Passaic
Rolling MillCo.

PATERSON, N. J.

STRUCTURAL
STEELE. IRON

1897

2_e

CLi

4. W. HAMILTOIJ,

Digitized by the Internet Archive

in 2010 with funding from

Lyrasis IVIembers and Sloan Foundation

http://www.archive.org/details/manualofusefulinOOpass

«8 -8?

A MANUAL

OF

USEFUL INFORMATION AND TABLES
APPERTAININa TO THE USE OF

STRUCTURAL STEEL,

AS MANUFACTURED BY

THE PASSAIC
ROLLING MILL CO.,

PATERSON, NEW JERSEY.
(NEW YORK OFFICE, 45 BROADWAY.)

FOR ENGINEERS, ARCHITECTS
AND BUILDERS.

BY

GEO. H. BLAKELEY, C. B.

M. AM. SOC. C. E.
1897.

$8 -8J

53-

Entered according to Act of Congress, in the year 1897, by

THE PASSAIC ROLLING MILL CO.,
in the Office of the Librarian of Congress, at Washington.

THE DE VINNE PEESS, NEW-YORK.

S5- S8

J. W. HAMTTTny^

88 * **"" "»• 8S

WATTS COOKE, Pres. A. C. FAIECHILD, Sec'y-

W. O. FAYEKWEATHEK,"Vice-Pres. and Treas. J. K. COOKE, Sup't.

G. H. BLAKELEY, Chf. Eng.

THE

PASSAIC

ROLLING MILL CO.,

PATERSON, NEW JERSEY,

MANUFACTURERS OF

OPEN HEARTH

STRUCTURAL STEEL AND

HIGH GRADE IRON.

BEAMS, CHANNELS, ANGLES,
TEES, Z BARS, PLATES

AND

MERCHANT BARS.
*

DESIGNERS, MANUFACTURERS AND CONTRACTORS FOR
ALL KINDS OF STEEL AND IRON WORK FOR

BRIDGES AND BUILDINGS,

ROOFS, POWER STA-
TIONS, TRAIN SHEDg, RAILWAY
AND HIGHWAY BRIDGES AND VIADirCTS,
STANDARD RAILWAY TURNTABLES, EYE BARS,
BUCKLE PLATES, SLEEAE NUTS, RIVETS,
AND STRUCTURAL STEEL WORK
OP ALL DESCRIPTIONS.

PliANS A.'S'D SPECIFICATIONS FURNISHED
ON APPLICATION.

NEW YORK OFFICE, 45 BROADWAY.

_ _^ . 88

^

THE PASSAIC ROLLING MILL COMPANY,

PEEFACE.

This manual is a new work throughout. It is intended to
supply such special information and tables as, it was thought,
would prove of value and service to those who are engaged in
the design of structural steel work in general, and the patrons
of the publishers, The Passaic Rolling Mill Co., in par-
ticular.

The tables, with a few exceptions, were computed expressly
for this work, and many of them are original in both matter
and form.

The author hopes that they will be found to possess the
qualities of accuracy and reliability.

Such of the tables as were not calculated for this work were
obtained from works of presumably independent origin, which
were compared for the detection of errors.

The tables of the weights and ultimate strengths of materi-
als have been compiled by comparison of all the available data
on the subject.

No attempt has been made to encumber the work with
abridgments of mathematical tables, as such tables, to be of
value, must be very extended and complete. Only such mat-
ter is given as the author has found to be of service in his
own practice.

25 ^

^ 8$

THE PASSAIC ROLLING MILL COMPANY. 3

TABLE OF CONTENTS.

Page.

Shapes Manufactured by Passaic Rolling

Mill Co 6-33

Constructional Details 34-44

Properties of Passaic Structural Shapes.. 45-59
Transverse Strength of Passaic Structural

Shapes 60-75

Beam Girders 76-80

Strength and Deflection of Beams 81-92

Moments of Inertia of Usual Sections.... 93-94

Fireproof Construction 95-99

Building Laws lOO

I Beams Used as Joists and Girders 101 - 109

Riveted Girders 110-119

Suddenly Applied Loads 120

Lintels 121-123

Columns, Properties and Safe Loads 124-172

Bearings and Foundations 173-179

Wind Bracing 180 - 181

Wooden Beams 182 - 186

Wooden Columns 187-188

Roofs 189-196

Bridge Trusses 197 _ 209

Passaic Standard Railroad Turntables 210-211

Specifications for Structural Steel 212-214

Corrugated Iron 215 _ 216

Rivets and Pins , 217 - 222

Bolts anet Nuts . " 223 - 225

Buckle Plates 226 - 227

Sleeve Nuts 228

Loop Rods 229

Eye Bars and Pins 230 - 231

Clevises _ 232

Linear Expansion By Heat . 233

Areas and Weights of Bars, Flats and Plates 234-243

Miscellaneous Tables 244 - 256

Ultimate Strengths of Materials 257-260

Weights of Various Substances 261-266

Mensuration; Areas and Circumferences of

Circles 267-271

Weights and Measures 272-279

^- go

58 ^

4 THE PASSAIC ROLLING MILL COMPANY.

EXPLANATOEY NOTES.

All weights given are for steel, and are per lineal foot of the
section.

The manner in which the weights of various sections are
increased is illustrated on page 30.

For channels and I beams, the enlargement of the section
adds an equal amount to the thickness of the web and the width
of the flanges. Lithograph sections are given for the princi-
pal weights of beams and channels. The dimensions of other
weights of beams and channels can be obtained from the tables
of minimum and maximum weights and dimensions of I beams
and channels.

The effect of spreading the rolls, to increase the thickness of
angles, slightly increases the length of the legs. Where the
thickness is rolled in finishing grooves, the exact length of
the legs is maintained. The finishing grooves for angles are
given in the table on page 33. Intermediate and thicker sec-
tions have slightly increased length of legs.

Z bars are increased in thickness in the same manner as
angles. The dimensions of the various thicknesses of Z bars
are given in the tables of the weights and properties of Z
bars.

T shapes do not admit of any variation, and can only be
rolled to the weights given.

Beams, Channels, and Z bars are rolled only of steel. Uni-
versal Mill Plates and Angles are rolled of steel, but can be
rolled of iron by special arrangement. T shapes can be rolled
of steel or iron. Merchant Bars can be rolled either of steel
or iron.

In ordering sections, the weight or thickness wanted must
be designated, but not both.

Unless stated to the contrary, all tables are for steel sec-
tions, as steel is now almost exclusively used for all structural
purposes.

Unless otherwise arranged, all structural material will be
cut to lengths with an extreme variation not exceeding ^ of
an inch.

fe — 8J

88 88

SHAPES

MANUFACTURED BY

THE PASSAIC ROLLING MILL CO.,

PATERSON, NEW JERSEY.

fe_ . • ^88

^

•25

6 THE PASSAIC ROLLING MILL COMPANY.

90LBS. PR. FT. STEEL BEAMS

0.75

0.78 »i6 >

6.7S-

25'
32

'BO LBS. PR. Ft.

0.69

6.38- >

d

-8^

"88

THE PASSAIC ROLLING MILL COMPANY. 7

75 LBS. PR. FT. STEEL BEAMS

o

0.63'

0.66

* 6.16-

u2l ^

65 LBS. PR. FT.

0.50'

6.00-- >

O
CVJ

.»

^

THE PASSAIC ROLLING MILL COMPANY.

STEEL BEAMS

75 LBS. PR. FT,

in

0.62'

081

-6.29-

66f LBS. PR. FT.

88-

^

■88

THE PASSAIC ROLLING MILL COMPANY. 9

STEEL BEAMS

60 LBS. PR. FT.

88-

-88

58-

10 THE PASSAIC ROLLING MILL COMPANY.

■88

0.56

O

..-,10

V :cJ

1.03"

STEEL BEAMS

55 LBS. PR. FT.

CAN BE INCREASED TO 65 LBS.

;'H<o

12'

40 LBS. PR. FT.

(0

o
id

31.5 LBS. PR. FT.

-12"

in

88-

-85

58"

■8?

THE PASSAIC ROLLING MILL COMPANY. 11

0.47

o.sr'

STEEL BEAMS
40 Lbs. PR. FT.

^

■88

f

—88

12 THE PASSAIC ROLLING MILL COMPANY.

1o.42^

STEEL BEAMS

27 LBS. PR. FT.

R

m|i2

0.75'^

i .

1 ^

io

d

- -. .Q^

— I — 4

y

i

no.ze"

\

23^ LBS. PR. FT.

/

\

=IS

J

%

0.66"

T

2^

fl

6

5

1-

of....

1--*

y ■ --

10.28

n

K

\

21 LBS. PR. FT.

/

I

Ik

j

>

"•

OR^'

w

f^'

15
d

T

t

, /

q//

7

y -

0.62"

6--->|

-J *^0 1 n*A Pr? Ft

vj.....x

\ IRON /

\ CAN BE INCREASED TO 40 LBS. /

1

3

i

f-Vv~»-» *-Tn

/ O 0*^0 \ 1

'^- f 6 Y -'

«^ \ 1......

I

gg

—4

^

■88

THE PASSAIC ROLLING MILL COMPANY. 13

STEEL BEAMS

22 LBS. PR. FT.

0.3:

27 LBS. PR. FT.

0.37

00 0.48

0.29

15"
32

18 LBS. PR. FT.

19"

64 00

0.25

4.38

(0

in

,I--id

-4.56-

0.37

-4.13

00

20 Lbs. PR. Ft.

15 Lbs. PR. ft.

3.88-

•Si

58"

14 THE PASSAIC ROLLING MILL COMPANY.

STEEL BEAMS

15 LBS. PR. FT. (2 LBS. PR. FT.

to.

0.25

0.31

CO

.0.54-

-3.52

0.22

7"
31

S>AA,'

5.38-

(0

^

13 LBS. PR. FT. 9.75 LBS. PR. FT.

Q26

a25

in

.05^'

^ 3.13"---

(VI

0.21 >■

0.25

13
64

In

:0.4-3^

« 3.00

10 LBS. PR. FT. 7.5LBS.PR.FT. 6 LBS. PR. FT.

L

2.69^-

2.50^ - - - ^

-2.19 --->

-ss

^

■S3

THE PASSAIC ROLLING MILL COMPANY. 15

STEEL CHANNELS

40 TO 50 LBS. PR. FT. 33 TO 38 LBS. PR. FT.

98-

.&

82-

■85

16 THE PASSAIC ROLLING MILL COMPANY.

STEEL CHANNELS
27 TO 35 Lbs. Pr. Ft. 20 to 25 Lbs. Pr. Ft.

(VJ

050"

03B=

6

CVi

6A

0 58=f^

0.50"

0.28'^

32

o-"^*

0.31 ^-1

1

1

20 TO 39 LBS.

PR.

FT.

1
i

b

^1' t II

.6 d

< ?i —

i j

hi

2 *

1

* — —

ID--

■"""o.'ssV

— ■»••

^

15 TO 18

LBS. PR.

FT.

r

i

u

in
6

6

/ *
y d

o

U)

i

....i

lo-

gs—

■88

^

-88

THE PASSAIC ROLLING MILL COMPANY. 17

STEEL CHANNELS

16 TO 21 LBS. PR. FT. 13 TO 15 LBS. PR. FT.

<J>

0.4-4*

0.28S^

32

0.45'

// 29"
64

0>

657"

"Jl.
64

0,25'^^

64

0 30=^

13 TO 17 LBS. PR. FT. 10 TO 12 LBS. PR. FT.

00

0.50'

0.25'^^

52

0.40=^

00

0,37"

1J3
64

0.20= S

a27=-ij'

&

18 THE PASSAIC ROLLING MILL COMPANY.

■85

STEEL CHANNELS

13 TO 17 LBS. PR. FT. 9 TO 12 LBS. PR. Ft.

0.38

0.28 = ^

0.45=11

0.20 =i|

ff p I
0.33=|i

ff

17 TO 20 LBS. PR. ft. 12 to (5 LBS. PR. FT.

(D

0.38

10.28=^

^0.43 = X

256-

.K)

" -2.19
« 2.34-

O 2o'rV 8 TO 10 LBS. PR. FT.

pi

*rO|*

o>it n

K *

1

—1(0

— (0 /

^ , ^

t \

00

>;"

Jl /

<* ^

(o\

K)

"O

o

0) o

*l

O

OJ

*^.

- (vi

o

6 J

\ 1

-^

//

6

S8-

•&

^

■«

THE PASSAIC ROLLING MILL COMPANY. 19

STEEL CHANNELS

9 TO 12 LBS. PR. FT. 6 TO 8 LBS. PR. FT.

10

"0.28

0.18 = , I

00

8 TO 10 LBS. PR. FT.

5 TO 7 LBS. PR. FT.

•0.31

0.50 T ;q

'"0.27
■ 0.1 7 = -^

mo.32 = ^

:0.3l

"?d

:* - l.86-->;
•^ -- 2.0 I- »

l'^ 1.59-
......74.'?

SPECIAL TEES

STEEL OR IRON

; A — I %; n

12.5 LBS. PR. FT.

J.

M<g J roloo

-lOJ

16

9.8 LBS. PR. FT.

■3J

n— •*

8

8S-

.8^

^

■2?

20 THE PASSAIC ROLLING MILL COMPANY.

EQUAL TEES STEEL OR IRON.

Ljw r~~~*o)|5~

16

13.6 Lbs. PR. Ft.

roi«r

10.4 Lbs. Pr. Ft.

-3i"

'-¥

Te

1.7 Lbs. PR. Ft.

^W

10.4 Lbs. PR. Ft,

7«f

-In

Ucv,'

16

10.0 Lbs. PR. Ft.

■ I":
*2»

VfeL Hcvi

K)

9.1 Lbs. PR. Ft

S8-

■8^

58-

■88

THE PASSAIC ROLLING MILL COMPANY. 21

EQUAL TEES

STEEL OR IRON

2^-

wtS"

5.5 LBS.
PR. FT.

KJIOO

OJ

4.3 LBS.
PR. FT

16

(VJ

3.7 LBS.
PR. FT

fen

OJ

3.'
4

3.1 LBS.

PR. FT. yj^
4

wise i ^-[^

2.25 LBS.

4- w|+

PR. FT. ii^
16

//

v'2

-lOJ

2.55 LBS.

PR. FT 4J'

4

1.85 LBS

PR. FT

^-N

;3^
16

5^ ^'4 ■

1.55 LBS.

r \h-

PR. FT. : ;3.^

' 16

88-

-loo to\(0

0.9 LBS

PR. FT.

r=m

8

8^

^

22 THE PASSAIC ROLLING MILL COMPANY.

-88

UNEQUAL TEES

STEEL OR IRON

^>

T H<o"

16

~Tin|o

20.6 LBS. !

PR. FT. ^..,

<-

6-'-

17.0 LBS.
PR. FT

\ le *^

J

< 5^ ^

_0)Tso

rTy-

I^

l(Vi

13.5 LBS.
PR. FT.

7.9 Lbs. 1'6

PR. FT

<

C

10.4- LBS.
PR. FT.

16

- — ■>

(VJ

>ol(»

3 -*

(VI

6.4 LBS.

PR. FT.

16

-1~

3rr
^ "";

'ST©

16

l^?'.]

11.9 LBS.
PR. FT.

5.7 LBS

PR. FT. ■i^

8

<-.2f--

LJ ji;

; ■//>

3.1 LBS

PR. FT

?3^

,i6

^-^

88-

-S

8?

