sufficient bearing area so as not to cause a
crushing of the metal at the rivet holes. This latter condition,
while generally observed for pins, is very often entirely over-
looked in riveted work. Its observance, in most cases of riveted
girders with single webs, determines the size and number of
rivets to be used, and frequently makes it necessary to adopt a
greater thickness of web than would otherwise be required.
Thus, if the web is -fa" thick, the rivets connecting the same
with the flange angles have a bearing value of only 3520 Ibs.
for a %" rivet, while their shearing value is = 2 X 3310 = 6620
Ibs. per rivet, the rivets being in double shear. Consequently,
while the usual thickness of web of floor beams for railway bridges
is 2'8 // , it sometimes becomes necessary, for shallow floor beams,
to increase this thickness to %" and even )4 // ) m order that the
pressure of the rivets upon the semi-intrados of the rivet holes
be not excessive, between the points of support of floor beam and
of application of the load, (in which space the transmission of
strain from web to flanges takes place).
The most usual pressures allowed upon rivet bearing are 15000
and 12000 Ibs. per square inch, as assumed in the tables, the bear-
ing area being the diameter of hole multiplied by the thickness
of metal. The former pressure, though somewhat greater than is
generally allowed foi pins, is frequently used in riveted work in
consideration of the neglect of the friction betweer plates.
171
THE CARNEGIE STEEL COMPANY, LIMITED.
The heavy zig-zag lines in tables on rivets, indicate the limit
at which bearing exceeds single shear. All values above these
lines are in excess of single shear, all values below are less than
single shear.
Pins must be calculated for shearing, bending and bearing
strains, but one of the latter two only, in almost every case,
determines the size to be used. The strain allowed upon pin-
bearing in bridges proportioned to a factor of safety of five, is
usually 12000 Ibs., and the maximum fiber strain by bending,
15000 Ibs. per square inch. When groups of bars are connected
to the same pin, as in the lower chords of truss bridges, the sizes
of bars must be so chosen and the bars so placed that at no
point on the pin will there be an excessive bending strain, on the
presumption that all the bars are strained equally per square inch.
The following examples will illustrate the use of the tables :
I. A pin in the bolster or end shoe of a bridge has to carry a
load of 40000 Ibs. between two points of support ; what size of
pin is required, assuming the distance between points (i. <?.,
centers) of support of bolster plates and centers of pressure of
end post plates = Z%" ?
Answer : Bending moment = 20000 Ibs. X 2% = 50000 inch
Ibs., therefore 3^ /x pin required for 15000 Ibs. fiber strain, since
the allowed moment for 3^ /x = 50600, as per table.
II. Required the thickness of metal in the top chord or in a
post of a bridge, that will give sufficient bearing area to a 3^ /x
pin having to transmit a strain of 60700 Ibs., the allowed pressure
per square inch on bearing being 12000 Ibs. maximum.
The bearing value of a 3^ x/ pin for V thickness of plate =
60700
40500 Ibs. therefore the thickness of metal required = =
40500
1^' // , or each of the two plates in the chord or post will have to
be " thick.
172
THE CARNEGIE STEEL COMPANY, LIMITED.
MAXIMUM BENDING MOMENTS TO BE AL-
LOWED ON PINS FOR MAXIMUM FIBER
STRAINS OF 15OOO, 2OOOO AND 225OO LBS.
PER SQUARE INCH,
^ 05
Moment
Moment
Moment
=3 *
Moment
Moment
Moment
for
for
for
for
for
for
S ^
8=15000.
8=20000.
8=22500.
13
8=15000
8=20000
8=22500
a
Lbs. In.
Lbs. In.
Lbs. In.
Lbs. In.
Lbs. In.
Lbs. In.
i
1470
1960
2210
4^
134200
178900
201300
1%
2100
2800
3140
457
145700
194300
218500
1%
2880
3830
4310
4%
157800
210400
236700
1
3830
5100
5740
170600
227500
255900
*X
4970
6630
7460
5
184100
245400
276100
l?i
6320
8430
9480
5K
198200
264300
297300
1%
7890
10500
11800
213100
284100
319600
18
9710
12900
14600
5%
228700
304900
343000
2
11800
15700
17700
5%
245000
326700
367500
2%
14100
18800
21200
5%
262100
349500
393100,
16800
22400
25200
5%
280000
373300
419900
2^1
19700
26300
29600
5%
298600
398200
447900!
2J
23000
307OO
34500
6
318100
424100
477100
2%
26600
35500
40000
G%
338400
451200
507600
2%
30600
40800
45900
GY*
359500
479400
539300
35000
46700
52500
6%
381500
508700
572300;
3
39800
53000
59600
6Y?
404400
539200
606600'
3%
44900
59900
67400
Q : y.
428200
570900
642300
gl/
50600
67400
75800
6 : K
452900
603900
679400
s
56600
75500
84900
6%
478500
6S8000
717800
3Y
63100
84200
94700
7
5052OO
673400
757600
3/1
70100
93500
105200
631200
828400
931900
IS
77700
85700
103500
114200
116500
128500
8^
754000
904400
1005400
1205900
1131100J
1356700J
4
94200
125700
141400
9
1073600
1431400
1609500
4^
103400 137800 155000
1O
1572600 18885002207900
113000150700
169600
11
190990026133002940000
4/1
123300164400
185000
12
2150600339300013817100
REMARKS The following is the formula for the flexure applied to pins :
M - S7rd3 SAd
32 8
M=moment of forces for any section through pin.
S=strain per sq. in. in extreme fibers of pin at that section.
A=area of section.
d=diameter.
7r=3.14159
The forces are assumed to act in a plane passing through the axis of the pin.
The above table gives the values of M for different diameters of pin, and for
three values of S.
If M max. is known, an inspection of the table will therefore show what
diameter of pin must be used in order that 8 may not exceed 15000, 20000 or
22500 Ibs., as the requirements of the case may be.
For Railroad Bridges proportioned to a factor of safety of 5, it is customary
to make S max. =- 15000 Ibs. in iron and 20000 Ibs. in steel.
173
THE CARNEGIE STEEL COMPANY, LIMITED.
BEARING- VALUES OF PINS
FOR ONE INCH THICKNESS OF PLATE.
(=Diameter of Pin Xl x/ X Strain per Square Inch.)
- -1
* | Area of
Bearing
Value at
Bearing
Value at
sjj
Area of
Bearing
Value at
Bearing
Value at
Pin.
12,000 Lbs
15,000 Lbs
3
Pm.
12,000 Lbs.
15,000 Lbs.
5 ~
Per Sq. In
Per Sq. In
I'H
Per Sq. In.
Per Sq. In.
as
sq. in.
Ib?.
Ibs.
so. in.
Ibs.
Ibs.
1
.785
12000
15000
4X
1590
54000
67500
IX
.994
13500
16900
4^
16.80
55500
69400
IX
1.227
1500O
18800
4X
17.72
57000
71300
1.485
16500
20600
4#
18.67
58500
73100
iy
1.767
18000
22500
5
1964
60000
75000
15j
2.074
19500
24400
5/^
20.63
61500
76900
1%
2.405
21000
26300
5/4.
21.65
63000
78800
1^
2.761
22500
28100
5/
22.69
64500
80600
2
3.142
24000
30000
5X
23.76
66000
82500
2^
3.547
25500
31900
2485
67500
84400
2X
3976
27000
33800
5X
2597
69000
86300
4.430
28500
35600
5%
27.11
70500
88100
2X
4.909
30000
37500
6
28.27
72000
90000
2)1
5.412
31500
39400
Qy
29.46
73500
91900
23^
5.940
33000
41300
6/4
30.68
75000
93800
2^
6.492
34500
43100
QH
31.92
76500
95600
3
7.069
36000
45000
6%
33.18
78000
97500
3/^3
7.670
37500
46900
6$
3447
79500
99400
3^
8.296
39000
48800
6X
35.79
81000
101300
3/8
8.946
40500
50600
Q%
37.12
82500
103100
3%
9.621
42000
52500
7
38.48
84000
105000
10.32
43500
54400
7%
44.18
90000
112500
3X
11.05
45000
56300
8
50.27
96000
120000
3^
11.79
46500
58100
8%
56.75
102000
127500
4
12.57
48000
60000
9
63.62
108000
135000
4^
13.36
49500
61900
10
78.54
120000
150000
4X
1419
51000
63800
11
95.03
132000
165000
4/8
15.03
52500
65600
12
113.10
144000
180000
174
THE CARNEGIE STEEL COMPANY, LIMITED.
for different Thicknesses of Plate at 15000 Ibs. per square in
meter of Rivet X Thickness of Plate X 15000 Ibs.)
C5
SO O
- 1 ?2
05 L** ''J*
01 CO ^
O
05 CD
rH (M CO
O O O
O
O5
(M l>
00 00
O O
00 CO
CO OS
s
00 rH
CO C35
CD
00
8
82
Cj Cj
CO 05
CO O
tO CD
~0~0~
CM CO
05 CO
T* U5
O O
CO CO
10 O
CO l>
SO O O
C- *& rH
-^ 10
t> rH
O CO
IO OJ
CO CO
28
00 rH
eq co
8
to oo
CO CO
!~g
05 (M
^ to
(M
05 eq
(M CO
CO
O O
00 rH
00 rH
CO I>
i
IO IO
gT
C<J to
to to
00 (M
<M
CO CO
10 00
t> Oi
CO CO
O O
CSI O
00 O
(M CO
00 rH
8
ss
2g
00
CO
3
O O O O O O
rH 00 O5 tO CO rH
10 rH
10
00 CO
10 CO
S
CO 00
05 -tf
rH CS
00
CO rH
00 tO CO
rH 00 rH
O 1> T}i rH
CO CO ^1 iO
CO CO
rH O
O C5
CO CO
^ CO
IO CO
00 00
1> 00
"5~io
ss
05 rH
to
IO )O >O tO to
lOt"" WICC"" N IO t^
t^OO CDCQOOtOrHt^CO COC300
CO -f IOIO COCO t> 00 0005 OO MrH
175
THE CARNEGIE STEEL COMPANY, LIMITED.
r^r
~8
3 M
-r-l
!i
II
nt Thicknes
Rivet X T
Value
(=Di
fe
X
E
o o
t^ 00
05 >O
O iH
Q
CO
O IO rH
O5 05 O
o o
10 I>
^^
^^
05 C5
tO O 10 05
CD t** t** t^
O O
^ 0^
CO 00
to to
o o
rH CO
05 CO
to co
O O
lO O5
CO 1>
to CO
d CO
to to
o o
to co
E; M
CD CD t* 3
So o
00 rH
05 Cl CO
03 CO CO
o o
05 <M
^4* ''V*
<^i to
to to
8
00
CO 00
CO CO
CO ^
H rH W CM
co
o o
CO iH
rH CO
O CO S3
to co
00
CO
1O
CO CO
<: to to
~O~CTO~
2 8S
rH CO
CO CO CO
CO O5
Tfl CO
O O
00 05
rH rj(
o o o o
CO tO rH iH
CO
O O
iH Tl<
CO rH
CO rj<
O O O O
t** CO 05 CO
T^ IO to CO
CO IQ
CO 00
O5 Tj<
r-l rH rH C<l
CO <N
co
00 tO
rH 00
3
^O CD ^^ t**
I> CO O5 rH
f Ri
ches.
to
10 C-
3 .oS
CO CM 00
CO T* tOtO CO 1>00 OOC5
tO rH
to
CO
85
176
THE CARNEGIE STEEL COMPANY, LIMITED.
SPECIFICATIONS FOR CONSTRUCTIONAL IRON.
CHARACTER ANO 1. All wrought iron must be tough, ductile, fibrous and of
NISH ' uniform quality. Finished bars must be thoroughly welded
during the rolling, and be straight, smooth and free from in-
jurious seams, blisters, buckles, cracks or imperfect edges.
MANUFACTURE. 2. No specific process or provision of manufacture will be
demanded, provided the material fulfills the requirements oi
these specifications.
STANDARD TEST 3. The tensile strength, limit of elasticity and ductility,
IECE> shall be determined from a standard test piece of as near %
square inch sectional area as possible. The elongation shall
be measured on an original length of 8 inches.
ELASTIC LIMIT. 4. Iron of all grades shall have an elastic limit of not less
than 26,COO pounds per square inch.
HIGH TEST OR 5. When tested in specimens of uniform sectional area of at
TENSION IRON. j east i^ square inch, taken from members which have been
rolled to a section of not more than 4% square inches, the
iron shall show a minimum ultimate strength of 50,000 pounds
per square inch, and a minimum elongation of 18 per cent, in
8 inches.
6. Specimens taken from bars of a larger cross section than
4% square inches, will be allowed a reduction of 500 pounds
for each additional square inch of section, down to a minimum
of 48,000 pounds, and have an elongation of 15 per cent, in
8 inches.
BENDING TEST. 7. All iron for tension members must bend cold through
90 degrees to a curve whose diameter is not over twice the
thickness of the piece, without cracking. At least one sample
in three must bend through 180 degrees to this curve, without
cracking. When nicked on one side and bent by a blow from
a sledge, the fracture must be mostly fibrous.
ANGLE AND 8. The same sized specimens taken from angle and other
>ED shaped iron shall have a minimum ultimate strength of 48,000
pounds per square inch, and a minimum elongation of 15 per
cent, in 8 inches.
177
THE CARNEGIE STEEL COMPANY, LIMITED.
9. Specimens from angle and other shaped iron must bend
cold through 90 degrees to a curve whose diameter is not over
twice the thickness of the piece, without cracking.
PLATES. 10. The same sized specimens, taken from plates 8 inches
to 24 inches in width, shall show a minimum ultimate strength
of 48,000 pounds per square inch, and a minimum elongation of
15 per cent, in 8 inches; plates from 24 inches to 86 inches
wide shall show a minimum ultimate strength of 46,000 pounds
per square inch, and elongate 10 per cent, in 8 inches ; plates
over 36 inches wide shall have a minimum elongation of 8 per
cent, in 8 inches.
11. Samples of plate iron shall stand bending cold through
90 degrees to a curve whose diameter is not over three times its
thickness, without cracking. When nicked and bent cold, the
fracture must be mostly fibrous.
RIVET IRON. 12. Rivet iron shall have the same physical requirements as
high test iron, and, in addition, shall bend cold 180 degrees to a
curve whose diameter is equal to the thickness of the rod
tested, without sign of fracture on the convex side.
PIN IRON. 13. Specimens taken from pin iron under 4 inches diameter
shall have a minimum ultimate strength of 50,000 pounds per
square inch, and elongate 15 per cent, in 8 inches. Rounds
over 4 inches diameter, having a minimum elongation of 10 per
cent, in 8 inches will be satisfactory.
FULL SIZE 14. Full size pieces of flat, round or square iron not over
4% inches in sectional area, shall have an ultimate strength of
50,000 pounds per square inch, and stretch 12% per cent, in the
body of the bar. Bars of a larger sectional area than 4%
square inches, will be allowed a reduction of 1,000 pounds per
square inch, down to a minimum of 46,000 pounds per square
inch, and stretch 10 per cent, in the body of the bar.
VARIATION IN 15. The variation in cross section or weight of rolled
IGHT> material of more than 2% per cent, from that specified, may
be cause for rejection.
THE CARNEGIE STEEL COMPANY, LIMITED.
SPECIFICATIONS FOR CONSTRUCTIONAL STEEL.
PROCESS OF 1. Steel may be made by either the Open Hearth or Bes-
MANUFACTURE " semer process.
TEST PIECES. 2. The tensile strength, limit of elasticity and ductility shall
be determined from a standard test piece cut from the finished
material and planed or turned parallel ; the piece to have as
near % square inch sectional area as possible, and elongation
to be measured on an original length of 8 inches; two test
pieces to be taken from each heat or blow of finished material,
one for tension and one for bending.
3. Every finished piece of steel shall be stamped on one
side near the middle with the blow number identifying the
melt ; and steel for pins shall have the melt number stamped
on the ends. Rivet and lacing steel, and small pieces for pin
plates and stiffeners, may be shipped in bundles securely wired
together, with the melt number on a metal tag attached.
FINISH. 4. Finished bars must be free from injurious seams, flaws
or cracks and have a workmanlike finish.
GRADE OF STEEL. 5. Steel shall be of three grades : SOFT, MEDIUM, HIGH.
SOFT STEEL. 6. Specimens from finished material for test, cut to size
specified above, shall have an ultimate strength of from 54,000
to 62,000 pounds per square inch ; elastic limit one-half the ulti-
mate strength ; minimum elongation of 26 per cent, in 8 inches ;
minimum reduction of area at fracture 50 per cent. This grade
of steel to bend cold 180 degrees flat on itself, without sign of
fracture on the outside of the bent portion.
MEDIUM STEEL. 7. Specimens from finished material for test, cut to size
specified above, shall have an ultimate strength of 60,000 to
68,000 pounds per square inch ; elastic limit one-half the ulti-
mate strength; minimum elongation 20 per cent, in 8 inches;
minimum reduction of area at fracture, 40 per cent. This
grade of steel to bend cold 180 degrees to a diameter equal to
the thickness of the piece tested, without crack or flaw on the
outside of the bent portion.
THE CARNEGIE STEEL, COMPANY, LIMITED.
HIGH STEEL. 8. Specimens from finished material for test, cut to size
specified above, shall have an ultimate strength of 66,000
pounds to 74,000 pounds per square inch ; elastic limit one-half
the ultimate strength; minimum elongation 18 per cent, in 8
inches ; minimum reduction of area at fracture, 35 per cent.
This grade of steel to bend cold 180 degrees, to a diameter
equal to three times the thickness of the test piece, without
crack or flaw on the outside of the bent portion.
PIN STEEL. 9. Pins made of either of the above mentioned grades
of steel, shall, on specimen test pieces cut from finished mater-
ial, fill the physical requirements of the grade of steel from
which it is rolled, for ultimate strength, elastic limit and bend-
ing, but the elongation shall be decreased 5 per cent., and re-
duction of area at fracture 10 per cent, from that specified.
VARIATION IN 10. The variation in cross-section or weight of more than
WEIGHT. gi^ p er ce nt. from that specified, will be sufficient cause for
rejection.
FULL SIZE TESTS 11. Full size tests of steel used for eye-bars shall not be re-
STEEL BARS. q u ; re( j to s h ow mO re than 10 per cent, elongation in the body
of the bar, and tensile strength not more than 4,000 pounds
below the minimum tensile strength required in specimen tests,
of the grade of steel from which it is rolled.
SPECIFICATIONS FOR CONSTRUCTIONAL CAST IRON.
1. Except where chilled iron is specified, all castings shall be
tough gray iron, free from injurious cold shuts or blow holes,
true to pattern and of a workmanlike finish. Sample pieces 1
inch square cast from the same heat of metal in sand molds
shall be capable of sustaining on a clear span of 4 feet 6 inches
a central load of 500 pounds when tested in the rough bar.
SPECIFICATIONS FOR WORKMANSHIP.
iNSPtcTioN. 1 . Inspection of work shall be made as it progresses, and at
as early a period as the nature of the work permits .
ISO
THE CARNEGIE STEEL. COMPANY, LIMITED.
2. All workmanship must be first class. All abutting sur-
faces of compression members, except flanges of plate girders
where the joints are fully spliced, must be planed or turned to-
even bearings so that they shall be in such contact throughout
as may be obtained by such means. All finished surfaces
must be protected by white lead and tallow.
3. The rivet holes for splice plates of abutting members
shall be so accurately spaced that when the members are
brought into position the holes shall be truly opposite before
the rivets are driven.
4. Rollers must be finished perfectly round and roller-beds
planed.
RIVETS. 5. The pitch of rivets in all classes of work shall never ex-
ceed 6 inches, nor 16 times the thinnest outside plate, nor be
less than 3 diameters of the rivet. The rivets used shall gen-
erally be ^e t tyi an< ^ Y% inch diameter. The distance between
the edge of any piece and the center of a rivet hole must never
be less than 1^ inches, except for bars less than 2 % inches
wide. When practicable it shall be at least two diameters of
the rivet. Rivets must completely fill the holes, have full
heads concentric with the rivet, of a height not less than . 6
the diameter of the rivet, and in full contact with the surface,
or be countersunk when so required, and machine-driven
wherever practicable.
PUNCHING. 6. The diameter of the punch shall not exceed by more
than 1-16 inch the diameter of the rivets to be used, and
all holes must be clean cuts without torn or ragged edges.
Rivet holes must be accurately spaced ; the use of drift pins
will be allowed only for bringing together the several parts
forming a member, and they must not be driven with such force
as to disturb the metal about the holes.
7. Built members must, when finished, be true and free from
twists, kinks, buckles, or open joints between the component
pieces.
EYE BARS AND 8. All pin-holes must be accurately bored at right angles to
)LES. j|^ e ax j s o f ^6 members, unless otherwise shown in the draw-
181
THE CARNEGIE STEEL COMPANY, LIMITED.
ings, and in pieces not adjustable for length no variation of
more than 1-32 of an inch will be allowed in the length between
centers of pin-holes ; the diameter of the pin-holes shall not ex-
ceed that of the pins by more than 1-32 inch, nor by more than
1-50 inch for pins under 8% inches diameter. Eye-bars must
be straight before boring ; the holes must be in the center of the
heads, and on the center line of the bars. Whenever eye-bars
are to be packed more than J4 of an inch to the foot of their
length out of parallel with the axis of the structure, they must
be bent with a gentle curve until the head stands at right angles
to the pin in their intended position before being bored. All
eye-bars belonging to the same panel, when placed in a pile,
must allow the pin at each end to pass through at the same
time without forcing. No welds will be allowed in the body
ol the bar of eye-bars, laterals or counters, except to form the
loops of laterals, counters and sway rods; eyes of laterals,
stirrups, sway rods and counters must be bored; pins and lateral
bolts must be finished perfectly round and straight, and the
PILOT NUTS, party contracting to erect the work must provide pilot nuts
where necessary to preserve the threads while the pins are
being driven. Thimbles or washers must be used whenever
required to fill the vacant spaces on pins or bolts.
ANNEALING. 9. ^ n a ^ cases where a steel piece in which the full strength
is required has been partially heated the whole piece must be
subsequently annealed. All bends in steel must be made cold,
or if the degree of curvature is so great as to require heating,
the whole piece must be subsequently annealed.
PAINTING. 10- All surfaces inaccessible after assembling must be well
painted or oiled before the parts are assembled .
11. The decision of the engineer shall control as to the in-
terpretation of drawings and specifications during the execu-
tion of work thereunder, but this shall not deprive the con-
tractor of his right to redress, after the completion of the
work, for an improper decision
182
THE CARNEGIE STEEL COMPANY, LIMITED.
NOTES ON STEEL AND IRON.
1. The average \veight of wrought iron is 480 Ibs. per cubic
foot. A bar I inch square and 3 feet long weighs, therefore,
exactly lo Ibs. Hence :
To find the sectional area, given the weight per foot :
Multiply by T 3 ^.
To find the "weight per foot, given the sectional area :
Multiply by M.
2. The weight of steel is 2 per cent, greater than that of
wrought iron.
3. The center load, at which a bar of wrought iron I inch
square and 12 inches center to center of points of support will
give way, is very nearly one ton (of 2,240 Ibs.)
4. Within the elastic limit, the extension and compression of
wrought iron is very nearly T7J ^ 7 of its length for a strain oi
one ton (of 2,240 Ibs.) per square inch.
For cast iron this ratio is -^-^ for tension, but becomes varia-
ble for compression.
5. The contraction or expansion of wrought iron under
changes of temperature is about y^^ of its length, for a varia-
tion of 15 Fahrenheit.
The strain thus induced, if the ends are held rigidly fixed,
will be about one ton (of 2,240 Ibs.) per square inch of cross-
section.
6. The coefficient of expansion of wrought iron, for 100
Fahrenheit, is 0.000686. Therefore, for a variation in tempera-
ture of 125, a bar of wrought iron 100 feet long will expand or
contract 1 .029 inches.
Conversely: A change in length of I inch per hundred feet
would be produced by a variation in temperature of 121 5
Fahrenheit.
7. The melting point of iron and steel is about as follows :
Wrought iron, . . 3,000 Fahrenheit.
Cast iron, .... 2.000
Steel ..... 2,400 "
8. The welding heat of wrought iron is 2,733 Fahrenheit.
MISCELLANEOUS NOTES.
I . Thrust of arch per lineal foot :
I 5 wl 2
T= - - , in which w = load per square foot, r =
rise in arch in inches, and 1 = span in feet.
2. Approximately the radius of gyration for a box section is
T the least side.
183
THE CARNEGIE STEEL COMPANY, LIMITED.
WOODEN PILLARS.
Extensive tests have been made at the Watertown Arsenal,
Mass., to determine the resistance of wooden posts to crushing.
These tests, conducted partly by the U. S. Government and
partly by Prof. Lanza, furnish the most reliable data existing at
present on this subject.
Prof. Lanza's experiments were made upon short rectangular
blocks and upon circular posts such as are commonly used in
mills. In diameter the latter ranged from 6% to io^ inches,
in some cases tapering slightly towards the top. They were
from 2 to 14 feet in length and were tested with flat ends.
The following are the results thus obtained :
ULTIMATE RESISTANCE TO COMPRESSION.
POUNDS PER SQUARE INCH.
KIND OP TIMBER.
MAXIMUM.
MINIMUM.
MEAN.
White Oak, . . .
Yellow Pine, . . .
4450
5452
3006
3604
3470
4544
The timber employed in these tests was neither green nor
thoroughly seasoned. It was selected so as to fairly represent its
condition as ordinarily used for constructional purposes.
Prof. Lanza made further a series of tests upon old and thor-
oughly seasoned mill posts of white oak, some varying from 6%
inches diameter at the base to 5^ inches at the top, and others
having a uniform diameter of about lo inches. They were ap-
proximately from 12 to 14 feet in length. For the ultimate
resistance to compression in this case he obtained an average
value of 3,957 pounds per square inch. It is to be noted that
this result is only about 14 per cent, in excess of the mean
value given above for similar posts of white oak of the character
there described.
In all the foregoing tests, failure took place by direct crushing,
the bending of the post being too inconsiderable to materially
affect the result.
The other series of tests conducted at the Watertown Arsenal,
was made upon rectangular posts with flat ends having a length
of from 5 to 28 feet, and ranging in sectional area from 27 to 140
square inches.
The results may be generalized as follows, calling the ratio
of length of post to least side of cross-section, and f the ultimate
resistance to compression, in pounds per square inch ;
184
THE CARNEGIE STEEL COMPANY, LIMITED.
WHITE PINE.
YELLOW PINE.
J_
s
!
Ratio of
Decrease.
J_
s
f
Ratio cf
Decrease.
OtolO
10 " 35
35 " 45
45 " 60
2500
2000
1500
1000
1.00
0.80
0.60
0.40
Oto 15
15 30
30 40
40 45
45 50
50 60
4000
3500
3000
2500
2000
1500
1.00
0.88
0.75
0.63
0.50
0.38
Experiments upon white oak posts of such lengths have up to
the present time not been made. Probably values from 75 per
cent, to 80 per cent, of those given for yellow pine may be safely
assumed.
"WOODEN BEAMS.
The following is a general summary of the results obtained by
Prof. Lanza from numerous experiments upon wooden beams.
They were of an average section of about 12x4 inches and
were tested for mean span lengths of about 18 feet:
KIND OF TIMBER.
Modulus of Rupture M (Moment^ forces causing rupture,)
R (Moment of resistance of cross section.)
Maximum.
Minimum.
Mean.
Spruce, . . .
White Pine, . .
Oak, ....
Yellow Pine, . .
5878
6415
7659
11360
2995
3438
4984
5092
4884
4808
6075
7292
The above statement of the maximum and minimum values
does not consider the results obtained in a few isolated cases for
which the conditions were radically different than for the others.
It was found that the beams frequently gave way through longi-
tudinal shearing near the neutral axis, though this was not as
common a source of failure as breaking across the grain.
For spruce, the mean intensity of the shearing strains, for
beams that failed in this manner, was 191 Ibs., and for yellow
pine 248 Ibs. For beams that failed otherwise, the mean inten-
sity of shearing strains at the moment of rupture was very nearly
the same.
The conclusion appears, therefore, to be warranted that for
soft timber there is an almost equal tendency for beams to fail by
shearing longitudinally at the neutral axis, as by the tearing of the
outside fibers.
Owing to the wide range of the results obtained and the
generally erratic behavior of timber subjected to strains, Prof.
Lanza recommends the following values for Moduli of Rupture
to be adopted in practice :
185
THE CARNEGIE STEEL COMPANY, LIMITED.
Spruce and White pine, .... 3,ooo Ibs.
Oak, . 4,000 "
Yellow pine, , 5,ooo "
These values are lower than heretofore in use and a safety
factor of 4, on the basis of these values, may be assumed as
ample for all cases.
The following table has been calculated for extreme fibre
strains of 750 Ibs. per square inch :
SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR RECT-
ANGULAR SPRUCE OR WHITE PINE BEAMS.
ONE INCH THICK.
(For oak, increase values in table by ^.)
(For yellow pine, increase values in table by ^.)
gl
DEPTH OF BEAM.
fe.
6"
7"
8"
9"
10"
11"
12"
13"
14"
15"
16"
5
600
820
1070
1350
1670
2020
2400
2820
3270
3750
4270
6
500
680
890
1120
1390
1680
2000
2350
2730
3120
3560
7
430
580
760
960
1190
1440
1710
2010
2330
2680
3050
8
380
510
670
840
1040
1260
1500
1760
2040
2340
2670
9
330
460
590
750
930
1120
1330
1560
1810
2080
2370
10
300
410
530
670
830
1010
1200
1410
1630
1880
2130
11
270
370
490
610
760
920
1090
1280
1490
1710
1940
12
250
340
440
560
690
840
1000
1180
1360
1560
1780
13
230
310
410
520
640
780
930
1080
1260
1440
1640
14
210
290
380
480
590
720
860
1010
1170
1340
1530
15
200
270
360
450
560
670
800
940
1090
1250
1420
16
190
260
330
420
520
630
750
880
1020
1180
1330
17
180
240
310
400
490
590
710
830
960
1100
1260
18
170
230
290
370
460
560
670
780
910
1040
1190
19
160
210
280
360
440
530
630
740
860
990
1130
20
150
200
270
340
420
510
600
710
820
940
1070
21
140
190
260
320
390
480
570
670
780
890
1020
22
140
190
240
310
380
460
540
640
740
850
970
23
130
180
230
290
360
440
520
610
710
810
920
24
130
170
220
280
350
420
500
590
680
780
890
25
120
160
210
270
330
410
480
560
660
750
860
26
110
160
210
260
320
390
460
540
630
720
820
27
110
150
200
250
310
370
440
520
610
690
790
28
110
140
190
240
300
360
430
500
580
670
760
29
110
140
180
230
290
350
410
490
580
640
740
To obtain the safe load for any thickness : Multiply values for
I inch by thickness of beam.
To obtain the required thickness for any load : Divide by safe
load for I inch.
186
THE CARNEGIE STEEL COMPANY, LIMITED.
STRENGTH OF MATERIALS.
ULTIMATE RESISTANCE TO TENSION
IN LBS. PER SQUARE INCH.
METALS AND ALLOYS.
Aluminum Bronze, AVERAGE.
10 per cent Al. and 90 per cent. Copper, . 85000
i# " " 98^ " " 28000
Brass, cast, 1800O
" wire, 49000
Bronze or gun metal, 36000
Copper, cast, 1900O
sheet, 30000
bolts, 36000
" wire, (unannealed,) 60000
Iron, cast, 13,400 to 29,000, 16500
" wrought, round or square bars of I to 2 inch
diameter, double refined, . . 50000 to 5400O
" wrought, specimens ^ inch square, cut from large
bars of double refined iron, . . 50000 to 530OO
" wrought, double refined, in large bars of about 7
square inches section, . . 46000 to 47000
" wrought, universal mill plates, angles and other
shapes, 48000 to 51000
wrought plates over 36" wide, . 46000 to 50000
The modulus of elasticity of Union Iron Mills' double refined
bar iron is 25000000 to 27000000 from tests made on finished
eye bars.
Iron, wire, 70OOO to 100000
" wire ropes, 90000
Lead, sheet, 3300
Steel, 65000 to 120000
Tin, cast, 4600
Zinc, ....... 7000 to 8000
187
THE CARNEGIE STEEL COMPANY, LIMITED.
STRENGTH OF MATERIALS. Continued.
TIMBER, SEASONED, AND OTHER ORGANIC FIBER.
Taken largely from Trautwine's pocket book, (edition of 1888.)
AVERAGE.
Ash, English, 1700O
" American, . 1600O
Beech, . 150OO to 18000
Birch, 15000
Cedar of Lebanon, 11400
" American, red, 10300
Fir or Spruce, 10000
Hempen Ropes, 12000 to 1600O
Hickory, American, ....... 1100O
Mahogany, 800O to 21800
Oak, American, white, .... 10000 to 18000
European, 100OO to 19800
Pine, American, white, red and pitch, Memel, Riga, . 10000
" " long leaf yellow, . . 12600 to 19200
Poplar, ........ 7000
Silk fiber, ........ 52000
Walnut, black, .... 16000
STONE, NATURAL AND ARTIFICIAL.
Brick and Cement. . . . . . 280 to 300
Glass, 9400
Slate, ....... 9600 to 12800
Mortar, ordinary, . , . . . . . 50
ULTIMATE RESISTANCE TO COMPRESSION.
METALS,
Brass, cast, . ..... 10300
Iron, , 82000 to 145000
wrought, . ... . 38000 to 40OOO
188
THE CARNEGIE STEEL COMPANY, LIMITED.
STRENGTH OF MATERIALS. Continued.
TIMBER, SEASONED, COMPRESSED IN THE
DIRECTION OF THE GRAIN.
Taken largely from Trautwine's pocket book ; (edition of 1888.)
AVERAGE.
Ash, American, 680O
Beech, " 7000
Birch, 8000
Cedar of Lebanon, . . . 5900
" American, red, 60OO
Chestnut, 5300
Deal, red, . . . . . . . . 6500
Fir or Spruce, 5000
Hickory, 8000
Oak, American, white, ...... 7000
" British, 10OOO
Dantzig, 7700
Pine, American, white, 5400
" " long leaf yellow, .... 8500
Walnut, black, 8000
STONE, NATURAL AND ARTIFICIAL.
Brick, weak, 550 to 800
" strong, 1100
" nre, 1700
Brickwork, ordinary, in cement, . . . 300 to 600
best, 1000
Granite, 500O to 18000
Limestone, 400O to 16000
Sandstone, ordinary, .... 2500 to 10000
ULTIMATE RESISTANCE TO SHEARING.
METALS.
Iron, cast, 25000
" wrought, along the fiber, 45000
TIMBER, SEASONED, ALONG THE GRAIN.
White Pine, Spruce, Hemlock, . . . 250 to 500
Yellow Pine, long leaf, ..... 30O to 600
Oak, 400 to 700
THE CARNEGIE STEEL COMPANY, LIMITED.
LINEAR EXPANSION OF SUBSTANCES
BY HEAT.
To find the increase in the length of a bar of any material due
to an increase of temperature, multiply the number of degrees
of increase of temperature by the coefficient for 100 degrees and
by the length of the bar, and divide by 100.
NAME OF SUBSTANCE.
Coefficient for 100
Fahrenheit.
Coefficient for 180
Fahrenheit, or 100
Centigrade.
Baywood, (in the direction of the J
.00026
TO
.00046
TO
grain, dry,) - [
.00031
.OOO57
Brass, (cast,) -
.00104
.00188
" (wire,)
.O0107
.00193
Brick, (fire,) -
.0003
.0005
Cement, (Roman,) -
.0008
.0014
Copper,
.0009
.0017
Deal, (in the direction of the grain, f
.00024
.00044
dry,) - -{
Glass, (English flint,) -
.00045
.00081
" (French white lead,)
.00048
.00087
Gold, -
.0008
.0015
Granite, (average,)
.00047
.00085
Iron, (cast,) -
.0006
.0011
" (soft forged,)
.0007
.0012
" (wire,) -
.0008
.0014
Lead,
.0016
.0029
(
.00036
.00065
Marble, (Carrara,) \
TO
TO
I
.0006
.0011
Mercury,
.0033
.0060
Platinum,
.0005
.0009
(
.0005
.0009
Sandstone, - - 1
TO
TO
1
.0007
.0012
Silver,
.0011
.002
Slate, (Wales,)
.0006
.001
Water, (varies considerably with f
the temperature,) - - \
.0086
.0155
^ .^ ____^__
190
THE CARNEGIE STEEL COMPANY, LIMITED,
AREAS OF FLAT ROLLED BARS,
For Thicknesses from y 1 ^ in. to 2 in. and Widths
from 1 in. to 12% In.
Thickness
in Inches.
1"
iK" w
w
2"
2^"
2^"
2%'
12"
A
.063
.078
.094
.109
.125
.141
.156
.172
.750
i
.125
.156
.188
.219
.250
.281
.313
.344
1.50
A
.188
.234
.281
.328
.375
.422
.469
.516
2.25
1
.250
.313
.375
.438
.500
.563
.625
.688
3.00
A
.313
.391
.469
.547
.625
.703
.781
.859
3.75
f
.375
.469
.563
.656
.750
.844
.938
1.03
4.50
&
.438
.547
.656
.766
.875
.984
1.09
1.20
5.25
i
.500
.625
.750
.875
1.00
1.13
1.25
1.38
6.00
A
.563
.703
.844
.984
1.13
1.27
1.41
1.55
6.75
.625
.781
.938
1.09
1.25
1.41
1.56
1.72
7.50
t*
.688
.859
1.03
1.20
1.38
1.55
1.72
1.89
8.25
I
.750
.938
1.13
1.31
1.50
1.69
1.88
2.06
9.00
it
.813
1.02
1.22
1.42
1.63
1.83
2.03
2.23
9.75
1
.875
1.09
1.31
1.53
1.75
1.97
2.19
2.41
10.50
if
.938
1.17
1.41
1.64
1.88
2.11
2.34
2.58
11.25
i
1.00
1.25
1.50
1.75
2.00
2.25
2.50
2.75
12.00
IA
1.06
1.33
1.59
1.86
2.13
2.39
2.66
2.92
12.75
1 1.
1.13
1.41
1.69
1.97
2.25
2.53
2.81
3.09
13.50
1 3_
1.19
1.48
1.78
2.08
2.38
2.67
2.97
3.27
14.25
if
1.25
1.56
1.88
2.19
2.50
2.81
3.13
3.44
15.00
1_5
1.31
1.64
1.97
2.30
2.63
2,95
3.28
3.61
15.75
If
1.38
1.72
2.06
2.41
2.75
3.09
3.44
3.78
16.50
ITS
1.44
1.80
2.16
2.52
2.88
3.23
3.59
3.95
17.25
11
1.50
1.88
2.25
2.63
3.00
3.38
3.75
4.13
18.00
IA
1.56
1.95
2.34
2.73
3.13
3.52
3.91
4.30
18.75
i*
1.63
2.03
2.44
2.84
3.25
3.66
4.06
4.47
19.50
1.69
2.11
2.53
2.95
3.38
3.80
4.22
4.64
20.25
it
1.75
2.19
2.63
3.06
3.50
3.94
4.38
4.81
21.00
jit
1.81
2.27
2.72
3.17
3.63
4.08
4.53
4.98
21.75
1.88
2.34
2.81
3.28
3.75
4.22
4.69
5.16
22.50
Hf
1.94
2.42
2.91
3.39
3.88
4.36
4.84
5.33
23.25
2
2.00
2.50
3.00
3.50
4.00
4.50
5.00
5.50
24.00
191 1
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS OF FLAT ROLLED BARS.
(CONTINUED.)
Thickness
in Inches.
3"
3M"
W*
BX"
4"
m*
w
4M
12"
j
.188
.203
.219
.234
.250
.266
.281
.297
.750
?
.375
.406
.438
.469
.500
.531
.563
.594
1.50
_3_
.563
.609
.656
.703
.750
.797
.844
.891
2.25
1
.7501 .813
.875
.938
1.00
1.06
1.13
1,19
3.00
T 5 r
.938 1,02
1,09
1.17
1.25
1.33
1.41
1.48
3.75
f
1.13
1.22
1.81
1.41
1.50
1.59
1.69
1.78
4.50
A
1.31
1.42
1.53
1.64
1.75
1.86
1.97
2.08
5.25
?
1.50
1.63
1.75
1.88
2.00
2.13
2.25
2.38
6.00
_ 9 ^
1.69
1.83
1.97
2.11
2.25
2.39
2.53
2.67
6.75
f
1.88
2.03
2.19
2.34
2.50
2.66
2.81
2.97
7.50
H
2.06
2.23
2.41
2.58
2.75
2.92
3.09
3.27
8.25
f 2.25
2.44
2.63
2.81
3.00
3.19
3.38
3.56
9.00
it 2 - 4 4
2.64
2.84
3.05
3.25
3.45
3.66
3.86
9.75
2.63 12.84
3.06
3.28
3.50
3.72
3.94
4.16
10.50
if
2.81 13.05
3.28
3.52
3.75
3.98
4.22
4.45
11.25
I 1
3.00 13.25
3.50
3.75
4.00
4.25
4.50
4.75
12.00
jj.
3.19
3.45
3.72
3.98
4.25
4.52
4.78
5.05
12.75
If
3.38
3.66
3.94
4.22
4.50
4.78
5.06
5.34
13.50
4
3.56
3.86
4.16
4.45
4.75
5.05
5.34
5.64
14.25
u
3.75
4.06
4.38
4.69
5.00
5.31
5.63
5.94
15.00
JJL
3.94
4.27
4.59
4.92
5.25
5.58
5.91
6.23
15.75
1 ^
4.13
4.47
4.81
5.16
5.50
5.84
6.19
6.53
16.50
iA
4.31
4.67
5.03
5.39
5.75
6.11
6.47
6.83
17.25
4.50
4.88
5.25
5.63
6.00
6.38
6.75
7.13
18.00
*A
4.69
5.08
5.47
5.86
6.25
6.64
7.03
7.42
18.75
if
4.88
5.28
5.69
6.09
6.50
6.91
7.31
7.72
19.50
5.06
5.48
5.91
6.33
6.75
7.17
7.59
8.02
20.25
if
5.25
5.69
6.13
6.56
7.00
7.44
7.88
8.31
21.00
lit
5.44
5.89
6.34
6.80
7.25
7.70
8.16
8.61
21.75
1?
5.63
6.09
6.56
7.03
7.50
7.97
8.44
8.91
22.50
5.81
6.30
6.78
7.27
7.75
8.23
8.72
9.20
23.25
2 16
6.00
6.50
7.00
7.50
8.00
8.50
9.00
9.50
24.00
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS OF FLAT ROLLED BARS.
(CONTINUED.)
Thickness
in Inches.
5"
5M"
5W
5%"
6"
6K"
6K"
6%"
12"
A
.313
.328
.344
.359
.375
.391
.406
.422
.750
i
.625
.656
.688
.719
.750
.781
.813
.844
1.50
A
.938
.984
1.03
1.08
1.13
1.17
1.22
1.27
2.25
i
1.25
1.31
1.38
1.44
1.50
1.56
1.63
1.69
3.00
A
1.56
1.64
1.72
1.80
1.88
1.95
2.03
2.11
3.75
I
1.88
1.97
2.06
2.16
2.25
2.34
2.44
2.53
4.50
JL
2.19
2.30
2.41
2.52
2.63
2.73
2.84 2.95
5.25
I
2.50
2.63
2.75
2.88
3.00
3.13
3.25
3.38
6.00
T 9 S
2.81
2.95
3.09
3.23
3.38
3.52
3.66
3.80
6.75
t
3.13
3.28
3.44
3.59
3.75
3.91
4.06
4.22
7.50
a
3.44
3.61
3.78
3.95
4.13
4.30
4.47
4.64
8.25
3.75
3.94
4.13
4.31
4.50
4.69
4.88
5.06
9.00
IS
4.06
4.27
4.47
4.67
4.88
5.08
5.28
5.48
9.75
4.38
4.59
4.81
5.03
5.25
5.47
5.69
5.91
10.50
H
4.69
4.92
5.16
5.39
5.63
5.86
6.09
6.33
11.25
i
5.00
5.25
5.50
5.75
6.00
6.25
6.50
675
12.00
IT\
5.31
5.58
5.84
6.11
6.38
6.64
6.91
7.17
12.75
1?
5.63
5.91
6.19
6.47
6.75
7.03
7.31
7.59
13.50
iA
5.94
6.23
6.53
6.83
7.13
7.42
7.72
8.02
14.25
u
6.25
6.56 6,88
7=19
7.50
7.81
8.13
8.44
15.00
I
1&
6.56
6.89
7.22
7.55
7.88
8.20
8.53
8.86
15.75
1?
6.88
7.22
7.56
7.91
8.25
8.59
8.94
9.28
16.50
4
7.19
7.55
7.91
8.27
8.63
8.98
9.34
9.70
17.25
i"
7.50
7.88
8.25
8.63
9.00
9.38
9.75
10.13
18.00
*&
7.81
8.20
8.59
8.98
9.38
9.77
10.16
10.55
18.75
if
8.13
8.53
8.94
9.34
9.75
10.16
10.56
10.97
19.50
IH
8.44
8.86
9.28
9.70
10.13
10.55
10.97
11.39
20.25
if
8.75
9.19
9.63
10.06
10.50
10.94
11.38
11.81
21.00
m
9.06
9.52
9.97
10.42
10.88
11.33
11.78
12.23
21.75
i?
9.38
9.84
10.31
10.78
11.25
11.72
12.19
12.66
22.50
HI
9.69 10.17 110.66
11.14
11.63
12.11
12.59
13.08
23.25
2
10.00
10.50
11.00
11.50
12.00
12.50
13.00
13.50
24.00
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS OP FLAT ROLLED BARS.
(CONTINUED.)
'iliickness
iu laches.
7/7
m n
7K"
7&"
s "
8M" 8K"
w
12"
A
.438
.453
.469
.484
.500
.516 .531
.547
.750
%
.875
.906 .938
.969
1.00
1.03
1.06
1.09
1.50
JL
1.31
1.36
1.41
1.45
1.50
1.55
1.59
1.64
2.25
i
1.75
1.81
1.88
1.94
2.00
2.06
2.13
2.19
3.00
A
2.19
2.27
2.34
2.42
2.50
2.58
2.66
2.73
3.75
f
2.63
2.72
2.81
2.91
3.00
3.09
3.19
3.28
4.50
TV
3.06
3.17
3.28
3.39
3.50
3.61
3.72
3.83
5.25
1
3.50
3.63
3.75
3.88
4.00
4.13
4.25
4.38
G.OO
T 9 *
3.94
4.08
4.22
4.36
4.50
4.64
4.78
4.92
6.75
f
4.38
4.53
4.69
4.84
5.00
5.16
5.31
5.47
7.50
H
4.81
4.98
5.16
5.33
5.50
5.67
5.84
6.02
8.25
1
5.25
5.44
5.63
5.81
6.00
6.19
6.38
6.56
9.00
If
5.69
5.89
6.09
6.30
6.50
6.70
6.91
7.11
9.75
?
6.13
6.34
6.56
6.78
7.00
7.22
7.44
7.66
10.50
if
6.56
6.80
7.03
7.27
7.50
7.73
7.97
8.20
11.25
i
7.00
7.25
7.50
7.75
8.00
8.25
8.50
8.75
12.00
1A
7.44
7.70
7.97
8.23
8.50
8.77
9.03
9.30
12.75
H
7.88
8.16
8.44
8.72
9.00
9.28
9.56
9.84
13.50
i
8.31
8.61
8.91
9.20
9.50
9.80 jlO.09
10.39
14.25
u
8.75
9.06
9.38
9.69
10.00
10.31
10.63
10.94
15.00
1A
9.19
9.52
9.84
10.17
10.50
10.83
11.16
11.48
15.75
if '
9.63
9.97 10.31
10.66
11.00
11.34 111.69
12.03
16.50
*A
10.06
10.42
10.78 jll.U
11.50
11.86 ! 12.22 12.58
17.25
i?
10.50
10.88
11.25
11.63
12.00
12.38
12.75
13.13
18.00
IA
10.94
11.33
11.72
12.11
12.50
12.89
13.28
13.67
18.75
H
11.38
11.78
12.19 (12.59
13.00
13.41
13.81 114.22
19.50
m
11.81
12.23
12.66 18.08
13.50
13.92
14.34 14.77
20.25
if
12.25
12.69
13.13
13.56
14.00
14.44
14.88
15.31
21.00
Hf
12.69
13.14
13.59
14.05
14.50
14.95
15.41
15.86
21.75
if
13.13
13.59 14.06
14.53
15.00
15.47
15.94 16.41
22.50
Hf
13.56
14.05 : 14.53
15.02
15.50
15.98 16.47 16.95
23.25
2
14.00
14.50 15.00 15.50
16.00
16.50
17.00
17.50
24-00
1
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS OF FLAT ROLLED BARS.
(CONTINUED.)
Thickness
in Inches.
9"
8*
9K"
W
10"
i
lO^"
10*" iof"
12"
~T~
.563
.578
.594
.609
.625
.641 .656 .672
.750
i
1.13
1.16
1.19
1.22
1.25
1.28 1.31
1.34
1.50
3
1.69
1.73
1.78
1.83
1.88
1.92 1.97
2.02
2.25
i
2.25
2.31
2.38
2.44 1 2.50
2.56 2.63
1
2.69
3.00
A
2.81
2.89
2.97
3.05 3.13
3.20
3.28
3.36
3.75
3.38
3.47
3.56
3.66
3.75
3.84
3.94
4.03
4.50
7
3.94 4.05
4.16
4.27
4.38
4.48
4.59
4.70
5.25
4.50
4.63
4.75
4.88
5.00
5.13 5.25
5.38
6.00
T*
5.06
5.20
5.34
5.48
5.63
5.77
5.91
6.05
6.75
A
5.63
5.78
5.94
6.09 6.25
6.41
6.56
6.72
7.50
6.19
6.36
6.53
6.70
6.88
7.05
7.22
7.39
8.25
t
6.75
6.94
7.13
7.31
7.50
7.69
7.88
8.06
9.00
it
7.31
7.52
7.72
7.92
8.13
8.33
8.53
8.73
9.75
7.88
8.09
8.31
8.53
8.75
8.97 9.19
9.41
10.50
15
8.44
8.67
8.91
9.14
9.38
9.61
9.84
10.08
11.25
^
9.00
9.25
9.50
9.75 10.00
10.25
10.50
10.75
12.00
ITS
9.56
9.83
10.09
10.36 10.63 110.89
11.16
11.42
12.75
1
10.13 10.41
10.69
10.97 11.25
11.53 11.81
12.09
13.50
1A 10.69 10.98 11.28 11.58 11.88
12.17 j 12.47 J12.77
14.25
1 1 11.25
11.56 11.88 12.19 12.50
12.81 13.13
13.44
15.00
If 5 -
11.81
12.14
12.47
12.80
13.13
13.45 13.78
14.11
15.75
If
12.38 12.72
13.06
13.41 13.75
14.09
14.44
14.78
16.50
ll
12.94 13.30
13.66 14.02 14.38
14.73
15.09
15.45
17.25
1?
13.50 i 13.88
14.25 14.63 15.00
15.38 15.75
16.13
18.00
IJL
14.06
14.45
14.84
15.23
15.63
16.02 16.41
16.80
18.75
iY
14.63
15.03 15.44 15.84 16.25
16.66 17.06
17.47
19.50
15.19 15.61 16.03 16.45 16.88
17.30 17.72
18.14
20.25
H
15.75
16.19
16.63
17.06 17.50
17.94 18.38
18.81
21.00
IT!
16.31
16.77
17.22 17.67 18.13
18.58
19.03
19.48
21.75
H
16.88 17.34
17.81
18.28 18.75
19.22 19.69
20.16
22.50
17.44 i 17.92 18.41
18.89 19.38
19.86 20.34
20.83
23.25
2 1
18.00
18.50
19.00
19.50 20.00 20.50 21.00
21.50
24.00
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS OF FLAT ROLLED BARS.
(CONTINUED.)
Thickness
in Inches.
11"
Hi'
iii" ii!"
12"
12i"
12$"
12f"
IS
A
.688; .703
.719
.734
.750
.766
.781
.797
IK
| 1.38
1.41
1.44
1.47
1.50
1.53
1.56
1.59
5x
3^ 2 06
2.11
2.16
2.20
2.25
2.30
2.34
2.39
O Q
2.75
2.81
2.88
2.94
3.00
3.08
3.13
3.19
il
T 5 7
3.44
3.52
3.59
3.67
3.75
3.83
3.91
3.98
rt X
1
4.13
4.22
4.31
4.41
4.50
4.59
4.69
4.78
Is
A
4.81
4.92
5.03
5.14
5.25 5.36
5.47
5.58
t
5.50
5.63
5.75
5.88
6.00 6.13
6.25
6.38
H
A
6.19
6.33
6.47
6.61
6.75
6.89
7.03
7.17
1
6.88
7.03
7.19
7.34
7.50
7.66
7.81
7.97
co Sa
ii
7.56
7.73
7.91
8.08
8.25
8.42
8.59
8.77
ii
I
8.25
8.44
8.63
8.81
9.00
9.19
9.38
9.56
j g
if
8.94
9.14
9.34
9.55
9.75
9.95
10.16
10.36
il
9.63
9.84
10.06
10.28
10.50
10.72
10.94
11.16
a S
H
10.31
10.55
10.78
11.02
11.25
11.48
11.72
11.95
1 -3
i
11.00
11.25
11.50
11.75
12.00
12.25
12.50
12.75
1 1
*A
11.69
11.95
12.22
12.48
12.75
13.02
13.28
13.55
JJ
1 .|.
12.38
12.66
12.94
13.22 J13.50
13.78
14.06
14.34
IF?
13.06
13.36
13.66
13.95
14.25
14.55
14.84
15.14
sK*
1
13.75
14.06
14.38
14.69
15.00
15.31
15.63
15.94
il?
Ix
1^
14.44
14.77
15.09
15.42
15.75
16.08
16.41
16.73
If
15.13
15.47
15.81
16.16
16.50
16.84
17.19
17.53
43 10
15.81
16.17
16.53 16.89
17.25
17.61 17.97 18.33
H
16.50 116.88 117.25
17.63
18.00
18.38
18.75
19.13
S | 8
t
17.19
17.58 17.97
18.36
18.75
19.14
19.53
19.92
il-
1 1
17.88
18.28 18.69 19.09 i 19.50
19.91
20.31 20.72
lu.
18.56
18.98 19.41 19.83 ;20.25
20.67 21.09 21.52
j ^
it
19.25
19.69
20.13
20.56 21.00
21.44
21.88
22.31
5|3
m
19.94
20.39
20.84 '21.30 121.75
22.20
22.66
23.11
!L- "
il
20.63 121.09 21.56 ,22.03 J22.50 22.97 j23.44 23.91
21.31 21.80 22.28 122.77 23.25 23.73 '24.22 24.70
1^1
^ **
2 22.00 22.50
23.00 ;23.50 24.00
24.50
25.00
25.50
3 +
1 Q
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS OF FLAT ROLLED BARS.
PER LINEAL FOOT.
For thicknesses from T \ in. to 2 in. and "Widths from 1 in. to 12^ in.
Thickness
in inches.
l x/
1X 7/
1X 7/
itf"
8"
2#"
2X X/
2tf"
12"
a
.838
.850
.797
1.06
.957
1.28
1.11
1.49
1.28
1.70
1.44
1.91
1.59
2.12
1.75
2.34
7.65
10.20
|
1.06
1.28
1.49
1.70
1.33
1.59
1.86
2.12
1.59
1.92
2.23
2.55
1.86
2.23
2.60
2.98
2.12
2.55
2.98
3.40
2.39
2.87
3.35
3.83
2.65
3.19
3.72
4.25
2.92
3.51
4.09
4.67
12.75
15.30
17.85
20.40
5
1.92
2.12
2.34
2.55
2.39
2.65
2.92
3.19
2.87
3.19
3.51
3.83
3.35
3.72
4.09
4.47
3.83
4.25
4.67
5.10
4.30
4.78
5.26
5.75
4.78
5.31
5.84
6.38
5.26
5.84
6.43
7.02
22.95
25.50
28.05
30.60
1
i
2.76
2.98
3.19
3.40
3.45
3.72
3.99
4.25
4,14
4.47
4.78
5.10
4.84
5.20
5.58
5.95
5.53
5.95
6.38
6.80
6.21
6.69
7.18
7.65
6.90
7.44
7.97
8.50
7.60
8.18
8.77
9.35
33.15
35.70
38.25
40.80
$
$
3.61
3.83
4.04
4.25
4.52
4.78
5.05
5.31
5.42
5.74
6.06
6.38
6.32
6.70
7.07
7.44
7.22
7.65
8.08
8.50
8.13
8.61
9.09
9.57
9.03
9.57
10.10
10.63
9.93
10.52
11.11
11.69
43.35
45.90
48.45
51.00
1!
i>
4.46
4.67
4.89
5.10
5.58
5.84
6.11
6.38
6.69
7.02
7.34
7.65
7.81
8.18
8.56
8.93
8.93
9.35
9.78
10.20
10.04
10.52
11.00
11.48
11.16
11.69
12.22
12.75
12.27
12.85
13.44
14.03
53.55
56.10
58.65
61.20
$
IB
5.32
5.52
5.74
5.95
6.64
6.90
7.17
7.44
7.97
8.29
8.61
8.93
9.30
9.67
10.04
10.42
10.63
11.05
11.47
11.90
11.95
12.43
12.91
13.40
13.28
13.81
14.34
14.88
14.61
15.19
15.78
16.37
63.75
66.30
68.85
71.40
111
1**
6.16
6.38
6.59
6.80
7.70
7.97
8.24
8.50
9.24
9.57
9.88
10.20
10.79
11.15
11.53
11.90
12.33
12.75
13.18
13.60
13.86
14.34
14.83
15.30
15.40
15.94
16.47
17.00
16.95
17.53
18.12
18.70
73.95
76.50
79.05
81.60
1 Q 1 ?
THE CABNEGIE STEEL COMPANY, LIMITED.
WEIGHTS OP FLAT ROLLED BARS.
PER LINEAL FOOT.
(CONTINUED.)
Thickness
in inches.
ff
"
4#"
"
W
18"
#
m
V4
$
1.91
2.55
2.07
2.76
2.23
2.98
2.39
3.19
2.55
3.40
2.71
3.61
2.87
3.83
3.03
4.04
7.65
10.20
A
"
VjT
3.19
3.83
4.46
5.10
3.45
4.15
4.83
5.53
3.72
4.47
5.20
5.95
3.99
4.78
5.58
6.38
4.25
5.10
5.95
6.80
4.52
5.42
6.32
7.22
4.78
5.74
6.70
7.65
5.05
6.06
7.07
8.08
12.75
15.30
17.85
20.40
fi
9
5.74
6.38
7.02
7.65
6.22
6.91
7.60
8.29
6.70
7.44
8.18
8.93
7.17
7.97
8.76
9.57
7.65
8.50
9.35
10.20
8.13
9.03
9.93
10.84
8.61
9.57
10.52
11.48
9.09
10.10
11.11
12.12
22.95
25.50
28.05
30.60
8
,
8.29
8.93
9.57
10.20
8.98
9.67
10.36
11.05
9.67
10.41
11.16
11.90
10.36
11.16
11.95
12.75
11.05
11.90
12.75
13.60
11.74
12.65
13.55
14.45
12.43
13.39
14.34
15.30
13.12
14.13
15.14
16.15
33.15
35.70
38.25
40.80
|
10.84
11.48
12.12
12.75
11.74
12.43
13.12
13.81
12.65
13.39
14.13
14.87
13.55
14.34
15.14
15.94
14.45
15.30
16.15
17.00
15.35
16.26
17.16
18.06
16.26
17.22
18.17
19.13
17,16
18.17
19.18
20.19
43.35
45.90
48.45
51.00
1
13.39
14.03
14.66
15.30
14.50
15.20
15.88
16.58
15.62
16.36
17.10
17.85
16.74
17.53
18.33
19.13
17.85
18.70
19.55
20.40
18.96
19.87
20.77
21.68
20.08
21.04
21.99
22.95
21.20
22.21
23.22
24.23
53.55
56.10
58.65
61.20
1
15.94
16.58
17.22
17.85
17.27
17.96
18.65
19.34
18.60
19.34
20.08
20.83
19.92
20.72
21.51
22.32
21.25
22.10
22.95
23.80
22.58
23.48
24.38
25.29.
23.91
24.87
25.82
26.78
25.24
26.25
27.26
28.27
63.75
66.30
68.85
71.40
P
18.49
19.13
19.77
20.40
20.03
20.72
21.41
22.10
21.57
22.31
23.06
23.80
23.11
23.91
24.70
25.50
24.65
25.50
26.35
27.20
26.19
27.10
28.00
28.90
27.73
28.69
29.64
30.60
29.27
30.28
31.29
32.30
73.95
76.50
79.05
81.60
198
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTSJ3F PLAT ROLLED BARS.
PER LINEAL FOOT.
(CONTINUED.)
Thickness
in inches.
5"
w
&#"
w
&>'
6X /X
6% x/
6^"
12"
t
3.19
4.25
3.35
4,46
3.51
4.67
3.67
4.89
3.83
5.10
3.99
5.31
4.14
5.53
4.30
5.74
7.65
10.20
I
5.31
6.38
7.44
8.50
5.58
6.69
7.81
8.93
5.84
7.02
8.18
9.35
6.11
7.34
8.56
9.77
6.38
7.65
8.93
10.20
6.64
7.97
9.29
10.63
6.90
8.29
9.67
11.05
7.17
8.61
10.04
11.48
12.75
15.30
17.85
20.40
ft
i
9.57
10.63
11.69
12.75
10.04
11.1?
12.27
13.39
10.52
11.69
12.85
14.03
11.00
12.22
13.44
14.67
11.48
12.75
14.03
15.30
11.95
13.28
14.61
15.94
12.43
13.81
15.20
16.58
12.91
14.34
15.78
17.22
22.95
25.50
28.05
30.60
,
13.81
14.87
15.94
17.00
14.50
15.62
16.74
17.85
15.19
16,36
17.53
18.70
15.88
17.10
18.33
19.55
16.58
17.85
19.13
20.40
17.27
18.60
19.92
21.25
17.95
19.34
20.72
22.10
18.65
20.08
21.51
22.95
33.15
35.70
38.25
40.80
..i
18.06
19.13
20.19
21.25
18.96
20.08
21.20
22.32
19.87
21.04
22.21
23.38
20.77
21.99
23.22
24.44
21.68
22.95
24.23
25.50
22.58
23.91
25.23
26.56
23.48
24.87
26.24
27.62
24.39
25.82
27.25
28.69
43.35
45.90
48.45
51.00
ifV
l^ 8
22.32
23.38
24.44
25.50
23.43
24.54
25.66
26.78
24.54
25.71
26.88
28.05
25.66
26.88
28.10
29.33
26.78
28.05
29.33
30.60
27.90
29.22
30.55
31.88
29.01
30.39
31.77
33.15
30.12
31.56
32.99
34.43
53.55
56.10
58.65
61.20
i T 9 *
if?
1
26.57
27.63
28.69
29.75
27.89
29.01
30.12
31.24
29.22
30.39
31.55
32.73
30.55
31.77
32.99
34.22
31.88
33.15
34.43
35.70
33.20
34.53
35.86
37.19
34.53
35.91
37.30
38.68
35.86
37.29
38.73
40.17
63.75
66.30
68.85
71.40
A
J
30.81
31.87
32.94
34.00
32.35
33.47
34.59
35.70
33.89
35.06
36.23
37.40
35.43
36.65
37.88
39.10
36.98
38.25
39.53
40.80
38.52
39.85
41.17
42.50
40.05
41.44
42.82
44.20
41.60
43.03
44.46
45.90
73.95
76.50
79.05
81,60
199
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS OF FLAT ROLLED BARS-
PER LINEAL FOOT.
(CONTINUED.)
Thickness
in inches.