■88

THE PASSAIC ROLLING MILL COMPANY. 23

EQUAL ANGLES STEEL OR IRON

6"x 6"x|" TO Y 14.8 TO 34.0 Lbs, Pr. Ft.

— )

5"x 5"x I" TO f 12.3 TO 24.2 LBS. PR. FT.

1

4"x 4"x :^"to If" 8.16 TO 20.8 LBS. PR. FT.

J

3^"x 3^"x :^"to I" 7.11 TO 13.5 Lbs. Pr. Ft.

2r'<2r'<i6"T0r2.75T07.17LBS.PR,FT,

3"x 3"x t'to I" 4.9 TO 12.1 LBS, PR. FT.

2"x 2"x il" TO ^" 2.41 TO 6.32 LBS. PR. FT,

J

2^"x 2|"x ^"to Y
4.05 TO 7.85 Lbs. PR. Ft.

\J

Ifxif xfl TOi^ 2,11T0 4.72Lbs.Pr.Ft.

SQUARE
ROOT ANGLES

2^"x 2^"x I" 5.8 Lbs. Pr. Ft. \)

li'xli'x j|"To|" 1.80 TO 3.33 Lbs. PR. Ft.

l^x ir4"T0 C 1-02 TO 2.55 Lbs. Pr, Ft,

2"x 2"x ^' 3.2 Lbs, Pr, Ft.

1"x1"xr'^oy'0.78TOl.57LBS.PR.FT.

1

TO^

1"x l"x i" 0.8 Lbs. Pr. Ft.

0,68 to 0,99 Lbs, PR. Ft,

I 8 8 3

^ '^ '^° to 0,99 Lb

[J fx^'xT^r

0.58 TO 0,85 Lbs. PR. Ft

r ^

4 '^ 8

r

V\ V\ r 0.71 Lbs. PR. Ft.

4 'x |"x 1" 0.61 Lbs, Pr, Ft.

98-

.8i

^

■88

24 THE PASSAIC ROLLING MILL COMPANY.

UNEQUAL ANGLES steel or iron

T.
1

6"x 4"x I" TO I" 12.3 TO 28.4 LBS. PR. FT.

5"x 3| "x |"to I" 10.4 TO 20,3 LBS, PR. FT.

5"x 3 "x ,^"to I" 8.16 TO 19.3 LBS. PR. FT.

4^"x 3''xj|-"T0|"7.65T0 17.8Lbs. Pr. Ft.

4"x 3^"x^"T0 I" 7.65 T0 17.8 LBS. PR. FT

4"x 3"x ^6"to I" 7.11 TO 13.5 LBS. PR. FT.

3^"x 3 "x ^I'to I " 6.56 TO 12.5 LBS. PR. Fl

3-^"x 2^"x 1"to fe" 4.9 TO 10.6 LBS. PR. FT.
J

3"x 2i"x i"TO fe" 4.45 TO 9.69 LBS. PR. FT.

SQUARE ROOT
ANGLES

14"x{1"x^"0.7Lbs.Pr.FL

3 "x 2"x r^O h' 4-05 TO 7.65 LBS. PR. FT.
2^"y 1 -"x --"to - "

^4 X I2 X ,g lU ,g

2.28 to 3,64 Lbs, Pr. Ft.

2"x If' x il'TO -fe"
2,28 TO 3.64 Lbs, PR, FT,

J

|"x i"x i" 0.53 Lbs. PR. Ft.

1.02 TO 2.45 Lbs. Pp. Ft.

f=

r

88-

— 88

52"

■88

THE PASSAIC ROLLING MILL COMPANY. 25

STEEL Z BARS

3i'

6" 2
15.6 TO 21

LBS. PR. FT.

(0

C

16

5_

*H>|flO

3^

6" 2 :

29.3

TO

34.6

LBS. PR. FT.

(0

3i

(O

J V

6 ' 2
22.7 TO 28

LBS. PR. FT.

"©»

*in|<o

211
16

«n

5 " 2
11.6

TO

(6.4

LBS. PR. FT.

-3i

. M~

i:

- 2|--

5' 2

17.8 *

TO "

T

^1^

22.6

LBS. PR. FT.

3ir-

-JL.

lO

:^ .

5" 2
23.7

TO

28.3

LBS. PR. FT.

3i~~]

3i:

fe.

■8^

^

26 THE PASSAIC ROLLING MILL COMPANY,

■88

-1+

i.. p^'

4'' 2
8.2 ^

TO

12.4

LBS. PR. FT.

STEEL Z BARS

L^

-K

3Tk

4" Z
13.8

TO

17.9

s;' LBS. PR. FT.

rs:g

J

3ik

S---

-276"

4" Z J
18.9 ^^

TO

22.9 i

LBS. PR. FT.

io|oo

3-1^'-

-H

2-2-

^16;

10

i

3" Z
6.7

TO

i" 8.4

4"LBS. PR. FT.

■2^--

"(0|oo

r — T — T"

^ ^ I

^ 2-^L

'^ ^16 1

3" Z *^
*^ ^ lO

9.7 j

TO -i..

11.4

LBS. PR. FT..

3
8

'lO|0O

-oil

C 16

-In

•6;

Vo

^^^

3'^ Z
12.5

TO

14.2

'-5 LBS. PR. FT.

J

.•« -2^-'

S8-

-$8

?8-

"55

THE PASSAIC ROLLING MILL COMPANY. 27

MISCELLANEOUS SHAPES

BEAD IRON.

RON ONLY

4x I/a

4'/2X 5/i6

5xV8

HAND RAIL.

2i^xl'Vx'/^"

5.7Lbs.Pr.Ft,

5.2Lbs.Pr.Ft,

7.0LBS.Pr.Ft.

GROOVES.

IKsxWx!/^''

WTt^W^y^VA.

ROUND EDGE FLATS.

2KexHTo4xl

)

HEXAGON.

HALF ROUND.

Vx^IoWa

V8To3!/e"

PICTURE FRAME.

l!^x!/8"

^

^'

-88

28 THE PASSAIC ROLLING MILL COMPANY.

SIZES OF PASSAIC BARS,

STEEL OR IRON,

IN INCHES.

ROUNDS. I

8) TSy 2; rS: s? 16> 4> 16; »> lb? -•> -'"16'j ■•■8?

ItV? I4J llrtr? li<j Iyj 1'8) l^j l¥> 2, Sg-,

■^T) -^8? '<^'5'> ■^'8? •^ij -^^S") "^^ ^8"? "^Tj

3f , 3i, 3f , 3f , 3f , 4,
4i, 4i, 4f, 5.

SQUARES.

8) TB^J 2) rF> 8> 16> 4> 87 T6) -••> -'•S? -'■47 ^Sj ^2}

If, If, li, 2, 2i, 2i, 2f , 3, 3i, 3i, 4.
HALF-ROUNDS.

3.JL1_9 5 11 3 13 7 15 1 II
8) TF> 2? rB"? 8? TB"? 4; Te? 8> TB? -"^j ■'■8>

l^j l8» 1y> If J If J 2, 22, 3, 3^.
HEXAGONS.

X. 1 5. 11. 3. 7. 15 1 1_1 11 11

T6> 27 8? rSj 4? 8> 16? J-J J-lB? ■'■87 ■l4«

B ROUND EDGE FLATS. fl

2iXf, 2ix|, 2f Xf, 2f Xt, 3xf, 4X^, 4xL

■ FLATS. ■

Width.

08-

f

1

8
1

H

Thickness.

Min. Max

1

5

8

8

1

3.

8

4

1

1

Width.

13-
■I4

2

2i

2i

2f

3

3i

3i

Thickness.

Min.

1
4

1
4
1

4
1

4
1
4
1

4

Max.

15

■Is

^8

2

2i
2i
2f

If
3

Width.

3f
4

4i
4i
5
6

7

Thickness.

Min. Max

3^
3f
3f
3f
2i
2

1^
If

^

THE PASSAIC ROLLING MILL COMPANY,

29

PASSAIC UNIVERSAL MILL PLATES.

STEEL.

Universal mill plates can be rolled to any width between
6" and 24", varying in width by \" , and to any specified
thickness from \" upward, varying by -1^", and to a maximum
limit of length of 70 ft., provided the total weight of the
plate does not exceed 3,000 lbs.

EXTREME LENGTHS OF UNIVERSAL PLATES,
IN FEET.

^

Width

of
Plate,
inches.

THICKNESS,

IN INCHES.

1
4

5
16

3

8

1
2

5.

8

3

4

7
8

6

40

45

60

70

70

70

70

7

II

//

II

II

II

8

II

//

II

II

II

9

II

//

II

II

II

10

II

//

II

II

II

11

II

//

II

II

II

12

II

//

II

II

II

13

II

//

II

II

II

14

II

//

II

II

II

15

II

II

II

II

67

16

II

/'

II

II

63

17

II

II

II

69

59

18

II

II

II

64

56

19

ii

II

II

62

53

20

II

II

II

59

50

21

11

II

II

67

56

48

22

II

II

II

64

52

45

23

II

II

II

60

50

44

24

II

II

II

58

48

42

70

68
63
59
55
52
48
46
44
42
40
38
36

-88

■8S

30 THE PASSAIC ROLLING MILL COMPANY,

METHOD OF INCREASING SECTIONAL

AREAS

Fig, 2.

^

f]

i

1

II

J

;^^v;^m;;mmm^mW'm«/m;;^Mv

Fig. 3.

?/y///'////,v/////y//y////y////vy///////y/////////////7///'

v/y/V//.v//.7///y/////y///V///////;.v////////wy//////,'///v
Fig. 4.

S8-

.8^

•J ^ gg

THE PASSAIC ROLLING MILL COMPANY. 31

MINIMUM AND MAXIMUM

WEIGHTS AND DIMENSIONS OF PASSAIC

•

STEEL I BEAMS.

G

n .
V en

V

Weight per
foot, in lbs.

Width

of Flanges,

in inches.

Thickness of
Web, in inches.

O M c M

Inter-
mediate
Weights,

lbs.
per foot.

Min.

Max.

Min.

Max.

Min.

Max.

20
20
20

90
80
65

85
75

6.75
6.38
6.00

6.46
6.16

0.78

0.69
0.50

0.77

0.66

.015
.015

.020
.020
.020

66f &70

15
15
15

60
50
42

75

55
45

6.00
5.75
5.50

6.29
5.85

5.58

0.52
0.45
0.40

0.81
0.55
0.48

66I&70

12
12
12

55
40

65
50

35

6.00
5.50
5.13

6.25
5.75
5.21

0.63
0.39
0.35

0.88
0.64
0.43

.025
.025
.025

60
45

10
10

33
25

40
30

5.00
4.75

5.21

4.89

0.37
0.31

0.58
0.45

.029
.029

35
27

9
9

27
21

33
25

4.75
4.50

4.95
4.63

0.31

0.27

0.51
0.40

.033
.033

30
23i

8
8

22
18

27
20

4.38
4.13

4.56
4.20

0.29
0.25

0.48
0.32

.037
.037

25

7

7

20
15

22

m

4.09

3.88

4.17
3.98

0.28
0.23

0.36
0.34

.042
.042

6
6

15
12

20
14

3.52
3.38

3.77
3.48

0.25
0.22

0.50
0.32

.049
.049

13

5

5

13
91

15
12

3.13

3.00

3.25
3.12

0.26
0.21

0.38
0.33

.059
.059

4
4

8
6

10

7i

2.54
2.19

2.69
2.50

0.24
0.18

0.39
0.20

.074

.074

9

W

EIGHT

S IN
IN ST(

HEAVY-

DCK. (

(

FACED

Dther

3NLY O

TYPE J
WEIGH
N ORD]

VRE CO]
TS ARE
£R.

VSTANTLY
ROLLED

KEPT

ss.

?8— ^

32 THE PASSAIC ROLLING MILL COMPANY.

MINIMUM AND MAXIMUM
WEIGHTS AND DIMENSIONS OF PASSAIC

STEEL CHANNELS.

•ax.

1) u

Q =

15
15

Weight per
foot, in lbs.

Width

of Flanges,

in inches.

Thickness of
Web, in inches.

o Wi c bo

U c o

Inter-
mediate
Weights,

lbs.
per foot.

Min.

Max.

Min.

Max.

Min.

Max.

40
33

50

38

3.63
3.38

3.83
3.48

.47

.40

.67
.50

.020
.020

45
35

12
12

27
20

35
25

3.13

2.88

3.33
3.00

.38

.28

.58
.40

.025
.025

30&33

23

10
10

20
15

30
18

2.88
2.60

3.17

2.67

.31
.25

.60
.32

.029
.029

25

17

9
9

16
13

21
15

2.56
2.36

2.73
2.43

.28
.23

.45
.30

.033
.033

18
14

8
8

13
10

17
12

2.22

2.08

2.37
2.15

.25
.20

.40

.27

.037
.037

15

11

7
7

6
6
6

13
9

17
12

2.22

2.00

2.39
2.13

.28
.20

.45
.33

.042
.042

15
10

17

12

8

20
15
10

2.41

2.19
1.94

2.56
2.34
2.04

.38
.28
.20

.53
.43
.30

.049
.049
.049

18

13

9

5
5

9
6

12
8

1.91
1.66

2.09

1.78

.25

.18

.43

.30

.059 •
.059

10

7

4
4

8
5

10

7

1.86
1.59

2.01
1.74

.27
.17

.42
.32

.074
.074

9
6

Weights in heavy-faced type are constantly kept
IN stock. Other weights are rolled

ONLY ON ORDER.

i8 S

^

-88

THE PASSAIC ROLLING MILL COMPANY. 33

SIZES OF FINISHINa GEOOVES FOR
PASSAIC STEEL ANGLES.

ALL DIMENSIONS ARE GIVEN IN INCHES.

EQUAL LEGS.

Size.

Thickness.

6 X6

5 X5

4 X4

3ix3i

3 X3

2^X21-

2ix2i

2X2

If XI!

VjXH

HxU

1 xi

ix i

fx f

fandii

f andf

■h, tV and f

^, ^, i and f

i T^ and i\

h T^ and ^

tV, T and f

tV, i and f

fV, T and f

tV, i and f

i and t^^^

iand^

iand-fV

iandtV

UNEQUAL LEGS.

Size.

Thickness.

6 X4
5 X3i
5X3
4ix3
4 X3i
4X3
3^X3
3iX2i
3 X2i
3 X2
2iXli
2 Xlf
If XU

f andf

f andf

■^s, T^ and 1^

T^, 1^ and f

A, -Tff and f

T^^, iV and f

T^, f , ^ and f

i, f and i

^, f and -^

i f and i

1^6- and T^

tVand^^

iandi

When the angle is obtained from a finishing groove, the
exact lengths of the legs are preserved ; but for intermediate
and greater thicknesses, the lengths of the legs are slightly
increased. This increase of length amounts to about -^ of
an inch for each -^ inch increase in thickness.

$S-

»■

■85

34 THE PASSAIC ROLLING MILL COMPANY.

^^W.^\^^^^^^^;jp^

I

I

L^^

^Ry^'\N>^

^1

FI6.5

FIB.7

FIG.6

FIG.8

i>

FIG.9

^

88-

-88

■88

THE PASSAIC ROLLING MILL COMPANY. 35

BEAM PROTECTION.

GIRDER PROTECTION.

HOLLOW BRICK FLAT ARCH.

ceesiiiii^^i^^^^iifeM/

HOLLOW BRICK SEGMENTAL ARCH.

I

COLUMN PROTECTION.

S8-

-Si

^

■8?

36 THE PASSAIC HOLLTNG MILL COMPANY.

TILE ROOF CONSTRUCTION .

TILE CEILING CONSTRUCTION .

"eXCELSIOR"eND CONSTRUCTION
FLAT ARCH.

^

.1

88-

-8$

THE PASSAIC ROLLING MILL COMPANY. 37

IE

ZZIM

1^

3J

g

H
O

LLi

CO

--"fcH

z
g

O

UJ

CD

NWdgJO U3J.N33

Lo

J^^

'^L'3

o :o o o o o a oi

:o o o o o o: o

o 1

oj

;ooooG>ooo oi

) o
o

ol

gi ; O '30 O OO OO.

o

ml

JVdS sfo a3J.N30

r-

.O O O O O O OiO

o o o o o o : o.

0;0000000000

o

o
o

o
o

2..

i

v^

88-

.8S

88-

•88

38 THE PASSAIC ROLLING MILL COMPANY.

BUILT COLUMN SECTIONS

FIG. I

nG.2

FIG.3

11

^

r"

FIG.4

FIG.5

) C

) <

r ^

L J

) (

r 1

L J

FIG.6

) C

riL

riG.7

FIG.8

FIG.9

^

^

l__^^

^^^

•^

^

c

) (

)

^

^

^

c

) (

)

1^

■^J"

'&^

"'""''^'"

■■W"

FIG.IO

FiG.il

FIG.I2

jT J"L XT

I

.S8

THE PASSAIC ROLLING MILL COMPANY. 39

CHANNEL COLUMN

Z BAR COLUMN

rirn.

<
<
4

1 <
» <
P c

)
>
i

c
(
<

1 (

: ,

>
>
>

c

c
c

<

1 <
» c
1 (

■

)
)
1
1
>

c

• (

>

h51

<
c
c
(
c
<
c
<

) (
» (

> c
) (

» c

> <

> <
) (
» (
) (

>
>

>

>

c

<
(
(

<

(
(
<
c
<

) (
i (

> c

> <

1 (

» (
» c
» (
» c

> c

1
1
1
»

>

»
1
1
(
)
1

• ,

O''-

ml

>9

(

p^Sl-. 1

1

Oc

» <

l»

0<

(

>

«?

M;

'!

•

•

t^^

rSTTS^S^T'^T^I^^?

88-

■SS

40 THE PASSAIC ROLLING MILL COMPANY.

APPROXIMATE WEIGHTS OF STANDARD
SEPARATORS AND BOLTS FOR

<■ S-1

... vv y

STEEL BEAMS.

Spacing of Bolts,

A = 10" for 20" Beams.
= 1" for 15" Beams.
= 6" for 12" Beams.

s -*

U- --W — ;

Designation

of

Beam.

Weight
in lbs.

57 g in lub.
Q-- per foot

20
20
20
20
15
15
15
15
15
12
12
12

10
10
10
10
9
9
9
8
8
8
7
7
6
6
5
5
4
4
4

90

80

75

65

75

661

60

50

42

50

40

40

33

30

25

27

23i

21

27

22

18

20

15

15

12

13

9f
10
8
6

Widths, in inches,

with flanges

X" apart.

Weights, in pounds,
with flanges %" apart

Width

of

Girder,

W

13f
13

12f
12i

12f

m

12i
llf

lU

llf

lU

105
lOi
10
9!
9f
9i
9i
9f
9
8i
8i
8

71
7

6i
6i
51

5i

4^

88-

Width
of Sepa-
rator,

s

6i
6

51
51
5f
5f
51
5i
5f
5^
5f
5

4^
4t
4f
4f
4^
4i
4i
4i
4i
4i
3^
3i
31

3

2i

Weight

of
Separator

22i

2U
20i
20i
12i
12i
12i
llf

Hi

9i
9i
8f

7

7

6f

6f

6

5f

5f

5

5

4f

4i

4

3

3

2i

2

li

li

Weight

of

Bolts.

4

4

3f

4

4

4

3!

04
3f

If
If
If
If
If

1!
If
If
If
If
If
II
If
If
li

Separator

and

Bolts.

26f

25i

24i

24i

16i

16i

16i

15i

15

13

13

12i

~^
8f
8i
8i

7i

7i

6f

6f

6i

6

5f

4f

4f

3f

3i

3

3

2f

& c.S w

T^ o o _

C U) I, C

3.7
3.7
3.7
3.7
2.4
2.4
2.4
2.4
2.4
2.0
2.0
2.0

1.5
1.5

O

o

1.1

1.0

1.0
0.9
0.9
0.7
0.7
0.7

o

U

O

-82

8S-

■8S

THE PASSAIC ROLLING MILL COMPANY. 41

STANDAED CONNECTION ANGLES

FOR PASSAIC STEEL I BEA^IS.

The standard connection angles, for the principal sizes and
weights of Passaic steel I beams, are illustrated on the fol-
lowing pages. These connections are designed on the basis
of an allowable shearing strain of 9,000 lbs. per square inch,
and a bearing strain of 18,000 lbs. per square inch on bolts.
The number of bolts is dependent, in most instances, upon
their bearing values on the webs of the beams.

The connections are proportioned to cover most cases oc-
curring in ordinary practice. Where beams have short spans
and are loaded to their full capacity, it may be found neces-
sary to use connections having a greater number of bolts than
is used in the standard connections. The minimum spans
for which the standard connection angles may be used are given
in the following table ; and the approximate weights of the
standard connections are also given.

Connection angles may be riveted to the beams, instead of
being bolted, if so specified ; but, unless ordered to the con-
trary, bolted connections are generally used.

MINIMUM SPANS

FOR WHICH STANDARD CONNECTIONS CAN BE USED.

Depth

of
Beam,
Inches.

? Minimum

Beam, ^af^
Lbs. per .SP?"'
Foot. "^ F^^^-

Weight
of one
Connec-
tion,
Lbs.

Depth

of
Beam,
Inches.

Weight

of

Beam,

Lbs. per

Foot.

Minimum

Safe

Span,

in Feet.

Weight
of one
Connec-
tion,
Lbs.

20

90

20.5

38

9

27

10.5

19

II

80

18.0

II

II

m

7.5

II

II

75

16.5

II

II

21

9.0

II

II

65

18.0

II

. 8

27

6.0

17

15

75

16.0

30

II

22

9.0

II

II

661

15.0

II

II

18

7.5

II

II

60

16.0

II

II

50

15.5

II

7

20

7.0

16

II

42

14.0

II

//

15

6.5

II

12

55

13.5

28

6

16

7.0

10

II

40

12.0

II

6

13

6.5

II

II

31i

10.5

II

5

13

5.0

10

10

40

12.0

20

II

9f

4.5

II

//

33

11.5

II

4

10

2.5

9

//

30

9.0

II

II

8

2.5

II

II

25

10.5

II

II

6

2.5

II

W

eights of Connectio

ns do no

t include

bolts for

field use.

$8

*c

^

■8?

42 THE PASSAIC ROLLING MILL COMPANY.

STANDARD BEAM CONNECTIONS

ir>
I

X
X

CM

H

o ^r

X

'(0
Ci

[jT-

1

- - - \C

|!^

K

;2y4^21^^2'^4^

• 0-

II

- - ^-

CVil

3^^-* ! 3!^2 3^

LO

-1

»o

x>

^ 1
^

o

z
<

'i

-o

r

1

ii

— A

Mi

\

*

L

f -

1

r

4-

1

H

o

J

(0

I

X
X

<o

J

CVJ

-3 ...3

CM

I

M -^

M

-J

CM

nr

H
00

tn

I

\^

, X

X

vi
J
(VJ

te ALL HOLES

i'^'?*ii

VOR r BOLTS ^^^^
OR RIVETS UKTTTs'i!

88-

^

■85

THE PASSAIC ROLLING MILL COMPANY. 43

STANDARD BEAM CONNECTIONS

H
O

H

lO

H

CVJ

to

. I

I

;«

. X

-I

N

ii

O

> I

I

•if

I

"^

» X
CO

•4

k- 4 - -X- 3 -K- 3 -*-3 -><•• Z-*-- ■ A ■■y'

1.-3 ■*- 3

*- 3 ifc- 3 -I*- 3 »•

S8.

l<--3 -»*--3 "'f'- 3 -»»--3-->*

H

>

cc

oc
o

CO

_J
o

CD

oc
o

L.

CO
LU

_J

o

I

_l
<

.88

^

■i5

44 THE PASSAIC R.OLLING MILL COMPANY.

STANDARD SPACING AND DIMENSIONS OF

RIVET AND BOLT HOLES THROUGH FLANGES

AND CONNECTION ANGLES OF I BEAMS.

-e--e-©--G

^^/^j^^'^^^^^j^-^^^^'^'^/''/^^

-o-e--o--G-

Depth,

in
[nches.

Weight
per Foot,
Pounds.

Dia. of
Bolt or
Rivet, in
Inches.

a,

in Ins.

in Ins.

Depth,

in
Inches.

Wght

per

Foot,

P'nds,

Dia. of

Bolt or

Rivet, in

Inches.

a.

in Ins.

20

90

1

4

5|

9

27

1

2h

20

80

Sh

5^

9

231

3

2h

20

75

1

3i

5iJ

9

21

i

2h

20

65

1

3i

5§

8

27

1

2i

15

75

1

Si

5ii

8

22

1

2I

15

66§

1

3A

5§

8

18

3

3

2^

15

60

1

3*

5^

7

20

f

2|

15

50

1

H

5/s

7

15

2

15

42

1

H

51

6

15

1

2

12

55

3^

51

6

12

1

If

12

40

1

3^

51

5

13

i

If

12

31i

i

3

51

5

9f

h

1^

10

40

i

2f

5A

4

10

i

U

10

33

i

21

51

4

7h

h

u

10

30

3

2^

5/5

4

6

i

1^

10

25

i

2i

5x«s

-G--0--0- -4-

Qti. v^/>///////////////Ma ,

-O-o-^y-

Cj

^i-^:t>y/i!KA

a b

CHANNELS.

ANGLES.

Depth,

in
Inches.

Weight
per Foot,
Pounds.

Dia. of

Bolt or

Rivet, in

Inches.

a,

in Ins.

b,

in Ins.

5j

L'gth
ofLeg,

in
Inches.

Dia. of
Bolt or
Rivet, in
Inches.

c,

in Ins.

a,

in Ins.

b,

in Ins.

15

40

3

2\

6

1

4^

2i

2\

15

33

1

2^

51

5

i

3^

2

If

12

27

1

U

5f

4^

1

2^

2

li

12

20

1§

5i

4

1

2i

If

1

10

20

1

1^ .

5t^h

3*

I

2

10

15

1

u

5i

3

1

If

9

16

3

If

5i

2^

1

1|

9

13

f

u

5i

21

1

li

8

13

u

5i

2

1

li

8

10

1

u

5x\

If

\

1

7

13

f

li

5i

H

%

I

7

9

1

u

5t\

li

%

I

6

17

If

5f

6

12

1

lA

5i

6

8

6

5A

5

9

1
3

5i

5

6

\

i

5t1t

4

8

1
5

1

5i

4

5

h

7
5

5t^s

4

52- • 88

THE PASSAIC ROLLING MILL COMPANY. 45

EXPLANATION OF TABLES

OF THE PEOPERTIES OF PASSAIC
STRUCTURAL SHAPES.

The properties of I beams are calculated for the principal
weights of beams usually rolled. The increase of the coef-
ficients of strength for I lb. increase in the weights of the beams
is given, by means of which the coefficients of strength for
intermediate or heavier weights of beams can be obtained, by
multiplying the increase of the coefficient for i lb. by the
number of lbs. the section is heavier than the section given in
the table.

The properties of channels are given for the minimum
weights of each section. The increase of the section modulus
and of the coefficient of strength is given for i lb. increase in
the weights of the channels. The coefficient of strength for the
heavier weights of channels can be obtained by increasing the
coefficient of strength given for the minimum weight; such in-
crease being obtained by multiplying the increase of the
coefficient for i lb. by the number of lbs. the section is
heavier than the minimum section given. The section modu-
lus for heavy sections may be obtained in the same way.

The properties of Tees are calculated for all weights rolled.
The horizontal portion of the T is called the flange, and the
vertical portion the stem. For the position of the neutral
axis parallel to the flange, there are two values of the sec-
tion modulus, and the smaller only is given, as the fiber strain
calculated from it gives the greater strain in the extreme fibers.

The properties of angles are calculated for the minimum and
maximum weights of each size of angle. The section modulus
and the coefficient of strength for weights intermediate between
the minimum and maximum are approximately proportional
to the weights. There are two values of the section modulus for
each position of the neutral axis, since the distance between
the neutral axis and the extreme fiber is greater on one side
of the axis than on the other side. The section modulus given
in the table is the smaller of these two values.

ii 8S

^- 85

46 THE PASSAIC ROLLING MILL COMPANY.

The properties of Z bars are calculated for thicknesses
varying by ye" for each size.

The coefficients of strength are calculated for a fiber strain
of 16,000 lbs. per square inch, for all shapes. This corresponds
to a strain of |^ the elastic limit of the structural steel ordinar-
ily used, and provides an ample margin of safety for building
construction or other purposes where the loads are quiescent
or nearly so. If moving loads are to be provided for, the fiber
strain should not exceed 12,000 lbs. per square inch. The
coefficients of strength for I beams and channels are also calcu-
lated for a fiber strain of 12,000 lbs. per square inch. If a load
is suddenly applied, it produces an effect double that produced
by the same load in a quiescent state, so that where structures
are subjected to the sudden application of loads, as in railroad
bridges, still smaller fiber strains than those given in the ta-
bles must be used. As the coefficients of strength are propor-
tional to the fiber strains assumed, they can readily be deter-
mined for any assumed fiber strain by proportion. Thus, the
coefficient of strength for a fiber strain of 8,000 lbs. per
square inch, will be |-the coefficient for 16,000 lbs. fiber strain.

The coefficients of strength given in the tables furnish an
easy means of determining the safe uniformly distributed load
on any shape, by simply dividing the coefficient, given for the
shape, by the length of the span, in feet; the quotient being
the safe uniformly distributed load in lbs. Thus, if it is de-
sired to find the safe uniformly distributed load on a 12" X 40
lb. I beam on a span of 20 ft., allowing a maximum fiber strain
of 16,000 lbs. per square inch, it is only necessary to divide the
coefficient, 500, ;'oo, given in the table of properties, by 20; the
quotient being 25,005, which is the safe load required, in lbs.,
including the weight of the beam itself. If a section is to be
selected to sustain a certain load, for a given length of span,
it will only be necessary to obtain the coefficient of strength
required and refer to the tables for the section having a coef-
ficient of that value. The coefficient required is obtained by
multiplying the uniformly distributed load, in lbs., by the
length of span in feet. Thus, if it is desired to find the
size of an I beam required to carry a uniformly distributed
load of 30,000 lbs., including its own weight, on a span 20 ft.
between supports, allowing a fiber strain of 16,000 lbs. per

88 ' ^

^ 8S

THE PASSAIC ROLLING MILL COMPANY. 47

square inch, the coefificient required is obtained by multiplying
the load, in lbs., by the span, in feet, thus ;

C = 30,000 X 20 = 600,000 = Coefficient required,
and by reference to the table of properties of I beams, it will
be found that a 15" I beam, weighing 42 lbs. per foot, has a
coefficient of strength of 611,000 and is sufficient for the pur-
pose.

If the load is not uniformly distributed, but is concentrated
at the center of the span, multiply the load by 2 and consider
the result as a uniformly distributed load.