7"
w
%"
7#"
8"
8X-
8X"
8*f-
12"
4.46
5.95
4.62
6.16
4.78
6.36
4.94
6.58
5.10
6.80
5.26
7.01
5.42
7.22
5.58
7.43
7.65
10.20
1
7.44
8.93
10.41
11.90
7.70
9.25
10.78
12.32
7.97
9.57
11.16
12.75
8.23
9.88
11.53
13.18
8.50
10.20
11.90
13.60
8.76
10.52
12.27
14.03
9.03
10.84
12.64
14.44
9.29
11.16
13.02
14.87
12.75
15.30
17.85
20.40
1
13.39
14.87
16.36
17.85
13.86
15.40
16.94
18.49
14.34
15.94
17.53
19.13
14.82
16.47
18.12
19.77
15.30
17.00
18.70
20.40
15.78
17.53
19.28
21.04
16.26
18.06
19.86
21.68
16.74
18.59
20.45
22.32
22.95
25.50
28.05
30.60
i
19.34
20.83
22.32
23.80
20.03
21.57
23.11
24.65
20.72
22.32
23.91
25.50
21.41
23.05
24.70
26.35
22.10
23.80
25.50
27.20
22.79
24.55
26.30
28.05
23.48
25.30
27.10
28.90
24.17
26.04
27.89
29.75
33.15
35.70
38.25
40.80
||
25.29
26.78
28.26
29.75
26.19
27.73
29.27
30.81
27.10
28.68
30.28
31.88
28.00
29.64
31.29
32.94
28.90
30.60
32.30
34.00
29.80
31.56
33.31
35.06
30.70
32.52
34.32
36.12
31.61
33.47
35.33
37.20
43.35
45.90
48.45
51.00
1
31.23
32.72
34.21
35.70
32.35
33.89
35.44
36.98
33.48
35.06
36.66
38.26
34.59
36.23
37.88
39.53
35.70
37.40
39.10
40.80
36.81
38.57
40.32
42.08
37.93
39.74
41.54
43.35
39.05
40.91
42.77
44.63
53.55
56.10
58.65
61.20
iH
IH
37.19
38.67
40.16
41.65
38.51
40.05
41.59
43.14
39.84
41.44
43.03
44.63
41.17
42.82
44.47
46.12
42.50
44.20
45.90
47.60
43.83
45.58
47.33
49.09
45.16
46.96
48.76
50.58
46.49
48.34
50.20
52,07
63.75
66.30
68.85
71.40
IH
43.14
44.63
46.12
47.60
44.68
46.22
47.76
49.30
46.22
47.82
49.41
51.00
47.76
49.40
51.05
52.70
49.30
51.00
52.70
54.40
50.84
52.60
54.35
56.10
52.38
54.20
56.00
57.80
53.92
55.79
57.64
59.50
73.95
76.50
79.05
81.60
200
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS OP PLAT ROLLED BARS.
PER LINEAL FOOT.
(CONTINUED.)
Thickness
in inches.
9"
9^"
9X"
9^"
10"
W
Wiotf"
12"
1l
5.74
7.65
5.90
7.86
6.06
8.08
6.22
8.29
6.38
8.50
6.54
8.71
6.70
8.92
8.86
9.14
7.65
10.20
ft
t
9.56
11.48
13.40
15.30
9.83
11.80
13.76
15.73
10.10
12.12
14.14
16.16
10.36
12.44
14.51
16.58
10.62
12.75
14.88
17.00
10.89
13.07
15.25
17.42
11.16
13.39
15.62
17.85
11.42
13.71
15.99
18.28
12.75
15.30
17.85
20.40
8
%
17.22
19.13
21.04
22.96
17.69
19.65
21.62
23.59
18.18
20.19
22.21
24.23
18.65
20.72
22.79
24.86
19.14
?1.25
23.38
25.50
19.61
21.78
23.96
26.14
20.08
22.32
24.54
26.78
20.56
22.85
25.13
27.42
22.95
25.50
28.05
30.60
t a
24.86
26.78
28.69
30.60
25.55
27.52
29.49
31.45
26.24
28.26
30.28
32.30
26.94
29.01
31.08
33.15
27.62
29.75
31.88
34.00
28.32
30.50
32.67
34.85
29.00
31.24
33.48
35.70
29.69
31.98
34.28
36.55
33.15
35.70
38.25
40.80
ii
it
32.52
34.43
36.34
38.26
33.41
35.38
37.35
39.31
34.32
36.34
38.36
40.37
35.22
37.29
39.37
41.44
36.12
38.25
40.38
42.50
37.03
39.21
41.39
43.56
37.92
40.17
42.40
44.63
38.83
41.12
43.40
45.69
43.35
45.90
48.45
51.00
$
$
40.16
42.08
44.00
45.90
41.28
43.25
45.22
47.18
42.40
44.41
46.44
48.45
43.52
45.58
47.66
49.73
44.64
46.75
48.88
51.00
45.75
47.92
50.10
52.28
46.86
49.08
51.32
53.55
47.97
50.25
52.54
54.83
53.55
56.10
58.65
61.20
IS
1
47.82
4973
51.64
53.56
49.14
51.10
53.07
55.04
50.48
52.49
54.51
56.53
51.80
53.87
55.94
58.01
53.14
55.25
57.38
59.50
54.46
56.63
58.81
60.99
55.78
58.02
60.24
62.48
57.11
59.40
61.68
63.97
63.75
66.30
68.85
71.40
i|
P
55.46
57.38
59.29
61.20
57.00
58.97
60.94
62.90
58.54
60.56
62.58
64.60
60.09
62.16
64.23
66.30
61.62
63.75
65.88
68.00
63.17
65.35
67.52
69.70
64.70
66.94
69.18
71.40
66.24
68.53
70.83
73.10
73.95
76.50
79.05
81.60
201
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS OF FLAT ROLLED BARS.
PER LINEAL FOOT.
(CONTINUED.)
Thickness
in inches.
11"
HX"
11#"
H#"
12"
i&"
12X"
1"
| ! M
T 3 r
7.02
7.17
7.32
7.49
7.65
7.82
7.98
8.13
'S X
X
9.34
9.57
9.78
10.00
10.20
10.42
10.63
10.84
fi
JL
11.68
11.95
12.22
12.49
12.75
13.01
13.28
13.55
H
14.03
14.35
14.68
14.99
15.30
15.62
15.94
16.26
ji ^
2
16.36
16.74
17.12
17.49
17.85
18.23
18.60
18.97
o .2
o o
X
18.70
19.13
19.55
19.97
20.40
20.82
21.25
21.67
i!
A
21.02
21.51
22.00
22.48
22.95
23.43
23.90
24.39
i
X
23.38
23.91
24.44
24.97
25.50
26.03
26.56
27.09
M ^
s
25.70
26.30
26.88
27.47
28.05
28.64
29.22
29.80
S'
28.05
28.68
29.33
29.97
30.60
31.25
31.88
32.52
i J
03 <o
11
30.40
31.08
31.76
32.46
33.15
33.83
34.53
35.22
to o
p
32.72
33.47
34.21
34.95
35.70
36.44
37.19
37.93
;0 S
8
35.06
35.86
36.66
37.46
38.25
39.05
39.84
40.64
s 1?>
i
37.40
38.25
39.10
39.95
40.80
41.65
42.50
43.35
J J
1 T V
39.74
40.64
41.54
42.45
43.35
44.25
45.16
46.06
ll
l/^
42.08
43.04
44.00
44.94
45.90
46.86
47.82
48.77
"o i"
lye
44.42
45.42
46.44
47.45
48.45
49.46
50.46
51.48
rt 3 ^
IX
46.76
47.82
48.88
49.94
51.00
52.06
53.12
54.19
fl
ifV
49.08
50.20
51.32
52.44
53.55
54.67
55.78
56.90
rrf ^
iU
51.42
52.59
53.76
54.93
56.10
57.27
58.44
59.60
1 .2
o ,d
ift
53.76
54.99
58.21
57.43
58.65
59.87
61.10
62.32
If
ix
56.10
57.37
58.65
59.93
61.20
62.48
63.75
65.03
ffc
tj
l-V
58.42
59.76
61.10
62.43
63.75
65.08
66.40
67.74
la-
1>I
60.78
62.16
63.54
64.92
66.30
67.68
69.06
70.44
O ^2
63.10
64.55
65.98
67.42
68.85
70.29
71.72
73.15
7! -*a 5
iff
65.45
66.93
68.43
69.92
71.40
72.90
74.38
75.87
s ** 7
-2 ^- II
Ht
67.80
69.33
70.86
72.41
73.95
75.48
77.03
78.57
||i
1#
70.12
71.72
73.31
74.90
76.50
78.09
79.69
81.28
J -3 -f-
HI
72.46
74.11
75.76
77.41
79.05
80.70
82.34
83.99
** M =3
2 74.80
76.50
78.20
79.90
81.60
83.30
85.00
86.70
202
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS AND AREAS OF SQUARE AND
ROUND BARS AND CIRCUMFER-
ENCES OF ROUND BARS.
One cubic foot weighing 490 Ibs.
Thickness
Weight of
Weight of
Area of
Area of
Circumference
or Diameter
ED Bar
O Bar
CD Bar
O Bar
of O Bar
in Inches.
One Foot long.
One Foot long.
in sc[. inches.
in sq. inches.
in inches.
.013
.010
.O039
.0031
.1963
.053
.042
.O156
.0123
.3927
.119
.094
.O352
.0276
.5890
1
.212
.167
.O625
.0491
.7854
JL
.333
.261
.O977
.0767
.9817
3
.478
.375
.1406
.1104
1.1781
A
.651
.511
.1914
.1503
1.3744
i
.850
.667
.2500
.1963
1.5708
9^
1.076
.845
.3164
.2485
1.7671
|^
1,328
1.043
.3906
.3068
1.9635
TF
1608
1.262
.4727
.3712
2.1598
1
1.913
1.502
.5625
.4418
2.3562
it
2.245
1.763
.6602
.5185
2.5525
1
2.603
2.044
.7656
.6013
2.7489
if
2.989
2.347
.8789
.6903
2.9452
1
3.400
2.670
1.0000
.7854
3.1416
A
3.838
3.014
1.1289
.8866
3.3379
4.303
3.379
1.2656
.9940
3.5343
A
4.795
3.766
1.4102
1.1075
3.7306
i
5.312
4.173
1.5625
1.2272
3.9270
JL.
5.857
4.600
1.7227
1.3530
4.1233
|.
6.428
5.049
1.8906
1.4849
4.3197
&
7.026
5.518
2.0664
1.6230
4.5160
\
7.650
6.008
2.2500
1.7671
4.7124
A
8.301
6.520
2.4414
1.9175
4.9087
f
8.978
7.051
2.6406
2.0739
5.1051
H
9.682
7.604
2.8477
2.2365
5.3014
I 10.41
8.178
3.0625
2.4053
5.4978
it
11.17
8.773
3.2852
2.5802
5.6941
i
11.95
9.388
3.5156
2.7612
5.8905
B
12.76
10.02
3.7539 2.9483
6.0868
Q/-JO
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARE AND ROUND BARS.
(CONTINUED.)
Thickness
or Diameter
in Inches.
Weight of
QBar
One Foot long.
Weight of
O Bar
One Foot long.
Area of
. C]Bar
in s<i. inches.
Area of
O Bar
in sq. inches.
Circumference
of O Bar
in inches.
2
13.60
14.46
15.35
16.27
10.68
11.36
12.06
12.78
4.0000
4.2539
4.5156
4.7852
3.1416
3.3410
3.5466
3.7583
6.2832
6.4795
6.6759
6.8722
!
17.22
18-19
19-18
20.20
13.52
14.28
15.07
16.86
5.0625
5.3477
5.6406
5.9414
3.9761
4.2000
4.4301
4.6664
7.0686
7.2649
7.4613
7.6576
ft
21.25
22.33
23.43
24.56
16.69
17.53
18.40
19.29
6.2500
6.5664
6.8906
7.2227
4.9087
5.1572
5.4119
5.6727
7.8540
8.0503
8.2467
8.4430
f
If
25
26.90
28.10
29.34
20.20
21.12
22.O7
23.04
7.5625
7.9102
8.2656
8.6289
5.9396
6.2126
6.4918
6.7771
8.6394
8.8357
9.0321
9.2284
3
TV
A
3060
31.89
33.20
34.55
24.03
25.04
26.08
27.13
9.0000
9.3789
9.7656
10.160
7.0686
7.3662
7.6699
7.9798
9.4248
9.6211
9.8175
10.014
!
35.92
37.31
3873
40.18
28.20
29.3O
30.42
31.56
10.563
10.973
11.391
11.816
8.2958
8.6179
8.9462
9.2806
10.210
10.407
10.603
10.799
ft
41.65
43.14
44.68
46.24
32.71
33.90
35.09
36.31
12.250
12.691
13.141
13.598
9.6211
9.9678
10.321
10.680
10.996
11.192
11.388
11.585
f
H
47.82
49.42
51.05
52.71
37.56
38.81
40.10
41.40
14.063
14.535
15.016
15.504
11.O45
11.416
11.793
12.177
11.781
11.977
12.174
12.370
2O4
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARE AND ROUND BARS.
(CONTINUED.)
Thickness
Weight of
Weight of
Area of
Area of
Circumference
or Diamete
QBar
O Bar
[jBar
O Bar
of O Bar
In Inches.
One Foot long.
One Foot long.
in sq. inches.
in sq. inches.
in inches.
4
54.40
42.73
16.000
12.566
12.566
~L
56.11
44.07
16.504
12.962
12.763
l
57.85
45.44
17.016
13.364
12.959
A
59.62
46.83
17.535
13.772
13.155
i
61.41
48.24
18.063
14.186
13.352
^
63.23
49.66
18.598
14.607
13.548
1
65.08
51.11
19.141
15.033
13.744
j^-
66.95
52.58
19.691
15.466
13.941
i
68.85
54.07
20.250
15.904
14.137
A
70.78
55.59
20.816
16.349
14.334
f
72.73
57.12
21.391
16.800
14.530
H
74.70
58.67
21.973
17.257
14.728
1
76.71
60.25
22.563
17.721
14.923
it
78.74
61.84
23.160
18.190
15.119
1
80.81
63.46
23.766
18.665
15.315
it
82.89
65.10
24.379
19.147
15.512
5
85.00
66.76
25.000
19.635
15.708
rV
87.14
68.44
25.629
20.129
15.904
i
89.30
70.14
26.266
20.629
16.101
A
91.49
71.86
26.910
21.135
16.297
i
93.72
73.60
27.563
21.648
16.493
A
95.96
75.37
28.223
22.166
16.690
f
98.23
77.15
28.891
22.691
16.886
A
100.5
78.95
29.566
23.221
17.082
^
102.8
80.77
30.250
23.758
17.279
A
105.2
82.62
30.941
24.301
17.475
f
107.6
84.49
31.641
24.850
17.671
ft
110.0
86.38
32.348
25.406
17.868
t
112.4
88.29
33.063
25.967
18.064
if
114.9
90.22
33.785
26.535
18.261
1
117.4
92.17
34.516
27.109
18.457
if
119.9
94.14
35.254
27.688
18.653
205
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARE AND ROUND BARS.
(CONTINUED.)
Thickness
or Diameter
in Inches.
Weight of
QBar
One Foot long.
Weight of
O Bar
One Foot long.
Am of
in s^ inches.
Area of
O Bar
in sq. inches.
Circumference
of O Bar
in inches.
6
122.4
125.0
127.6
130.2
96.14
98.14
100.2
102.2
36.000
36.754
37.516
38.285
28.274
28.866
29.465
30.069
18.850
19.046
19.242
19.439
&
132.8
135.5
138.2
140.9
104.3
106.4
108.5
110.7
39.063
39.848
4O.641
41.441
30.680
31.296
31.919
32.548
19.635
19.831
20.028
20.224
T 9 ^
143.6
146.5
149.2
152.1
112.8
114.9
117.2
119.4
42.250
43.066
43.891
44.723
33.183
33.824
34.472
35.125
20.420
20.617
20.813
21.009
1
154.9
157.8
160.8
163.6
121.7
123.9
126.2
128.5
45.563
46.410
47.266
48.129
35.785
36.450
37.122
37.800
21.206
21.402
21.598
21.795
7
i
166.6
169.6
172.6
175.6
130.9
133.2
135.6
137.9
49.000
49.879
50.766
51.660
38.485
39.175
39.871
40.574
21.991
22.187
22.384
22.580
A
178.7
181.8
184.9
188.1
140.4
142.8
145.3
147.7
52.563
53.473
54.391
55.316
41.282
41.997
42.718
43.445
22.777
22.973
23.169
23.366
I
191.3
194.4
197.7
200.9
150.2
152.7
155.2
157.8
56.250
57.191
58.141
59.098
44.179
44.918
45.664
46.415
23.562
23.758
23.955
24.151
f
204.2
207.6
210.8
214.2
160.3
163.0
165.6
168.2
60.063
61.035
62.016
63.004
47.173
47.937
48.707
49.483
24.347
24.544
24.740
24.936
206
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARE AND BOUND BARS.
(CONTINUED.)
Thickness
or Diameter
in Inches.
Weight of
n^ar
One Foot long.
Weight of
O Bar
One Foot long.
Area of
QBar
in s<i. inches.
Area of
O Bar
in sq. inches.
Circumference
of O Bar
in inches.
8
217.6
221.0
224.5
228.0
171.0
173.6
176.3
179.0
64.000
65.004
66.016
67.035
50.265
51.054
51.849
52.649
25.133
25.329
25.525
25.722
i
231.4
234.9
238.5
242.0
181.8
184.5
187.3
190.1
68.063
69.098
70.141
71.191
53.456
54.269
55.088
55.914
25.918
26.114
26.311
26.507
I
245.6
249.3
252.9
256.6
193.0
195.7
198.7
201.6
72.250
73.316
74.391
75.473
56.745
57.583
58.426
59.276
26.704
26.900
27.096
27.293
if
260.3
264.1
267.9
271.6
2044
207.4
210.3
213.3
76.563
77.660
78.766
79.879
60.132
60.994
61.862
62.737
27.489
27.685
27.882
28.078
9
275.4
279.3
283.2
287.0
216.3
219.3
222.4
225.4
81.000
82.129
83.266
84.410
63.617
64.504
65.397
66.296
28.274
28.471
28.667
28.863
i
290.9
294.9
298.9
302.8
228.5
231.5
234.7
237.9
85.563
86.723
87.891
89.066
67.201
68.112
69.029
69.953
29.060
29.256
29.452
29.649
|
306.8
310.9
315.0
319.1
241.0
244.2
247.4
250.6
90.250
91.441
92.641
93.848
70.882
71.818
72.760
73.708
29.845
30.041
30.238
30.434
H
323.2
327.4
331.6
335.8
253.9
257.1
260.4
263.7
95.063
96.285
97.516
98.754
74.662
75.622
76.589
77.561
30.631
30.827
31.023
31.220
2O7 1
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARE AND BOUND BARS.
(CONTINUED.)
Thickness
or Diameter
in Inches.
Weight of
QBar
One Foot long.
Weight of
O Bar
One Foot long.
Area of
QBar
in s^. inches.
Area of
O Bar
in sq. inches.
Circumference
of O Ba r
in inches.
10
I
340.0
344.3
348.5
352.9
267.0
270.4
273.8
277.1
100.00
101.25
102.52
103.79
78.540
79.525
80.516
81.513
31.416
31.612
31.809
32.005
I
nf
357.2
361.6
366.0
370.4
280.6
2840
287.4
290.9
105.06
106.35
107.64
108.94
82.516
83.525
84.541
85.562
32.201
32.398
32.594
32.790
H
374.9
379.4
383.8
388.3
294.4
297.9
301.4
305.0
110.25
111.57
112.89
114.22
86.590
87.624
88.664
89.710
32.987
33.183
33.379
33.576
|
ft
392.9
397.5
402.1
406.8
308.6
312.2
315.8
319.5
115.56
116.91
118.27
119.63
90.763
91.821
92.886
93.956
33.772
33.968
34.165
34.361
11
1
411.4
416.1
420.9
425.5
323.1
326.8
330.5
334.3
121.00
122.38
123.77
125.16
95.033
96.116
97.205
98.301
34.558
34.754
34.95O
35.147
!
n
430.3
435.1
439.9
444.8
337.9
341.7
345.5
349.4
126.56
127.97
129.39
130.82
99.402
100.51
101.62
102.74
35.343
35.539
35.736
35.932
H
449.6
454.5
459.5
464.4
353.1
357.O
360.9
364.8
132.25
133.69
135.14
136.60
103.87
105.00
106.14
107.28
36.128
36.325
36.521
36.717
!
469.4
474.4
479.5
484.5
368.6
372.6
376.6
380.6
138.06
139.54
141.02
142.50
108.43
109.59
11O.75
111.92
36.914
37.110
37.306
37.503
2O8
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHT OF RIVETS, and ROUND HEADEE
BOLTS WITHOUT NUTS, PER 100.
Length from under head. One cubic foot weighing 480 Ibs.
Length.
Inches.
X"
Dia.
'
Dia.
Dia.
Ma"
I"
Dia.
Dia.
Dia.
2 4
5.4
6.2
6.9
7.7
12.6
13.9
15.3
16.6
21.5
23.7
25.8
27.9
28.7
31.8
34.9
37.9
43.1
47.3
51.4
55.6
65.3 ! 91.5
70.7 ! 98.4
76.2 105.
81.6 112.
123.
133.
142.
150.
3 4
8.5
9.2
10.0
10.8
18.0
19.4
20.7
22.1
30.0
32.2
34.3
36.4
41.0
44.1
47.1
50.2
59.8
63.0
68.1
72.3
87.1
92.5
98.0
103.
119.
126.
133.
140.
159.
167.
176.
184.
3%
11.5
12.3
13.1
13.8
23.5
24.8
26.2
27.5
38.6
40.7
42.8
45.0
53.3
56.4
59.4
62.5
76.5
80.7
84.8
89.0
109.
114.
120.
125.
147.
154.
161.
167.
193.
201.
210.
218.
5 4
14.6
15.4
16.2
16.9
28.9
30.3
31.6
33.0
47.1
49.2
51.4
53.5
65.6
68.6
71.7
74.8
93.2
97.4
102.
106.
131.
136.
142.
147.
174.
181.
188.
195.
227.
236.
244.
253.
*
17.7
18.4
19.2
20.0
34.4
35.7
37.1
38.5
55.6
57.7
59.9
62.0
77.8
80.9
84.0
87.0
110.
114.
118.
122.
153.
158.
163.
169.
202.
209.
216.
223.
261.
270.
278.
287.
7 2
8 2
21.5
23.0
24.6
26.1
41.2
43.9
46.6
49.4
66.3
70.5
74.8
79.0
93.2
99.3
106.
112.
131.
139.
147.
156.
180.
191.
202.
213.
236.
250.
264.
278.
304.
321.
338,
355.
9 2
10 2
27.6
29.2
30.7
32.2
52.1
54.8
57.6
60.3
83.3
87.6
91.8
96.1
118.
124.
130.
136.
164.
173.
181.
189.
223.
234.
245.
256.
292.
306.
319.
333.
372.
389.
406.
423.
f
12 2
33.8
35.3
36.8
38.4
63.0
65.7
68.5
71.2
101.
105.
109.
113.
142.
148.
155.
161.
198.
206.
214.
223.
267.
278.
289.
300.
347,
361.
375.
388.
440.
457.
474.
491.
Heads.
1.8
5.7
10.9
13.4
22.2
38.0
57.0
82.0
209
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHT OF 100 BOLTS WITH SQUARE
HEADS AND NUTS.
DIAMETER OP BOLTS.
head
to point.
Per inch j 4
additiona
Ibs.
4.0
4.4
4.8
5.2
5.5
5.8
6.3
7.0
7.8
8.5
9.3
10.0
10.8
Ibs.
7.0
7.5
8.0
8.5
9.0
9.5
10.0
11.0
12.0
13.0
14.0
15.0
16.0
2.1
fin.
Ibs.
10.5
11.3
12.0
12.8
13.5
14.3
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
3.1
15.2
16.3
17.4
18.5
19.6
20.7
21.8
24.0
26.2
28.4
30.6
82.8
35.0
37.2
39.4
41.6
43.8
46.0
48.2
50.4
52.6
4.2
Mn.
Ibs.
22.5
23.8
25.2
26.5
27.8
29.1
30.5
33.1
35.8
38.4
41.1
43.7
46.4
49.0
51.7
54.3
59.6
64.9
70.2
75.5
80.8
86.1
91.4
96.7
102.0
107.3
112.6
117.9
123.2
5.5
m.
Ibs.
39.5
41.6
43.8
45.8
48.0
50.1
52.3
56.5
60.8
65.0
69.3
73.5
77.8
82.0
86.3
90.5
94.8
103.3
111.8
120.3
128.8
137.3
145.8
154.3
162.8
171.0
179.5
188.0
206.5
8.5
in.
Ibs.
63.0
66
69.0
72.0
75.0
78.0
81.0
87.0
93.1
99.1
105.2
111 3
117.3
123.4
129.4
135.0
141.5
153.6
165.7
177.8
189.9
202.0
214.1
226.2
238.3
2.50.4
262.6
274.7
286.8
12.3
tin.
1U9.0
113.3
117.5
J21.8
126.0
134.3
142.5
151.0
159.6
168.0
176.6
185.0
193.7
202.0
210.7
227.8
224.8
261.9
278.9
296.0
813.0
330.1
347.1
364.2
381.2
893.3
415.3
16.7
1 in.
Ibs.
163
169
174
180
185
196
207
218
229
240
251
262
273
281
295
317
339
360
382
404
426
448
470
492
514
536
558
21.8
WEIGHTS OF NUTS AND BOLT-HEADS, IN
POUNDS.
For Calculating the Weight of Longer Bolts.
Diameter of Bolt in Inches.
Weight of Hexagon Nut
and Head
Weight of Square Nut and
Head
.017
.021
.057
.128
.164
.267
.320
.73
Diameter of Bolt in Inches.
Weight of Hexagon Nut
and Head
"Weight of Square Nut and
Head ..
1.10
1.31
2.14
2.56
3.78
4.42
5.6
7.0
8.75
10.5
28.8
36.4
21O
THE CARNEGIE STEEL COMPANY, LIMITED.
SIZES AND WEIGHTS OF HOT PRESSED
SQUARE NUTS.
rhe sizes an th usual manufacturers', not the Franklin Institute Standard. Both weights and
izes are for the unfinished Nut. The weights are calculated, one cubic foot weighing 480 Ibs.
Size of ; Weight of i Rough
Bolt. 100 Nuts Hole.
Thickness
of Nut.
Side of
Square.
Diagonal.
No. of Nuts in
100 Ibs.
6800
3480
2050
1
2^9
4.9
A
H
I
1
.71
.88
1.06
X
7.7
8.6
11.8
i
X
1 8
1.24
1.24
1.41
1290
1170
850
|
16.7
17.7
22.8
1
1
1
1.59
1.59
1.77
600
570
440
%
32.3
39.8
53.
63.
ft
ft
If
If
1
i|
1.94
2.12
2.30
2.47
310
251
19O
159
1
68.
94.
103.
137.
1
1
1
2 4
2
2.47
2.83
2.83
3.18
146
106
97
73
IH
145.
186.
247.
it
ii
2>|
2^
3.18
3.54
3.89
69
54
41
1%
319.
400.
500.
62G.
if
ip
3
3^
4.24
4.60
4.95
5.30
31.3
24.8
19.9
16.2
2
2%
2%
2y
750.
780.
930.
960.
1130.
1370.
2
2
4
4
4J/
5.66
5.66
6.01
6.01
6.36
6.72
13.4
12.8
10.7
10.4
8.9
7.3
3
1610.
2110.
2750.
3Jl
3
5
5>^
6
7.07
7.78
8.49
6.2
4.7
3.6
211
THE CARNEGIE STEEL, COMPANY, LIMITED.
SIZES AND WEIGHTS OF HOT PRESSED
HEXAGON NUTS.
The sizes are the usual manufacturers', not the Franklin Institute Standard. Both weights and
sizes are for the unfinished Nut. The weights are calculated, one cubic foot weighing 480 Ibs.
Size of Weight of
Bolt. | 100 Mute.
Rough
Hole.
Thickness
of Hut.
Short
Diameter.
Long
Diameter.
No. of Nuts in
100 Ibs.
I
T*
1.3
2.4
4.1
6.8
1
II
1
.58
.72
.87
1.01
8000
4170
2410
1460
A
7.1
9.8
14.0
s
1
1 *
1.01
1.15
1.30
1410
1020
710
I
14.7
19.1
22.9
1
I
|
1.30
1.44
1.44
680
520
440
I
7/
/3
27.2
39.
44.
50.
it
I
1
1.59
1.73
1.88
1.88
370
256
226
198
1
1
57.
64.
96.
1
1
ll
2.02
2.02
2.31
176
156
104
}|
134.
180.
235.
8
l|
|f
2.60
2.89
3.18
75
56
42
jP
300.
370.
460.
H
3
3.46
3.75
4.04
33.4
26.7
21.5
2
450.
560.
560.
2
3^
4.04
4.33
4.33
22.4
18.0
17.7
in
680.
810.
980.
li*
1
4
4.62
4.91
5.20
14.7
12.3
10.2
3
1150.
1340.
1580.
2H
3
5 4
5.48
5.77
6.06
8.7
7.5
6.3
212
THE CARNEGIE STEEL, COMPANY, LIMITED.
UPSET SCREW ENDS FOR ROUND AND
SQUARE BARS.
Dia. of
ROUND BARS.
SQUARE BARS.
Round or
Side of
cquare
Bar.
Inches.
Dia. of
Upset
Screw
End.
Inches.
Dia. of
Screw at
Root of
Thread.
Inches.
Threads
per Inch.
No.
Excess of
Effective
Area of
Screw End
over Bar.
Per Cent.
Dia. of
Upset
Screw
End.
Inches.
Dia. of
Screw at
Root of
Thread.
Inches.
Threads
per Inch.
No.
Excess of
Effective
Area of
Screw End
over Bar.
Per Cent
K
K
.620
10
54
H
.620
10
21
T 9 *
%
.620
10
21
.731
9
33
%
%
.731
9
37
1
.837
8
41
n
i
.837
8
48
1
.837
8
17
X
i
.837
8
25
\\/
.940
7
23
H
IK
.940
7
34
m
1.065
7
35
%
11^
1.065
7
48
\%
1.160
6
38
M
i/2
1.065
7
29
1%
1.160
6
20
1
\y
1.160
6
35
IK
1.284
6
29
\%
1.160
6
19
IX
1.389
5^2
34
IK
\%
1.284
6
30
IK
1.389
Qyn
20
ify
IK
1.284
6
17
1.490
5
24
\\y
i^
1.389
5K
23
\y
1.615
6
31
ITS
ij|
1.490
5 2
29
\%
1.615
5
19
\y
IK
1.490
5
18
2
1.712
4K
22
ITS
IK
1.615
5
26
2K
1.837
4K
28
IK
2
1.712
4K
30
2K
1.837
41^
18
I T \
2
1.712
4K
20
2M
1.962
4K
24
|Sg
8K
1.837
4K
28
2%
2.087
4K
30
iff
2K
1.837
4K
18
2.087
4K
20
w
2^
1.962
4K
26
2K
2.175
4
21
iff
2K
1.962
4 K
17
2%
2.300
4
25
IV
2%
2.087
4 1/
24
%5/
2.300
4
18
Hf
2K
2.175
4 X
26
2K
2.425
4
23
2
2K
2.175
4
18
g?/
2.550
4
28
2.300
4
24
2%
2.550
4
20
^78
4
9.300
4
17
3
2.629
3K
20
2 T V
2%
2.426
23
2.754
3K
24
i
213
THE CARNEGIE STEEL COMPANY, LIMITED.
UPSET SCREW ENDS.
(CONTINUED.)
Dia. of
ROUND BARS.
SQUARE BARS.
Round or
Side of
Square
Bar.
Inches.
Dia. of
Upset
Screw
End.
Inches.
Dia. of
Screw at
Root of
Thread.
Inches.
Threads
per Inch.
No.
Excess of
Effective
Area of
Screw End
\ over Bar.
\ Per Cent.
Dia. of
Upset
Screw
End.
Inches.
Dia. of
Screw at
Root of
Thread.
Inches.
Threads
per Inch.
No.
Excess of
Effective
Area of
Screw End
over Bar.
Per Cent.
"^T
2%
2.550
4
28
3M
2.754
3^
18
2 T \
2%
2.550
4
22
3)4
2.879
%%
22
2%
3
2.629
3/
23
3^
3.004
3/4
26
%%
2.754
3>
28
3.004
3/1
19
jL/
31^
2.754
3K
21
33^
3.100
3i/
21
2 T 9 g-
334
2.879
3j^
26
3%
3.225
m
24
2%
3ix
2.879
3^
20
3^
3.225
31^
19
2yi
3%
3.004
25
3.317
3
20
2%
8&
3.004
3K
19
8%
3.442
3
23
2yf
3.100
3>|
22
3.442
3
18
%y
3%
3.225
V/A,
26
4
3.567
3
21
2i!
3^
3.225
3K
21
*bi
3.692
3
24
3
33/
3.317
3
22
41^
3.692
3
19
%
3%
3.442
3
21
4%
3.923
2%
24
31^
4
3.567
3
20
41^
4.028
2%
21
3%
4M
3.692
3
20
4% 4.153
19
S 1 ^
41^
3.798
2%
18
3%
4/2
4.028
23
$y
4%
4.153
2%
23
3%
4K
4.255
m
21
REMARKS. As upsetting reduces the strength, bars having the same
diameter at root of thread as that of the bar, invariably break in the
screw end, when tested to destruction, without developing the full strength
of the bar. It is therefore necessary to make up for this loss in strength
by an excess of metal in the upset screw ends over that in the bar.
The above table is the result of numerous tests on finished bars made
by The Carnegie Steel Company, Limited, and gives proportions that will
cause the bar to break in the body m preference to the upset end.
The screw threads in above table are the Franklin Institute standard.
To make one upset end for 5" length of thread allow 6" length of
rod additional.
214
THE CARNEGIE STEEL COMPANY, LIMITED.
STANDARD SCREW THREADS, NUTS AND
BOLT HEADS. Recommended by the Franklin Institute.
SCREW THREADS.
Nuts and Bolt Heads
A ^ ff
are determined by the fol-
/^Hy /? /^Hk 3 * y/^lil^
lowing rules, which apply to
/^BB^r
Square and Hexagon Nuts
,^i|iill|'^k y^lliiliilkl
both:
Angle of Thread 60. Flat at Top and Bottom= % of pitch.
Short diameter of rough nut
= 1% x dia. of bolt + y s in.
Dia. of
Dia. at Root Threads
Short diameterof finished nut
Screw.
of Thread.
per Inch.
= 1% x dia. of bolt + 1-16 in.
Inches.
Inches.
* No.
Thickness of rough nut
y
.185
20
= diameter of bolt.
X
.240
18
Thickness of finished nut
%
.294
16
= diameter of bolt 1-16 in.
.344
14
Short diameter of rough head
y
.400
13
= 1^ X dia. of bolt + y a in.
.454
12
Short dia. of finished head
.507
11
=1% X dia. of bolt + 1-16 in.
.620
10
Thickness of rough head
%
.731
9
= % short dia. of head.
1
.837
8
Thickness of finished head
.940
7
= dia. of bolt 1-16 In.
lx^
1.065
7
The long diameter of a
].%
1.160
6
hexagon nut may bo obtained
\v
1.284
3
by multiplying the short
ty
1.389
diameter by 1.155, and the
1$
1.490
5
long diameter of a square
10
1.615
5
nut by multiplying the short
2
1.712
diameter by 1.414.
1.962
4K
The above standards for
01/
2.175
A
screw threads, nuts and bolt
%y
2.425
4
heads, were recommended by
/4
the Franklin Institute in
3
2.629
2f\F7f\
3K
Dec. 1864. The standard for
1
.879
3.100
3.317
screw threads has been very
generally adopted in the
United States, but the pro-
4
3.567
3
portions recommended for
4%
3.798
2%
nuts and bolt heads have not
4+4
4.028
found general acceptance be-
4%
4.255
a*
cause of the odd sizes of bar
5
4.480
2K
not usually rolled by the
6M
4.730
2/i
mills required to make the
5M
5.053
2%
nut.
5%
5.203
2%
6
5.423
215
THE CARNEGIE STEEL COMPANY, LIMITED.
"WHIT WORTH'S STANDARD ANGULAR
SCREW THREADS.
* f ^v A ^ Angle of thread 55.
Depth of thread = pitch
of screw.
i/ of depth is rounded off
top and bottom.
Number of threads to the inch in square threads = l / z the num-
ber in angular threads.
Dia. of
Screw.
In.
X
I
%
%
Threads to
the inch.
20
18
16
14
12
11
10
9
Dia. of
Screw.
In.
1
1#
IX
Threads to
the inch.
No.
Dia. of
Screw.
In.
Threads to
the inch.
No.
Dia. of
Screw.
In.
Threads to
the inch.
No.
3
2/8
|#
1%
STANDARD SLEEVE NUTS.
IX
1/8
2%
SLEEVE NUT.
2
1/8
111
if!
.
4.2
4.6
4.8
6.0
6.6
7.5
9.0
10.5
11.4
13.5
SCREW.
{
1*
SLEEVE NUT.
3#
4/8
14.8
19.8
20.0
22.7
25.2
29.8
30.5
34.8
39.2
41.0
35.6
All dimensions are in inches. Weights are for finished nuts.
216
THE CARNEGIE STEEL COMPANY, LIMITED.
STANDARD PIN-NUTS.
PINS.
PIN-NUTS.
PINS.
PIN-NUTS.
s
I*
a
s
1
It
-sl
ij
|i
I
II
|l
ii
i]
sl
|l
j
l#
IX
8
2X
2^
?i
0.85
3j^
3X
(
t
5
5X
1
y\
4.74
% 1 A
1,
^
8
2K
2^
H
1.03
4K
3%
(
>
5K
6/8
IX
6.19
2X
1
*
8
2K
2^
i
0.97
4/8
3K
<
i
5K
6^
IX
6.19
2^
1;
4 7
8
3
3K
i
1.50
4^
3X
<
5
5K
6^
IX
5.37
2^
1,
tf
8
3
3&
i
1.37
4^
4
(
>
6
615
IX
6.63
2^
2
8
3K
4
i
2.06
5^
4
<
)
6
6if
IX
6.63
2X
2
8
3K
4
i
1.96
5^
4X
6
6
6^
U/
5.82
27/ 8
2,
*
8
4
4^
IX
3.38
5^
4K
6
6X
711
IX
8.53
3
2;
/8
8
4
4^
IX
3.22
bj/s
W
(
i
6K
7ft
IX
7.59
3^
2X
8
4X
4^
IX
3.63
$ l /8
4X
1
5
6X
71!
IX
7.59
3X
9
*;
*
8
4X
4^
IX
3.41
6^
5
6
8
9X
IX
13.06
3^
o
*;
/
6
4K
BI\
IX
4.09
6^
5X
6
8
9X
1
K
14.86
3K
9
*j
^
6
4X
5K
IX
4.63
6^
5K
6
8
9X
1
K
14.00
3^
3
6
5
5X
IX
5.25
7K
5^
6
8
9X
1
r/
13.10
All dimensions given above are in inches. Weigl
its refer to untapped nuts.
WOOD SCREWS.
Diameter=numberx 0.01325+0.056.
No.
Diam.
No.
Diam.
No.
Diam. No.
Diam.
No.
Diam.
.056
6
.135
12
.215 18
.293
24
.374
1
.069
7
.149
13
.228 19
.308
25
.387
2
.082
8
.162
14
.241 20
.321
26
.401
3
.096
9
.175
15
.255 21
.334
27
.414
4
.109
10
.188
16
.268 22
.347
28
.427
5
.122
11
.201
17
.281 23
.361
29
.440
30 1
.453
9,17
THE CARNEGIE STEEL COMPANY, LIMITED.
SPIKES, NAILS AND TACKS.
STANDARD STEEL WIRE NAILS.
2d
3d
4d
5d
6d
7d
8d
9d
10d
12d
16d
20d
30d
40d
50d
60d
IX'
2^ A
9.1/A
Common.
Diam. No. per
nches. pound.
.0524
.0588
.0720
.0764
.0858
.0935
.0963
.1082
.1144
.1285
.162C
.1819
.2043
.2294
.2576
060
640
380
275
210
160
115
93
77
60
48
31
Finishing.
Diam. No. per
nches. pound.
.0453
.0508
.0508
.0571
.0641
.0641
.0720
.0720
.0907
.1019
1558
913
761
500
350
315
214
195
137
127
90
STEEL WIRE SPIKES.
Length.
4"
45*"
5"
8"
8"
9"
Diam.
nches.
.1819
.2043
.2294
.2576
.2249
.3648
o. per
pound
41
30
23
17
13
11
10
7/ 2
7
5
OMMON IRON NAILS.
Size.
2d
3d
4d
5d
6d
7d
8d
9d
lOd
12d
16d
20d
30d
40d
50d
60d
Length. No-per
IX"
2"
2X"
9 i///
2X"
3"
3X"
800
400
300
200
150
120
85
75
60
50
40
20
16
14
11
TACKS.
Title.
Length,
in.
Number
per pound.
16000
10666
8000
6400
Title,
oz.
Length,
in.
Number
per pound.
4000
2666
2000
1600
1333
Title,
oz.
24
Length,
in.
Number
per pound.
1143
1000
888
800
727
666
WROUGHT SPIKES.
Number to a keg of 150 Ibs.
length.
I st
6
1-4 inch. 5-16 inch. 3-8 inch. Length
No.
2250
1890
1650
1464
1380
1292
No.
1208
1135
1064
930
868
No.
742
570
In.
1-4 inch.
Ho.
1161
M6ineh 3-8 inch. 7-16 inch-
No.
635
573
No.
482
455
424
391
No.
445
384
300
270
249
23S
1-2 inch
No.
306
256
240
22
203
180
9.1R
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHT OF SHEETS OF WROUGHT IRON,
STEEL, COPPER AND BRASS. (From Haswell.)
Weights per Square Foot. Thickness by Birmingham Gauge.
No. of
Gauge.
Thickness
in inches.
Iron.
Steel.
Copper.
Brass.
0000
.454
18.22
18.46
20.57
19.43
000
.425
17.05
17.28
19.25
18.19
00
.38
15.25
15.45
17.21
16.26
.34
13.64
13.82
15.40
14.55
1
.3
12.04"
12.20
13.59
12.84
2
.284
11.40
11.55
12.87
12.16
3
.259
10.39
10.53
11.73
11.09
4
.238
9.55
9.68
10.78
10.19
5
.22
8.83
8.95
9.97
9.42
6
.203
8.15
8.25
9.20
8.69
7
.18
7.22
7.32
8.15
7.70
8
.165
6.62
6.71
7.47
7.06
9
.148
5.94
6.02
6.70
6.33
10
.134
5.38
5.45
6.07
5.74
11
.12
4.82
4.88
5.44
6.14
12
.109
4.37
4.43
4.94
4.67
13
.095
3.81
3.86
4.30
4.07
14
.083
3.33
3.37
3.76
3.55
15
.072
2.89
2.93
3.26
3.08
16
.065
2.61
2.64
2.94
2.78
17
.058
2.33
2.36
2.63
2.48
18
.049
1.97
1.99
2.22
2.10
19
.042
1.69
1.71
1.90
1.80
20
.035
1.40
1.42
1.59
1.50
21
.032
1.28
1.30
1.45
1.37
22
.028
1.12
1.14
1.27
1.20
23
.025
1.00
1.02
1.13
1.07
24
.022
.883
.895
1.00
.942
25
.02
.803
.813
.906
.856
26
.018
.722
.732
.815
.770
27
.016
.642
.651
.725
.685 -
28
.014
.562
.569
.634
.599 !
29
.013
.522
.529
.589
.556 i
30
.012
.482
.488
.544
.514 I
31
.01
.401
.407
.453
.428
32
.009
.361
.366
.408
.385
33
.008
.321
.325
.362
.342
34
.007
.281
.285
.317
.300
35
.005
.201
.203
.227
.214
Specific Gravity,
7.704
7.806
8.698
8.218
Weight Cubic Foot,
481.25
487.75
543.6
513.6
" " Inch,
.2787
.2823
.3146
.2972
219 1
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHT OP SHEETS OF WROUGHT IRON,
STEEL, COPPER AND BRASS. (Prom Haswell.)
Weights per Sq. Foot. Thickness by American (Browne & Sharpe's) Gauge.
No. of
Gauge.
Thickness
in inches.
Iron. | Steel. | Copper.
Brass.
0000
.46
18.46
18.70
20.84
19.69
000
.4096
16.44
16.66
18.56
17.53
00
.3648
14.64
14.83
16.53
15.61
.3249
13.04
13.21
14.72
13.90
1
.2893
11.61
11.76
13.11
12.38
2
.2576
10.34
10.48
11.67
11.03
3
.2294
9.21
9.33
10.39
9.82
4
.2043
8.20
8.31
9.26
8.74
5
.1819
7.30
7.40
8.24
7.79
6
.1620
6.50
6.59
7.34
6.93
7
.1443
5.79
5.87
6.54
6.18
8
.1285
5.16
5.22
5.82
5.50
9
.1144
4.59
4.65
5.18
4.90
10
.1019
4.09
4.14
4.62
4.36
11
.0907
3.64
3.69
4.11
3.88
12
.0808
3.24
3.29
3.66
3.46
13
.0720
2.89
2.93
3.26
3.08
14
.0641
2.57
2.61
2.90
2.74
15
.0571
2.29
2.32
2.59
2.44
16
.0508
2.04
2.07
2.30
2.18
17
.0453
1.82
1.84
2.05
1.94
18
.0403
1.62
1.64
1.83
1.73
19
.0359
1.44
1.46
1.63
1.54
20
.0320
1.28
1.30
1.45
1.37
21
.0285
1.14
1.16
1.29
1.22
22
.0253
1.02
1.03
1.15
1.08
23
.0226
.906
.918
1.02
.966
24
.0201
.807
.817
.911
.860
25
.0179
.718
.728
.811
' .766
26
.0159
.640
.648
.722
.682
27
.0142
.570
.577
.643
.608
28
.0126
.507
.514
.573
.541
29
.0113
.452
.458
.510
.482
30
.0100
.402
.408
.454
.429
31
.0089
.358
.363
.404
.382
32
.0080
.319
.323
.360
.340
33
.0071
.284
.288
.321
.303
34
.0063
.253
.256
.286
.270
35
.0056
.225
.228
.254
.240
As there are many gauges in use differing from each other, and even the thicknesses of a
certain specified gauge, as the Birmingham, are not assumed the same by all manufactuiers,
orders for sheets and wire should always state the weight per squar? toot, or the thickness
in thousandths of an inch.
22O
THE CARNEGIE STEEL COMPANY, LIMITED.
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221
THE CARNEGIE STEEL COMPANY, LIMITED.
"WEIGHT OF A CUBIC FOOT OF SUB-
STANCES.
Average
NAMES OF SUBSTANCES. Weight.
Lbs.
Aluminum, 162
Anthracite, solid, of Pennsylvania, .... 93
" broken, loose, 54
" " moderately shaken, . . . 58
" heaped bushel, loose, (80)
Ash, American white, dry, ..... 38
Asphaltum, 87
Brass, (Copper and Zinc,) cast, 504
" rolled, 524
Brick, best pressed, 150
" common hard, 125
" soft, inferior, ....... 100
Brickwork, pressed brick, 140
" ordinary, 112
Cement, hydraulic, ground, loose, American, Rosendale, . 56
" " " " " Louisville, 50
" " " English, Portland, . 90
Cherry, dry, 42
Chestnut, dry, 41
Clay, potters', dry, 119
" in lump, loose, 63
Coal, bituminous, solid, 84
" " broken, loose, 49
" " heaped bushel, loose, . . . (74)
Coke, loose, of good coal, ...... 62
" " heaped bushel, (40)
Copper, cast, 542
" rolled, 548
Earth, common loam, dry, loose, ..... 76
" " " " moderately rammed, . . 95
" as a soft flowing mud, 108
Ebony, dry, . 76
Elm, dry, 35
Flint, 162
222
THE CARNEGIE STEEL COMPANY, LIMITED
WEIGHT OF SUBSTANCES Continued.
Average
NAMES OF SUBSTANCES. Weight
Lbs,
Glass, common window, 157
Gneiss, common, ....... 168
Gold, cast, pure, or 24 carat, ..... 1204
" pure, hammered, 1217
Granite, 17O
Gravel, about the same as sand, which see.
Gypsum (plaster of paris), ..... 142
Hemlock, dry, . 25
Hickory, dry, 53
Hornblende, black, 203
Ice, . . 58.7
Iron, cast, 450
" wrought, purest, 485
" average, 480
Ivory, , 114
Lead, 711
Lignum Vitoe, dry, 83
Lime, quick, ground, loose, or in small lumps, . . 53
" " " " thoroughly shaktn, . . 75
" " " " per struck bushel, . . (66)
Limestones and Marbles, 168
" " loose, in irregular fragments, . 96
Magnesium, 109
Mahogany, Spanish, dry, ...... 53
" Honduras, dry, 35
Maple, dry, . . 49
Marbles, see Limestones.
Masonry, of granite or limestone, well dressed, . 165
" " mortar rubble, 154
dry " (wellscabbled,) . . 138
" " sandstone, well dressed, .... 144
.Mercury, at 32 Fahrenheit, ..... 849
Mica, 183
Mortar, hardened, , 103
Mud, dry, close, 80 to 110
223
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHT OF SUBSTANCES Continued.
Average
NAMES OF SUBSTANCES. Weight.
l.bs.
Mud, wet, fluid, maximum, 120
Oak, live, dry, .59
" white, dry, 50
" other kinds, 32 to 45
Petroleum, 55
Pine, white, dry, .... .... 25
" yellow, Northern, 34
" " Southern, 45
Platinum, 1342
Quartz, common, pure, . , 165
Rosin, .... .... 69
Salt, coarse, Syracuse, N. Y,, 45
" Liverpool, fine, for table use, .... 49
Sand, of pure quartz, dry, loose, . . . 90 to 106
" well shaken, 99 to 117
" perfectly wet, 120 to 140
Sandstones, fit for building, 151
Shales, red or black, 162
Silver, 655
Slate, . - 175
Snow, freshly fallen, . . . . . . . 5 to 12
" moistened and compacted by rain, . . 15 to 50
Spruce, dry, .... , 25
Steel, . 490
Sulphur, 125
Sycamore, dry, 37
Tar, 62
Tin, cast, . . 459
Turf or Peat, dry, unpressed, . . , . 20 to 30
Walnut, black, dry, 38
Water, pure rain or distilled, at 60 Fahrenheit, . . 62 }/$
" sea, ... 64
Wax, bees, . 60.5
Zinc or Spelter, 437.5
Green timbers usually weigh from one-fifth to one-half more than dry. \
224 "~
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OP CIRCLES.
For Diameters from -fa to 100, advancing by Tenths. 1
Diam.
Area.
Circum.
Diam.
Area.
Circum.
0.0
4.0
12.5664
12.5664
.1
.007854
.31416
.1
13.2025
12.8805
.2
.031416
.62832
.2
13.8544
13.1947
.3
.070686
.94248
.3
14.5220
13.5088
.4
.12566
1.2566
.4
15.2053
13.8230
.5
.19635
1.5708
.5
15.9043
14.1372
.6
.28274
1.8850
.6
16.6190
14.4513
.7
.38485
2.1991
.7
17.3494
14.7655
.8
.50266
2.5133
.8
18.0956
15.0796
.9
.63617
2.8274
.9
18.8574
15.3938
1.0
.7854
3.1416
5.0
19.6350
15.7080
4
.9503
3.4558
.1
20.4282
16.0221
.2
1.1310
3.7699
.2
21.2372
16.3363
.0
1.3273
4.0841
.3
22.0618
16.6504
.4
1.5394
4.3982
.4
22.9022
16.9646
.5
1.7671
4.7124
.5
23.7583
17.2788
.6
2.0106
5.0265
.6
24.6301
17.5929
.7
2.2698
5.3407
.7
25.5176
17.9071
.8
2.5447
5.6549
.8
26.4208
18.2212
.9
2.8353
5.9690
.9
27.3397
18.5354
2.0
3.1416
6.2832
6.0
28.2743
18.8496
.1
3.4636
6.5973
.1
29.2247
19.1637
,2
3.8013
6.9115
.2
30.1907
19.4779
.3
4.1548
7.2257
.3
31.1725
19.7920
.4
4.5239
7.5398
.4
32.1699
20.1062
.5
4.9087
7.8540
.5
33.1831
20.4204
.6
5.3093
8.1681
.6
34.2119
20.7345
.7
5.7256
8.4823
.7
35.2565
21.0487
.8
6.1575
8.7965
.8
36.3168
21.3628
.9
6.6052
9.1106
.9
37.3928
21.6770
8.0
7.0686
9.4248
7.0
38.4845
21.9911
.1
7.5477
9.7389
.1
39.5919
22.3053
.2
8.0425
10.0531
.2
40.7150
22.6195
.3
8.5530
10.3673
.3
41.8539
22.9336
.4
9.0792
10.6814
.4
43.0084
23.2478
.5
9.6211
10.9956
.5
44.1786
23.5619
.6
10.1788
11.3097
.6
45.3646
23.8761
.7
10.7521
11.6239
.7
46.5663
24.1903
.8
11.3411
11.9381
.8
47.7836
24.5044
.9
11.9459
12.2522
.9
49.0167
24.8186
225
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
8.0
50.2655
25.1327
12.0
113.0973
37.6991
.1
51.5300
25.4469
.1
114.9901
38.0133
.2
52.8102
25.7611
.2
116.8987
38.3274
.3
54.1061
26.0752
.3
118.8229
38.6416
.4
55.4177
26.3894
.4
120.7628
38.9557
.5
56.7450
26.7035
.5
122.7185
39.2699
.6
58.0880
27.0177
.6
124.6898
39.5841
.7
59.4468
27.3319
.7
126.6769
39.8982
.8
60.8212
27.6460
.8
128.6796
40.2124
.9
62.2114
27.9602
.9
130.6981
40.5265
9.0
63.6173
28.2743
13.0
132.7323
40.8407
.1
65.0388
28.5885
.1
134.7822
41.1549
.2
66.4761
28.9027
.2
136.8478
41.4690
.3
67.9291
29.2168
.3
138.9291
41.7832
.4
69.3978
29.5310
.4
141.0261
^ 42.0973
.5
70.8822
29.8451
.5
143.1388
' 42.4115
.6
72.3823
30.1593
.6
145.2672
42.7257
.7
73.8981
30.4734
.7
147.4114
43.0398
.8
75.4296
30.7876
.8
149.5712
43.3540
.9
76.9769
31.1018
.9
151.7468
43.6681
10.0
78.5398
31.4159
14.0
153.9380
43.9823
.1
80.1185
31.7301
.1
156.1450
44.2965
.2
81.7128
32.0442
.2
158.3677
44.6106
.3
83.3229
32.3584
.3
160.6061
44.9248
.4
84.9487
32.6726
.4
162.8602
45.2389
.5
86.5901
32.9867
.5
165.1300
45.5531
.6
88.2473
33.3009
.6
167.4155
45.8673
.7
89.9202
33.6150
.7
169.7167
46.1814
.8
91.6088
33.9292
.8
172.0336
46.4956
.9
93.3132
34.2434
.9
174.3662
46.8097
11.0
95.0332
34.5575
15.0
176.7146
47.1239
.1
96.7689
34.8717
.1
179.0786
47.4380
.2
98.5203
35.1858
.2
181.4584
47.7522
.3
100.2875
35.5000
.3
183.8539
48.0664
.4
102.0703
35.8142
.4
186.2650
48.3805
.5
103.8689
36.1283
.5
188.6919
48.6947
.6
105.6832
36.4425
.6
191.1345
49.0088
.7
107.5132
36.7566
.7
193.5928
49.3230
.8
109.3588
37.0708
.8
196.0668
49.6372
.9
111.2202
37.3850
.9
198.5565
49.9513
226
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Oircum.
Diam.
Area.
Oircum.
16.0
201.0619
50.2655
20.0
314.1593
62.8319
.1
203.5831
50.5796
.1
317.3087
63.1460
.2
206.1199
50.8938
.2
320.4739
63.4602
.3
208.6724
51.2080
.3
323.6547
63.7743
.4
211.2407
51.5221
.4
326.8513
64.0885
.5
213.8246
51.8363
.5
330.0636
64.4026
.6
216.4243
52.1504
.6
333.2916
64.7168
.7
219.0397
52.4646
.7
336.5353
65.0310
.8
221.6708
52.7788
.8
339.7947
65.3451
.9
224.3176
53.0929
.9
343.0698
65.6593
17.0
226.9801
53.4071
21.0
346.3606
65.9734
.1
229.6583
53.7212
.1
349.6671
66.2876
.2
232.3522
54.0354
.2
352.9894
66.6018
.3
235.0618
54.3496
.3
356.3273
66.9159
.4
237.7871
54.6637
.4
359.6809 67.2301
.5
240.5282
54.9779
.5
363.0503 67.5442
.6
243.2849
55.2920
.6
366.4354 67.8584
.7
246.0574
55.6062
.7 369.8361 68 1726
.8
248.8456
55.9203
.8 373.2526 68.4867
.9
251.6494
56.2345
.9 376.6848 68.8009
18.0
254.4690
56.5486
22.0
380.1327
69.1150
.1
257.3043
56.8628
.1
383.5963
69.4292
.2
260.1553
57.1770
.2
387.0756
69.7434
.3
263.0220
57.4911
390.5707 70.0575
.4
265.9044
57.8053
.4
394.0814 70.3717
.5
268.8025
58.1195
.5
397.6078
70.6858
.6
271.7164
58.4336
.6
401.1500
71.0000
.7
274.6459
58.7478
.7
404.7078
71.3142
.8
277.5911
59.0619
.8
408.2814
71.6283
.9
280.5521
59.3761
.9
411.8707
71.9425
19.0
283.5287 59.6903
23.0
415.4756
72.2566
.1
286.5211 60.0044
.1
419.0963
72.5708
.2
289.5292 60.3186
.2
422.7327
72.8849
.3
292.5530
60.6327
.3
426.3848
73.1991
.4
295.5925
60.9469
.4
430.0526
73.5133
.5
298.6477
61.2611
.5
433.7361
73.8274
.6
301.7186
61.5752
.6 437.4354 74.1416
7
304.8052
61.8894
.7 441.1503 74.4557
307.9075
62.2035
.8
444.8809
74.7699
.9
311.0255
62.5177
.9
448 "373
75.0841
2X7 1
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Oircum.
Diam.
Area.
Oircum.
24.0
452.3893
75.3982
28.0
615.7522
87.9646
.1
456.1671
75.7124
.1
620.1582
88.2788
.2
459.9606
76.0265
.2
624.5800
88.5929
.3
463.7698
76.3407
.3
629.0175
88.9071
.4
467.5947
76.6549
.4
633.4707
89.2212
.5
471.4352
76.9690
.5
637.9397
89.5354
.6
475.2916
77.2832
.6
642.4243
89.8495
.7
479.1636
77.5973
.7
646.9246
90.1637
.8
483.0513
77.9115
.8
651.4407
90.4779
.9
486.9547
78.2257
9
655.9724
90.7920
25.0
490.8739
78.5398
29.0
660.5199
91.1062
.1
494.8087
78.8540
.1
665.0830
91.4203
.2
498.7592
79.1681
.2
669.6619
91.7345
.8
502.7255
79.4823
.3
674.2565
92.0487
.4
506.7075
79.7965
.4
678.8668
92.3628
.5
510.7052
80.1106
.5
683.4928
92.6770
.6
514.7185
80.4248
.6
688.1345
92.9911
.7
518.7476
80.7389
.7
692.7919
93.3053
.8
522.7924
81.0531
.8
697.4650
93.6195
.9
526.8529
81.3672
.9
702.1538
93.9336
26.0
530.9292
81.6814
30.0
706.8583
94.2478
.1
535.0211
81.9956
.1
711.5786
94.5619
.2
539.1287
82.3097
.2
716.3145
94.8761
.3
543.2521
82.6239
.3
721.0662
95.1903
4
547.3911
82.9380
.4
725.8336
95.5044
.5
551.5459
83.2522
.5
730.6167
95.8186
.6
555.7163
83.5664
.6
735.4154
96.1327
.7
559.9025
83.8805
.7
740.2299
96.4469
.8
564.1044
84.1947
.8
745.0601
96.7611
.9
568.3220
84.5088
.9
749.9060
97.0752
27.0
572.5553
84.8230
31.0
754.7676
97.3894
.1
576.8043
85.1372
.1
759.6450
97.7035
.2
581.0690
85.4513
.2
764.5380
98.0177
.3
585.3494
85.7655
.3
769.4467
98.3319
.4
589.6455
86.0796
.4
774.3712
98.6460
.5
593.9574
86.3938
.5
779.3113
98.9602
.6
598.2849
86.7080
.6
784.2672
99.2743
.7
602.6282
87.0221
.7
789.2388
99.5885
.8
606.9871
87.3363
.8
794.2260
99.9026
.9
611.3618
87.6504
.9
799.2290
100.2168
228
THE CARNEGIE STEEL COMPANY, LIMITED.
AKEAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
32.0
804.2477
100.531C
36.C
1017.8760
113.0973
.1
809.2821
100.8451
.1
1023.5387
113.4115
.2
814.3322
101.1593
J
1029.2172
113.7257
.3
819.3980
101.4734
.3
1034.9113
114.0398
.4
824.4796
101.7876
.4
1040.6212
114.3540
.5
829.5768
102.1018
.5
1046.3467
114.6681
c6
834.6898
102.4159
.6
1052.0880
114.9823
.7
839.8185
102.7301
.7
1057.844S
115.2965
.8
844.9628
103.0442
.8
1063.6176
115.6106
.9
850.1229
103.3584
.9
1069.4060
115.9248
33.0
855.2986
103.6726
37.C
1075.2101
116.2389
.1
860.4902
103.9867
.1
1081.0299
116.5531
.2
865.6973
104.3009
2
1086.8654
116.8672
.3
870.9202
104.6150
.3
1092.7166
117.1814
.4
876.1588
104.9292
.4
1098.5835
117.4956
.5
881.4131
105.2434
A
1104.4662
117.8097
.6
886.6831
105.5575
.6
1110.3645
118.1239
.7
891.9688
105.8717
.7
1116.2786
118.4380
.8
897.2703
106.1858
.8
1122.2083
118.7522
.9
902.5874
106.5000
.9
1128.1538
119.0664
34.0
907.9203
106.8142
38.0
1134.1149
119.3805
.1
913.2688
107.1283
.1
1140.0918
119.6947
3
918.6331
107.4425
.2
1146.0844
120.0088
.3
924.0131
107.7566
.3
1152.0927
120.3230
.4
929.4088
108.0708
.4
1158.1167
120.6372
.5
934.8202
108.3849
.5
1164.1564
120.9513
.6
940.2473
108.6991
.6
1170.2118
121.2655
.7
945.6901
109.0133
.7
1176.2830
121.5796
.8
951.1486
109.3274
.8
1182.3698
121.8938
.9
956.6228
109.6416
.9
1188.4724
122.2080
35.0
962.1128
109.9557
39.0
1194.5906
122.5221
.1
967.6184
110.2699
.1
1200.7246
122.8363
JB
973.1397
110.5841
.2
1206.8742
123.1504
.3
978.6768
110.8982
.3
1213.0396
123.4646
.4
984.2296
111.2124
.4
1219.2207
123.7788
.5
989.7980
111.5265
.5
1225.4175
124.0929
.6
995.3822
111.8407
.6
1231.6300
124.4071
.7
1000.9821
112.1549
.7
1237.8582
124.7212
J
1006.5977
112.4690
.8
1244.1021
125.0354
.9
1012.2290
112.7832
.9
1250.3617
125.3495
229
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
40.0
1256.6371
125.6637
44.0
1520.5308
138.2301
.1
1262.9281
125.9779
.1
1527.4502
138.5442
.2
1269.2348
126.2920
.2
1534.3853
138.8584
.3
1275.5573
126.6062
.3
1541.3360
139.1726
.4
1281.8955
126.9203
.4
1548.3025
139.4867
.5
1288.2493
127.2345
.5
1555.2847
139.8009
.6
1294.6189
127.5487
.6
1562.2826
140.1153
.7
1301.0042
127.8628
.7
1569.2962
140.4292
.8
1307.4052
128.1770
.8
1576.3255
140.7434
.9
1313.8219
128.4911
.9
1583.3706
141.0575
41.0
1320.2543
128.8053
45.0
1590.4313
141.3717
.1
1326.7024
129.1195
.1
1597.5077
141.6858
.2
1333.1663
129.4336
.2
1604.5999
142.0000
.3
1339.6458
129.7478
.3
1611.7077
142.3142
.4
1346.1410
130.0619
.4
1618.8313
142.6283
.5
1352.6520
130.3761
.5
1625.9705
142.9425
.6
1359.1786
130.6903
.6
1633.1255
143.2566
.7
1365.7210
131.0044
.7
1640.2962
143.5708
.8
1372.2791
131.3186
.8
1647.4826
143.8849
.9
1378.8529
131.6327
.9
1654.6847
144.1991
42.0
1385.4424
131.9469
46.0
1661.9025
144.5133
.1
1392.0476
132.2611
.1
1669.1360
144.8274
.2
1398.6685
132.5752
.2
1676.3853
145.1416
.3
1405.3051
132.8894
.3
1683.6502
145.4557
.4
1411.9574
133.2035
.4
1690.9308
145.7699
.5
1418.6254
133.5177
.5
1698.2272
146.0841
.6
1425.3092
133.8318
.6
1705.5392
146.3982
.7
1432.0086
134.1460
.7
1712.8670
146.7124
.8
1438.7238
134.4602
.8
1720.2105
147.0265
.9
1445.4546
134.7743
.9
1727.5697
147.8407
43.U
1452.2012
135.0885
47.0
1734.9445
147.6550
.1
1458.9635
135.4026
.1
1742.3351
147.9690
.2
1465.7415
135.7168
.2
1749.7414
148.2832
.3
1472.5352
136.0310
.3
1757.1635
148.5973
.4
1479.3446
136.3451
.4
1764.6012
148.9115
.5
1486.1697
136.6593
.5
1772.0546
149.2257
.6
1493.0105
136.9734
.6
1779.5237
149.5398
.7
1499.8670
137.2876
.7
1787.0086
149.8540
.8
1506.7393
137.6018
.8
1794.5091
150.1681
.9
1513.6272
137.9159
.9
1802.0254
150.4828
23O
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Oircum.