If the load is not uniformly distributed, or not concentrated
at the center of the span, the bending-moment in foot-lbs.
must be obtained; this bending-moment in foot-lbs. multi-
plied by 8 will give the coefficient required. Formulse for the
bending-moments for most cases occurring in ordinary prac-
tice are given on pages 88-92. The bending-moment will
be in foot-lbs., if the lengths are taken in feet.

The section modulus is used to determine the fiber strain
per square inch on a beam, or other shape, subjected to bend-
ing, by simply dividing the bending-moment expressed in
inch-lbs. by the section modulus. The section modulus is
also used to guide in the selection of a beam, or other shape,
required to sustain a given load. The section modulus required
is obtained by dividing the bending moment, in inch-lbs., by
the allowable fiber strain per square inch.

The use of the radii of gyration, given in the tables of prop-
erties for all sections, is explained in connection with the ta-
bles of the strength of columns. .

28 _ .^

58
48

THE PASSAIC

ROLLING MILL COMPANY.

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CO UO X

i> CO

X l^

J> Ci

Tf -T

m

r^

51= 3

O '^

CO -^

1> t-. tH

coco

rf CO

O -T

O T-l

f>.

CO ;

vA

13

O i!

-^ t^

O -rr

— O Ci

CO LO

CO CO

CfiH

^ 1-1

W

rt
ft

Uc/3

Oi tH

1-* T-l

tH 1—1

H

c S?

!i^

H

m

o^

2J ^

0» lC

O tH :0

Oi o

CO lC

Ci Tf

"^»H

«^

CO

X

•B 3

o o

lO CO

1-HOX

LO lO

CO CO

T-l 1-1

tH t— 1

o

c~>

C/J

"2

0)tH

« tH

T-4 1— 1 O

dd

d d

d d

d d

d

o

O

3

l-H

4)

5i^

■^_rt

o o

(7* UO

tH CO T-l

O l>i

L.O CO

CO i>

O 1-1

■T

CO

^

S ti

t^ t^

t>. CO

CO 1-1 X

O X

•^ CO

CO 1-1

-H tH

o

o

^

3^

UO -^

CO ct

30 CO '^

1-1 o

o o

d d

oo

o

o

cc

S

<

^

O U.M o't

CD O

^ r^

CO cox

CO -^

CO Ci

•T CO

CO T}t

X

o

c « > *"^

tH 1—1

o o

i^CiCO

t> t^

CO lo

lO to

Tf TJ.

CO

c>

^

!S c S E y

t— 1 I—I

I— 1 1—1

odd

d d

d d

d d

<6ci>

d

d

O

O 3 H X

O i>.

uO t^

■^ t^ X

C5 O}

cox

oco

to -T

lO

CO 1

r/:

o o

■^ o

05 0 0*

X CO

CO o

Ci CO

i> lO

•T

C>i 1

<c^c):.S

■^ CO

CO CO

ci coci

1-4 T-l

1-1 1-1 o o

dd

d

d

1

H

^ c""-^

LO

O lO

o

0) . 3

CO o
1— 1 1— 1

r-l O

I— 1 T— i

O r-(X

d ci i>i

■T IC

d iO

CO 1>

'^CO

r-* CO

coco

lOX
cirH

LO

1—1

Ci

d

^

1 1

1 1

,

O

-;-Nc^x

-:-Ni>';^

-;!Nt~t;:^«ix

"l»«:fS

^jf^^

H-*c^

H^ccff

c^

H^

(^

— ;?j— !-N

-h|m->

r^■^«'-)■

^i'N^'X

— 1-t

^-4

■^ -rf

CO CO CO CO CO

CO CO

CO CO

rH 1—1

1— 1 tH

I— 1

l^'i^^

XX

XXIXXX

XX

XX

XX

XX

X

X

m --tc >>

— '-M— I'M

—I-nH^'

kItcmI^

-•Ir)— 1»

-I't

.3 ^

Tf -.^

CO CO CO CO CO

coco

coco

tH

— S8

52

THE PASSAIC ROLLING MILL COMPANY.

'8$

88

o c
^ 2

00 rf

00 CO

00 {>CO

C5 I-H lO

rf

"U

3V.

CO CO

t-l r-(

00 00 Oi

O 1> i>.

lO

•

c

•-3 2

»— 1 1— (

'r-^ tH

odd

d d d

d

w.

ho

OiO

"o-^

o o

o o

o o o

OO o

o

ic^

o o

o o

CO CO o

T 00 00

•^

rj

1-^

00 i>

rp ,H

coco C>)

CD O O

Oi

'o

o

•^ ws

(— '

•" JS

o 5i

O C>J

(>} X

lO T-H —

00 CD CD

<M

s

hI

CIS !>

^C^O

"^ CO

GvJrH

T-H ,— 1 ^.

d)

<

§J

CO !>

C5 O

rt 05 CD

i-U> t^

1-)

3

u,-a

•S 3

00 o

o t>.

Tf o O

QO iD O

^

a

!zi

p

5|

u-o

1) O

CO CO

CQ 1-H

1-1 1-^ —

d d d

d

t/3
S-i

^"

V>-l

o

*-^

3

4-. rt

o ^

CO o

OC 00 (?J

1-1 uO uO

■^

u5

u

lO 3^

(MCO

00 — T-H

Oi 00 00

c^

^— 1

m

;z;

o =

rHoi

O "^

oi oi c^

1-H d d

d

o

H

§

1— 1

8

Ci^

o c

l-l

<1

X o

CO CO

CO CO

•^ lO ^

CO CD -^

-p

<.»

nJ

^ 1-H

00 CO

O o o

OJ O CO

CO

o

o

rH T-K

o o

»-I i-H O

rH d d

rt

m

bO

B

-2

fiiO

"^-S

O O

o o

o o o

o o o

o

■4-»

h

o

bi)

lO O

O lO

l>. CO t^

^ lO CO

t^

Sh

Jt: c

lO O

CO CO

O G^ 0>

lOOS —

o

1)

T^ f\\

•v •n,

pD

"3

8 2i

t^ Oi

O) 00

t^ CO ^

O C0(7i

1-H

us

h^

13.

Uc^

(M O)

tH

1-1 1-1

Ol

£

1^

c id

3

H

en

o^

00 tH

iOt-i

o -^ o

Tf i^ o

o

_c

'S

•3 3

lO r-\

tH 00

CO (M 'ti;

O CO C<1

T-l

'p

1

3
V

U T3
« o

(?ioi

r-H d

1— 1 T-^ o

r-^ O d

o

s

o

o .

■£.2

o l^

O CO

J^OO

coco w

Ci

hH

lu u

CO CO

CO uo

Oi C^ CD

(74 lO O)

o

-^

}> o

(>} -H

CO CO o

ifid d

d

a;

TJl

§

^

m

'a

<

■* Ci

lO rH

^ CQ 00

0>i0 0

0^

' ^

c u > -"^

oo^

t-, CO

O Ci Tf

CO O 't

CO

PM

Dista

Cent
Gra

from
Inc

rHO

d d

•r^<^<Zi

rndd

d

fe

"*- _r ni .

^

o

O C Ji cfl

u t! -' ,>

CD O

t^ r>.

O CO —1

00 00 00

o

"5

O O

o o

J^ QO CO

-^ 00 o

Ci

<|<^J

CO IC

CO CO

CO oi G^

CO rH -H

d

^

V4-I

hH

III

COO

lO -Tf

LO 00 Ci

CTi '* J>

1— 1

t/;

1) , 3

O l^

cod

oJ ci t>l

— CD uO

CO

c

OJ —

1-1 i-H

i-H

tH

,

^

CL^

«:|oor^]><

r-.i»)n|»

.-.|?jn|x«|x)

H(n?:|xm|»

H'*

o

O

J3 4J O

u

P^

Ph

Size of

in inches,

flange
by stem.

•^ -5*

CO 5?

CO CO c<>

-^ (?<^'

T-l

XX

XX

XXX

XXX

X

O CO

o o

■^ -^ -^

CO CO CO

^!-*

c^

^^

«

?2

THE

PASSAIC ROLLING MILL

COMPANY.

53

PROPERTIES OF PASSAIC STEEL

ANGLES

OF MAXIMUM AND MINIMUM THICKNESSES AND WEIGHTS.
EQUAL LEGS.

Size of Angle,
in inches.

<u

o
_c

in

u

c

o
o

fa .

it

<D o
(0 o f.

is-s

^ > C

t;!Ofa

« bJ3
'S c

S ft

I

o V

tn

a a

.2 f>
"B

CO

a

u

^ ifi

c '^

ifi "^

V

o
U

c

c
o

1 ^

Si in

O rt

■-3 «

r

2-:

Pi '^
r'

6 X6
6 X6

i

34.0
14.8

10.03
4.36

1.87
1.64

35.3
15.4

8.17
3.52

87,100
37,500

1.87
1.88

1.20
1.20

5 X5
5 X5

f

8

24.2
J2.3

7.11
3.61

1.56
1.39

17.0

8.74

4.78
2.42

51,000
25,800

1.55
1.56

1.00
1.00

4 X4
4 X4

1%

20.8
8.16

6.11
2.40

1.35
1.12

9.45
3.72

3.32
1.29

35,400

13,800

1.24
1.24

.80
.80

3^X3^
3ix3i

f

T^

13.5
7.11

3.98

2.09

1.10
0.99

4.33
2.45

1.81

.98

19,300
10,400

1.04
1.08

.70
.70

CO CO

XX

coco

1
1
4

12.1
4.9

3.56
1.44

1.03
0.84

3.20
1.24

1.48

.58

15,800
6,190

.94
.93

.60
.60

2iX2i
2|-X2i

7.85
4.05

2.31
1.19

0.82
0.72

1.33

0.70

.76

.40

8,160
4,270

.76

.77

.50
.50

2ix2i
2ix2i

7.J7
2.75

2.11
0.81

0.78
0.63

1.04
.39

.65
.24

6,940
2,590

.70
.69

.45
.45

2 X2
2 X2

i

6.32
2.41

1.86
0.71

0.72

0.57

.72

.28

.51
.19

5,440
2,030

.62
.62

.40

.40

ifxlf

IfXlf

4.72
2.11

1.39
0.62

0.61
0.51

.39

.18

.32
.14

3,450
1,490

.52
.54

.35
.35

Hxii
lixll

3

8

3.33

1.80

0.98
0.53

0.51
0.44

.19

.110

.19

.104

2,000
1,110

.44
.46

.30
.30

UxU
HxH

8

2.55
1.02

0.75
0.30

0.46
0.35

.123
.044

.134
.049

1,370
525

.40

.38

.25
.25

1 xi

1 XI

1

4

1.57

0.78

0.46
0.23

0.36
0.30

.045
.022

.064
.031

682
330

.31
.31

.20
.20

ix i

s

0.99

0.68

0.29
0.20

0.29
0.25

.019
.014

.033
.022

352

240

.26
.27

.175
.175

fx f
fx f

t

0.85
0.58

0.25
0.17

0.26
0.23

.012
.009

.024
.017

256
181

.22
.23

.15

.15

Coeffic

;ients

of stre

ngth ar
i6,oo

e calcu
o lbs. T

lated for
)er squar

a max
e inch.

imum fib<

;r strair

1 of

88-

•88

54 THE PASSAIC ROLLING MILL COMPANY.

88.

UM AND MINIMUM

Least
Raduis

of Gyra
tion,
Axis

diagonal.

X O)

CO cc -X rH

X l^ i^ l^

iV 2

i> i3 oo

bO

c

OJ

ho

C
o

hJ

o

iH

0!
Ph
.""

<

3
O

:z;

Radius

of
Gyra-
tion.

T-4 1—1

1-1 CO o o

O O X X

X X

uc i> cc o

O O' X X

1— 1 1—1

T^ 1—1

tH 1—1

Co-
efficient

of
Strength.

41,000
17,000

25,500

12,900

19,700

7,990

ii

x"i>r

1-1

24,800
10,600
13,600

7,890

Section
Modu-
lus.

S§

Cj 1-1 iC iC
cc Ol X J>

cc O X Tt
CC' O Ci l^

1- ^

CC tH

CO ^ tH

1—1

CO 1-^

Moment

of_
Inertia.

T— i O

X c;

cc X i^ UC
CO ^ CO t»

£g

cc L.C cc l-C

X O i> o

o

OF MAX
EIGHTS.

1-1 -^

1— i

O cc -"^ r-l

cc^

lO coco 1-^

vO

Distance of
Center of

Gravity
from back
of Flange,

Inches.

X '^
tH CI

7-*.

cc O X X
O X x«o

1—1

Ci 1>

CO cc J> o

tH ox t^
1—1

<*-
o

"5

t/3

EL ANGLES
SSES AND W

UNEQUAL LEGS.

tJO

c

O
O

Ph

'S
<J

13
)-i

3

Radius

of
Gyra-
tion.

C5 O COt-I
uC O O O

cc uC

"* o cc l^
Oi CO c^ c^?

.

. ■

, .

fc

Co-
efficient

of
Strength.

oo
oo
1—1 -^

X cc

O O O o

■o o o o

cc -^ O 1— 1

x'-^'x^o"

•^ CO -^ CO

x"o"

CCi-i

31,400
13,200
24,600
13,100

9

Section

Modu-

his.

ci t^>

X cc^

cc oo o

LC CO O X

O"^

UC 'Sf rH fC
OCOCC CO

i^ cc

"* CO -^ T-l

CC rH

CO rH CO 1-1

Moment

of
Inertia.

X lO

lO X -^ o
1-1 l> oco

CCJ>

CO i^ ^ X

rH UC O' cc

'5

OF PASSAIC
THK

CC' T^

uC t^ '^ O
1—1 1—1

O Tf

1— i

X cc o cc

13

Distance of
Center of

Gravity
from back
of Flange,

Inches.

O "*
OiCi

X 1-1 O X

1> ^c o o

i> X i^ o

cc rH cc CO

p
5

CO 1-1

1—1 1—1 rH rH

1— 1 1-1

tH rH rH rH

Area of
Section,
Square
Inches.

cc o

00 CC'

X lO X o
oo O'^

uc cc O CO

cc UO
<MCO

cc L.C X o
CO CQ o o

oco cc(?i

to

o

m

Weight

per foot.

Lbs.

•rf cc

cc Tf cc 1— 1

xo

lC t^

^s

o o ox

W 1-1 tH

1-1

t^ i> cc r^

tH tH

5£

O
P^
Oh

Thick-
ness,
Ins.

1>|5CCC|X

rt|-tK|xK)-i-ir:i^

cc|^i.'.p

«i-t.f;|^>j:|xicl~

o

o

u

Size of

Angle,

in Inches.

XX

cc cc cc cc
XXXX

uC t-C t.C uC

cccc
XX

cc cc'cc cc
XXXX

■<^ -^ -^ Tf

?

8S-

-S8

THE PASSAIC ROLLING MILL COMPANY. 55

P

O H

^.^

^ I— I

O
O

'^ ci

o

1-1 "v Wl r»

"B

u,

^: cc 00 iTi
:o ?c in to

o m -^ -^

t^ O CO -^
X Ci t> J>

CO O lO i>.

t^ i^ o lt:

if5 O
CO -^

SO CO

CO CO

rH CO

O O' o o
X 00 Ci i^

o cc ^ CO

■^ i^ c; -^

o = .
o c =

§ ^

?^ CO o —

n i> 00 -T

lO X '-< X
l^ uo '■^ l>.