Diam.
Area.
Circum.
48.0
1809.5574
150.7964
52.0
2123.7166
163.3628
.1
1817.1050
151.1106
.1
2131.8926
163.6770
.2
1824.6684
151.4248
.2
2140.0843
163.9911
.3
1832.2475
151.7389
.3
2148.2917
164.3053
.4
1839.8423
152.0531
.4
2156.5149
164.6195
.5
1847.4528
152.3672
.5
2164.7537
164.9336
.6
1855.0790
152.6814
.6
2173.0082
165.2479
.7
1862.7210
152.9956
.7
2181.2785
165.5619
.8
1870.3786
153.3097
.8
2189.5644
165.8761
.9
1878.0519
153.6239
.9
2197.8661
166.1903
49.0
1885.74C9
153.9380
53.0
2206.1834
166.5044
.1
1893.4457
154.2522
.1
2214.5165
166.8186
.2
1901.1662
154.5664
.2
2222.8653
167.1327
.3
1908.9024
154.8805
.3
2231.2298
167.4469
.4
1916.6543
155.1947
.4
2239.6100
167.7610
.5
1924.4218
155.5088
.5
2248.0059
168.0752
./J
1932.2051
155.8230
.6
2256.4175
168.3894
.7
1940.0042
156.1372
.7
2264.8448
168.7035'
.8
1947.8189
156.4513
.8
2273.2879
169.0177
.9
1955.6493
156.7655
.9
2281.7466
169.3318
50.0
1963.4954
157.0796
54.0
2290.2210
169.6460
.1
1971.3572
157.3938
.1
2298.7112
169.9602
.2
1979.2348
157.7080
.2
2307.2171
170.2743
.3
1987.1280
158.0221
.3
2315.7386
170.5885
.4
1995.0370
158.3363
.4
2324.2759
170.9026
.5
2002.9617
158.6504
.5
2332.8289
171.2168
.6
2010.9020
158.9646
.6
2341.3976
171.5310
.7
2018.8581
159.2787
.7
2349.9820
171.8451
.8
2026.8299
159.5929
.8
2358.5821
172.1593
.9
2034.8174
159.9071
.9
2367.1979
172.4735
51.0
2042.8206
160.2212
55.0
2375.8294
172.7876
.1
2050.8395
160.5354
.1
2384.4767
173.1017
.2
2058.8742
160.8495
.2
2393.1396
173.4159
.3
2066.9245
161.1637
.3
2401.8183
173.7301
.4
2074.9905
161.4779
.4
2410.5126
174.0442
.5
2083.0723
161.7920
.5
2419.2227
174.3584
.6
2091.1697
162.1062
.6
2427.9485
174.6726
.7
2099.2829
162.4203
.7
2436.6899
174.9867
.8
2107.4118
162.7345
.8
2445.4471
175.3009
.9
2115.5563
163.0487
.9
2454.2200
175.6150
231
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OP CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
56.0
2463.0086
175.9292
60.0
2827.4334
188.4956
.1
2471.8130
176.2433
.1
2836.8660
188.8097
.2
2480.6330
176.5575
.2
2846.3144
189.1239
.3
2489.4687
176.8717
.3
2855.7784
189.4380
.4
2498.3201
177.1858
.4
2865.2582
189.7522
.5
2507.1873
177.5000
.5
2874.7536
190.0664
.6
2516.0701
177.8141
.6
2884.2648
190.3805
.7
2524.9687
178.1283
.7
2893.7917
190.6947
.8
2533.8830
178.4425
.8
2903.3343
191.0088
.9
2542.8129
178.7566
.9
2912.8926
191.3230
57.0
2551.7586
179.0708
61.0
2922.4636
191.6372
.1
2560.7200
179.3849
.1
2932.0563
191.9513
.2
2569.6971
179.6991
.2
2941.6617
192.2655
.3
2578.6899
180.0133
.3
2951.2828
192.5796
.4
2587.6985
180.3274
.4
2960.9197
192.8938
.5
2596.7227
180.6416
.5
2970.5722
193.2079
.6
2605.7626
180.9557
.6
2980.2405
193.5221
.7
2614.8183
181.2699
.7
2989.9244
193.8363
.8
2623.8896
181.5841
.8
2999.6241
194.1504
.9
2632.9767
181.8982
.9
3009.3395
194.4646
58.0
2642.0794
182.2124
62.0
3019.0705
194.7787
.1
2651.1979
182.5265
.1
3028.8173
195.0929
.2
2660.3321
182.8407
.2
3038.5798
195.4071
.3
2669.4820
183.1549
.3
3048.3580
195.7212
.4
2678.6476
183.4690
.4
3058.1520
196.0354
.5
2687.8289
183.7832
.5
3087.9616
196.3495
.6
2697.0259
184.0973
.6
3077.7869
196.6637
.7
2706.2386
184.4115
.7
3087.6279
196.9779
.8
2715.4670
184.7256
.8
3097.4847
197.2920
.9
2724.7112
185.0398
.9
3107.3571
197.6062
59.0
2733.9710
185.3540
63.0
3117.2453
197.9203
.1
2743.2466
185.6681
.1
3127.1492
198.2345
.2
2752.5378
185.9823
.2
3137.0688
198.5487
.3
2761.8448
186.2964
.3 3147.0040
198.8628
.4
2771.1675
186.6106
.4
3156.9550
199.1770
.5
2780.5058
186.9248
.5
3166.9217
7 199.4911
.6
2789.8599
187.2389
.6 3176.9043
199.8053
.7
2799.2297
187.5531
.7
3186.9023
200.1195
.8
2808.6152
187.8672
.8
3196.9161
200.4336
.9
2818.0165
188.1814
.9
3206.9456
200.7478
232
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam. Area.
Circum.
Diam.
Area.
Circum.
64.0
3216.9909
201.0620
68.0
3631.6811
213.6283
.1
3227.0518
201.3761
.1
3642.3704
213.9425
.2
3237.1285
201.6902
.2
3653.0754
214.2566
.3
3247.2222
202.0044
.3
3663.7960
214.5708
.4
3257.3289
202.3186
.4
3674.5324
214.8849
.5
3267.4527
202.6327
.5
3685.2845
215.1991
.6
3277.5922
202.9469
.6
3696.0523
215.5133
.7
3287.7474
203.2610
.7
3706.8359
215.8274
.8
3297.9183
203.5752
.8
3717.6351
216.1416
.9
3308.1049
203.8894
.9
3728.4500
216.4556
65.0
3318.3072
204.2035
69.0
3739.2807
216.7699
.1
3328.5253
204.5176
.1
3750.1270
217.0841
.2
3338.7590
204.8318
.2
3760.9891
217.3982
.3
3349.0085
205.1460
.3
3771.8668
217.7124
.4
3359.2736
205.4602
.4
3782.7603
218.0265
.5
3369.5545
205.7743
.5
3793.6695
218.3407
.6
3379.8510
206.0885
.6
3804.5944
218.6548
.7
3390.1633
206.4026
.7
3815.5350
218.9690
.8
3400.4913
206.7168
.8
3826.4913
219.2832
.9
3410.8350
207.0310
.9
3837.4633
219.5973
66.0
3421.1944
207.3451
70.0
3848.4510
219.9115
.1
3431.5695
207.6593
.1
3859.4544
220.2256
.2
3441.9603
207.9734
.2
3870.4736
220.5398
.3
3452.3669
208.2876
.3
3881.5084
220.8540
.4
3462.7891
208.6017
.4
3892.5590
221.1681
.5
3473.2270
208.9159
5
3903.6252
221.4823
.6
3483.6807
209.2301
.6
3914.7072
221.7964
.7
3494.1500
209.5442
.7
3925.8049
222.1106
.8
3504.6351
209.8584
.8
3936.9182
222.4248
.9
3515.1359
210.1725
.9
3948.0473
222.7389
67.0
3525.6524
210.4867
71.0
3959.1921
223.0531
.1
3536.1845
210.8009
.1
3970.3526
223.3672
.2
3546.7324
211.1150
j>
3981.5289
223.6814
.3
3557.2960
211.4292
.3
3992.7208
223.9956
.4
3567.8754
211.7433
.4
4003.9284
224.3097
.5
3578.4704
212.0575
.5
4015.1518
224.6239
.6
3589.0811
212.3717
.6
4026.3908
224.9380
.7
3599.7075
212.6858
.7
4037.6456
225.2522
.8
3610.3497
213.0000
.8
4048.9160
225.5664
.9
3621.0075
213.3141
.9
4060.2022
225.8805
QOO
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OP CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
72.0
4071.5041
226.1947
76.0
4536.4598
238.7610
.1
4082.8217
226.5088
.1
4548.4057
239.0752
.2
4094.1550
226.8230
.2
4560.3673
239.3894
.3
4105.5040
227.1371
.3
4572.3446
239.7035
.4
4116.8687
227.4513
.4
4584.3377
240.0177
.5
4128.2491
227.7655
.5
4596.3464
240.3318
.6
4139.6452
228.0796
.6
4608.3708
240.6460
.7
4151.0571
228.3938
.7
4620.4110
240.9602
.8
4162.4846
228.7079
.8
4632.4669
241.2743
.9
4173.9279
229.0221
.9
4644.5384
241.5885
73.0
4185.3868
229.3363
77.0
4656.6257
241.9026
.1
4196.8615
229.6504
.1
4668.7287
242.2168
.2
4208.3519
229.9646
.2
4680.8474
242.5310
.3
4219.8579
230.2787
.3
4692.9818
242.8451
.4
4231.3797
230.5929
A
4705.1319
243.1592
.5
4242.9172
230.9071
.5
4717.2977
243.4734
.6
4254.4704
231.2212
.6
4729.4792
243.7876
.7
4266.0394
231.5354
.7
4741.6765
244.1017
.8
4277.6240
231.8495
.8
4753.8894
244.4159
.9
4289.2243
232.1637
.9
4766.1181
244.7301
74.0
4300.8403
232.4779
78.0
4778.3624
245.0442
.1
4312.4721
232.7920
.1
4790.6225
245.3584
.2
4324.1195
233.1062
.2
4802.8983
245.6725
.3
4335.7827
233.4203
.3
4815.1897
245.9867
.4
4347.4616
233.7345
.4
4827.4969
246.3009
.5
4359.1562
234.0487
.5
4839.8198
246.6150
.6
4370.8664
234.3628
.6
4852.1584
246.9292
.7
4382.5924
234.6770
.7
4864.5128
247.2433
.8
4394.3341
234.9911
.8
4876.8828
247.5575
.9
4406.0916
235.3053
.9
4889.2685
247.8717
75.0
4417.8647
235.6194
79.0
4901.6699
248.1858
.1
4429.6535
235.9336
.1
4914.0871
248.5000
.2
4441.4580
236.2478
.2
4926.5199
248.8141
.3
4453.2783
236.5619
.3
4938.9685
249.1283
.4
4465.1142
236.8761
.4
4951.4328
249.4425
.5
4476.9659
237.1902
.5
4963.9127
249.7566
.6
4488.8332
237.5044
.6
4976.4084
250.0708
.7
4500.7163
237.8186
.7
4988.9198
250.3850
.8
4512.6151
238.1327
.8
5001.4469
250.6991
.9
4524.5296
238.4469
.9
5013.9897
251.0133
934-
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OF CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
80.0
5026.5482
251.3274
84.0
5541.7694
263.8938
.1
5039.1225
251.6416
.1
5554.9720
264.2079
.2
5051.7124
251.9557
.2
5568.1902
264.5221
.3
5064.3180
252.2699
.3
5581.4242
264.8363
.4
5076.9394
252.5840
.4
5594.6739
285.1514
.5
5089.5764 252.8932
.5
5607.9392
265.4646
.6
5102.2292
253.2124
.6
5821.2203
265.7787
.7
5114.8977
253.5265
.7
5634.5171
266.0929
.8
5127.5819
253.8407
.8
5647.8296
266.4071
.9
5140.2818
254.1548
.9
5661.1578
266.7212
81.0
5152.9973
254.4690
85.0
5674.5017
267.0354
.1
5165.7287
254.7832
.1
5687.8614
287.3495
.2
5178.4757
255.0973
.2
5701.2367
267.6637
.3
5191.2384
255.4115
.3
5714.6277
287.9779
.4
5204.0168
255.7256
.4
5728.0345
268.2920
.5
5216.8110
256.0398
.5
5741.4569
268.6062
.6
5229.6208
256.3540
.6
5754.8951
268.9203
.7
5242.4463
256.6681
.7
5768.3490
269.2345
.8
5255.2876
256.9823
.8
5781.8185
269.5486
.9
5268.1446
257.2966
.9
5795.3038
269.8628
82.0
5281.0173
257.6106
86.0
5808.8048
270.1770
.1
5293.9056
257.9247
.1
5822.3215
270.4911
.2
5306.8097
258.2389
.2
5835.8539
270.8053
.3
5319.7295
258.5531
.3
5849.4020
271.1194
.4
5332.6650
258.8672
.4
5862.9659
271.4336
.5
5345.6162
259.1814
.5
5876.5454
271.7478
.6
5358.5832
259.4956
.6
5890.1407
272.0619
.7
5371.5658
259.8097
.7
5903.7516
272.3761
.8
5384.5641
260.1239
.8
5917.3783
272.6902
.9
5397.5782
260.4380
.9
5931.0206
273.0044
83.0
5410.6079
260.7522
87.0
5944.6787
273.3186
.1
5423.6534
261.0663
. .1
5958.3525
273.6327
.2
5436.7146
261.3805
.2
5972.0420
273.9469
.3
5449.7915
261.6947
.3
5985.7472
274.2610
.4
5462.8840
262.0088
.4
5999.4681
274.5752
.5
5475.9923
262.3230
.5
6013.2047
274.8894
.6
5489.1163
262.6371
.6
6026.9570
275.2035
7
5502.2561
262.9513
.7
6040.7250
275.5177
.8
56io.4il5
263.2655
.8
6054.5088
275.8318
.9
5528.5826
263.6796 .9
60683082
276.1460
235
THE CARNEGIE STEEL COMPANY, LIMITED.
AREAS and CIRCUMFERENCES OP CIRCLES,
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Circum.
88.0
6082.1234
276.4602
92.0
6647.6101
289.0265
.1
6095.9542
276.7743
.1
6662.0692
289.3407
2
6109.8008
277.0885
.2
6676.5441
289.6548
is
6123.6631
277.4026
.3
6891.0347
289.9690
.4
6137.5411
277.7168
.4
6705.5410
290.2832
.5
6151.4348
278.0309
.5
6720.0630
290.5973
.6
6165.3442
278.3451
.6
6734.6008
290.9115
.7
6179.2693
278.6593
.7
6749.1542
291.2256
.8
6193.2101
278.9740
.8
6763.7233
291.5398
.9
6207.1666
279.2876
.9
6778.3082
291.8540
89.0
6221.1389
279.6017
93.0
6792.9087
292.1681
.1
6235.1268
279.9159
.1
6807.5250 292.4823
.2
6249.1304
280.2301
.2
6822.1569
292.7964
.3
6263.1498
280.5442
.3
6836.8046
293.1106
.4
6277.1849
280.8584
.4
6851.4680
293.4248
.5
6291.2356
281.1725
.5
6866.1471
293.7389
.6
6305.3021
281.4867
.6
6880.8419
294.0531
.7
6319.3843
281.8009
.7
6895.5524
294.3672
.8
6333.4822
282.1150
.8
6910.2786
294.6814
.9
6347.5958
282.4292
.9
6925.0205
294.9956
90.0
6361.7251
282.7433
94.0
6939.7782
295.3097
.1
6375.8701
283.0575
.1
6954.5515
295.6239
.2
6390,0309
283.3717
.2
6969.3106
295.9380
.3
6404.2073
283.6858
.3
6984.1453
296.2522
.4
6418.3995
284.0000
.4
6998.9658
296.5663
.5
6432.6073
284.3141
.5
7013.8019
296.8805
.6
6446.8309
284.6283
.6
7028.6538
297.1947
.7
6461.0701
284.9425
.7
7043.5214
297.5088
.8
6475.3251
285.2566
.8
7058.4047
297.8230
.9
6489.5958
285.5708
.9
7073.3033
298.1371
91.0
6503.8822
285.8849
95.0
7088.2184
298.4513
.1
6518.1843
286.1991
.1
7103.1488
298.7655
.2
6532.5021
286.5133
.2
7118.1950
299.0796
.3
6546.8356
286.8274
.3 7133.0568
299.3938
.4
6561.1848
287.1416
.4 7148.0343
299.7079,
.5
6575.5498
287.4557
.5
7163.0276
300.0221
.6
6589.9304
287.7699
.6
7178.0366
300.3363
.7
6604.3268
288.0840
.7
7193.0612
300.6504
.8
6618.7388
288.3982
.8
7208.1016
300.9646
.9
6633.1666
288.7124
.9
7223.1577
301.278?
236
THE CARNEGIE STEEL COMPANY, LIMITED.
AEEAS and CIRCUMFERENCES OP CIRCLES.
(CONTINUED.)
Diam.
Area.
Circum.
Diam.
Area.
Oircum.
96.0
.1
.2
.3
.4
7238.2295
7253.3170
7268.4202
7283.5391
7298.6737
301.5929
301.9071
302.2212
302.5354
302.8405
98.0
.1
.2
.3
.4
7542.9640
7558.3656
7573.7830
7589.2161
7604.6648
307.8761
308.1902
308.5044
308.8186
309.1327
.5
.6
.7
.8
.9
7313.8240
7328.9901
7344.1718
7359.3693
7374.5824
303.1637
303.4779
303.7920
304.1062
304.4203
.5
.6
.7
.8
.9
7620.1293
7635.6095
7651.1054
7666.6170
7682.1444
309.4469
309.7610
310.0752
310.3894
310.7035
97.0
.1
.2
.3
.4
7389.8113
7405.0559
7420.3162
7435.5922
7450.8839
304.7345
305.0486
305.3628
305.6770
305.9911
99.0
.1
.2
.3
.4
7697.6893
7713.2461
7728.8206
7744.4107
7760.0166
311.0177
311.3318
311.6460
311.9602
312.2743
.5
.6
.7
.8
.9
7466.1913
7481.5144
7496.8532
7512.2078
7527.5780
306.3053
306.6194
306.9336
307.2478
307.5619
.5
.6
.7
.8
.9
7775.6382
7791.2754
7806.9284
7822.5971
7838.2815
312.5885
312.9026
313.2168
313.5309
313.8451
100.0
7853.9816
314.1593
To compute the area or circumference of a diameter greater
than 100 and less than 1001 :
Take out the area or circumference from table as though the
number had one decimal, and move the decimal point two places
to the right for the area, and one place for the circumference.
EXAMPLE Wanted the area and circumference of 567. Tb.9 tabular area for 56.7
is 2524.9687, and circumference 178.1283. Therefore area for 567 = 252496.87 and
circumference = 1781.283.
To compute the area or circumference of a diameter greater
than 1000:
Divide by a factor, as 2, 3, 4, 5, etc., if practicable, that will
leave a quotient to be found in table, then multiply the tabular
area of the quotient by the square of the factor, or the tabular
circumference by the factor.
EXAMPLE Wanted the area and circumference ot 2109. Dividing by 3, the quotient
is 703, for which the area is 388150.84 and the circumference 2208.54. Therefore area
of 2109 = 388150.84 X & = 3493357.56 and circumference = 2208.54 X 3 = 6625.62.
237
THE CARNEGIE STEEL COMPANY, LIMITED.
LOGARITHMS OF NUMBERS.
No.
1
2
3
0128
4
5
6
7
8
9
Diff.
10
11
12
13
0000
0043
0086
0170
0212
0253
0294
0334
0374
40
37
33
31
0414
0792
1139
0453
0828
1173
0492
0864
1206
0531
0899
1239
0569
0934
1271
0607
0969
1303
0645
1004
1335
0682
1038
1367
0719
1072
1399
0755
1106
1430
14
15
16
1461
1761
2041
1492
1790
2068
1523
1818
2095
1553
1847
2122
1584
1875
2148
1614
1903
2175
1644
1931
2201
1673
1959
2227
1703
1987
2253
1732
2014
2279
29
27
25
17
18
19
20
21
22
23
2304
2553
2788
2330
2577
2810
2355
2601
2833
2380
2625
2856
2405
2648
2878
2430
2672
2900
2455
2695
2923
2480
2718
2945
2504
2742
2967
2529
2765
2989
24
23
21
21
20
19
18
3010
3032
3054
3263
3464
3655
3075
3096
3118
3139
3160
3181
3201
3222
3424
3617
3243
3444
3636
3284
3483
3674
3304
3502
3692
3324
3522
3711
3345
3541
3729
3365
3560
3747
3385
8579
3766
3404
3598
3784
24
25
26
3802
3979
4150
3820
3997
4166
3838
4014
4183
3856
4031
4200
3874
4048
4216
3892
4065
4232
3909
4082
4249
3927
4099
4265
3945
4116
4281
3962
4133
4298
17
17
16
27
28
29
30
31
32
33
4314
4472
4624
4330
4487
4639
4346
4502
4654
4362
4518
4669
4378
4533
4683
4393
4548
4698
4409
4564
4713
4425
4579
4728
4440 4456
4594 4609
4742 4757
488614900
16
15
14
14
13
13
13
4771
4786
4800
4942
5079
5211
4814
4829
4843
4857
4871
4914
5051
5185
4928
5065
5198
4955
5092
5224
4969
5105
5237
4983
5119
5250
4997
5132
5263
5011
5145
5276
5024
5159
5289
5038
5172
5302
34
35
36
5315
5441
5563
5328
5453
5575
5340
5465
5587
5353
5478
5599
5366
5490
5611
5378
5502
5623
5391
5514
5635
5403
5527
5647
5416
5539
5658
5428
5551
5670
13
12
12
37
38
39
5682
5798
5911
5694
5809
5922
5705
5821
5933
5717
5832
5944
5729
5843
5955
5740
5855
5966
5752
5866
5977
5763
5877
5988
5775
5888
5999
5786
5899
6010
12
12
11
Diff.
No.
1
2
3
4
5
6
7
8
9
238
THE CARNEGIE STEEL COMPANY, LIMITED.
LOGARITHMS OF NUMBERS-Continued.
No.
1
2
3
4
5
6
7
8
9
Diff.
40
41
42
43
6021
6031
6042
6053
6064
6075
6085
6096
6107
6117
6222
6325
6425
11
10
10
10
6128
6232
6335
6138
6243
6345
6149
6253
6355
6160
8263
6365
6170
6274
6375
6180
6284
6385
6191
6294
6395
6201
6304
6405
6212
6314
6415
44
45
46
6435
6532
6628
6444
6542
6637
6454
6551
6646
6464
6561
6656
6474
6571
6665
6484
6580
6675
6493
6590
6684
6503
6599
6693
6513
6609
6702
6522
6618
6712
10
10
9
47
48
49
50
51
52
53
6721
6812
6902
6730
6821
6911
6739
6830
6920
7007
6749
6839
6928
6758
6848
6937
6767
6857
6946
6776
6866
6955
6785
6875
6964
6794
6884
6972
6803
6893
6981
9
9
9
9
8
8
8
6990
6998
7016
7024
7033
7042
7050
7059
7067
7076
7160
7243
7084
7168
7251
7093
7177
7259
7101
7185
7267
7110
7193
7275
7118
7202
7284
7126
7210
7292
7135
7218
7300
7143
7226
7308
7152
7235
7316
54
55
56
7324
7404
7482
7332
7412
7490
7340
7419
7497
7348
7427
7505
7356
7435
7513
7364
7443
7520
7372
7451
7528
7380
7459
7536
7388
7466
7543
7396
7474
7551
8
8
8
57
58
59
6O
61
62
63
7559
7634
7709
7566
7642
7716
7574
7649
7723
7582
7657
7731
7589
7664
7738
7597
7672
7745
7604
7679
7752
7612
7686
7760
7619
7694
7767
7839
7910
7980
8048
7627
7701
7774
7
8
8
7
7
6
7
7782
7789
7860
7931
8000
7796
7803
7810
7818
7825
7832
7846
7853
7924
7993
7868
7938
8007
7875
7945
8014
7882
7952
8021
7889
7959
8028
7896
7966
8035
7903
7973
8041
7917
7987
8055
64
65
66
8062
8129
8195
8069
8136
8202
8075
8142
8209
8082
8149
8215
8089
8156
8222
8096
8162
8228
8102
8169
8235
8109
8176
8241
8116
8182
8248
8122
8189
8254
7
6
7
67
68
69
No.
8261
8325
8388
8267 8274
8331 8338
8395 8401
8280
8344
8407
8287
8351
8414
8293
8357
8420
8299
8363
8426
8306
8370
8432
8312
8376
8439
8
8319
8382
8445
6
6
6
Diff.
1
2
3
4
5
6
7
9
239
THE CARNEGIE STEEL COMPANY, LIMITED.
LOGARITHMS OP NUMBERS Continued.
No.
1
2
3
4
5
6
7
8
9
Diff.
70
71
72
73
8451
8513
8573
8633
8457
8463
8470
8476
8482
8488
8494
8500
8506
7
6
6
6
8519
8579
8639
8525
8585
8645
8531
8591
8651
8537
8597
8657
8543
8603
8663
8549
8609
8669
8555
8615
8675
8561
8621
8681
8567
8627
8686
74
75
76
8692 8698
875118756
8808 i 8814
8704
8762
8820
8710
8768
8825
8716
8774
8831
8722
8779
8837
8727
8785
8842
8733
8791
8848
8739
8797
8854
8745
8802
8859
6
6
6
77
78
79
80
81
82
83
8865
8921
8976
903T
9085
9138
9191
8871
8927
8982
9036
8876
8932
8987
8882
8938
8993
8887
8943
8998
8893
8949
9004
8899
8954
9009
8904
8960
9015
8910
8965
9020
8915
8971
9025
6
5
6
6
5
5
5
9042
9047
9053
9058
9112
9165
9217
9063
9069
9074
9079
9090
9143
9196
9096
9149
9201
9101
9154
9206
9106
9159
9212
9117
9170
9222
9122
9175
9227
9128
9180
9232
9133
9186
9238
84
85
86
9243
9294
9345
9248
9299
9350
9253
9304
9355
9258
9309
9360
9263
9315
9365
9269
9320
9370
9274
9325
9375
9279
9330
9380
9284
9335
9385
9289
9340
9390
5
5
5
87
88
89
90
91
92
93
9395
9445
9494
9542
9590
9638
9685
9400
9450
9499
9547
9405
9455
9504
9410
9460
9509
9415
9465
9513
9420
9469
9518
9425
9474
9523
9430
9479
9528
9435
9484
9533
9440
9489
9538
5
5
4
4
5
5
4
9552
9557
9562
9609
9657
9703
9566
9571
9576
9581
9586
9595
9643
9689
9600
9647
9694
9605
9652
9699
9614
9661
9708
9619
9666
9713
9624
9671
9717
9628
9675
9722
9633
9680
9727
94
95
96
9731
9777
9823
9736
9782
9827
9741
9786
9832
9745
9791
9836
9750
9795
9841
9754
9800
9845
9759
9805
9850
9763
9809
9854
9768
9814
9859
9773
9818
9863
4
5
5
97
98
99
9868 9872
9912 9917
9956 9961
9877
9921
9965
9881
9926
9969
9886
9930
9974
9890
9934
9978
9894
9939
9983
9899
9943
9987
9903
9948
9991
9908
9952
9996
4
4
4
No.
1
2
3
4
5
6
7
8
9
Diff
THE CARNEGIE STEEL, COMPANY, LIMITED.
NATTJBAIi SINES, TANGENTS AND SECANTS ,
Advancing by 1O min.
Deg.
Min
Sine.
Tangent.
Secant.
Deg.
Min
Sine.
Tangent.
Secant.
00
.0000
.0000
1.0000
5
00
.0872
.0875
1.0038
10
.0029
.0029
1.0000
10
.0901
.0904
1.0041
20
.0058
.0058
1.0000
20
.0929
.0934
1.0043
30
.0087
.0087
1.0000
30
.0958
.0963
1.0046
40
.0116
.0116
1.0001
40
.0987
.0992
1.0049
50
.0145
.0145
1.0001
50
.1016
.1022
1.0052
1
00
.0175
.0175
1.0002
6
00
.1045
.1051
1.0055
10
.0204
.0204
1.0002
10
.1074
.1080
1.0058
20
.0233
.0233
1.0003
20
.1103
.1110
1.0061
30
.0262
.0262
1.0003
30
.1132
.1139
1.0065
40
.0291
.0291
1.0004
40
.1161
.1169
1.0068
50
.0320
.0320
1.0005
50
.1190
.1198
1.0072
a
00
.0349
.0349
1.0006
7
00
.1219
.1228
1.0075
10
.0378
.0378
1.0007
10
.1248
.1257
1.0079
20
.0407
.0407
1.0008
20
.1276
.1287
1.0082
30
.0436
.0437
1.0010
30
.1305
.1317
1.0086
40
.0465
.0466
1.0011
40
.1334
.1346
1.0090
50
.0494
.0495
1.0012
50
.1363
.1376
1.0094
3
00
.0523
.0524
1.0014
8
00
.1392
.1405
1.0098
10
.0552
.0553
1.0015
10
.1421
.1435
1.0102
20
.0581
.0582
1.0017
20
.1449
.1465
1.0107
30
.0610
.0612
1.0019
30
.1478
.1495
1.0111
40
.0640
.0641
1.0021
40
.1507
.1524
1.0116
50
.0669
.0670
1.0022
50
.1536
.1554
1.0120
4
00
.0698
.0699
1.0024
9
00
.1564
.1584
1.0125
10
.0727
.0729
1.0027
10
.1593
.1614
1.0129
20
.0756
.0758
1.0029
20
.1622
.1644
1.0134
30
.0785
.0787
1.0031
30
.1650
.1673
1.0139
40
.0814
.0816
1.0033
40
.1679
.1703
1.0144
50
.0843
.0846
1.0036
50
.1708
.1733
1.0149
THE CARNEGIE STEEL COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
Deg.