50 --1 —

O C; O O
«^ -^ rH t^
-^ OJ o t^

-t* O CO

o o

CO t^

Ci rH

o o

o o

CO CO

CO CO
CO CO

to O t^ <12
X -^ Tf CO

CO -^ r>. C5

O t^ O CO

Ci CO

CO lO
CO ^

XCi
CO ^

X re

o o

P4

u " ° g

CO 1— O r-.

Ci X t^ CC;

w O O CO

o o o ~
O CO X Oi
t^ CO O) o

x'^o'^i-TiC

o toco UO

l^ Ci O i-

u ^ . - 5 s u
aii >- rtJ5
« - g pp u

.i So 5;^ =
a-' <i: o

-H CO cc o
^ CO J> X

•^ CO CO 1-1

Ci O X c:

t>. o o -^

c^) r>.

Tj" CO

CO uO CO 1^
C5 05 Ci Ci

O CO

o o o o

O i^ i^ CO

crLrTo^uf

r-l CD O -^
CO lC O UO

■^ r^ C\> c;
•^ 1-1 o o

CO T-l T-( tH

o o

■rj" lO

co'co"

X Ci

CO Ci

CO CO

o o
rTcf

L-^ CO

CO oq

CO rf-
uO CO

CO CO "^ r-(
-H O CO rH

■^ rH X O

O C5 o c

O C O in

rt.2 f3^

■% J/2 X I— I

t^ CO CO -^
CO 05 r-i TJ"

CO rH CO tH

■^ rH lO

X CO c>

CO tH CO .-^

CO o
uO uo CO C;

CO CO O Tf

'•':l*":G-'f-l-*

.N C C

Ci lO lO L.O

CO ■<* CO o

en -^ i>. -^

O lO
X j>

O CO

-* X
w CO

n— N'H'N'-'*

xxxx xxxx

— 'rj— i-N_j',-N_i>j I j^ CO CO CO
CO CO CO CO

-M

O Ci

CO Ci
■^ rH
Uf CO

lO CO

O CO

■^ c^

CO CO

CO CO

rH CO

O CO

■^ X

CO CO

CO

':£«tS

«,-«—.■» ccl-f irt-t

xxxx

-'^■-'t CO CO
CO CO

l^ CO

iC C)

XX

CO C) i-.
O -^ ci

58 S

56 THE PASSAIC ROLLING MILL COMPANY.

AEEAS

OF PASSAIC STEEL ANGLES.

Size of

Angle,

in Inches.

Areas, in Square Inches, for diflferent Thicknesses.

2.40

2.25

2.40
2.25
2.09

2.09
1.93

¥'

4.36
3.61

3.61
3.05
2.90

2.71

2.90
2.71
2.53

2.53
2.30

5.11
4.23

4.23
3.58
3.31

3.09

3.31
3.09

2.87

2.87
2.71

¥'

5.86
4.86

9 //

6.61

5.48

5//

»

7.36
5.86

5.86
4.92

4.68

4.30

4.61
4.30

3.98

3.98
3.67

w

7.78
6.48

6.48
5.45
5.18

4.76

5.11
4.76

3."

4

8.52
7.11

7.11

5.98
5.68

5.23

5.61
5.23

w

9.28
7.73

6.11

8

6X6
6 X4

10.03
8.34

5 X5
5 X3i-
5 X3

4.86
4.11
3.81

3.56

3.81
3.56
3.31

3.25
3.00

5.48
4.64
4.18

4.03

4.31
4.03
3.75

3.69
3.41

4iX3

4 X4
4 X3i
4 X3

3ix3^
3ix3

Size of

Angle,

in Inches.

Areas, in Square Inches, for different Thicknesses.

¥'

.30

.30
.23
.20
.17

.81
.67

.71

.67

.62
.53
.45

.43
.34

.29
.25

4

1.44

1.44
1.31
1.19

1.19

1.06
.90

.94

.90

.81
.69
.56

.59
.46

Si II
1%

1.81

1.78
1.66
1.50

1.46

1.34
1.07

3.//

»

2.11

2.15
1.92
1.73

1.78

1.55

7 //

"re

2.48

2.43
2.27
2.04

2.00

1.83

1.61

1.39

2.75

2.81

2.50
2.25

2.31

2.11

1.86

3.13

3.18

2.84

5.11

\\"

3ix2i

3.56

3 X3
3 X2i
3X2

2ix2i

2ix2l

2ixH

2 X2

2 Xlf

1.19
1.07

1.03

.87
.72

.75

1.36

1.17

.98

ifxif
HxU
ifxii

lixii

1 XI

^x ^
fx f
88

8S

THE ]

PASSAIC ROLLING

MILL COMPANY

57

WEIGHTS

OF PASSAIC STEEL ANGLES.

Size of

Angle,

in Inches.

Weights per foot for different thicknesses.

-iV

a."

8

tV"

i"

t^'^

f"

1 1/1

f"

it"

8

6X6
6 X4

14.8
12.3

17.4
14.4

19.9
16.6

22.525.0

18.619.9

1

26.4
22.0

29.0
24.2

31.5
26.2

34.0

28.4

5X5
5 X3|-
5 X3

8.16

12.3
10.4

9.86

14.4
12.2
11.2

16.5
14.0
13.0

18.6!l9.9
15.816.7
14.215.9

21.8

18.5
17.6

24.2

20.3
19.3

4ix3

7.65

9.21

10.5

12.1

13. 714. e

16.2

17.8

4 X4
4 X3i
4 X3

8.16
7.65
7.11

9.86'll.2
9.2110.5

8.60 9.80

12.9
12.1
11.3

14.:
13.-3
12.:

^15.7
^4.6
'13.5

17.4
16.2

19.1

17.8

20.8

3ix3i
3ix3

7.11

6.56

8.60

7.82

9.76
9.21

11.0
10.2

12. £

11. e

>13.5
)12.5

Size of

Angle,

in Inches.

Weights per foot for different thicknesses.

8

'h"

¥'

-iV

3.//

8

-.Y

¥'

9"

8

H"

3ix2i

4.90

6.15

7.17

8.43

9.35

10.6

3X3
3 X2i
3 X2

4.90
4.45
4.05

6.05
5.64
5.10

7.30
6.53

5.88

8.26

7.72
6.94

9.56

8.50
7.65

10.8
9.69

12.1

2ix2i

4.05

4.96

6.05

6.80

7.85

21 X2i
2iXli

2.75

2.28

3.60
3.06

4.56
3.64

5.20

6.22

7.17

2 X2

2 X If

1.02

2.41

2.28

3.19
3.06

4.05
3.64

4.62

5.47

6.32

If xif
HxU
ifxii

2.11

1.80
1.53

2.75
2.35
1.90

3.50
2.96
2.45

3.98
3.33

4.72

lixU

1 XI

. ix ^

1.02

.78
.68
.58

1.46
1.15

.99

.85

2.01
1.57

2.55

8

58

THE PASSAIC ROLLING MILL COMPANY.

— «

PROPERTIES OF PASSAIC STEEL Z BARS.

Least
Radius of
Gyration,
neut. axis
diagonal.

CO -^ -^

QO 00 X_

1

1— 1 OJ "<*

00 00 GO

o o o

-H CO CO
X 00 00

odd

uO CO t^

l>. i>. i>

Tf uO CO

l> l>. 1>

0.73

0.75
0.76

c

4)

'u

s

'8

in

<

3

67,500
78.600
89,800

92,400
102,600
112,800

112,300
121,800
131,200

42,700
51,100

59,500

61,400
69,000
76,600

75,800
82,700
91,500

1-1 CO rf
1^ -^ -^

l^ Ci r^

CO CO -^

'Tf CO i^

CO CO CO

lO l^ X

CO CO CO

— CO uO

CO CO CO

X O rH
Oi CO CO

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1— 1 1— 1 ^-

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cr

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ll

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O

8

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o

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Ul
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re
rt

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rt
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o
U

§1
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o -a

U o

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1> C* 00

— CO 00
C5 ■* Ci

■^ t>. CO

Ci -^ o

O i-O c*

O -^ C5

O T C5

Ci cox

CJCOCO

CO "^ ^

"* LOCO

O<C4C0

CO CO CO

CO '^ ^

O 13

1-1 o t>.

1-1 05 00

Ci CJ "^
UO -rf CO

rf l> X
Tr COrH

X uOO

rHCO CO

lO rH CO
O O O

J> CO CO
CO X CO

C5 O C»

1—1 1-1

Ci "^CO
rH tH I— 1

uO l^ Ci

rH — rH

CO l^C5

C5 d CJ

— CO -^

rH rH r-l

IU

o
«

3

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c
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p.

in

<

1
3

90,000
104,800
119,700

123,200
136,700
150,400

149,800
162,300
174,900

57,000
68,200
79,400

81,000

91,900

102,100

101,000
110,300
122,000

O O CO 00 oo C5
CO CO CO d C<1 c<

rH C} CO

CO CO CO

rH rH CO

-Tf lO X

XXX

• ^

CO coco

.

.

•J3 3
tl o

"<* CO Ci
•<^ 00 OJ

O C^) o
lO 00 r-l

^ coo

O CO ^

rt< Oi Tt

CO CO Tf

X CO t>.

CO CO lO

l^ •<* "*
■^ CO ■«*

00 05 1-1
tH

rH CO -^
r-l rH r-l

■^ lO CD

OCO 1>

1>XC1

CiO rH

2.5

o c

ooco

CO QCi CO

•«!f CO X

CO 00 r^

CO CO CO
tH rH CO

CO X i>
CO rH O

O CO CO
rH X lO

SS?0

0 03"*
Qi C<i CO

Tt GO CO
CO CO TT

CO COO
■^ Tf UO

cocoes

C: — rf
^ C3 CO

CO COC3
COCOC>i

rt
<u

of
Section,
Sq. Ins.

O CO 1-H

■00 CO uO

CO -^ OJ

CO o r^

CO Tf rH

O O 1-1
•* rH 00

to -^ ■*

COO) CO

CO rf CO
05 CO CO

tT uO CO

CO t^ 00

XCfiO

1-H

CO Ttl TT

uO UOCO

CO t^x

lU

CO CO o

t>. Tt O

cooco

CO'C. "*

X CO CO

J> O CO

uO 00 i-i
1-1 r- c*

CQ lO 00
COCO C>i

coco CO

rH CO CO

i> O CO

1- coco

coco X

CO CO CO

H

ness of

Metal,

Ins.

iqx

«|x

-a

of

Flange,

Ins.

-to

CO CO CO

-Hi'N-i.-iKlX

CO CO CO

-to
^'N^'!— mix

CO CO CO

CO CO CO

-:-*'-'l^M|x
CO CO CO

CO CO CO

a
Q

of
Web,
Ins.

:o CO O

o ciTcb

H--;x
CO CO CO

-P-lx

l^ >^ o

i^-lx

1.0 i-O o

1.0 UO lO

■^

THE PASSAIC ROLLING MILL COMPANY.

59

Least
Radius of
Gyration,
neut. axis
diagonal.

i> CX) Ci
o O O

odd

O CO o

1

CO i> !r>
CO coco

lO CO
lO o

d d

uO lO

lOCO
lO lO

d d

i

-<

i

%

c

v

."2
'o
.c

'o
o

X

1

rH CO -^

S8§

CO o -^
CO -^ -^

o o o
o o o

■^ O^i rH

oo'co'oo'^

■<* LO lO

o o

OO

o o

o o

CO '00

o^co*^

(?1 Oi

oo
oo
to -^^^

1

a

CO '^i o

CO CO CO

T-H 1— 1 T-H

CJtH CO
O) CO CO

rH tH rH

lO t^ Ci

1— 1 1—1 rH

rH (N

rH 1— 1

rH 1—1

1—1 T-<

lO J>

^^ 1— 1

o

c

<

pq

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o^ -^ -^ O
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O t3 ...

!>• i> 05

CO J> tH

(TJoico

00 GO O
rHlO O

CO CO -^

OO

1> 00

\0 00

i-< rH

C5CO
rH oi

3

cr
4;

N

EH

S S
o a

CO COi>

•^ i.o d

CO CO CO
J> Oi 0^

d i> d

CO to -^

00 drH

1—1

GO CO
(TJ CO

CO ''f

lO O
00 1>

■^ d

ft

1
o

8

o

o

c

1)
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53
&

<:

1-1
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O u

oo o

o o o

lO J> QO

co'i-ToT

CO ■^ "^

oo o
o o o

lO lO CO

o o o
o o o

O Ci '<*'

^"o"i>"

CO 1> i>

o o
lO -^
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M

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a
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tH rH T— 1

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1-1 CiO

CO CO ■^

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00 iCrH

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O CO 3^

rH ok

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CO CO

o -^

CO CO

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o c

CD^ CO
(710^ CO

di>^ oi

CO 00 '^f
CO 1-1 l^

drH 0^

1-H 1—1

rH C^l^
tH »0 Ci

(^i CO -^

rH rH 1— 1

00 CO

00 lO

CO -^

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lO (7J

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u

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ir.tn

1-1 CO ?o

"^ o o

(?i CO CO

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CO d t>^

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C5 Oi Ci

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drH

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P^

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CO CO CO

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3^ W

Oi Oi

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coco

CO CO

CO CO

_«

88-

■8S

60 THE PASSAIC ROLLING MILL COMPANY.

EXPLANATION OF TABLES
ON SAFE LOADS.

The following tables give the safe uniformly distributed
loads, in tons of 2,000 lbs., on Passaic Structural Shapes cal-
culated for a maximum fiber strain of 16,000 lbs. per square
inch. The loads given in the tables include the weights of
the shapes, which must be deducted from the tabular loads in
order to obtain the net superimposed loads which the shapes
will carry.

Safe loads are given for the principal weights of I beams
usually rolled. The safe loads for intermediate or heavier
weights of beams than those tabulated, can be obtained by the
use of the separate column of corrections given for each size,
which states the increase of safe load for each additional lb.
increase in the weight per foot of the beam.

The safe loads of channels are tabulated only for the mini-
mum weights. A separate column for each depth of channel
gives the additional safe load for each lb. per foot increase in
the weight of the channel, by the use of which the safe loads
on the heavier weights of channels may be obtained.

The safe loads for Tees are given for all weights rolled.

The safe loads for Angles are given only for the minimum
and maximum weights. The safe loads for intermediate
weights may be obtained approximately by proportion.

The safe loads for Z Bars are given for all the weights
rolled.

It is assumed in these tables that the compression flanges
of the beams or shapes are secured against yielding sideways.
They should be held in position at distances not exceeding 20
times the width of the flange, otherwise the allowable loads
should be reduced according to the following table :

BEAMS UNSUPPORTED SIDEWAYS.

Unsupported Length
of Beam.

20 X flange width.
30 // // //

40 // // //

ss-

Greatest Safe
Load.

I . O tabular load.
0.9 '/ //

0.8 // //

Unsupported Length
of Beam.

50 X flange width.
60 // // //

70 // // II

Greatest Safe
Load.

0 . 7 tabular load.
0.6// //

0.5 // //

^

S8 85

THE PASSAIC ROLLING MILL COMPANY. 61

/ Deflection Coefficients are given for all the shapes, by the
/ use of which the deflections, under the tabular loads, can be
obtained by simply multiplying the Deflection Coefficient of
the shape by the square of the span, in feet ; the result being
\ the deflection in inches. Thus, the deflection of a 15 ' X 42
Mb. I beam on a span of 20 feet, fully loaded, is obtained by

. —2

multiplying the Deflection Coefficient (.001103) by 20 ; the

result being 0.44, which is the deflection in inches, or about
-J "

Tff •

Beams used in floors should not only be strong enough
to carry the superimposed loads, but also sufficiently rigid to
prevent vibration. For beams carrying plastered ceilings, if
the deflection exceeds 3^ of the distance between supports,
or 3-0 of an inch per foot of span, there is danger of cracking
the plaster. This limit is indicated in the tables by heavy
cross lines beyond which the beams should not be used if in-
tended to carry plastered ceilings, unless the allowable loads
given in the tables are reduced in the following manner:

Let A = deflection coefficient for the shape.

L = limiting span, in feet, at which the shape, fully

loaded, has a deflection of ^-g ^ of span.
L' = given span, in feet.
W = tabular safe load for span L'.

W" = load on span L' producing deflection of j^ of
span.
Then,

L = -L., (I); W"=— ^,(2); W"=LW', (3).

30 A 30 A L' V

Thus, if it is desired to find the load on a 10" X 25 lb. I beam

on a span of 30 ft., which will produce a deflection of only -g-^

of the span; the safe load, 4.35 tons, given in the table for a

span of 30 feet, must be reduced by formula (3) as follows :

20
W" = — X 4.35 = 2.90 tons.

30
It may generally be assumed that the above limit of deflec-
tion is not exceeded, both for rolled and built beams, unless
the depth of the beam is less than ^ of the span. It should
be noted, however, that some local building ordinances pro-
vide that no beam shall be of less depth than yo of the span.

88 88

88-

62 THE PASSAIC ROLLING MILL COMPANY.

1

SAFE LOADS, UNIFORMLY DISTRIBUTED,

FOR PASSAIC STEEL I BEAMS,

In Tons of 2000 Lbs.,

BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS.

IT.

10

11

12
13
14
15
16
17
18
19

20
21
22
23
24
25
26
27
28
29

30

31
32
33
34
35
36
37
38
39
40

20" I

90

Lbs.

per

Foot.

80.

73

66.
61.
57,
53.

50.
47,
44.
42,

40,
38.
36,
34,
33.
32,
30,
29,
28,
27,

26.8

25.
25.
24,
23.
23.
22.
21,
21,
20.
20,

80

Lbs.

per

Foot.

75

Lbs.
per

65

Lbs.
per

Foot. : Foot.

71.766
65.2i60
59.8,55
55.251
51.2:47
47.8*44

44.8 41
42.2i39

39.9 36
37.8 35

rt'aj

<^

.561.30.52
,5 55.7 0.48
.4 51.0 0.44
.247.10.40
5 43.8 0.37

35.9
34.2
32.6
31.2
29.9
28.7
27.6
26.6
25.6
24.7

340.9
638.3
136.0
9^34.1
0 32.3

23.9

23.1
22.4
21.7
21.1
20.5
19.9
19.4
18.9
18.4
17.9

33.
31.

30.
28.
27.
26.
25,
24,
23.
22,

330.7
7|29.2
227.8
926.6
7 25.5
6 24.5
6 23.6
6 22.7
821.9
921.2

0.35
0.33
0.31
0.29

0.28

22.220.5

21,

20,
20,
19,
19.

18,
18,
17.
17,
16,

519.8
819.2
218.6
6118.1
017.6
517.1
016.5
516.1
l|l5.7
615.3

0.26
0.25
0.24
0.23
0.22
0.21
0.20
0.19
0.19
0.18

15" I

0.17

17
16
16
15
15
15
14
14
13
13

Deflection Coefficient,
. 000828

75 I 663

Lbs. 1 Lbs.

per I per

Foot. jFoot.

51.2 48

46.6 43

42.7 40
39.4 37
36.6 34
34.232
32.0 30

30.1

28.5
27.0

28
26
25

25.624.
24.4 22.
23.3:21.
22.3:20.
21.320.

20.5
19.7
19.0
18.3
17.7

17.1

16.5
16.0
15.5
15.1
14.6
14.2
13.8
13.5
13.1
12.8

16.0

15.

15,

14.

14

13.

13.

13.

12.

12.

12.

60

Lbs.

per

Foot.

45.4

41.2

37.8

34.9

32.4

30

28.3

26.7

25.2

23.9

50

Lbs.

per

Foot.

22.7
21.6
20.6
19.7
18.9
18.1
17.4
16.8
16.2
15.6

15.1

14.6
14.2
13.7
13.3
13.0
12.6
12.3
11.9
11.6
11.3

37.7
34.2
31.4
29.0
26.9
25.1
23.5
22.2
20.9
19.8

18.8
17.9
17.1
16.4
15.7
15.1
14.5
14.0
13.5
13.0

12.6

12.2
11.8
11.4
11.1

10.8
10.5
10.2
9.91
9.66
9.42

42

Lbs.

per

Foot.

30.6
27.8
25.4
23.5
21.8
20.4
19.2
17.9
17.0
16.1

15.3
14.6
13.9
13.3
12.8
12.3
11.8
11.4
10.9
10.5

10.2

9.86
9.56
9.26

8.98
8.73
8.49
8.26
8.04
7.83
7,64

;3^

0..39

0.36
0.33
0.30
0.28
0.26
0.25
0.23
0.22
0.21

0.20
0.19
0.18
0.17
0.16
0.16
0.15
0.15
0.14
0.14

0.13

0.13
0.13
0.12
0.11
0.11
0.11
0.11
0.10
0.10
0.10

Deflection Coefficient,
.001103

ss.

Safe loads given include weight of beam. Maximum fiber strain, 16,000
lbs. per square inch. Deflection of beam, in inches, under tabular load
equals the product of the Deflection Coefficient by the square of the span,
in feet.

«

^

THE PASSAIC ROLLING

MILL

28

COMPANY. 63

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR PASSAIC STEEL I BEAMS,

In Tons of 2000 Lbs.,

BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS.

o

5
a,

12" I

it

.2.S

10

' I

W)

«'J3

55

Lbs.
per Ft.

40

Lbs.
per Ft.

31*

Lbs:

per Ft.

40

Lbs.
: per Ft.

33

Lbs.
per Ft.

30

Lbs.
per Ft.

25 ^.S

Lbs. :§ o

per Ft. < ^

8
9

39.8
35.4

31.3

27.8

24.5

21.8

0.39
0.35

23.8
1 21.2

21.5
19.1

18.0
16.0

16.3 0.33
14.5 0.29

10
11
12
13
14

15
16
17

18
19

20

21
22
23
24

31.8

28.8
26.5
24.5

22.8

25.0
22.7

20.8
J9.2
17.9

19.6
17.9
16.4
15.1
14.0

0.31

0.29
0.26
0.24
0.22

1 19.0
17.3
15.9
14.7
13.6

12.7
11.9
11.2

10.6
10.0

17.2
15.6
14.3
13.2
12.3

14.4
13.1

12.0
11.1
10.3

13.1 iO.26
11.9 0.24
10.9 0.22
10. 1 0.20
9.330.19

21.2
19.9

18.7
17.7
16.8

16.7
15.6
14.7
13.9
13.2

13.1
12.3
11.5

10.9
10.3

0.21
0.20
0.18
0.17
0.17

11.5

10.8

10.1
9.56
9.05

9.58
8.98
8.46
7.99
7.57

8.71j0.17
8.16i0.16
7.68,0.15
7.260.15
6.870.14

15.9

15.2
14.4
13.8
13.3

12.5

11.9
11.4

10.9
10.4

9.80

9.33
8.91

8.52
8.16

0.16

0.15
0.14
0.14
0.13

9.52

aj5o

7.19

6.530.13

9.07
8.65
8.28
7.93

8.19
7.82
7.48
7.17

6.85
6.53
6.25
5.99

6.22,0.12
5.94,0.12
5.680.11
5.440.11

25
26
27

28
29

30
31
32
33
34
35

12.7
12.2
11.8
11.4
11.0

10.0
9.62
9.26
8.93
8.62

7.83
7.54
7.26
7.00
6.76

0.13
0.12
0.12
0.11
0.11

7.62
7.32
7.05
6.80
6.57

6.88
6.62
6.37
6.14
5.93

5.75
5.53
5.32
5.13
4.96

5.220.10
5.02 0.10
4.840.10
4.66 0.09
4.500.09

10.6

10.3

10.0

9.6

9.4

9.1

8.34

8.07
7.81
7.58
7.35
7.14

6.54
6.32
6.13
5.94
5.76
5.60

0.10
0.10
0.10
0.10
0.09
0.09

6.35
6.14
5.95
5.77
5.60
5.44

5.73
5.54
5.38
5.21
5.06
4.91

4.79
4.64
4.49
4.36
4.23
4.11

4.350.09
4.210.08
4.080.08
3.960.08
3.84 0.08
3.730.08

Deflection Cc
.0013

^efficient,

79

Deflect

ion Coef
001655

icient,

Safe loads given
lbs. per square inc
equals the product
- in feet.

S8

nclude weight
1. Deflection
of the Deflecti

of beam,
of beam,
Dn Coeflfic

Maxim
in inche
ient by

um fiber
s, under
he squar

strain, 16,000

tabular load

e of the span,

4

82-

'S8

64 THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS, UNIFORMLY DISTRIBUTED,

FOR PASSAIC STEEL I BEAMS,

In Tons of 2000 Lbs.,

BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS.

fa

9" I

27

Lbs.

per

Foot.

718.7
816.4
914.6

1013.1
1111.9

JO. 9
10.1
9.36

8.74
8.19

7.71

7.28

6.90

6.56
6.24
5.96
5.70
5.46

5.24
5.04
4.86
4.68
4.52
4.37

234

Lbs.

per

Foot.

21

Lbs.

per

Foot.

15.1 14.3

13.2 12.5
11.7 11.1

0.34 14.8

10,6
9.59
8.79
8.11
7.53

10.0
9.09
8.33
7.69
7.14

7.03
6.59

6.20

5.86

5.55

5.27
5.02
4.79

4.58
4.39

4.22
4.06
3.91
3.77
3.64
3.52

6.66
6.25

5.88
5.55

5.26

d '53

<h5

8" I

27

Lbs.

per

Foot.

0.29
0.26

0.24
0.21
0.20
0.18
0.17

12.9
11.5

0.16
0.15

0.14
0.13

10.3
9.40

8.62
7.96
7.39

0.12

5.000.12
4.760.11

4.. 54
4.35
4.16

0.11
0.10
0.10

4.000.09
3.840.09
3.700.09
3.57 0.08

3.45
3.33

0.08
0.08

Deflection Coefficient,

.001839

6.90
6.47

6.08
5.75

5.44

5.17
4.93
4.70
4.50
4.31

22

Lbs.

per

Foot.

13.3
11.6
10.3

9.30

8.45
7.75
7.15
6.64

6.17

5.81

5.47
5.16

4.89

4.65
4.43
4.23
4.04

3.87

4.14
3.98i
3.83^
3.69
3.57
3.45

3.72
3.58
3.44
3.32
3.21
3.10

18

Lbs.

per

Foot.

10.8
9.45

8.41

7.57
6.88
6.31
5.82
5.41

5.05
4.73

4.45
4.21

3.98

<^

0.30
0.26
0.23

0.21
0.19
0.17
0.16
0.15

0.14
0.13

0.12
0.12

0.11

3.79
3.60
3.44
3.29
3.15

0.10
0.10
0.09
0.09
0.09

0.08
0.08
0.08
0.07
0.07
0.07

7" I

20

Lbs.

per

Foot.

10.4

9.07
8.06

15

Lbs.

per

Foot.

8.08
7.07
6.28

7.26
6.60
6.05

5.58
5.18

0.26
0.23
0.20

0.66
5.14
4.71
4.35
4.04

0.18
0.17
0.15
0.14
0.13

0.12
0.11

4.843.77
4.53|3.53

4.27 3.33|o.ll
4.033.14 0.10

3.822.980.10

3.63
3.45
3.30
3.15
3.02

2.83
2.69
2.57

2.90
2.79
2.69

0.09
0.09
0.08

2.460.08
2.360.08

2.260.07

'2.180.07
12.090. 07
2.592.020.07
2.501.95J0.06

2. 42|l. 8810.06

Deflection Coefficient,
.002069

Deflection Coeff.,
.002365

Safe loads given include weight of beam. Maximum fiber strain, 16,000
lbs. per square inch. Deflection of beam, in inches, under tabular load
equals the product of the Deflection Coefficient by the square of the span,
in feet. «a

88. ■ ^

^■

THE PASSAIC ROLLING MILL COMPANY. 65

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR PASSAIC STEEL I BEAMS,

In Tons of 2000 Lbs.,

BEAMS BEING SECURED AGAINST YIELDING SIDEWAYS.

6' I

10

11
12

13
14

15

Lbs.

per

Foot.

9.40

7.85
6.72

5.88

5.23

15
16
17

18
19

20
21
22
23
24
25

4.70

4.27
3.92

3.62
3.36

12

Lbs.

per

Foot.

7.75
6.45
5.53

4.84

4.30

0.32
0.26
0.23
0.20

0.18

3.13
2.94
2.76
2.61
2.47

2.35
2.24
2.14

2.04
1.96

1.88

2.98
2.76

2.58
2.42
2.27
2.15
2.04

1.93
1.84

1.76
1.68
1.61
1.55

0.10
0.10
0.09
0.09
0.08

0.08
0.08
0.07
0.07
0.07
0.06

Deflection CoefF.,

.002759

5" I

13

Lbs.
per

Foot.

6.70
5.58

4.78
4.19

3.72

9f

Lbs.

per

Foot.

3.35

3.04
2.79

2.58
2.37

3.71
3.25

2.88

0.26
0.22
0.19
0.16

0.15

2.23

2.09
1.97
1.86
1.76

2.60|0.13

2.36 0.12
2.16 0.11

2.00^0.10
1.86 0.09

1.67
1.59
1.52
1.45
1.39
1.34

1.7310.09
1.62 0.08
1.53 0.08
1.44 0.07
1.36 0.07

1.30 0.07
1.24|0.06

1.19
1.13

1.09
1.04

0.06
0.06
0.05
0.05

Deflection CoefF.,
.003310

4" I

10

Lbs.

per

Foot.

1.83

1.66
1.52 1.30

1.40 1.20
1.30 1.11

7h

Lbs.

per

Foot.

3.12

2.60
2.23

1.95

6

Lbs.

per

Foot.

1.74

1.22
1.14

1.07
1.01
0.97

0.92
0.87
0.83
0.80
0.76
0.73

1.04

0.98
0.92
0.87
0.82

2.45
2.04
1.75
1.53

1.36

1.23

1.11
1.02

0.95

0.88

0.82
0.77
0.72
0.68

0.21

0.18
0.15
0.13

0.12

0.11

0.10
0.09

0.08
0.08

0.07
0.07
0.06
0.06

0.65 0.06

0.78
0.74
0.71
0.68
0.65
0.62

0.61 0.05
0.58 0.05
0.56 0.05

0.53
0.51
0.49

0.05
0.04
0.04

Deflection Coefficient,
.004138

h

Safe loads given include weight of beam. Maximum fiber strain, 16,000
lbs. per square inch. Deflection of beam, in inches, under tabular load,
equals the product of the Deflection Coefficient by the square of the span,
in feet. j -^ t- >

-88

S2

^

66 THE PASSAIC

ROLLING

-MILL

COMPANY.

SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR

PASSAIC .