Min. Sine.
Tangent. Secant.
Deg.
Min.
Sine.
Tangent.
Secant.
10
00
10
20
.1736
.1765
.1794
.1763
.1793
.1823
1.0154
1.0160
1.0165
15
00
10
20
.2588
.2616
.2644
.2679
.2711
.2742
1.0353
1.0361
1.0369
30
40
50
.1822
.1851
.1880
.1853
.1883
.1914
1.0170
1.0176
1.0181
30
40
50
.2672
.2700
.2728
.2773
.2805
.2836
1.0377
1.0386
1.0394
11
00
10
20
.1908
.1937
.1965
.1944
.1974
.2004
1.0187
1.0193
1.0199
16
00
10
20
.2756
.2784
.2812
.2867
.2899
.2931
1.0403
1.0412
1.0421
30
40
50
.1994
.2022
.2051
.2035
.2065
.2095
1.0205
1.0211
1.0217
30
40
50
.2840
.2868
.2896
.2962
.2994
.3026
1.0429
1.0439
1.0448
12
00
10
20
.2079
,2108
.2136
.2126
.2156
.2186
1.0223
1.0230
1.0236
17
00
10
20
.2924
.2952
.2979
.3057
.3089
.3121
1.0457
1.0466
1.0476
30
40
50
.2164
.2193
.2221
.2217
.2247
.2278
1.0243
1.0249
1.0256
30
40
50
.3007
.3035
.3062
.3153
.3185
.3217
1.0485
1.0495
1.0505
13
00
10
20
.2250
.2278
.2306
.2309
.2339
.2370
1.0263
1.0270
1.0277
18
00
10
20
.3090
.3118
.3145
.3249
.3281
.3314
1.0515
1.0525
1.0535
30
40
50
.2334
.2363
.2391
.2401
.2432
.2462
1.0284
1.0291
1.0299
30
40
50
.3173
.3201
.3228
.3346
.3378
.3411
1.0545
1.0555
1.0566
14
00
10
20
.2419
.2447
.2476
.2493
.2524
.2555
1.0306
1.0314
1.0321
19
00
10
20
.3256
.3283
.3311
.3443
.3476
.3508
1.0576
1.0587
1.0598
30
40
50
.2504
.2532
.2560
.2586
.2617
.2648
1.0329
1.0337
1.0345
30
40
50
.3338
.3365
.3393
.3541
.3574
.3607
1.0608
1.0619
1.0631
THE CARNEGIE STEEL, COMPANY, LIMITED.
NATUKAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
"
Mi,
Sine.
Tangent.
Secant.
Deg. jMin.
Sine. Tangent.
Secant.
20
00
.3420
.3640
1.0642
25
00
.4226
.4663
1.1034
10
.3448
.3673
1.0653
10
.4253
.4699
1.1049
20
.3475
.3706
1.0665
20
.4279
.4734
1.1064
30
.3502
.3739
1.0676
30
.4305
.4770
1.1079
40
.3529
.3772
1.0688
40
.4331
.4806
1.1095
50
.3557
.3805
1.0700
50
.4358
.4841
1.1110
21
00
.3584
.3839
1.0711
26
00
.4384
.4877
1.1126
10
.3611
.3872
1.0723
10
.4410
.4913
1.1142
20
.3638
.3906
1.0736
20
.4436
.4950
1.1158
30
.3665
.3939
1.0748
30
.4462
.4986
1.1174
40
.3692
.3973
1.0760
40
.4488
.5022
1.1190
50
.3719
.4006
1.0773
50
.4514
.5059
1.1207
22
00
.3746
.4040
1.0785
27
00
.4540
.5095
1.1223
10
.3773
.4074
1.0798
10
.4566
.5132
1.1240
20
.3800
.4108
1.0811
20
.4592
.5169
1.1257
30
.3827
.4142
1.0824
30
.4617
.5206
1.1274
40
.3854
.4176
1.0837
40
.4643
.5243
1.1291
50
.3881
.4210
1.0850
50
.4669
.5280
1.1308
23
00
.3907
.4245
1.0864
28
00
.4695
.5317
1.1326
10
.3934
.4279
1.0877
10
.4720
.5354
1.1343
20
.3961
.4314
1.0891
20
.4746
.5392
1.1361
30
.3987
.4348
1.0904
30
.4772
.5430
1.1379
40
.4014
.4383
1.0918
40
.4797
.5467
1.1397
50
.4041
.4417
1.0932
50
.4823
.5505
1.1415
24
00
.4067
.4452
1.0946
29
00
.4848
.5543
1.1434
10
.4094
.4487
1.0961
10
.4874
.5581
1.1452
20
.4120
.4522
1.0975
20
.4899
.5619
1.1471
30
.4147
.4557
1.0989
30
.4924
.5658
1.1490
40
.4173
.4592
1.1004
40
.4950
.5696
1.1509
50
.4200
.4628
1.1019
50
.4975
.5735
1.1528
THE CARNEGIE STEEL COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
De,
Min.
00
10
20
Sine.
Tangent.
Secant.
Deg.
Min.
00
10
20
Sine.
.5736
.5760
.5783
Tangent.
Secant.
30
.5000
.5025
.5050
.5774
.5812
.5851
1.1547
1.1566
1.1586
35
.7002
.7046
.7089
1.2208
1.2233
1.2258
30
40
50
.5075
.5100
.5125
.5890
.5930
.5969
1.1606
1.1626
1.1646
30
40
50
.5807
.5831
.5854
.7133
.7177
.7221
1.2283
1.2309
1.2335
31
00
10
20
.5150
.5175
.5200
.6009
.6048
.6088
1.1666
1.1687
1.1707
36
00
10
20
.5878
.5901
.5925
.7265
.7310
.7355
1.2361
1.2387
1.2413
30
40
50
.5225
.5250
.5275
.6128
.6168
.6208
1.1728
1.1749
1.1770
30
40
50
.5948
.5972
.5995
.7400
.7445
.7490
1.2440
1.2467
1.2494
32
00
10
20
.5299
,5324
.5348
.6249
.6289
.6330
1.1792
1.1813
1.1835
37
00
10
20
.6018
.6041
.6065
.7536
.7581
.7627
1.2521
1.2549
1.2577
30
40
50
.5373
.5398
.5422
.6371
.6412
.6453
1.1857
1.1879
1.1901
30
40
50
.6088
.6111
.6134
.7673
.7720
.7766
1.2605
1.2633
1.2661
33
00
10
20
.5446
.5471
.5495
.6494
.6536
.6577
1.1924
1.1946
1.1969
38
00
10
20
.6157
.6180
.6202
.7813
.7860
.7907
1.2690
1.2719
1.2748
30
40
50
.5519
.5544
.5568
.6619
.6661
.6703
1.1992
1.2015
1.2039
30
40
50
.6225
.6248
.6271
.7954
.8002
.8050
1.2778
1.2808
1.2837
34
00
10
20
.5592
.5616
.5640
.6745
.6787
.6830
1.2062
1.2086
1.2110
39
00
10
20
.6293
.6316
.6338
.8098
.8146
.8195
1.2868
1.2898
1.2929
30
40
50
.5664
.5688
.5712
.6873
.6916
.6959
1.2134
1.2158
1.2183
30
40
50
.6361
.6383
.6406
.8243
.8292
.8342
1.2960
1.2991
1.3022
244
THE CARNEGIE STEEL COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
Deg.
40
Min.
00
10
20
Sine.
Tangent.
Secant.
Deg.lMin.
Sine.
Tangent.
Secant.
.6428
.6450
.6472
.8391
.8441
.8491
1.3054
1.3086
1.3118
45
00
10
20
.7071
.7092
.7112
1.0000
1.0058
1.0117
1.4142
1.4183
1.4225
30
40
50
.6494
.6517
.6539
.8541
.8591
.8642
1.3151
1.3184
1.3217
30
40
50
.7133
.7153
.7173
1.0176
1.0235
1.0295
1.4267
1.4310
1.4352
41
00
10
20
.6561
.6583
.6604
.8693
.8744
.8796
1.3250
1.3284
1.3318
46
00
10
20
.7193
.7214
.7234
1.0355
1.0416
1.0477
1.4396
1.4439
1.4483
30
40
50
.6626
.6648
.6670
.8847
.8899
.8952
1.3352
1.3386
1.3421
30
40
50
.7254
.7274
,7294
1.0538
1.0599
1.0661
1.4527
1.4572
1.4617
42
00
10
20
.6691
.6713
.6734
.9004
.9057
.9110
1.3456
1.3492
1.3527
47
00
10
20
.7314
.7333
.7353
1.0724
1.0786
1.0850
1.4663
1.4709
1.4755
30
40
50
.6756
.6777
.6799
.9163
.9217
.9271
1.3563
1.3600
1.3636
30
40
50
.7373
.7392
.7412
1.0913
1.0977
1.1041
1.4802
1.4849
1.4897
43
00
10
20
.6820
.6841
.6862
.9325
.9380
.9435
1.3673
1.3711
1.3748
48
00
10
20
.7431
.7451
.7470
1.1106
1.1171
1.1237
1.4945
1.4993
1.5042
30
40
50
.6884
.6905
.6926
.9490
.9545
.9601
1.3786
1.3824
1.3863
30
40
50
.7490
.7509
.7528
1.1303
1.1369
1.1436
1.5092
1.5141
1.5192
44
00
10
20
.6947
.6967
.6988
.9657
.9713
.9770
1.3902
1.3941
1.3980
49
00
10
20
.7547
.7566
.7585
1.1504
1.1571
1.1640
1.5243
1.5294
1.5345
30
40
50
.7009
.7030
.7050
.9827
.9884
.9942
1.4020
1.4061
1.4101
30
40
50
.7604
.7623
.7642
1.1708
1.1778
1.1847
1.5398
1.5450
1.5504
245
THE CARNEGIE STEEL COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
Beg.
50
Min.
00
10
20
Sine.
Tangent.
Secant.
De,
55
Min.
00
10
20
i
Sine.
Tangent.
Secant.
.7660
.7679
.7698
1.1918
1.1988
1.2059
1.5557
1.5611
1.5666
.8192
.8208
.8225
1.4281
1.4370
1.4460
1.7434
1.7507
1.7581
30
40
50
.7716
.7735
.7753
1.2131
1.2203
1.2276
1.5721
1.5777
1.5833
30
40
50
.8241
.8258
.8274
1.4550
1.4641
1.4733
1.7655
1.7730
1.7806
51
00
10
20
.7771
.7790
.7808
1.2349
1.2423
1.2497
1.5890
1.5948
1.6005
56
00
10
20
.8290
.8307
.8323
1.4826
1.4919
1.5013
1.7883
1.7960
1.8039
30
40
50
.7826
.7844
.7862
1.2572
1.2647
1.2723
1.6064
1.6123
1.6183
30
40
50
.8339
.8355
.8371
1.5108
1.5204
1.5301
1.8118
1.8198
1.8279
52
00
10
20
.7880
.7898
.7916
1.2799
1.2876
1.2954
1.6243
1.6303
1.6365
57
00
10
20
.8387
.8403
.8418
1.5399
1.5497
1.5597
1.8361
1.8443
1.8527
30
40
50
.7934
.7951
.7969
1.3032
1.3111
1.3190
1.6427
1.6489
1.6553
30
40
50
.8434
.8450
.8465
1.5697
1.5798
1.5900
1.8612
1.8699
1.8783
53
00
10
20
.7986
.8004
.8021
1.3270
1.3351
1.3432
1.6616
1.6681
1.6746
58
00
10
20
.8480
.8496
.8511
1.6003
1.6107
1.6213
1.8871
1.8959
1.9048
30
40
50
.8039
.8056
.8073
1.3514
1.3597
1.3680
1.6812
1.6878
1.6945
30
40
50
.8526
.8542
.8557
1.6319
1.6426
1.6534
1.9139
1.9230
1.9323
54
00
10
20
.8090
.8107
.8124
1.3764
1.3848
1.3934
1.7013
1.7081
1.7151
59
00
10
20
.8572
.8587
.8601
1.6643
1.6753
1.6864
1.9416
1.9511
1.9606
30
40
50
.8141
.8158
.8175
1.4019
1.4106
1.4193
1.7221
1.7291
1.7362
30
40
50
.8616
.8631
.8646
1.6977
1.7090
1.7205
1.9703
1.9801
1.9900
246
THE CARNEGIE STEEL. COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
Deg.
Min.
00
10
20
Sine.
Tangent.
Secant.
Deg.
65
Min.
Sine.
Tangent.
Secant.
60
.8660
.8675
.8689
1.7321
1.7437
1.7556
2.0000
2.0101
2.0204
00
10
20
.9063
.9075
.9088
2.1445
2.1609
2.1775
2.3662
2.3811
2.3961
30
40
50
.8704
.8718
.8732
1.7675
1.7796
1.7917
2.0308
2.0413
2.0519
30
40
50
.9100
.9112
.9124
2.1943
2.2113
2.2286
2.4114
2.4269
2.4426
61
00
10
20
.8746
.8760
.8774
1.8040
1.8165
1.8291
2.0627
2.0736
2.0846
66
00
10
20
.9135
.9147
.9159
2.2460
2.2637
2.2817
2.4586
2.4748
2.4912
30
40
50
.8788
.8802
.8816
1.8418
1.8546
1.8676
2.0957
2.1070
2.1185
30
40
50
.9171
.9182
.9194
2.2998
2.3183
2.3369
2.5078
2.5247
2.5419
62
00
10
20
.8829
.8843
.8857
1.8807
1.8940
1.9074
2.1301
2.1418
2.1537
67
00
10
20
.9205
.9216
.9228
2.3559
2.3750
2.3945
2.5593
2.5770
2.5940
30
40
50
.8870
.8884
.8897
1.9210
1.9347
1.9486
2.1657
2.1786
2.1902
30
40
50
.9239
.9250
.9261
2.4141
2.4342
2.4545
2.6131
2.6316
2.6504
63
00
10
20
.8910
.8923
.8936
1.9626
1.9768
1.9912
2.2027
2.2153
2.2282
68
00
10
20
.9272
.9283
.9293
2.4751
2.4960
2.5172
2.6695
2.6888
2.7085
30
40
50
.8949
.8962
.8975
2.0057
2.0204
2.0353
2.2412
2.2543
2.2677
30
40
50
.9304
.9315
.9325
2.5386
2.5605
2.5826
2.7285
2.7488
2.7695
64
00
10
20
.8988
.9001
.9013
2.0503
2.0655
2.0809
2.2812
2.2949
2.3088
69
00
10
20
.9336
.9346
.9356
2.6051
2.6279
2.6511
2.7904
2.8117
2.8334
30
40
50
.9026
.9038
.9051
2.0965
2.1123
2.1283
2.3228
2.3371
2.3515
30
40
50
.9367
.9377
.9387
2.6746
2.6985
2.7228
2.8555
2.8779
2.9006
247
THE CARNEGIE STEEL COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS
Deg.
70
(CONTINUED.)
Min.
Sine.
Tangent.
Secant.
Deg.
Min.
Sine.
i
Tangent. 1 Secant
00
10
20
.9397
.9407
.9417
2.7475
2.7725
2.7980
2.9238
2.9474
2.9713
75
00
10
20
.9659
.9667
.9674
3.7321
3.7760
3.8208
3.8637
3.9061
3.9495
30
40
50
.9426
.9436
.9446
2.8239
2.8502
2.8770
2.9957
3.0206
3.0458
30
40
50
.9681
.9689
.9696
3.8667
3.9136
3.9617
3.9939
4.0394
4.0859
71
00
10
20
.9455
.9465
.9474
2.9042
2.9319
2.9600
3.0716
3.0977
3.1244
76
00
10
20
.9703
.9710
.9717
4.0108
4.0611
4.1126
4.1336
4.1824
4.2324
30
40
50
.9483
.9492
.9502
2.9887
3.0178
3.0475
3.1515
3.1792
3.2074
30
40
50
.9724
.9730
.9737
4.1653
4.2193
4.2747
4.2837
4.3362
4.3901
72
00
10
20
.9511
.9520
.9528
3.0777
3.1084
3.1397
3.2361
3.2653
3.2951
77
00
10
20
.9744
.9750
.9757
4.3315
4.3897
4.4494
4.4454
4.5022
4.5604
30
40
50
.9537
.9546
.9555
3.1716
3.2041
3.2371
3.3255
3.3565
3.3881
30
40
50
.9763
.9769
.9775
4.5107
4.5736
4.6382
4.6202
4.6817
4.7448
73
00
10
20
.9563
.9572
.9580
3.2709
3.3052
3.3402
3.4203
3.4532
3.4867
78
00
10
20
.9781
.9787
.9793
4.7046
4.7729
4.8430
4.8097
4.8765
4,9452
30
40
50
.9588
.9596
.9605
3.3759
3.4124
3.4495
3.5209
3.5559
3.5915
30
40
50
.9799
.9805
.9811
4.9152
4.9894
5.0658
5.0159
5.0886
5.1636
74
00
10
20
.9613
.9621
.9628
3.4874
3.5261
3.5656
3.6280
3.6652
3.7032
79
00
10
20
.9816
.9822
.9827
5.1446
5.2257
5.3093
5.2408
5.3205
5.4026
30
40
50
.9636
.9644
.9652
3.6059
3.6470
3.6891
3.7420
3.7817
3.8222
30
40
50
.9833
.9838
.9843
5.3955
5.4845
5.5764
5.4874
5.5749
5.6653
248
THE CARNEGIE STEEL COMPANY, LIMITED.
NATURAL SINES, TANGENTS AND SECANTS.
(CONTINUED.)
Deg.
Mm
Sine.
Tangent. Secant.
Beg.
Min
00
10
20
Sine.
Tangent. Secant.
80
00
10
20
.9848
.9853
.9858
5.6713
5.7694
5.8708
5.7588
5.8554
5.9554
85
.9962
.9964
.9967
11.430
11.826
12.251
11.474
11.868
12.291
30
40
50
.9863
.9868
.9872
5.9758
6.0844
6.1970
6.0589
i 6.1661
6.2772
30
40
50
.9969
.9971
.9974
12.706
13.197
13.727
12.745
13.235
13.763
81
00
10
20
.9877
.9881
.9886
6.3138
6.4348
6.5606
6.3925
6.5121
6.6363
86
00
10
20
.9976
.9978
.9980
14.301
14.924
15.605
14.336
14.958
15.637
30
40
50
.9890
.9894
.9899
6.6912
6.8269
6.9682
6.7655
6.8998
7.0396
30
40
50
.9981
.9983
.9985
16.350
17.169
18.075
16.380
17.198
18.103
82
00
10
20
.9903
.9907
.9911
7.1154
7.2687
7.4287
7.1S53
7.3372
7.4957
87
00
10
20
.9986
.9988
.9989
19.081
20.206
21.470
19.107
20.230
21.494
30
40
50
.9914
.9918
.9922
7.5958
7.7704
7.9530
7.6613
7.8344
8.0156
30
40
50
.9990
.9992
.9993
22.904
24.542
26.432
22.926
24.562
26.451
83
00
10
20
.9925
.9929
.9932
8.1443
8.3450
8.5555
8.2055
8.4047
8.6138
88
00
10
20
.9994
.9995
.9996
28.636
31.242
34.368
28.654
31.258
34.382
30
40
50
.9936
.9939
.9942
8.7769
9.0098
9.2553
8.8337
9.0652
9.3092
30
40
50
.9997
.9997
.9998
38.188
42.964
49.104
38.202
42.976
49.114
84
00
10
20
.9945
.9948
.9951
9.5144
9.7882
10.0780
9.5668
9.8391
10.1275
89
00
10
20
.9998
.9999
.9999
57.290
68.750
85.940
57.299
68.757
85.946
30
40
50
.9954
.9957
.9959
10.3854 10.4334
10.7119 10.7585
11.059411.1045
30
40
50
1.0000 114.589
1.0000 171.885!
1.0000 343.774
114.593
171.888
343.775
90
00
1.0000
Infinite.
Infinite.
249
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS.
Nos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
1
1
1
I. 000000000
51
2601
132651
.019607843
2
4
8
.5000DOOOO
52
2704
140 608
.019230769
3
9
27
.333333333
53
2809
148 877
.018867925
4
16
61
.2.50000000
54
2916
157 464
.018518519
5
25
125
.200000000
55
3025
166 375
.018181818
6
36
216
.166666667
56
3136
175616
.017857143
7
49
343
.142857143
57
3249
185 193
.017543860
8
64
512
.125000000
58
3364
195 112
.017241379
9
81
729
.111111111
59
3481
205 379
.016949153
10
100
1000
.100000000
60
3600
216000
.016666667
11
121
1R31
.090909091
61
3721
226 981
.016393443
12
144
1728
.083333333
62
3844
238328
.016129032
IS
169
2197
.076923077
63
3969
250047
.015873016
14
196
2744
.071428571
64
4096
262 144
.015625000
15
225
3375
.066666667
65
4225
274625
.015384615
16
256
4096
.062500000
66
4356
287496
.015151515
17
289
4913
.058823529
67
4489
300 763
.014925373
18
324
5832
.055555556
68
4624
314 432
.014705882
19
361
6859
.052631579
4761
328 509
.014492754
2L
400
8000
.050000000
70
4900
343 000
.014285714
21
441
9261
.047619048
71
50 4i
357 911
.014084507
22
484
10648
.045454545
72
5184
373 248
.013888889
23
529
12167
.043478260
73
5329
389 017
.013698630
24
576
13824
.041666667
74
5476
405224
.013513514
25
625
15625
.040000000
75
56i:5
421 875
.013333333
26
676
17576
.038461538
76
5776
438 976
.013157895
27
729
19683
.037037037
77
5929
456 5S3
.012987013
28
784
21952
.035714286
78
6084
474552
.012820513
20
841
24389
.034482759
79
6241
493 039
.012658228
30
900
27000
.033333333
80
6400
512000
.012500000
31
961
29791
.032258065
81
6561
531441
.012345679
32
1024
32768
.031250000
82
6724
551 368
.012195122
33
1089
&5 937
.030303030
83
6889
571 787
.012048193
34
1156
39304
.029411765
84
7056
592 704
.011904762
35
1225
42875
.028571429
85
7225
614125
.011764706
36
1296
46656
.027777778
86
7396
636056
.011627907
37
1369
50653
.027027027
87
7569
658503
.011494253
38
1444
64 872
.026315789
88
7744
681472
.011363636
39.
1521
69319
.025641026
89
7921
704 969
.011235955
40
1600
64000
.025000000
90
8100
729000
.011111111
41
1681
68921
.024390244
91
8281
753571
.010989011
42
1764
74088
.023809524
92
8464
778688
.010869565
43
1849
79507
.023255814
93
8649
804357
.010752888
44
1936
85184
.022727273
94
8836
830584
.010638298
45
2025
91125
.022222222
95
9025
857375
.010526316
46
2116
97336
.021739130
96
9216
884 736
.010416667
47
2209
103 823
.021276600
97
94u9
912 673
.010309278
48
2304
110 592
.020^33335
98
9604
941 192
.010204082
49
2401
117 649
.020408163
99
98 OL
970 299
.010101010
50
2500
125000
.020000000
100
1 0000
1000000
.010000000
25O
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Hos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
101
102
103
104
105
10201
10404
10609
10816
11025
1 030 301
1 061 208
1 092 727
1 124 864
1 157 625
.009900990
.009803922
.009708738
.009615*85
.009523810
151
1-52
153
154
155
22801
23104
23409
23716
24025
3 442 951
3 511 808
3 581 677
3 52 264
3 723 875
.006622517
.006578947
.006535948
.006493506
.006451613
106
'107
108
109
110
11236
1 J449
11664
11881
12100
1 191 016
1 225 043
I 259 712
1 295 029
1 331 000
.009433962
.009345794
.0092,59259
.009174312
.009090909
156
157
158
159
160
24336
24649
24964
25281
25600
3 796 416
3 869 893
3944312
4 019 679
4 096 000
.006410256
.006369427
.006329114
.006289308
.006250000
111
111
113
114
115
12321
12544
12769
12998
13225
1 367 631
1 404 928
1 442 897
l 481 544
1 520 875
.009009009
.008928571
.008849558
.008771930
.008695652
161
162
163
164
165
25921
26244
26569
26896
2 72 25
4 173 281
4251528
4 330 747
4 410 944
4 492 125
.006211180
.006172840
.006134969
.006097561
.006060606
116
117
118
119
120
13456
13689
13924
141 61
14400
1 560 896
1 601 613
1 643 032
1 685 159
1728000
.008620690
.008547009
.008474576
.008403361
.008333333
163
167
168
169
170
27556
27889
28224
28561
28900
4 574 296
4 657 463
4 741 632
4 826 809
4 913 OJO
.006021096
.005988024
.005952381
.0039171HO
.005882353
121
122
123
124
125
14641
14884
15129
1 53 76
15825
1 771 561
1 815 848
1 860 867
1 906 624
1 953 125
.008264403
.008196721
.008130081
.008064516
.008000000
171
172
173
174
175
2 92 41
29584
29929
30276
30625
5 000 211
5 088 448
5 177 717
5 268 024
5 359 375
.005847953
.005813953
.O.)5780347
.005747126
.005714286
126
127
128
129
130
1 58 76
16129
16384
16641
16900
2000376
2 048 3K3
2 097 152
2 146 6S9
2 197 000
.007936508
.007874016
.007812)00
.007751938
.007692308
176
177
178
179
ISO
3 09 76
31329
31684
32041
32400
5 451 776
5 545 233
5 639 752
5 735 339
5 832 GOO
.005631818
.005649718
.005617978
.005586592
.005555556
131
132
133
134
135
17161
17421
17689
17956
18225
2248091
2 299 968
2 352 637
2 406 104
2 460 375
.007633588
.007575758
.007518797
.007462687
.007407407
181
182
183
184
185
32761
3 31 24
33489
3 3S 56
34225
5 929 741
6 028 568
6 128 487
6229504
6 331 625
.005524862
.005494505
.00,5464481
.005434783
.005405405
136
137
138
139
140
18496
18769
19044
19321
19600
2 515 456
2571353
2 628 072
2 685 619
2 744 000
.007352941
.007299270
.007246377
.007194245
.007142857
186
187
188
189
190
34596
34969
3,5344
35721
36100
6 434 856
6 539 203
6 644 672
6 751 289
6 859 000
.005376344
.005347594
.005319149
.005291005
.005263158
141-
142
143
144
145
19881
20164
20149
20736
21025
2 803 221
2 863 288
2 924 207
2 985 984
3 048 625
.007092199
.007042254
008993007
.006944444
.006898552
191
192
193
194
195
3 64 81
36864
37249
3 76 36
3 80 25
6 967 871
7 077 88S
7 189 057
7 301 384
7 414 875
.005235602
.00)208833
.OOf-181347
.005154639
.005128205
146'
147
148
149
150
21316
21609
21904
22201
22500
3 112 136
3 176 523
3 '241 792
3 307 949
3375000
.006849315
.006802721
.006756757
.008711409
.008666667
196
197
J98
199
200
3 84 16
3 88 09
39201
39601
4 00 UO
7 529 536
7 645 373
7 762 S92
7 880 599
8000000
.005102041
.005076142
.005050505
.005025126
.005000000
251
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Hos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
201
202
203
204
205
4 04 01
40804
41209
4 1616
42025
8120601
8 242 408
8 365 427
8489661
8 615 125
.004975124
.004950495
.004926108
.004901961
.004878049
2-51
2-52
2-53
254
255
63001
63504
64009
64516
65025
15 813 251
16 003 008
16 194 277
16 87 064
16 5S I 375
.003934064
.003968254
.003952569
.003937008
.003921569
206
207
208
209
210
424S6
42849
43264
43681
44100
8 741 816
8 869 743
8 998 912
9 129 3-29
9 261 000
.0048-54369
.00483;J918
.004807692
.004784689
.004761905
256
257
258
259
260
65536
66049
66564
67081
67600
16777216
16 974 593
17173512
17 373 979
17 576 000
.003906250
.003891051
.003875969
.003861004
.003846154
211
212
213
214
215
44521
44944
45369
45796
46225
9 393 931
9 528 128
9 663 597
9 800 344
9 938 375
.004739336
,004716981
.004694836
.004672897
.004651163
261
262
263
264
265
68121
68644
69169
69696
70225
17 779 581
17 984 728
18 191 447
18 399 744
18 609 625
.003<?31418
.003816794
.003802281
.003787X79
.003773585
216
217
218
2J9
220
46656
47089
47524
4 79 61
48100
10 077 696
10 218 318
10 360 232
10 503 459
10 648 000
.004629630
.004608295
.1)045x7156
.004566210
.004545155
266
267
268
269
270
70756
7 12 89
71824
7 23 61
72900
38 821 096
19 Oo4 163
19218832
19 465 109
19 683 000
.003759398
.003745318
.003731343
.003717472
.003703704
221
*U
223
224
225
48841
49284
4 97 29
5 01 76
5062-5
10 793 861
10 941 048
11 OS9 567
11 239 424
11 390 625
.004524887
.004.504-505
.0044*1:305
.004464286
.001114411
271
272
73
274
275
73441
73984
7 45 29
75076
75625
19902511
20 123 648
20 346 417
20 570 824
20 796 875
.003690017
003676471
.003663004
033643635
.003366364
226
227
22S
229
230
51076
51529
51984
52441
52900
11 543 176
11 697 083
11 852 352
12 01)8 989
12 167 000
.004424779
.001405286
.004385965
.004366812
.004347826
276
277
278
279
280
76176
76729
77284
77841
78400
21 024 576
21 253 933
21 484 952
21 717 639
21 952 000
.003623188
.003610108
.003597122
.003584229
.003571429
231
232
233
234
235
5 33 61
58824
5 42 89
54756
55225
12 326 391
12 487 168
12 649 337
12 812 904
12 977 875
.004329034
.004310345
.01)4291845
.004273504
.004255319
281
282
283
284
285
78961
79524
80089
80656
8 12 25
22 18* 041
22425768
22 665 187
22 908 304
23 149 125
.003558719
.003-546099
.003533569
.003521127
.003508772
236
237
238
239
240
55696
56169
56644
57121
57600
13 144 256
13 312 053
13 481 272
13 651 919
13824000
.004237288
.004219409
.004201681
.004184100
.004166667
286
287
288
289
290
8 17 96
82369
82944
83521
84100
23 393 656
23 639 903
23 887 872
24 137 569
24 389 000
.093496503
.003484321
.003472222
.003460208
.003448276
241
242
243
244
245
58081
5 85 64
59049
59536
60025
13 997 521
14 172 488
14 348 907
14 526 784
14 706 12-5
.004149378
.004132231
.004115226
.004098361
.004081633
291
292
293
294
295
84681
85264
85849
86436
87025
24 642 171
24 897 088
25 153 757
25 412 184
25 672 375
.003436426
.003424658
.003412969
.003401361
.003389831
246
247
248
249
250
605J6
6 10 09
61504
62001
62500
14 886 936
15069223
15 252 992
15 438 249
15 625 000
.004065041
.00404S583
.004032258
.004016061
.004000000
296
297
29*
299
300
87616
88209
88804
8940L
90000
2-5 934 336
2H 19H 073
26 463 592
26 730 899
27000000
.003378378
.003367003
.003355705
.003344482
.003333333
252
THE CARNEGIE STEEL COMPANY, LIMITED.
c
KOI.
JQUARES, CUBES AND RECIPROCALS CONTINUED.^
Squares
Cubes.
Reciprocals.
Sos.
Squares.
Cubes.
Reciprocals.