STEEL

CHANNELS,

In

tons of 2000 lbs.,

CHANNELS BEING SECURED AGAINST YIELDING SIDEWAYS. |

Span,

15'

15'

^is-sl

12'

12"

^s^^s

in

40 Lbs.

33 Lbs.

2 u.= .5?c 1

27 Lbs.

20 Lbs.

2 "•=.£? =

Feet.

per Ft.

per Ft.

per Ft.

per Ft.

-*< rt I- '-

^ o oj.s

6

44.0

36.0

0.65

23.85

18.48

0.52

7

37.7

30.8

0.56

20.44

15.84

0.44

8

33.0

27.0

0.49

17.89

13.86

0.39

9

29.4

24.0

0.43

15.90

12.32

0.35

10

26.4

21.6

0.39

14.31

11.09

0.31

11

24.0

19.6

0.36

13.01

10.08

0.29

12

22.0

18.0

0.33

11.93

9.24

0.26

13

20.3

16.6

0.30 i

11.01

8.53

0.24

14

18.9

15.4

0.28

10.22

7.92

0.22

15

17.6

14.4

0.26

9.54

7.39

0.21

16

16.5

13.5

0.25

8.94

6.93

0.20

17

15.5

12.7

0.23 i

8.42

6.52

0.18

18

14.7

12.0

0.22

7.95

6.16

0.17

19

13.9

11.4

0.21 \

7.53

5.83

0.17

20

13.2

10.8

0.20 i

7.16

5.54

0.16

21

12.6

10.3

0.19

6.81

5.28

0.15

22

12.0

9.81

0.18 !

6.50

5.04

0.14

23

11.5

9.40

0.17 i

6.22

4.82

0.14

24

11.0

9.01

0.16 1

5.96

4.62

0.13

25

10.6

8.65

0.16

5.72

4.43

0.13

26

10.2

8.32

0.15

5.50

4.26

0.12

27

9.79

8.01

0.15 ;

5.30

4.11

0.12

28

9.44

7.72

0.14 1

5.11

3.96

0.11

29

9.11

7.46

0.14

4.93

3.82

o.n

30
31

8.81

7.22

0.13 ,
0.13

4.77
4.62

3.70

3.58

0.10
0.10

8.52

6.98

32

8.26

6.76

0.13

4.47

3.46

0.10

33

8.01

6.55

0.12

4.34

3.36

0.10

34

7.77

6.36

0.11

4.21

3.26

0.09

35

7.55

6.18

0.11

4.09

3.17

0.09

Defl

ection Coef

ficient,

Defl

ection Coefficient,

.001103

.001379

Safe loads giv<

in include v,

'eight of chan

nel. Maxin-

mm fiber strain, i6,ooo

lbs. per square in

:h. Deflecti

on of channel,

in inches, ur

ider tabular load equals

the J

)roduct of t

he Deflectic

n Coefficient

by the squa

re of the sp

an, in feet. 1

•o

ss.

^—

THE PASSAIC ROLLING MILL

^

COMPANY. 67

i

3AFE

LOADS, UNIFORMLY DISTRIBUTED, FOR

PASSAIC STEEL CHANNELS,

In tons of 2000 lbs.,

CHANNELS BEING SECURED

AGAINST YIELDING SIDEWAYS.

•^•^

^•2_..

&-'-r.

4J

-a <J c

T3 y C

'V 0 c

V

^■^s

n--S

rt C c
0 •- oj

Ui

10'

10'

-^^^

9"

9"

Jd^

8"

8"

20 lbs.

15 lbs.

16 lbs.

13 lbs.

13 lbs.

10 lbs.

c

per Ft.

per Ft.

^ftO

per Ft.

per Ft.

^ ft^

per Ft.

per Ft.

72 ^Z.

a.

OMJZ

0 J3 j:

1

°:S'f.

C/3

!

5

18.2

14.3

0.52

13.5

10.8

0.48

9.48

7.52

0.42

6

15.2

11.9

0.44

11.3

8.98

0.40

7.90

6.27

0.34

7

13.0

10.2

0.38

9.67

7.69

0.34

6.77

5.37

0.30

8

11.4

8.91

0.33

8.46

6.73

0.29

5.92

4.70

0.26

9

10.1

7.92

0.29

7.52

5.98

0.26

5.27

4.18

0.23

10

9.12

7.13

0.26

6.76

5.38

0.24

4.74

3.76

0.21

11

8.29

6.48

0.24

6.15

4.90

0.21

4.31

3.42

0.19

12

7.60

5.94

0.22

5.64

4.49

0.20

3.95

3.14

0.17

18

7.02

5.48

0.20

5.20

4.14

0.18

3.65

2.89

0.16

14

6.52

5.09

0.19

4.83

3.85

0.17

! 3.39

2.69

0.15

15

6.08

4.75

0.17

4.51

3.59

0.16

3.16

2.51

0.14

16
17

5.70
5.37

4.46
4.19

0.16
0.15

4.23

3.98

3.37
3.17

0.15
0.14

2.96

2.35

0.13
0.12

2.79

2.21

18
19

5.07

4.80

3.95

0.15

3.76

2.99

0.13
0.12

I 2.64
2.50

2.09

1.98

0.12
0.11

3.75!0.14

3.56

2.83

20
21

4.56

3.56

0.13

3.38
3.22

2.69
2.56

0.12
0.11

2.37
2.26

1.88
1.79

0.10
0.10

4.34

3.40

0.12

22

4.14

3.24

0.12

3.08

2.45

0.11

2.16

1.71

0.09

23

3.96

3.10

0.11

2.94

2.34

0.10

2.06

1.63

0.09

24

3.80

2.96 1 0.11

2.82

2.24

0.10

1.97

1.56

0.09

25

3.65

2.85:0.10

2.71

2.15

0.09

1.90

1.50

0.08

26

3.51

2.74,0.10

2.60

2.07

0.09

1.83

1.44

0.08

27

3.38

2.64 0.10

2.50

2.00

0.09

1.76

1.39

0.08

28

3.26

2.54 0.09 1

2.41

1.93

0.08

1.69

1.34

0.07

29

3.15

2.45 0.09 1

2.33

1.86 0.08

1.63

1.30

0.07

30

3.04

2.38 0.09

2.26

I.80I0.O8

1.58

1.26 0.07|

Deflect

ion Coefficient,

Deflect

on Coefiicient,

Deflection Coefficient,

001655

•

001839

.002069

Safe loac

s given include weight of

channel. Maxin

lum fiber strain, 16,000

lb

5. per squ

are inch. Deflection of cha

nnel, in inches, u

ader tabularload.equals

th

e produc

t of the 1

Deflectic

)n Coefifi<

:ient by

he squE

ire of the

span, in

feet. 1

^

«?

68

THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS, 1

[JNIFORMLY DISTRIBUTED, FOR

PASSAIC STEEL CHANNELS,

In tons of 2000 lbs.,

CHANNELS BEING SECURED AGAINST

YIELDING SIDEWAYS.

Span,

in
Feet.

7"

13 Lbs.
per Ft.

7"
9 Lbs.
per Ft.

Add to Safe

Load for each lb.

per ft. increase

in weight of

Channel.

6'

17 Lbs.
per Ft.

6'

12 Lbs.

per Ft.

6'

8 Lbs.
per Ft.

Add to Safe
Loadforeachlb.
per ft. increase

in weight of
Channel.

5

8.33

5.79

0.37

9.05

6.64

4.54

0.31

6

6.94

4.83

0.32

7.53

5.53

3.78

,0.26

7

5.95

4.13

0.26

6.46

4.74

3.24

0.22

8

5.21

3.62

0.23

5.64

4.15

2.84

0.20

9

4.63

3.22

0.20

5.02

3.69

2.52

0.17

10

4.17

2.90

0.18

4.52

3.32

2.27

0.16

11

3.79

2.62

0.17

4.10

3.02

2.06

0.14

12
13

3.47
3.20

2.41
2.22

0.15
0.14

3.76

2.77

1.89

0.13
0.12

3.48

2.55

1.74

14

2.98

2.06

0.13

3.23

2.35

1.62

0.11

15

2.78

1.93

0.12

3.01

2.21

1.51

0.10

16

2.60

1.81

0.11

2.82

2.07

1.42

0.10

17

2.45

1.70

0.11

2.66

1.95

1.33

0.09

18

2.32

1.61

0.10

2.51

1.84

1.26

0.09

19

2.19

1.52

0.10

1

2.38

1.75

1.19

0.08

20

2.08

1.45

0.09

2.26

1.66

1.13

0.08

21

1.97

1.38

0.09

2.15

1.58

1.08

0.07

22

1.89

1.32

0.08

2.05

1.51

1.03

0.07

23

1.82

1.26

0.08

1.96

1.44

.99

0.07

24

1.74

1.20

0.08

1.88

1.38

.95

0.07

25

1.67

1.16

0.07

1.81

1.33

.91

0.06

Deflection C

oefficlent,

Deflection Coeffic

lent,

.0023

64

.002760

Safe

loads given inclu

de weight of channel. ]

Vlaximum fiber str

ain, i6,ooo

lbs. pe

r square inch. Def

ection of channel, in incl

les, under tabular!

oad, equals

the pr

oduct of the Deflf

action Coefficient by th

e square of the spj

m, in feet.

8^

& —

8?

THE PASSAIC ROLLING MILL COMPANY. 69

SAFE LOADS, UNIFORMLY DISTRIBUTED, FOR

PASSAIC STEEL

CHANNELS,

In tons of 2000 lbs.,

CHANNELS BEING SECURED AGAINST YIELDING SIDEWAYS.

Span,

in
Feet.

5"
9 Lbs.
per Ft.

5"

6 Lbs.
per Ft.

-a T! ^ ^U

4//

8 Lbs.
per Ft.

4"
5 Lbs.
per Ft.

J2 lU

■" .0 . C rt

5

4.12

2.78

0.26

2.91

1.92 0.21

6

3.43

2.32

0.22

2.42

1.60

0.18

7

2.94

1.99

0.19

2.08

1.37

0.15

8
9

2.58
2.29

1.74
1.54

0.17
0.15

1.82

1.20

0.13
0.12

1.62

1.07

10
11

2.06

1.39

0.13
0.12

1.46
1.32

.96

.87

0.11
0.10

1.87

1.26

12

1.71

1.16

0.11

1.21

.80

0.09

13

1.58

1.07

0.10

1.12

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0.08

14

1.47

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0.09

1.04

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0.08

15

1.37

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0.09

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0.07

16

1.29

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0.08

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0.07

17

1.21

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0.08

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0.06

18

1.14

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0.07

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19

1.08

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20

1.03

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21

.98

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0.06

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0.05

22

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23

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0.05

24

.86

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0.06

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0.04

25

.82

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0.05

.58

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0.04

Deflection Coefficient,

Deflection Coefficient,

.00331

.00414

Sal

"e loads given include weight of chan

nel. Maximum fiber strain, 16,000

Ibs.p

er squareinch. Deflection of channel,

in inches, under tabular load equals

the p

roduct of t

le Deflectio

n Coefficient

by the squa

re of the spa

n, in feet.

88-

88-

70 THE PASSAIC ROLLING MILL COMPANY.

■S8

88'

Deflec-
tion
Coeflf.

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82-

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THE PASSAIC ROLLING MILL COMPANY.

71

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^ a

72 THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR PASSAIC STEEL ANGLES,

EQUAL LEGS, IN TONS OF 2,000 LBS.,
Angles being secured against yielding sideways.

"3) .
o a

(U>-1

c

in

(U
S

u

'Ja

o a

e _- .
Hi «

Is

U "1

Span in feet.

lie

2

3

4

5

6

8

10

12

6 X6
6 X6

7
8
3.

8

43.6

18.8

21.8

9.38

14.5
6.25

10.9
4.69

8.71
3.75

7.26
3.13

5.44
2.34

4.36

1.88

3.63
1.56

.0020
.0019

5 X5
5 X5

a

8

25.5
12.9

12.8
6.45

8.50
4.30

6.38
3.23

5.10

2.58

4.25
2.15

3.19
1.61

2.55
1.29

2.13

1.08

.0024
.0023

4 X4
4 X4

1%

17.7
6.90

8.85
3.45

5.90
2.30

4.43
1.73

3.54
1.38

2.95
1.15

2.21

.86

1.77

.69

1.48

.58

.0031
.0029

3ix3i
3ix3i

8
1%

9.65
5.20

4.83
2.60

3.22
1.73

2.41
1.30

1.93
1.04

1.61

.87

1.21

.65

.97
.52

.80
.43

.0035
.0033

3 X3
3 X3

5.

8
4

7.90
3.10

3.95
1.55

2.63
1.03

1.99

.77

1.58
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1.32
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.99
.39

.79
.31

.66
.26

.0042
.0038

2^X2^
2ix2i

I
2
I.

4

i
1%

4.08
2.14

2.04
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1.36
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1.02
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.82
.43

.68
.36

.51

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.41
.21

.34

.18

.0049
.0047

-*4'X'W4'

3.47
1.30

1.74
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1.16
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.87
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.69
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.35
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.29
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.0056
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2 X2
2 X2

1
2

1%

2.72
1.02

1.36
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.91
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.68
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UxH
lixii

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ft

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lixH

8

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1 xl
1 xl

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fx f
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8

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.0169
.0159

Safe
lbs. pel

Safe
cient o

Loac

^hr> of
tamed
in feet.

oads

sq.

load

"stre

S glA

the
3y m

given
in.

s for in
ngth hy
ren to t
span,
ultiplyi

include

termed!

r the sp

le right

Deflec

ng the '.

weigh

ate sp
in, in
of th
tions,
Deflec

t of ar

ans ca
feet.
: zigz?
in inc
tion C

igle.

m be c

ig line
les, u
Defficit

Maxii

)btaine

prodi
nder t£
:nt by

num 1

d by c

ce dei
ibular
the sq

iber s

lividin

lection
loads,
uare <

train,

g the

s exc(

can

Df the

x6,ooo

coeflS-

;eding
)e ob-
span,

S8

8a

^ ^

THE PASSAIC ROLLING MILL COMPANY. 73

SAFE LOADS, UNIFORMLY DISTRIBUTED,

FOR PASSAIC STEEL ANGLES,

UNEQUAL LEGS, IN TONS OF 2,000 LBS.

Long Leg Vertical. Angles being secured against yielding sideways.

Size of Angle,
Inches.

c

in

u

i2

u

IS

H

Coefficient of

strength, in

tons.

Span in feet.

c «
o c

^£

Oc3

2

3

4

5

6

8

10

12

6 X4

8

42.1

21.0

14.0

10.5'8.417.01

5.26

4.21

3.50

.0022

6 X4

3.

17.7

8.85

5.90

4.433.542.95

2.21

1.77

1.48

.0020

5 X3^

^

24.2

12.1

8.05

6.044.83 4.03

3.02

2.42

2.01

.0026

5 X3i

3

8

12.2

6.10

4.07

3.052.442.03

1.53

1.22

1.02

.0024

5 X3

3

4

24.3

12.1

8.08

6.064.854.04

3.03

2.43

2.02

.0027

5 X3

fs

10.1

5.03

3.35

2.512.011.68

1.26

1.01

.84

.0025

4^X3

3

4

19.1

9.556.37

4. 78,3. 82 3. 18

2.39

1.91

1.59

.0029

4^X3

1%

8.2

4.102.73

2.051.641.37

1.03

.82

.68
1.31

.0027

4 x3i

3.
4

15.7

7.855.23

3.933.14 2.62

1.96

1.57

.0031

4 X3i

-h

6.6

3.30

2.20

1.651.321.10

.83

.66

.55

.0029

4 X3

f

12.3

6.15

4.10

3.08,2.46 2.05

1.54

1.23

1.03

.0032

4 X3

-^

6.55

3.28

2.18

1.641.311.09

.82

.66

.55

.0030

3ix3

5.