301
302
303
304
305
90601
91204
91809
92416
93025
27 270 901
27 543 608
27 818 127
28 094 464
28 372 625
.003322259
.003311258
.003300330
.003289474
.003278689
351
352
353
354
355
123201
123904
12 46 09
12 53 16
126025
43 243 551
43 614 208
43 986 977
44 361 864
44 738 875
.002849003
.002840909
.002832861
.002824859
.002816901
306
307
308
309
310
93636
94249
94864
95481
96100
28 652 616
23 934 443
29 218 112
29 503 629
297910UO
.003267974
.003257329
.003246753
.003236246
.003225806
356
357
358
359
360
12 67 36
12 74 49
128164
128881
12 96 00
45 118 016
45 499 293
45 882 712
46 268 279
46656000
.0028089S9
.002801120
.002793^96
.002785515
.002777778
311
312
313
314
315
96721
97344
97969
98596
99225
30080231
30 371 328
30 664 297
30 959 144
31255875
.003215434
.003205128
.Oi3194888
.003184713
.003174603
361
362
363
364
365
13 03 21
131044
13 17 69
13 24 96
133225
47 045 881
47 437 928
47 832 147
48228544
48 627 125
.002770083
.002762431
.002754821
.002747253
.002739726
316
317
318
319
320
99856
10 04 89
101124
101761
10 24 00
31 554 496
31 855 013
32 157 432
32461759
32 768 000
.003164557
.003154574
.003144654
.003134796
.003125000
366
367
368
369
370
13 39 56
13 46 89
13 54 24
13 61 61
136900
49 027 896
49 430 863
49 836 032
50 243 409
50 653 000
.002732240
.002724796
.002717391
.002710027
.002702703
321
322
323
321
325
103041
16 36 84
10 43 29
10 49 76
105625
33 076 161
33 386 248
33 698 267
34 012 224
34 328 125
.003115265
.003105590
.003095975
.003086420
.003076923
371
372
373
374
375
13 76 41
13 83 84
139129
13 98 76
140625
51 064 811
51478818
51 895 117
52 313 624
52 734 375
.002695418
.002688172
.002680965
.002673797
.002666667
326
327
328
329
330
106276
10 69 29
107584
108241
10 89 00
34 645 976
34 965 783
35287552
35 611 289
35 937 000
.003067485
.003058104
.003048780
.003039514
.003030303
376
377
378
379
380
14 13 76
142129
14 28 84
14 36 41
144400
53 157 376
53 582 633
54 010 152
54 439 939
54 872 000
.002659574
.002652520
'.002638522
.002631679
331
332
333
334
335
10 95 61
110224
11 08 89
111556
112225
36 264 691
36 594 368
36 926 037
37 259 704
37 595 375
.003021148
.003012043
.003003003
.002994012
.002985075
381
382
383
384
385
145161
14 59 24
14 66 89
147456
14 82 25
55 306 341
55 742 968
56 181 837
56 623 104
57066625
.002624672
.002617801
.002610966
.002<)04167
.002597403
336
337
338
340
112896
113569
114244
11 49 21
11 56 00
37933056
38 272 753
38 614 472
38 958 219
39 304 000
.002976190
.002967359
.002958580
.002949853
.002941176
386
387
388
390
14 89 96
14 97 69
150544
15 13 21
15 21 00
57 512 456
57 960 603
58 411 072
58 863 869
59 319 000
.002590674
.002583979
.002577320
.002570094
002564103
341
342
343
344
345
11 62 81
11 69 64
117649
11 83 36
119025
39 651 821
40 001 688
40 353 607
40 707 584
41 063 625
.002932-551
.002923977
.00-29 5452
.002906977
.002898551
391
392
393
394
395
15 28 81
15 36 64
154449
15 52 36
156025
59 776 471
60 236 288
60 698 457
61 162 984
6 L 629 875
002.557545
0025,51020
002.544529
002538071
002531646
3<6
347
348
349
350
119716
120409
12 11 04
12 18 01
12 25 00
41 421 736
4! 781923
42 144 192
42 508 549
42875000
.002890173
.002881844
.0028^356:5
.002865330
.002857143
396
397
398
399
400
15 68 16
15 76 09
158404
15 92 01
160000
62 099 136
62 570 773
63 044 792
63 521 199
64000000
002.525253
002518892
002512563
002,506268
002500000
QJ-O 1
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Nos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
401
402
403
404
405
16 08 01
16 16 04
16 24 09
16 32 16
164025
64 481 201
64 964 808
65 450 827
65 939 264
66 430 125
.002493766
.002487562
.002481390
.002475248
.002469136
451
452
453
454
455
20 34 01
20 43 04
20 52 09
20 61 16
207025
91 733 851
92 345 408
92 959 677
93 576 664
94 196 375
.002217295
.002212389
.002207506
.002202643
.002197802
406
407
408
409
410
16 48 36
16 56 49
16 64 64
16 72 81
16 81 00
66 923 416
67 419 143
67 917 312
68 417 929
68 921 000
.002463054
.002457002
.002450980
.002444988
.002439024
456
457
458
459
460
20 79 36
20 88 49
20 97 64
21 06 81
21 16 00
94 818 816
95 443 993
96 071 912
96702579
97 336 000
.002192982
.002188184
.002183406
.002178649
.002173913
411
412
413
414
415
16 89 21
16 97 44
17 05 69
17 13 96
172225
69 426 531
69 934 528
70 444 997
70 957 944
71 473 375
,002433090
.002427184
.002421308
.002415459
.002409639
461
462
463
464
465
212521
21 34 44
21 43 69
21 52 96
216225
97 972 181
98 611 128
99 252 847
99 897 344
100 544 625
.002169197
.002164502
.002159827
.002155172
.002150538
416
417
418
419
420
17 30 56
17 38 89
174724
17 55 61
176400
71 991 296
72 511 713
73 034 632
73 560 059
74 088 000
.002403846
.002398082
.002392344
.002386635
.002380952
466
467
468
469
470
217156
21 80 89
21 90 24
21 99 61
22 09 00
101 194 696
101847563
102 503 232
103 161 709
103 823 000
.002145923
.002141328
.002136752
.002132196
.002127660
421
422
423
424
425
177241
17 80 84
17 89 29
17 97 76
180625
74 618 461
75 151 448
75 686 967
76 225 024
76 765 625
.002375297
.002369668
.002364066
.002358491
.002352941
471
472
473
474
475
22 18 41
22 27 84
22 37 29
22 46 76
225625
104 487 111
105 154 048
105 823 817
106 496 424
107 171 875
.002123142
.002118644
.002114165
.002109705
.002105263
426
427
428
429
430
18 14 76
18 23 29
18 31 84
18 40 41
18 49 00
77 308 776
77 854 483
78 402 752
78 953 589
79507000
.002347418
.002341920
.002336449
.002331002
.002325581
476
477
478
479
480
22 65 76
227529
22 84 84
22 94 41
230400
107 850 176
108 531 333
109 215 352
109 902 239
110592000
.002100840
.002096436
.002092050
.002087683
.002083333
431
432
433
434
435
18 57 61
18 66 24
18 74 89
18 83 56
18 92 25
80 062 991
80 621 568
81 182 737
81 746 504
82 312 875
.002320186
.002314815
.002309469
.002304147
.002298851
481
482
483
484
485
23 13 61
23 23 24
233289
23 42 56
235225
111 284 641
111 980 168
112 678 587
113 379 904
114 084 125
.002079002
.002074689
.002070393
.002066116
.002061856
436
437
438
439
410
19 00 96
190969
191844
19 27 21
19 36 00
82 881 856
83 453 453
84 027 672
84 604 519
85 184 000
.002293578
.002288330
.002283105
.002277904
.002272727
486
487
488
489
490
23 61 96
23 71 69
238144
23 91 21
24 01 00
114 791 256
115 501 303
116 214 272
116 930 169
117 649 000
.002057613
.002053388
.002049180
.002044990
.002040816
441
442
443
444
445
194481
19 53 64
19 62 49
19 71 36
198025
85 766 121
86 350 888
86 938 307
87 528 384
88121125
.002267574
.002262443
.002257336
.002252252
.002247191
491
492
493
494
495
24 10 81
24 20 64
24 30 49
24 40 36
245025
118 370 771
119 095 488
119 823 157
120 553 784
121 287 375
.002036660
.002032520
.002028398
.002024291
.002020202
446
447
448
449
450
198916
199809
20 07 04
20 16 01
20 25 00
88 716 536
89 314 623
89 915 392
90 518 849
91 125 000
.002242152
.002237136
.002232143
.002227171
.002222222
496
497
498
499
500
24 60 16
247009
248004
24 90 01
250000
122 023 936
122 763 473
123 505 992
124 251 499
125 000 000
.002016129
.002012072
.002008032
.002004008
.002000000
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Nos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
501
502
503
504
505
251001
25 20 04
25 30 09
25 40 16
255025
125751501
126 506 008
127 263 527
128 024 064
128787625
.0019P6008
.001992032
.001988072
.001984127
.001980198
551
552
553
554
555
30 36 01
304704
305809
30 69 16
308025
167284151
168 196 60S
Ib9 112 377
170 031 464
170 953 875
.001814882
.001811594
.001808318
.001805054
.001801802
506
507
508
509
510
256036
257049
258064
259081
26 01 00
129 554 216
130 323 843
331096512
131872229
132651000
.001976285
.001972387
.001968504
.001964637
.001960784
556
557
558
559
560
30 91 36
31 02 49
311364
312481
313800
171 879 616
172 808 693
173 741 112
174 676 879
175 616 000
.001798561
.001795382
.001792115
.001788909
.001785714
511
512
513
514
515
26 11 21
26 21 44
26 31 69
26 41 96
265225
133 432 831
] 34 217 728
135 005 697
J 35 796 744
136 590 875
.001956947
.001953125
.001949318
.001945525
.001941748
561
562
563
564
565
314721
31 58 44
31 69 69
31 80 96
31 92 25
176558481
177 504 328
178 453 547
179 406 144
180 362 125
.001782.531
.001779359
.001776199
.00177305D
.001769912
516
517
518
519
520
26 62 56
26 72 89
26 83 24
26 93 61
270400
137 388 096
138 188 413
138 991 832
139 798 359
140 608 000
.001937984
.001934236
.001930502
.001926782
.001923077
566
567
568
569
570
320356
32 14 89
32 26 24
32 37 61
32 49 00
181 321 496
382284263
183 250 432
184 220 009
185 193 000
.001766784
.001763668
.001760563
.001757469
.001754386
521
522
523
524
525
27 14 41
27 24 84
27 35 29
27 45 76
275625
141 420 761
142 236 648
143 055 667
143 877 824
144 703 125
.001919386
.001915709
.001912046
.001908397
.001904762
571
572
573
574
575
32 60 41
327184
32 83 29
32 94 76
33 06 25
186169411
187 149 248
188 132 517
189 119 224
190 109 375
.001751313
.001748252
.001745201
.001742160
.001739130
526
5z7
528
529
530
276676
277729
27 87 84
27 98 41
28 09 00
145 531 576
146 363 183
147 197 952
148 035 889
148877000
.001901141
.001897583
.001893939
.001890359
.001886792
576
577
678
579
580
33 17 76
332929
334084
33 52 41
336400
19! 102976
1921000:13
193 100 552
194104539
195 112 000
.001736111
.001733102
.001730104
.001727116
.001724138
531
532
533
534
535
28 19 61
28 30 24
28 40 89
28 51 56
286225
149721291
150 568 768
151419437
152273304
153 130 375
.001883239
.001879699
.001876173
.001872659
.001869159
581
582
583
584
585
33 75 61
33 87 24
33 98 89
34 10 56
342225
196 122 941
197 137 368
198 155 287
199 176 704
200 201 625
.001721170
.001718213
.001715266
.001712329
.001709402
536
537
538
539
540
287296
28 83 69
28 94 44
29 05 21
29 16 00
153990656
154854153
155720872
156 590 819
157 464 000
.001865672
.001862197
.001858736
.001855288
.001851852
586
5*7
58S
589
590
34 33 96
34 45 69
34 57 44
34 69 21
34 81 00
201 230 056
202 262 003
203 297 472
204 336 469
205 379 000
.001706485
.001703578
.001700680
.001697793
.001694915
541
542
543
544
545
29 26 81
29 37 64
29 48 49
29 59 36
297025
158 340 421
159 220 088
160 103 007
160 989 184
161 878 625
.001848429
.001845018
.001841621
1001888236
.001834862
591
592
593
594
595
34 92 81
350464
35 16 49
35 28 36
85 40 25
206 425 071
207 474 688
208 527 857
209 584 584
210 644 875
.001692047
.001689189
.001686341
.001683502
.001680672
546
547
548
549
550
29 81 16
29 92 09
30 03 04
30 14 01
302500
162 771 336
163 667 323
164 566 592
165 469 149
166 375 000
.001831502
.001828154
.001821818
.001821494
.001818182
596
597
598
599
600
?5 52 16
35 64 09
35 76 04
35 88 01
360000
211 708 736
212 776 173
213 847 192
214 921 799
216 000 000
.001677852
.001675042
.001672241
.001669449
.001666667
255 1
THE CARNEGIE STEEL, COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Nos.
Squares,
Cubes.
Rsciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
601
602
603
604
605
36 12 01
36 24 04
36 36 09
36 48 16
36 60 25
217 081 801
218 167 208
219 256 227
220 348 864
221 445 125
.001663894
.001661130
.001658375
.0016-5562!)
.001652893
651
652
653
654
655
423801
425104
42 64 09
42 77 16
42 90 25
275 894 451
277 167 808
278 445 077
279 726 264
281 Oil 375
.001536098
.001533742
.001531394
.001529052
.001526718
606
607
608
609
610
33 72 36
36 84 49
36 96 64
37 08 81
37 21 00
222 545 016
223 648 543
224755712
22-5 866 529
226 981 000
.001650165
.001647446
.001644737
.001642036
.001639344
6-56
657
658
659
660
43 03 36
43 16 49
43 29 64
43 42 81
43 56 00
282 300 416
283 593 393
284 890 312
286 191 179
287 496 000
.001524390
.001522070
.001519757
.001517451
.001515152
611
612
613
614
615
37 33 21
37 45 44
37 57 69
37 69 96
378225
228 099 131
229 220 928
230 346 397
231475544
232 608 375
.001636661
.001633987
.001631321
.001628664
.001626016
661
662
663
664
665
43 69 21
43 82 44
43 95 69
44 08 96
44 22 25
288 804 781
290 117 528
291 434 247
292 754 944
294 079 625
.001512859
.001510574
.001508296
.001506024
.001503759
616
617
618
619
620
37 94 56
38 06 89
38 19 24
38 31 61
38 44 00
233 744 896
234 885 113
236 029 032
237 176 659
238 328 000
.001623377
.001620746
.001618123
.001615509
.001612903
666
667
668
669
670
443556
44 48 89
44 62 24
44 75 61
44 89 00
295 408 296
296 740 963
298 077 632
299 418 309
300 763 000
.001501502
.001499250
.001497006
.001494768
.001492537
621
622
623
624
625
38 56 41
38 68 84
38 81 29
38 93 76
39 06 25
239483061
240641848
241 804 367
242 970 624
244140625
.001610306
.001607717
.001605136
.001602,564
.001600000
671
672
673
674
675
45 02 41
45 15 84
45 29 29
45 42 76
455625
302 111 711
303 464 448
304 821 217
306 182 024
307 546 875
.001490313
.001488095
.001485884
.001483680
.001481481
626
627
62S
629
630
39 18 76
39 31 29
39 43 84
39 56 41
o9 69 00
245 314 376
246491883
247 673 152
248 858 189
250047000
.001597444
.001594896
.001592357
.001589825
.001587302
676
677
678
679
680
45 69 76
45 83 29
45 96 84
46 10 41
46 24 00
308 915 776
310288733
311665752
313 046 839
314 432 000
.001479290
.001477105
.001474926
.001472754
.001470588
631
632
633
634
635
39 81 61
39 94 24
400689
40 19 56
403225
251 239 591
252 435 968
253 636 137
254 840 104
256 047 875
.001584786
.001582278
.001579779
.001577287
.001574803
681
682
683
684
685
46 37 61
46 51 24
46 64 89
467856
46 92 25
315 821 241
317 214 568
318 611 987
320013504
321 419 125
.001468429
.001466276
001464129
. 001461988
.001459854
636
637
638
639
640
40 44 96
40 57 69
40 70 44
40 83 21
40 96 00
257 259 456
258 474 853
259 694 072
260917119
262 144 000
.001572327
.001569859
.001567398
.001564945
.001562500
686
687
688
689
690
47 05 96
47 19 69
47 33 44
47 47 21
476100
322 828 856
324 242 703
325 660 672
327 082 769
328 509 000
.001457726
.001455604
.001453488
.001451379
.001449275
641
642
643
644
645
41 08 81
41 21 64
41 34 49
41 47 36
416025
263 374 721
264 609 2S8
265 8 47 707
267 C89 984
268 336 125
.001560062
.001557632
.001555210
.001552795
.001550388
691
692
693
694
695
47 74 81
47 88 64
48 02 49
481636
48 30 25
329 939 371
331 373 888
332 812 557
334 255 384
335 702 375
.001447178
.001445087
.001443001
.0^1440922
.001438849
646
647
648
649
650
417316
418609
41 99 04
42 12 01
422500
269 586 136
270 840 023
272 097 792
273 359 449
274 625 000
.001547988
.001545595
.001543210
.001540832
.001.538462
696
697
698
699
700
484416
48 58 09
48 72 04
488601
490000
337 153 536
338 60S 873
340 068 392
341 532 099
343 000 000
.001436782
.001434720
.001432665
.00143^615
.001428571
256 !
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Nos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
701
702
703
704
705
49 14 01
492804
49 42 09
49 56 16
49 70 25
344472101
345 948 408
347 428 927
348 913 664
350 402 625
.001426534
.001424501
.001422475
.001420455
.001418440
751
752
753
754
755
56 40 01
565504
56 70 09
568516
570025
423 564 751
425 259 008
426 957 777
428 661 064
430 368 875
.001331558
.001329787
.001328021
.001326260
.001324503
706
707
708
709
710
498436
49 98 49
50 12 64
50 26 81
50 41 00
351 895 816
353 393 243
354 894 912
356 400 829
357 911 000
.001416431
.001414427
.001412429
.001410437
.001408451
756
757
758
759
760
57 15 36
57 30 49
57 45 64
57 60 81
577600
432 081 216
433 798 093
435 519 512
437 245 479
438 976 000
.001322751
.001321004
.001319261
.001317523
.001315789
711
712
713
714
715
50 55 21
506944
50 83 69
50 97 96
511225
359 425 431
360944128
362 467 097
363 994 344
365 525 875
.001406470
.001404494
.001402525
.001400560
.001398601
761
762
763
764
765
57 91 21
580641
58 21 69
58 36 96
585225
440711081
442 450 728
444 194 947
445 943 744
447 697 125
.001314060
.001312336
.001310616
.001308901
.001307190
716
717
718
719
720
51 26 56
51 40 89
51 55 24
51 69 61
518100
367 061 696
368 601 813
370 146 232
371 694 959
373 248 000
.001396648
.001394700
.001392758
.001390821
.001388889
766
767
768
769
770
58 67 56
58 82 89
58 98 24
59 13 61
59 29 00
449 455 096
451 217 663
452 984 832
454 756 609
456 533 000
.001305483
.001303781
.001302081
.001300390
.001298701
721
722
723
724
725
519841
52 12 84
522729
524176
525625
374 805 361
376 367 048
377 933 067
379 503 424
381 078 125
.001386963
.001385042
.001383126
.001381215
.001379310
771
772
773
774
775
59 44 41
59 59 84
59 75 29
59 90 76
600625
458 314 Oil
460 099 648
461 889 917
463 684 824
465 484 375
.001297017
.001295337
.001293661
.001291990
.001290323
726
727
728
729
730
52 70 76
528529
52 99 84
531441
532900
382 657 176
384 240 583
385 828 352
387 420 489
389 017 000
.001377410
.001375516
.001373626
.001371742
.001369863
776
777
778
779
780
60 21 76
60 37 29
60 52 84
60 68 41
608400
467 288 576
469 097 433
470 910 952
472 729 139
474 552 000
.001288660
.001287001
.001285347
.001283697
.001282051
731
732
733
734
735
53 43 61
53 58 24
537289
53 87 56
540225
390 617 891
392 223 168
393 832 837
395 446 904
397 065 375
.001367989
.001366120
.001364256
.001362398
.001360544
781
782
783
784
785
60 99 61
61 15 24
61 30 89
61 46 56
616225
476 379 541
478211768
480 048 687
481890304
483 736 625
.001280410
.001278772
.001277139
.001275510
.001273885
736
737
738
739
740
541696
543169
54 46 44
546121
547600
398688256
400 315 553
401 947 272
403 583 419
405224000
.001358696
.001356852
.001355014
.001353180
.001351351
786
787
788
789
790
61 77 96
61 93 69
620944
62 25 21
624100
485 587 656
487 443 403
489 303 872
491 169 069
493 039 000
.001272265
.001270648
.001269036
.001267427
.001265823
741
742
743
744
745
549081
550564
55 20 49
553536
555025
406 869 021
408518488
410 172 407
411 830 784
413 493 625
.001349528
.001347709
.001345895
.001344086
.001342282
791
792
793
794
795
62 56 81
62 72 64
62 88 49
63 04 36
63 20 25
494 913 671
496 793 088
498 677 257
500 566 184
502 459 875
.001264223
.001262626
001261034
.001259446
.001257862
746
747
748
749
750
1
556516
55 80 09
559504
56 10 01
562500
415160936
416 832 723
418 508 992
420 189 749
421 875 000
.001340483
.001338688
.001336898
.001335113
.001333333
796
797
798
799
800
63 36 16
63 52 09
63 68 04
63 84 01
64 00 00
504 358 336
506 261 573
508 169 592
510 082 399
512 000 000
.001256281
.001254705
.001253133
.001251564
.001250000
257
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Nos.
Squares.
Cubes.
Reciprocals.
Nos.
Squares.
Cubes.
Reciprocals.
801
802
803
804
805
64 16 01
64 32 04
644809
64 64 16
648025
513 922 401
515 849 608
517 781 627
519 718 464
521 660 125
001248439
001246883
001245330
001243781
001242236
851
852
853
854
855
72 42 01
72 59 04
727609
729316
73 10 25
616 295 051
618 470 208
620 650 477
622 835 864
625 026 375
.001175088
.001173709
.001172333
.001170960
.001169591
806
807
808
809
810
64 96 36
651249
652864
654481
65 61 00
523 606 616
5 25 557 943
527 514 112
529 475 129
531 441 000
001240695
001239157
001237624
001236094
001234568
856
857
858
859
860
73 27 36
734449
736164
73 78 81
73 96 00
627 222 016
629 422 793
631 628 712
633 839 779
636056000
.00116S224
.001166361
.001165501
.001164144
.001162791
811
812
813
814
815
657721
65 93 44
66 09 69
662596
664225
533 411 731
535 387 328
537 367 797
539 353 144
541 343 375
001233046
001231527
001230012
001228501
001226994
861
862
863
864
865
74 13 21
74 30 44
74 47 69
74 64 96
748225
638 277 381
640 503 928
642 735 647
644 972 544
647 214 625
.001161440
.001160093
.001158749
.001157407
.001156069
816
817
818
819
820
66 58 56
66 74 89
66 91 24
67 07 61
67 24 00
543 338 496
545 338 513
547 343 432
549 353 259
551368000
001225490
.001223990
.001222494
.001221001
.001219512
866
867
8H8
869
870
74 99 56
75 16 89
75 34 24
755161
75 69 00
649 461 896
651 714 363
653 972 032
656 234 909
658 503 000
.001154734
.001153403
.001152074
.001150748
.001149425
821
822
823
824
825
674041
675684
677329
678976
680625
553 387 661
555 412 248
557 441 767
559 476 224
561 515 625
.001218027
001216,545
.001215067
.001213592
.001212121
871
872
873
874
875
75 86 41
760384
762129
76 38 76
765625
660776311
663 054 848
665 338 617
667 627 624
669 921 875
.001148106
.001146789
.001145475
.001144165
.001142857
826
827
828
829
830
682276
68 39 29
685584
687241
688900
563 559 976
565609283
567 663 552
569 722 789
571 787 000
001210654
.001209190
.001207729
.001206273
.001204819
876
877
878
879
880
76 73 76
769129
770884
77 26 41
774400
672 221 376
674 526 133
676 836 152
679 151 439
681 472 000
.001141553
.001140251
.001138952
.001137656
.001136364
831
832
833
834
835
690561
69 22 24
69 38 89
695556
69 72 25
573856191
575 930 368
578 009 537
5SO 093 704
582 182 875
.001203369
.001201923
001200480
.001199041
.001197605
881
882
883
884
885
776161
777924
779689
78 14 56
783225
683797841
686 128 968
688 465 387
690 807 104
693 154 125
.001135074
.001133787
.001132503
.001131222
.001129944
836
837
838
839
840
69 88 96
700569
702244
70 39 21
705600
584277056
586 376 253
588 480 472
590 589 719
592704000
.001196172
.001194743
.001193317
.001191895
.001190476
886
887
888
889
890
78 49 96
78 67 69
788544
79 03 21
792100
695506456
697 864 103
700 227 072
702 595 369
704 969 000
.001128668
.001127396
.001126126
.001124859
.001123596
841
842
843
844
845
707281
70 89 64
71 06 49
71 23 36
714025
594 823 321
596947688
599 077 107
601211584
603351125
.001189061
.001i87648
.001186240
.001184834
.001 i83432
891
892
893
894
895
793881
795664
79 74 49
79 92 36
801025
707347971
709 732 288
712 121 957
714 516 984
716 917 375
.001122334
.001121076
.001119821
.001118568
.001117318
846
847
848
849
850
71 57 16
717409
71 91 04
72 08 01
722500
605 495 738
607 645 423
609 800 192
611 960 Oi9
614 125 000
.001182033
.001i80638
.001179215
.001177856
.001176471
896
897
898
899
900
802816
80 46 09
80 64 04
80 82 01
810000
719 323 136
721 734 273
724 150 792
726 572 699
729000000
.001116071
.001114827
.001113586
.001112347
.001111111
258
1
THE CARNEGIE STEEL COMPANY, LIMITED.
SQUARES, CUBES AND RECIPROCALS CONTINUED.
Kos.
Squares.
Cubes.
Reciprocals
Nos.
Squares.
Cubes.
Reciprocals.
901
902
903
904
905
81 18 01
81 36 04
815409
817216
81 90 25
731 432 701
7^3 870 808
736 314 327
738 763 264
741 217 625
.001109878
.001108647
.001107420
.001106195
.001104972
951
952
953
954
955
90 44 01
90 63 04
90 82 09
91 01 16
912025
860 085 351
862 801 40
865 523 177
868 250 664
870 983 875
.001051525
.001050420
.001049318
.001048218
.001047120
906
907
908
909
910
82 08 36
82 26 49
82 44 64
826281
82 81 00
743 677 416
746 142 643
748 613 312
751 089 429
753 571 000
.001103753
.001102536
.001101322
.001100110
.001098901
956
957
958
959
960
91 39 36
91 58 49
91 77 64
91 96 81
92 16 00
873 722 816
876 467 493
879 217 912
881 974 079
884 736 000
.001046025
.001044932
.001043841
.001042753
.001041667
911
912
913
914
915
82 99 21
831744
833569
835396
837225
756 058 031
758 550 528
761 048 497
763 551 944
766 060 875
001097695
.001096491
001095290
001094092
001092896
961
962
963
964
965
923521
92 54 44
92 73 69
92 92 96
93 12 25
887 503 681
890 277 128
893 056 347
895 841 344
898 632 125
.001040583
.001039501
.001038422
.001037344
.001036269
916
917
918
919
920
839056
84 08 89
84 27 24
84 45 61
846400
768 575 296
771 095 213
773 620 632
776 151 559
778 688 000
001091703
001090513
001089325
001088139
001086957
966
967
968
969
970
93 31 56
93 50 89
93 70 24
93 89 61
94 09 00
901 428 696
904 231 063
907 039 232
909 853 209
912 673 000
.001035197
.001034126
001033058
.001031992
.001030928
921
922
923
924
925
84 82 41
850084
851929
85 37 78
856625
781 229 961
783 777 448
786 330 467
788 889 024
791 453 125
001085776
001084599
001083423
001082251
001081081
971
972
973
974
975
94 28 41
94 47 84
94 67 29
94 86 76
950625
915 498 611
918 330 048
921 167 317
924 010 424
926 859 375
.001029866
.001028807
.001027749
.001026694
.001025641
926
927
928
929
930
85 74 76
85 93 29
86 11 84
86 30 41
86 49 00
794 022 776
796 597 983
799 178 752
801 765 089
804 857 000
001079914
001078749
001077586
001076426
001075269
976
977
978
979
980
95 25 76
95 45 29
95 64 84
958441
960400
929 714 176
932574833
935 441 352
938 313 739
941 192 000
.001024590
.001023541
.001022495
.001021450
.001020408
931
932
933
934
935
866761
86 86 24
87 04 89
872356
874225
806954491
809 557 568
812 166 237
814 780 504
817 400 375
001074114
001072961
.001071811
.001070664
.001069519
981
982
983
984
985
96 23 61
96 43 24
96 62 89
96 82 56
97 02 25
944076141
946 966 168
949 862 087
952 763 904
955 671 625
.001019368
.001018330
.001017294
.001016260
.001015228
936
937
938
939
940
876096
87 79 69
87 98 44
88 17 21
88 36 00
820 025 856
822 656 953
825 293 672
827 936 019
830 584 000
.001068376
.001067236
.001066098
.001064963
.001063830
986
987
988
989
990
97 21 96
97 41 69
976144
97 81 21
98 01 00
958 585 256
961 504 803
964 430 272
967 361 669
970 299 000
001014199
.001013171
001012146
001011122
001010101
941
942
943
944
945
88 54 81
88 73 64
88 92 49
89 11 36
89 30 25
833 237 621
835 896 888
838561807
841 232 384
843 908 625
.001062609
.001061571
.001060445
.001059322
.001058201
991
992
993
994
995
98 20 81
98 40 64
98 60 49
98 80 36
9J 00 25
973 242 271
976 191 488
979 146 657
982 107 784
985 074 875
001009082
001008065
001007049
. 001006036
.001005025
946
947
948
949
950
89 49 16
89 68 09
89 87 04
900601
902500
846 590 536
849 278 123
851 971 392
854 670 349
857 375 000
.001057082
.001055966
.001054852
.001053741
.001052632
996
997
998
999
1000
99 20 16
99 40 09
99 60 04
99 80 01
00 00 00
988 047 936
991026973
994011992
997 002 999
000 000 000
.001004016
001003009
.001002004
.001001001
.001000000
259
THE CARNEGIE STEEL, COMPANY, LIMITED.
DECIMALS OP AN INCH FOB EACH ^th.
A&-
&?*
Decimal.
Fraction
A*.
irVtos-
Decimal.
Fraction
1
.015625
33
.515625
i
2
.03125
17
34
.53125
3
.046875
35
.546875
2
4
.0625
1-16
18
36
.5625
9-16
5
.078125
37
.578125
3
6
.09375
19
38
.59375
7
.109375
39
.609375
4
8
.125
1-8
20
40
.625
5-8
9
.140625
41
.640625
5
10
.15625
21
42
.65625
11
.171875
43
.671875
6
12
.1875
3-16
22
44
.6875
11-16
13
.203125
45
.703125
7
14
.21875
23
46
.71875
15
.234375
47
.734375
8
16
.25
1-4
24
48
.75
3-4
17
.265625
49
.765625
9
18
.28125
25
50
.78125
19
.296875
51
.796875
10
20
.3125
5-16
26
52
.8125
13-16
21
.328125
53
.828125
11
22
.34375
27
54
.84375
23
.359375
55
.859375
12
24
.375
3-8
28
56
.875
7-8
25
.390625
57
.890625
13
26
.40625
29
58
.90625
27
.421875
59
.921875
14
28
.4375
7-16
30
60
.9375
15-16
29
.453125
61
.953125
15
30
.46875
31
62
.96875
31
.484375
63
.984375
16
32
.5
1-2
32
64
1. 1
i
26O
THE CARNEGIE STEEL COMPANY, LIMITED.
DECIMALS OP A FOOT FOB EACH fc OF
AN INCH.
Inch,
0"
1"
2"
3"
4"
5"
.0833
.1667
.2500
.3333
.4167
1
.0013
0026
.0039
.0052
.0846
.0859
.0872
.0885
.1680
.1693
.1706
.1719
.2513
.2526
.2539
.2552
.3346
.3359
.3372
.3385
.4180
.4193
.4206
.4219
f
.0065
.0078
.0091
.0104
.0898
.0911
.0924
.0937
.1732
.1745
.1758
.1771
.2565
.2578
.2591
.2604
.3398
.3411
.3424
.3437
.4232
.4245
.4258
.4271
1
.0117
.0130
.0143
.0156
.0951
.0964
.0977
.0990
.1784
.1797
.1810
.1823
.2617
.2630
.2643
,2656
.3451
.3464
.3477
.3490
.4284
.4297
.4310
.4323
1
.0169
.0182
.0195
.0208
.1003
.1016
.1029
.1042
.1838
.1849
.1862
.1875
.2669
.2682
.2695
.2708
.3503
.3516
.3529
.3542
.4336
.4349
.4362
.4375
s
1
.0221
.0234
.0247
.0260
.1055
.1068
.1081
.1094
.1888
.1901
.1914
.1927
.2721
.2734
.2747
.2760
.3555
,3568
.3581
.3594
.4388
.4401
.4414
.4427
?
.0273
.0286
.0299
0312
.1107
.1120
.1133
.1146
.1940
.1953
.1966
.1979
.2773
.2786
.2799
.2812
.3607
.3620
.3633
.3646
.4440
.4453
.4466
.4479
25.
^4
.0326
.0339
.0352
.0365
.1159
.1172
.1185
.1198
.1992
.2005
.2018
.2031
.2826
.2839
.2852
.2865
.3659
.3672
.3685
.3698
.4492
.4505
.4518
.4531
1
.0378
.0391
.0404
.0417
.1211
.1224
.1237
.1250
.2044
.2057
.2070
.2083
.2878
.2891
.2904
.2917
.3711
.3724
.3737
.3750
.4544
.4557
.4570
.4583
261
THE CARNEGIE STEEL COMPANY, LIMITED.
DECIMALS OF A FOOT FOB EACH & OF
AN INCH.
Inch.
6"
7 //
8"
9"
10"
11"
.5000
.5833
.6667
.7500
.8333
.9167
1
.5013
.5026
.5039
.5052
.5846
.5859
.5872
.5885
.6680
.6693
.6706
.6719
.7513
.7526
.7539
.7552
.8346
.8359
.8372
.8385
.9180
.9193
.9206
.9219
!
.5065
.5078
.5091
.5104
.5898
5911
.5924
.5937
.6732
.6745
.6758
.6771
.7565
.7578
.7591
.7604
.8398
.8411
.8424
.8437
.9232
.9245
.9258
.9271
A
A
.5117
5130
5143
.5156
.5951
.5964
.5977
.5990
.6784
.6797
.6810
.6823
.7617
.7630
.7643
.7656
.8451
.8464
.8477
.8490
-9284
.9297
.9310
.9323
?
.5169
5182
.5195
.5208
.6003
.6016
.6029
.6042
.6836
.6849
.6862
.6875
.7669
.7682
.7695
.7708
.8503
.8516
.8529
.8542
.9336
.9349
.9362
.9375
i
l
.5221
.5234
.5247
.5260
.6055
.6068
.6081
.6094
.6888
.6901
.6914
.6927
.7721
.7734
.7747
.7760
.8555
.8568
.8581
.8594
.9388
.9401
.9414
.9427
1
.5273
.5286
.5299
.5312
.6107
.6120
.6133
.6146
.6940
.6953
.6966
.6979
.7773
.7786
.7799
.7812
.8607
.8620
.8633
.8646
.9440
.9453
.9466
.9479
if
1
.5326
.5339
.5352
.5365
.6159
.6172
.6185
.6198
.6992
.7005
.7018
.7031
.7826
.7839
.7852
.7865
.8659
.8672
.8685
.8698
.9492
.9505
.9518
.9531
i
.5378
.5391
.5404
.5417
.6211
.6224
.6237
.6250
.7044
.7057
.7070
.7083
.7878
.7891
.7904
.7917
.8711
.8724
.8737
.8750
.9544
.9557
.9570
.9583
262
THE CARNEGIE STEEL COMPANY, LIMITED.
DECIMALS OF A FOOT FOB EACH ^ OF
AN INCH.
Inch.
0"
1"
2"
3"
4 //
5"
A
.0430
.0443
.0456
.0469
.1263
.1276
.1289
.1302
.2096
.2109
.2122
.2135
.2930
.2943
.2956
.2969
.3763
.3776
.3789
.3802
.4596
.4609
.4622
.4635
11
if
i
.0482
.0495
.0508
.0521
.1315
.1328
.1341
.1354
.2148
.2161
.2174
.2188
.2982
.2995
.3008
.3021
.3815
.3828
.3841
.3854
.4648
.4661
.4674
.4688
1
.0534
0547
.0560
.0573
.1367
.1380
.1393
.1406
.2201
.2214
.2227
.2240
.3034
.3047
.3060
.3073
.3867
.3880
.3893
.3903
.4701
.4714
.4727
.4740
If
If
f
.0586
.0599
.0612
.0625
.1419
.1432
.1445
.1458
.2253
.2268
.2279
.2292
.3086
.3099
.3112
.3125
.3919
.3932
.3945
.3958
.4753
.4766
.4779
.4792
II
.0638
.0651
.0664
0677
.1471
.1484
.1497
.1510
.2305
.2318
.2331
.2344
.3138
.3151
.3164
3177
.3971
.3984
.3997
.4010
.4805
.4818
.4831
4844
?
0690
.0703
.0716
.0729
.1523
.1536
.1549
.1562
.2357
.2370
.2383
.2396
.3190
.3203
.3216
.3229
.4023
.4036
.4049
4062
.4857
.4870
4883
4896
|
.0742
.0755
.0768
.0781
.1576
.1589
.1602
.1615
.2409
.2422
.2435
.2448
.3242
.3255
.326*
.3281
.4076
.4089
.4102
.4115
4909
.4922
.4935
.4948
l
.0794
.0807
0820
Ifl28
.1641
.1654
2461
.2474
2487
3294
.3307
.3320
4128
.4141
.4154
.4961
.4974
.4987
263
______ ^
THE CARNEGIE STEEL COMPANY, LIMITED.
DECIMALS OF A FOOT FOB EACH & OF
AN INCH.
Inch.
6"
7 //
8"
9"
10"
11"
II
tf
i
.5430
.5443
.5456
.5469
.6263
.6276
.6289
.6302
.7096
.7109
.7122
.7135
.7930
.7943
.7956
.7969
.8763
.8776
.8789
.8802
.9596
.9609
.9622
.9635
37
1
.5482
.5495
.5508
.5521
.6315
.6328
6341
.6354
.7148
.7161
.7174
.7188
.7982
.7995
.8008
.8021
.8815
.8828
.8841
.8854
.9848
9661
.9674
.9688
i
.5534
.5547
.5560
.5573
.6367
.6380
.6393
.6406
.7201
.7214
.7227
.7240
.8034
.8047
.8060
.8073
.8867
.8880
.8893
.8906
.9701
.9714
.9727
.9740
tt
1
.5586
.5599
.5612
.5625
.6419
.6432
.6445
.6458
.7253
.7266
7279
.7292
.8086
.8099
8112
.8125
.8919
.8932
.8945
.8958
.9753
.9766
.9779
.9792
||
.5638
.5651
.5664
.5677
.6471
.6484
.6497
.6510
.7305
.7318
7331
.7344
.8138
.8151
.8164
.8177
.8971
.8984
.8997
.9010
.9805
.9818
.9831
.9844
F
.5690
.5703
.5716
.5729
.6523
.6536
.6549
.6562
.7357
.7370
.7383
.7396
.8190
.8203
.8216
.8229
.9023
.9036
.9049
.9062
.9857
.9870
.9883
.9896
1!
it
.5742
.5755
.5768
.5781
.6576
.6589
.6602
.6615
.7409
.7422
.7435
.7448
.8242
.8255
.8268
.8281
.9076
.9089
.9102
9115
.9909
.9922
.9935
.9948
it
.5794
.5807
.5820
.6628
.6641
.G654
.7461
.7474
.7487
.8294
.8307
.8320
.9128
.9141
.9154
.9961
.9974
.9987
l.OOOO
264
THE CARNEGIE STEEL COMPANY, LIMITED.
MENSURATION.
LENGTH.
Circumference of circle = diameter x 3.1416.
Diameter of circle = circumference X 0.3183.
Side of square of equal periphery as circle = diameter X 0.7854.
Diameter of circle of equal periphery as square = side X 1.2732.
Side of an inscribed square = diameter of circle X 0.7071.
Length of arc = No. of degrees X diameter X 0.008727.
Circumference of circle whose diameter is 1 =
TT = 3.14159265.
log.7r=0.4971499.
-/ 7r=1.772454.
7:2=9.869604.
or, very nearly, =
-= 0.318310.
7T
0.101321.
--=0.564190.!
V 7T
|/ r 2_ x 2_( r _ v )
I/ C 2 , C*
v = r ' r 2 or, very nearly, =
4 or
AREA.
Triangle = base X half perpendicular hight.
Parallelogram = base X perpendicular hight.
Trapezoid = half the sum of the parallel sides X perpen-
dicular hight.
Trapezium, found by dividing into two triangles.
Circle = diameter squared X 0.7854 ; or,
= circumference squared X 0.07958.
Sector of circle = length of arc X half radius.
265
THE CARNEGIE STEEL COMPANY, LIMITED.
MENSURATION Continued.
Segment of circle = area of sector less triangle; also, for
4v
V 2
c 2
flat segments very nearly = g-
Side of square of equal area as circle = diameter X 0.8862 ;
also, = circumference X 0.2821.
Diameter of circle of equal area as square = side X 1.1284.
Parabola = base X /^ hight.
Ellipse = long diameter X short diameter X 0.7864.
Regular polygon = sum of sides X half perpendicular distance
from center to sides.
Surface of cylinder = circumference X hight X area f both
ends.
Surface of sphere = diameter squared X 3.1416;
also, = circumference X diameter.
Surface of a right pyramid or cone = periphery or circumference
of base X half slant hight.
Surface of a frustrum of a regular right pyramid or cone = sum
of peripheries or circumferences of the two ends X half
slant hight -f- area of bot h ends.
The following formulae are used to obtain the areas of
irregular plane surfaces which are bounded by a base line, "cc,"
and two ordinates, "a" and "3," as per figure.
The formulse are given in the order of their accuracy, be-
ginning with the most accurate.
The surface is divided into any number (n) of parallel strips
having the same widths, d, and whose middle ordinates are
represented by h h h h and h
A 123 tt A n
266
THE CARNEGIE STEEL COMPANY, LIMITED.
MENSURATION Continued.
(Francke's rule.)
I. Area = d x ^ h -f-^-(8 a -f h 9 h ) 4---(8b + h 9h ]
(u 2 l' 7z n 1 n
(Poncelet's rule.)
III. Area = d X ^ h.
These formulae are more convenient for use than Simpson's
rule, and I and II give generally and III sometimes more
accurate results.
^ stands for sum of.
SOLID CONTENTS.
Prism, right or oblique, = area of base X perpendicular hight.
Cylinder, right or oblique, = area of section at right angles to
sides X length of side.
Sphere = diameter cubed X 0.5236.
also, = surface X */(> diameter.
Pyramid or cone, right or oblique, regular or irregular, = area
of base X /^ perpendicular hight.
PRISMOIDAL FORMULA.
A prismoid is a solid bounded by six plane surfaces, only
two of which are parallel.
To find the contents of a prismoid, add together the areas of the
two parallel surfaces and four times the area of a section
taken midway between and parallel to them, and multiply
the sum by */th of the perpendicular distance between the
parallel surfaces.
267
THE CARNEGIE STEEL. COMPANY, LIMITED.
WEIGHTS AND MEASURES.
AVOIRDUPOIS OR ORDINARY COMMERCIAL WEIGHT.
UNITED STATES AND BRITISH.
Ton.
Owts.
Pounds.
Ounces.
1.
0.050
20.
1.
0.0089
2240.
112.
1.
0.0625
35840.
1792.
16.
1.
1 pound = 27.7 cubic inches of distilled water at its maximum
density, (39 Fahrenheit.)
LONG MEASURE.
UNITED STATES AND BRITISH.
Miles.
i:
0.003125
0.000568
0.0001894
0.0000158
Rods.
Yards.
Feet.
Inches.
320.
1.
0.1818
0.0606
0.005051
1760.
5.5
1.
0.3333
0.02778
5280.
16.5
3.
1,
0.08333
63360.
198.
36.
12.
1.
The British measures are shorter than those of the U. S. by
about 1 part in 17230 or 3.677 inches in a mile.
A fathom = 6 feet. A Gunter's surveying chain =s 66 feet
or 4 rods, 80 chains making a mile.
SQUARE OR LAND MEASURE.
UNITED STATES AND BRITISH.
Sq. Miles.
Acres.
Sq. Rods.
Sq. Yards.
Sq. Feet.
Sq. Inches.
1.
640.
1.
102400.
160.
1.
0.0331
3097600.
4840.
30.25
1.
0.111
27878400.
43560.
272.25
9.0
1.
0.00694
6272640.
39204.
1296.
144.
1.
268
THE CARNEGIE STEEL COMPANY, LIMITED.
WEIGHTS AND MEASURES Continued.
CUBIC OR SOLID MEASURE.
UNITED STATES AND BRITISH.
1728 cubic inches = 1 cubic foot.
27 cubic feet = 1 cubic yard.
A cord of wood = 4' X 4' X 8' = 128 cubic feet.
A perch of masonry = 16.5' X 1.5' X 1' = 24.75 cubic feet,
but is generally assumed at 25 cubic feet.
DRY MEASURE.
UNITED STATES ONLY.
Struck Bush
Pecks.
Quarts.
Pints.
Gallons.
Cubic Inch.
1
4
1
32.
8.
1.
0.5
4.
64
16
2
1
8
8.
2.
0.25
0.125
1.
2150.
537.6
67.2
33.6
268.8
A gallon of liquid measure = 231 cubic inches.
A heaped bushel = IX struck bushels. The cone in a heaped
bushel must be not less than 6 inches high.
A barrel of U. S. hydraulic cement = 300 to 310 Ibs., usually,
and of genuine Portland cement = 425 Ibs.
To reduce U. S. dry measures to British imperial of the same
name, divide by 1.032.
NAUTICAL MEASURE.
A nautical or sea mile is the length of a minute of longitude
of the earth at the equator at the level of the sea. It is assumed
ess 6086.07 feet = 1.152664 statute or land miles by the United
Stites Coast Survey.
3 nautical miles = 1 league.
THE CARNEGIE STEEL COMPANY, LIMITED.
COMPARATIVE TABLE OF
UNITED STATES AND FRENCH MEASURES,
MEASURES.
One grain = gramme, -
One pound avoirdupois = kilogramme,
One ton of 2240 Ibs. = tonnes,
One ton of 2000 Ibs. = tonne, ...
One inch = millimetres, ...
One foot = metre,
One mile = kilometres, -
One square inch = square millimetres,
One square foot square metre,
One acre = are (100 square metres),
One square mile = square kilometres,
One cubic inch = cubic centimetres,
One cubic foot = cubic metre,
One cubic yard = cubic metre, -
One quart dry measure = litres,
One quart liquid or wine measure = litre,
One foot pound = kilogrammetre,
One pound per foot = kilogrammes per metre,
One thousand pounds per square inch = kilogramme
per square millimetre, -
One pound per square foot = kilogrammes per
square metre, -
One pound per cubic foot
cubic metre,
kilogrammes per
One degree Frhrenheit = degree centigrade,
No.
0.0648
0.4536
1.0160
0.9071
25.400
0.3048
1.6094
645.2
0.09291
40.47
2.590
16.39
O.02832
0.7646
1.101
0.9465
0.1383
1.488
0.703
4.882
16.02
0.5556
27O
THE CARNEGIE STEEL COMPANY, LIMITED.
COMPARATIVE TABLE OF
FRENCH AND UNITED STATES MEASURES.
MEASURES. No.
One gramme = grains, - - - 15.433
One kilogramme = pounds avoirdupois, - - 2.2047
One tonne = tons of 2240 Ibs. 0.9843
One tonne = tons of 2000 Ibs. - 1.1024
One millimetre = inch, - 0.0394
One metre = feet, - 3.2807
Ons kilometre = mile, - 0.6213
One square millimetre = square inch, - - 0.00155
One square metre = square feet, - - 10.763
One are (100 square metres) = acres, - - 0.02471
One square kilometre = square mile, - 0.3861
One cubic centimetre = cubic inch, - 0.06 1O
One cubic metre or stere = cubic feet, - 35.3105
One cubic metre = cubic yards, - 1.3078
One litre (one cubic decimetre) = cubic inches, 61.017
One litre = quarts, dry measure, - 0.908
One litre = quarts, liquid or wine measure, - 1.0566
One kilogrammetre =.- foot pounds, - - 7.2331
One kilogramme per metre = pounds per foot, 0.6720
One kilogramme per square millimetre = pounds
per square inch, - 1422
One kilogramme per square metre = pounds per
square foot, - - 0.2048
One kilogramme per cubic metre = pounds per
cubic foot, 0.0624
One degree centigrade = degrees Fahrenheit, - 1.8
271
THE CARNEGIE STEEL COMPANY, LIMITED.
272
THE CARNEGIE STEEL. COMPANY, LIMITED.
THE CARNEGIE STEEL COMPANY, LIMITED,
OWNS AND OPERATES THE FOLLOWING WORKS:
Edgar Thomson Furnaces, - - Bessemer,
Lucy Furnaces, - Pittsburgh,
Edgar Thomson Steel Works, - Bessemer,
Duquesne Steel Works, - Duquesne,
Homestead Steel Works, - - Munhall,
Keystone Bridge Works, ... Pittsburg,
Upper Union Mills, - Pittsburg,
Lower Union Mills, .... Pittsburg,
Beaver Falls Mills, - Beaver Falls,
Larimer Coke Works, - - - Larimer,
Youghiogheny Coke Works, - - Douglass,
Scotia Ore Mines, ----- Benore.
273
THE CARNEGIE STEEL COMPANY, LIMITED.
AT WHICH ARE PRODUCED!
Armor Plate,
Billets (\y 2 " up), Blooms, Slabs, Coke.
Ferro Manganese, Spiegel-eisen, Pig Iron.
Forgings, such as Axles, Arch Bars, Links, Pins and other
Car Forgings, Connecting Bods, Crank Shafts, Locomo-
tive Frames, Eye Bars.
Plates for Boilers, Bridges, Ships and Tanks.
Rails, (16 to 85 Ibs. per yd.).
Rolled Structural Shapes, such as Angles, Rounds, Flats,
Squares, Ovals, I-Beams, Channels, Bulb Angles, Deck
Beams, Tees, Zees, etc.
Structural Work, such as Bridges, Buildings, Elevated Rail-
roads, Girders, Columns, etc.
Wire, Wire Nails and Wire Rods.
ADDRESS:
General Offices ;
42-48, Fifth Avenue, Pittsburg,
or Sales Offices ;
1O, Marietta St., Atlanta;
125, Milk St., Boston;
45 1 , Main St. , Buffalo ;
2O5, La Salle St., Chicago ;
126, W. Fourth St., Cincinnati;
1O3, Superior St., Cleveland;
Peoples Bank Building, Denver ;
122, Griswold St., Detroit;
Guaranty Building, Minneapolis ;
44-46, Wall St., New York;
2O3, S. Fourth St., Philadelphia;
6O4, Pine St., St. Louis;
258, Market St., San Francisco.
THE CARNEGIE STEEL COMPANY, LIMITED.
275
THE CARNEGIE STEEL, COMPANY, LIMITED.
INDEX.
PAGE.
Angles, areas of 106
" deflection coefficients for 7
" lithographs, bulb 7
" cover (see special)
" equal legs 14-16
" " obtuse (see special)
" " safe (see special)
" " special 24
" " square root 22-23
" unequal legs . . . . 17-21
" properties of, examples of 93~94
" properties, explanation of tables 9l~93
" properties of bulb 107
" " " equal legs 105
" " " unequal legs 103-104
" radii of gyration of two back to back . . . .150-152
" rivet spacing for connection 5
" " " " channels and connection . . 48
" " " I-beams and connection . . 48
" safe loads for bulb 74
" " equal legs 78
" " unequal legs, long leg vertical . . 79
" " short " " . . 80
" weights and dimensions of bulb 35
" " " cover .... (see special)
" " equal legs .... 38-39
" " obtuse . . . (see special)
" " " safe .... (see special)
" " special 39
< " " square root ... 42
<; " " unequal legs . . . 40-41
Arches, fire -proof, various types of 51
" notes on 59-64
Areas and circumferences of circles 225-237
276
THE CAKNEGIE STEEL COMPANY, LIMITED.
PAGE.
Areas of flat-rolled bars 191-196
Bars, weights and areas of, square and round .... 203-208
" sizes of, rounds, squares, half rounds, ovals, round
edge flats and flats 32
" rule for finding the area given the weight,vice versa 183
" weights of flat rolled 197-202
Beams, bending moments and deflections of, under va-
rious systems of loading 96
" examples of application of tables on foundations 125
" " " " properties of 93-94
' " " " safe loads
and spacings 68-69
" explanation of tables 66-67
" " " on properties 91-94
" flexure of any cross section 95
" inertia, moments of 97~9^
" lithograph of deck 6
" " girders 57
" standard I . 1-5
" method of framing 57
" properties of deck 107
" " standard I 99
" rivet spacing 4$
" safe loads for deck 74
" " lengths as used in foundations 126
" " loads standard I 71-73
" " " wooden 186
" spacing of standard I, for uniform loads . . . 83-90
" special cases of loading 94
" standard I, as used in foundations 124-126
" weights and dimensions of deck 34
" " standard I ... 34
" wooden, notes on 185
Bolts, weights of round headed 209
" square heads 210
Brass, weights of sheet 219-220
Brickwork, weight of walls 65
277
THE CARNEGIE STEEL, COMPANY, LIMITED.
PAGE.
Bridge pin nuts, sizes and weights 217
" trusses, explanation of tables of Pratt and Whipple 161-162
" " table of stresses for Pratt and Whipple . 163-165
Buckled plates, explanation of 157
" safe loads 157-158
Carnegie shapes, general notes on 59-64
" " explanation of tables on properties of 91-94
" " method of increasing sectional areas . 58
" " moments of inertia for 97
Channels, deflection coefficients for 70
" explanation of tables of properties 9 I- 94
" lithograph of car truck 10
" " standard 8-9
" " unequal flanges 10
|; properties of standard -. . . loo
' rivet spacing 48
" safe loads for standard 75~76
" weights and dimensions of car truck . . . , 36
" " " standard ... 35
u " " unequal flange . 36
Checkered plate (see miscellaneous)
Clevis nuts, standard 166
Columns and struts 131
" areas and dimensions of cast iron 154
of Z-bar 135, 137, 139, 141, 143, 145, H7
" connections for Z-bar . 55~56
" dimensions of Z-bar 136, 138, 140, 142, 144, 146, 148
" example of application of tables, Z-bar ... 134
' explanation of tables on Z-bar 131-134
" lithograph of built sections 53
4< " connections for Z-bar .... 55-56
" in fire-proof buildings 127-130
" rivet spacing for Z-bar (see dimensions)
" safe loads, cast iron 154
Z-bar . . 135, 137, 139, 141, 143, 145, 147
" ultimate strength of cast iron 153
(< " " wrought iron 149-150
278
THE CARNEGIE STEEL COMPANY, LIMITED.
PAGE.
Columns, ultimate strength of wooden 184-185
" weights of cast iron 154
" " Z-bar 135, 137,- 139, 141, 143, 145, 147
Connection angles, standard, for I-beams and Channels 49-50
" " Z-bars 55-56
Constructional details 57
Copper, weights of sheet 219-220
Corrugated flooring, dimensions of 155.156
" " notes on 155
" " safe loads and weights 155-156
" sheets, dimensions of 1 60
" " notes on ... 159
" plates, dimensions of (see miscellaneous)
" " lithographs 31
" " properties of Ill
" " weights of ...... (see miscellaneous)
Cover angles (see special angles)
Decimal parts of a foot for each -^ of an inch .... 261-264
" " an inch for each -^ 260
Deck beams (see beams)
Deflection and bending moments of beams under vari-
ous systems of loading 96
'< coefficients for Carnegie shapes 70
" limit to be allowed for plastering 66.67
Details, Constructional 57
Eye bar heads, standard 167
Expansion, linear, of substance by heat 190
Fire-proof partitions, construction lithographs of . . . .51,52,54
" " notes on 59-64
Flat rolled bars, areas of 191-196
" *' plates, table of extreme length of .... 33
* < bars, weights of 197-202
Flexure of beams of any cross sections, general formulae on 95
Floors, fire-proof, lithographs of 5 J -5 2
" general notes on 59 64
" loads per square foot 63
Galvanized sheets, notes on 159
279
THE CARNEGIE STEEL COMPANY, LIMITED.
PAGE.
Gauge, American 220
" Birmingham 219
Girders, dimensions and weights of beam box .... 113-117
" dimensions and weights of riveted box and plate 120-123
" examples of beam box 112
" " riveted box and plate . . . 119
" explanation of tables of beam box 1 12
" explanation of tables of riveted box and plate . 118119
" in building, notes on 65
" lithographs of beam and riveted 57
" safe loads for beam box 113-117
" " " " riveted box and plate . . . 120-123
Half tees (see special angles)
Hand rails (see special tees)
Heads, standard eye bar 167
Inertia, moments of, for Carnegie sections 97
" " for usual sections 98
Logarithms of numbers 238-240
Measures and weights, United States and French, com-
parative table of 270
" " French and United States, com-
parative table of 271
Mensuration 265-267
Methods of increasing sectional areas of structural shapes 58
Miscellaneous notes on steel and iron 183
" shapes, dimensions of trough, corrugated
and checkered 46
" ' lithographs of trough, etc. ... 31
" " properties of trough and corru-
gated plates in
" lt weights of 46
Modulus of elasticity for eye bars 187
" " for steel and iron 95
Moments, bending, to be allowed on pins 173
<: " and deflection of beams under vari-
ous systems of loading .... 96
" of inertia for Carnegie sections 97
28O
THE CARNEGIE STEEL COMPANY, LIMITED.
PAGE.
Moments of inertia and resistance for usual sections . 98
(see also tables on properties of beams, channels, angles, etc.)
Nails, wrought, sizes and weights of 218
Notes, miscellaneous, on steel and iron 183
Nuts and bolt heads, weights of 210
" sizes and weights of hot pressed hexagon . ... 212
'* " square 211
" " " pin 217
sleeve 216
" standard clevis 166
Obtuse angles (see special)
Pillars, wooden, notes on 184
" table of ultimate strength 184-185
Pins, bearing value of, for one inch thickness of plate . 174
" bending moments 173
Pin-nuts, sizes and weights of . 217
Pipe, size and weight of 221
" wrought iron, welded for gas, steam or water . . 221
Plastering, limit of deflection to allow for 66-67
Plate, checkered (see miscellaneous)
" corrugated (see miscellaneous)
" trough (see miscellaneous)
" rectangular, extreme lengths of 33
Plates (see flat rolled bars)
Pratt truss, explanation of table on stresses for . . . .161-162
" " tables of stresses in 163-165
Properties (see beams, channels, etc.)
Radii of gyration for two angles placed back to back . 150-152
" " usual sections 98
(see also tables on properties of beams, channels, angles, etc.)
Rail, dimensions of 46
" lithograph of 26
" weight of 46
Reciprocals, squares and cubes 250-259
Rivets and pins, explanation of tables on 171-172
" and round headed bolts, weights of 209
" table of bearing and shearing values of .... 175-176
281
THE CARNEGIE STEEL COMPANY, LIMITED.
PAGE.
Riveting, conventional signs for 168
Rivet and bolt spacing through flanges of beams,
channels and angles 48
" spacing for standard Z-bars 136,138,140,142,144,146,148
Roofs, loads per square foot 59~^4
" loads on and notes for same 169
" notes on strains in members of 170
Round bars, and square, weights, areas
and circumferences ......... 203-208
Safe angles (see special)
" loads (see beams, channels, angles, etc.)
Screws, wood, table of standard size of 217
Screw ends upset, for square and round bars .... 213-214
" threads, Franklin Institute standard 215
" " Whitworth standard 216
Separators, cast, for I-beams, lithographs 57
" " " weights and dimensions 47
Shearing and bearing values of rivets 175-176
Sheets, iron, steel, copper and brass, weights of ... 219-220
Sines, tangents and secants, table of natural 241-249
Sleeve nuts, standard weights and dimensions of ... 21 6
Spacing of beams 83-90
Specifications for constructional cast iron 180
" " iron 177-178
" " steel 179-180
" workmanship 180 182
Special angles (see angles)
" loading of beams 94
' tees (see tees)
" Z-bars (see Z-bars)
Spikes, wrought, table of weights and sizes of .... 218
Square root angles (see angles)
Square and round bars, weights, areas and circumference 203-208
Squares, cubes and reciprocals of numbers 250-259
Steel and iron, general notes on 183
Steel, sheets, table of weights and sizes 219-220
Stresses on Pratt and Whipple trusses 163-165
282
THE CARNEGIE STEEL COMPANY, LIMITED.
PAGE.
Strength of materials 187-189
" ultimate, of columns, cast iron 153
" " " wrought iron 149-150
" " wooden pillars 184-185
Struts (see columns)
Substances, linear expansion of, by heat 190
" weight per cubic foot of 222-224
Tacks, standard sizes of 218
Tangents, sines and secants, natural ... ... 241-249
Tees, lithographs, equal legs 25-26
" " half (see special angles)
" " special 26
" " unequal legs 2 7~3 O
" properties of 108-110
" safe loads 81-82
" weights and dimensions of, equal legs 43
" " " half . . . (see special angles)
" " " special 46
" " " unequal legs .... 44-45
Threads, screw, Franklin Institute standard 215
tl Whitworth standard 216
Tie rods for brick arches in buildings 60
Timber beams, notes and tests on 185
" " safe loads 186
" pillars, notes and tests on 184
" " ultimate strength of 184-185
Trough plates, lithograph (see miscellaneous)
" " properties of in
Tubes, wrought iron, welded, for gas, steam and water 221
Upset screw ends 213-214
Weights and measures, United States and British . . . 268-269
' " comparative table of United
States and French . . . 270
" *' comparative table of French and
United States 271
Whipple truss, explanation of tables on stresses in . . 161-162
" " table on maximum stresses in .... 163-165
283
THE CARNEGIE STEEL COMPANY, LIMITED.
PAGE.
Whitworth standard screw threads 216
Wooden beams, notes on, and table of safe uniform loads 186
Wood screws . . 217
Z-bars, dimensions of special 36
" standard 37
' lithographs of special 13
" " standard 11-12
" properties of 101-102
" safe loads 77
'* weights and dimensions of special 36
" " standard 37
Z-bar columns, areas of .... 135, 137, 139, 141, 143, 145, J 47
" '' dimensions of 136, 138 140, 142, 144, 146, 148
" " examples of application of tables ... 134
" lt explanation of tables 131-134
" " lithographs, standard connection angles . 55-56
11 " " bases 54
4i " <l fire-proofing for 54
" safe loads . . 135, 137, 139, 141, 143, 145, 147
" " weights of . . 135, 137, 139, 141, 143, I4S 147
284
THE CARNEGIE STEEL COMPANY, LIMITED.
285
THE CARNEGIE STEEL COMPANY, LIMITED.
THE CARNEGIE STEEL COMPANY, LIMITED.
287
THE CARNEGIE STEEL COMPANY, LIMITED.
288
THE CARNEGIE STEEL, COMPANY, LIMITED.
289
THE CARNEGIE STEEL, COMPANY, LIMITED.
29O
THE CARNEGIE STEEL COMPANY, LIMITED.
THE CARNEGIE STEEL COMPANY, LIMITED.
292
THE CARNEGIE STEEL COMPANY, LIMITED.
THE CARNEGIE STEEL COMPANY, LIMITED.
294
THE CARNEGIE STEEL COMPANY, LIMITED.
THE CARNEGIE STEEL COMPANY, LIMITED.
296
THE CARNEGIE STEEL COMPANY, LIMITED.
297
THE CARNEGIE STEEL COMPANY, LIMITED.
298
THE CARNEGIE STEEL, COMPANY, LIMITED.-
299
THE CARNEGIE STEEL COMPANY, LIMITED.
3OO
THE CARNEGIE STEEL COMPANY, LIMITED.
3O1
THE CARNEGIE STEEL COMPANY, LIMITED.
3O2
THE CARNEGIE STEEL, COMPANY, LIMITED.
3O3
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