9.38

4.69

3.12

2.341.871.56

1.17

.94

.78

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3^X3

1%

5.11

2.56

1.70

1.281.02 -85

.64

.51

.43

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3^X2.V

9

8.64

4.32

2.88

2.16il.73.1.44

1.08

.86

.72

.0037

3ix2i

4

4.00

2.00

1.33

1.00 .80 .67

.50

.40

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.0035

3 X2^

9

6.45

3.23

2.15

1.611.291.08

.81

.65

.54

.0042

3 X2i

1
4

2.99

1.49

.99

.75

.60

.50

.37

.30

.25

.0040

3 X2

2

5.34

2.67

1.78

1.44

1.07

.89

.67

.53

.44

.0043

3 X2

JL
4

2.88

1.44

.96

.72

.58

.48

.36

.29

.24

.0041

2ixH

"h

1.97

.99

.66

.49

.39 .33

.25

.20

.16

.0057

2ixU

1.23

.61

.41

.31

.25 .20

.15

.12

.10

.0055

2 XU

1.60

.80

.53

.40

.32

.27

.20

.16

.13

.0061

2 Xlf

A

1.01

.50

.34

.25

.20

.17

.13

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.0059

11 xH

1^-

.77

.39

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.19

.15

.13

.10

.08

.06

.0096

ifxH

8

.31

.15

.10

.08

.06

.05

.04

.03

.03

.0087

Safe loads given include weight of angle. Maximum fiber strain, i6,ooo

lbs. per sq. m. • , /v-

Safe loads for intermediate spans can be obtained by dividmg the coeffi-

cient of strength by the span, in feet.

Loads given to the right of the zigzag line produce deflections exceeding

3^o of the span. Deflections, in inches, under tabular loads, can be ob-

tained by multiplying the Deflection Coefficient by the square of the span,

in feet.

1

88-

■«

5¥ «
74 THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR PASSAIC STEEL ANGLES,

UNEQUAL LEGS. IN TONS OF 2,000 LBS.
Short Leg Vertical. Angles being secured against yielding sideways. .

u'-i

N

u5

c

4)

IS

1) ^ in

•n M C

c3^

Span in feet.

o c

•Z «J

2

3

4

5

6

8

10

12

1.71
.71

6 X4
6 X4

L
n
3.

8

20.5

8.50

10.3
4.25

6.83
2.83

5.13
2.13

4.10
1.70

3.41
1.42

2.56
1.06

2.05

.85

.0029
.0027

5 X3^
5 X3i
5 X3
5 X3

1

8

f

5

12.75
6.45
9.85
3.99

6.38
3.23
4.93

2.00

4.25
2.15
3.28
1.33

3.19
1.61
2.46
1.00

2.55
1.29
1.97

.80

2.13

1.08

1.64

.67

1.59
.81

1.23
.50

1.28
.64

1.06
.54
.82
.33

.0034
.0031
.0039
.0036

.99
.40

4ix3
4ix3

f

1%

9.33
3.99

4.66
2.00

3.11
1.33

2.33

1.00

1.87
.80

1.55
.67

1.17

.,50

.93

.40

.78
.33

.0040
.0036

4 X3i
4 X3i
4 X3
4 X3

12.4
5.3

6.8
3.95

6.20
2.65
3.40
1.97

4 13
1.77
2.27
1.32

3.10
1.33

1.70
.99

2.48

1.06

1.36

.79

2.07
.88

1.13
.66

1.55
.66

.85
.49

1.24
.53

.68
.40

1.03
.44
.57
.33

.0035
.0032
.0039
.0037

3ix3
3^X3
3ix2^
3ix2i

5

8

?

7.04
3.84
4.75
2.19

3.52
1.92
2.37

1.09

2.35

1.28

1.58

.73

1.76
.96

1.19
.55

1.41

.77
.95
.44

1.17

.64
.79
.36

.88
.48

.70
.38
.48
.22

.59
.32

.40

.18

.0040
.0038
.0047
.0044

.59
.27

3 X2^
3 X2i
3 X2
3 X2

9
4

4.59
2.13
2.51
1..39

2.29

1.07

1.25

.69

1.53
.71

.83
.46

1.15
..53
.63
.35

.93
.43

.50

.28

.76
.36
.42
.23

.57
.27
.31
.17

.46
.21

.25
.14

.38
.18
.21
.12

.0048
.0045
.0058
.0055

2iXli^

.96
.59

.48
.29

.32
.19

.24
.15

.19
.12

.16
.10

.12

.07

.10
.06

.0077
.0073

2 Xlf|i%
2 Xlfl-fV

1.23

.80

.61
.40

.41
.27

.31

.20

.25
.16

.20
.13

.15
.10

.12

.08

.0067
.0065

ifxHIt^T
ifxu; i

.53
.21

.27
.11

.18
.07

.13

.05

.11

.04

.09

.04

.07
.03

.0111

.0099

Safe loads given include weight of angle. Maximum fiber strain, i6,ooo
lbs. per sq. in.

Safe loads for intermediate spans can be obtained by dividing the coeffi-
cient of strength by the span, in feet.

Loads given to the right of the zigzag line produce deflections exceeding
3^3 of the span. Deflections, in inches, under tabular loads, can be ob-
tained by multiplying the Deflection Coefficient by the square of the span,
in feet.

88 ^ 88

S8-

■S5

THE PASSAIC ROLLING MILL COMPANY.

75

SAFE LOADS, UNIFORMLY DISTRIBUTED,
FOR PASSAIC STEEL Z BARS,

IN TONS OF 2000 LBS.
Web vertical. Z bars being secured against yielding sideways.

Size of i Thick-
Z bar, ' ness,

Ins. Ins.

6^

^

6

6i

1 1

T¥

6

6i

5i

It

A

A

w

5^

H

it

4

4^

4

41^6

41

T^

iV

4

4tV
41

>T^

3

3tV

1 1

16

-h

^

3

>rff

9

TB"

at!
u e

45.0
52.4
59.9

61.6
68.4
75.2

75.0
81.2

87.5

28.5
34.1
39.7

41.0
46.0
51.1

50.5
55.2
61.0

16.8
20.9
24.9

25.8
29.4
33.0

32.3
35.5

38.7

10.3
12.7

Span in feet.

22.515.0
26.217.5
29.919.9

30.8
34.2
37.6

20.5

22.8
25.1

37.5
40.6
43.8

14.3
17.1

19.9

20.5
23.0
25.6

25.3
27.6
30.5

25.0
27.1

29.2

9.5
11.4
13.2

13.7
15.3

17.0

16.8
18.4

20.3

4 5.6
10.56.97

12.58.30

11.2
13.1
14.9

15.4
17.1

18.8

18.8
20.3
21.9

7.12
8.52
9.92

10.2
11.5
12.8

12.6
13.8
15.2

4.2
5.22
6.22

12.98.606.45

14.7:9.80
16.5111.0

16.210.8

17.8jll.8
19.412.9

5.153.43
6.3514.23

13.7

15.9

6.85 4.57
7.955.30

16.3
18.3

8.155.43
9.156.10

7.35

8.25

8.04

8.88
9.68|7

5 6

9.00
10.5
11.9

7.50

8.73
9.98

12.3
13.7
15.0

15.0
16.2
17.5

10.3
11.4
12.5

12.6
13.5
14.6

5.74.75
6.825.67
7.946.62

8.20
9.20
10.2

6.83
7.67
8.52

10.18.42
11.09.20
12.210.2

3.362.80

4.183.48
4.984.15

,164.30

,88 4.90
,60 5.50

2.58 2.
3.182.

3.42 2.
3.983,

5.38
5.92
6.45

1.72
2.12

74 2.28
18 2.65

,08 3.2612.72
,583.663.05

8

5.62
6.55

7.49

7.70
8.55
9.40

9.38
10.2
10.9

3.56
4.26
4.96

5.13
5.75
6.39

6.31
6.90
7.63

2.10
2.61
3.11

3.23
3.68
4.13

4.04

4.88
4.84

1.29
1.59

1.71
1.99

2.04
2.29

10 12

4.50
5.24

5.99

6.16

6.84
7.52

7.50
8.12

8.75

2.85
3.41
3.97

4.10
4.60
5.11

5.05
5.52
6.10

3.75
4.37

4.99

5.13
5.70
6.27

6.25
6.77
7.29

2.38

2.84
3.31

3.42
3.83

4.26

4.21
4.60
5.10

1.68
2.09
2.49

1.40
1.74

2.08

2.582.15
2.942.45
3.30:2.75

3.232.69
3.55 2.96
3.87 3.23

1.03
1.27

1.37

1.59

.86
1.06

1.01
1.33

1.36
1.53

o c

0028
0027
0027

0028
0027
0027

0028
0027
,0027

0033
0033
,0032

0033
0033
0032

0033
0033
0032

0041
0041
0040

.0041
.0041
.0040

.0041
.0041
.0040

.0055
.0054

0055
0054

.0055
.0054

Safe loads given include weight of Z. Maximum fiber strain, 16,000 lbs. per sq. in.

Safe loads for intermediate spans can be obtained by dividing the coefficient of
strength by the span, in feet.

Loads given to the right of the zigzag line produce deflections exceeding i /360 of
the span. Deflection, in inches, under tabular loads, can be obtained by multiplying
the Deflection Coefficient by the square of the span, in feet. ^

28 88

76 THE PASSAIC ROLLING MILL COMPANY.

BEAM GIRDERS.

It frequently happens in building construction that a single
I beam is insufficient to carry the imposed load. Where heavy
loads, such as brick walls, vaults, etc., are to be supported, a
single I beam is inadequate and two or more beams are used
side by side, bolted together with cast iron or steel separators,
as shown on page 34, Figs. 7, 8, and 9. These separators
serve to hold the compression flanges of the beams in position
to prevent deflection sideways, and also, in a measure, to cause
the beams to act together and distribute the load uniformly on
the component beams of the girder. Separators should be
provided at the supports and at points where heavy loads are
imposed and at intervals of not exceeding 6 feet. A table is
given on page 40 by which the approximate weights of sepa-
rators can be obtained for any size and width of beam girders.

In designing floors for buildings, it is desirable to have a
minimum number of interior supporting columns consistent
\Vith economy, and a beam girder, consisting of a pair of I
beams, is frequently advantageous for supporting the steel
floor joists as in Figs, i and 3 on page 34.

Girders, composed of two or more I beams, are commonly
used to span openings in brick walls. If the wall to be sup-
ported is thoroughly seasoned and without openings, the
weight carried by the girder can safely be assumed to that of a
rectangle of wall having a length equal to the opening and a
height of ^ of the opening; for, if the girder should fail, the
line of rupture of the brickwork would be found within this
rectangle. If the wall is newly built, or if it has openings for
windows or other purposes, the girder must be designed to
carry the entire wall above the girder and between the sup-
ports.

In obtaining the weight of brick walls, it is customary to
assume a cubic foot of brickwork as weighing 120 lbs. The
weights, per superficial square foot, for different walls, are,

8" wall, 80 lbs. 20" wall, 200 lbs.

12" •• 120 " 24' " 240"

16" " 160 " 28" *' 280"

When walls are faced with stone, the weight of the stonework,
taken at 160 lbs. per cubic foot, must be added. If the walls
are plastered, add 5 lbs. per square foot for the weight of the
plastering.
^ ^

S8 88

THE PASSAIC ROLLING MILL COMPANY. 77

STEEL BEAM BOX aiRDERS.

A box girder consisting of a pair of steel I beams, with top
and bottom flange plates, furnishes an economical girder for
short spans. The flange plates are riveted to the beams with
f" diameter rivets spaced from 6" to 9" centers. In short
girders, care must be taken to have a sufficient number of rivets
in each plate, between the end of the girder and the center of
span, to develop the full tensile or compressive strength of the
plate.

The safe loads in the following tables have been com-
puted from the moments of inertia of the sections, deducting
the rivet holes in each flange. A maximum fiber strain of
15,000 lbs. per square inch is used, instead of the 16,000 lbs.
fiber strain allowed on rolled beams, to allow for the injury
to the strength of the material due to punching the holes for
the rivets.

Suppose it is required to select a beam box girder to safely
support a load of 45 tons, including the weight of the girder
itself, over a span of 25 feet. By referring to the tables it
will be found that a girder, composed of two 15" X 42 lb. I
beams with flange plates 14" X f", has a safe load of only 40.0
tons on this span ; but each -^^" increase in thickness of flange
plates adds 2.16 tons to the safe load, so that the flange plates
would require to be ■^" thicker, or f|" for each plate.

The deflection of the girder under this load, in inches,
would be obtained by multiplying the Deflection Coefficient
by the square of the span in feet ; or,

.00102 X 25 = 0.64".

28 ' ^

58

88

78 THE PASSAIC ROLLING MILL COMPANY.

<

STEEL BEAM

BOX aiRDERS

Safe Loads, in Tons of 2000 Lbs., Uniformly Distributed. |

2

-12" Steel I Beams and 2 Steel Plates 14" X I"

6"

6"

<4-l

lC'"-""^.^

,r\fv:';r\.

0

<3>|

1

s?

^i»]!r^

~T/^ , «,,

o

2

plates

14" X ^"

12"

2

plates,
U"X i"

12"

0

I Beams ;
iO.O lbs.
. per foot.

I Beams
31.5 lbs.
per foot.

II

a
u

£.S

'--^'— '

fe> ^

riJ

v.^^^

J a

u

^\^ ^

' ^ ■ ■ vj/ '

S in

C/3

9i"

9"

u
0
U

a

V

Q

Safe Loads,

includ'g Wgt.

of Girder,

in Tons.

Inc. in Safe
Load for -^^ In.

Increase in

Thickness of

Flange Plates.

Safe Loads,

includ'g Wgt.

of Girder,

in Tons.

Inc. in Safe

Load for ^^^ in.

Increase in

Thickness of
Flange Plates.

12

61.8

3.61

55.3

3.65

13

57.0

3.33

51.0

3.37

14

53.0

3.09

47.4

3.13

a

15

49.5

2.89

44.2

2.92

« 0

16

46.4

2.71 :

41.5

2.74

a 0

17

43.6

2.55 1

39.0

2.58

18

41.2

2.41

36.8

2.43

.S 0

19
20

39.0

2.28

34.9

2.31

"'I
1— 1 u

37.1

2.17

33.2

2.19

21

35.3

2.06

31.6

2.09

-^SX

22

33.7

1.97

30.2

1.99

23

32.3

1.88

28.8

1.90

24

30.9

1.80

27.6

1.83

u«0
=" (/J

25

29.7

1.73 1

26.5

1.75

26
27

28.5

1.67

25.5

1.68

0 w

27.5

1.60

24.6

1.62

28

26.5

1.55 !

23.7

1.56

29
30

25.6

1.49 '

22.9

1.51

24.7

1.44 1

22 1

1.46

31

23.9

1.40 1

21.4

1.41

32

23.2

1.35

20.7

1.37

33

22.5

1.31

20.1

1.33

.5 «

34

21.8

1.27

19.5

1.29

35

21.2

1.24

19.0

1.25

36

20.6

1.20

18.4

1.22

37

20.1

1.17

17.9

1.18

38

19.5

1.14

17.5

1.15

39

19.0

1.11

17.0

1.12

Wgt. per lineal ft. of girder.

Wgt. per lineal ft. of girder,

includ'g rivet heads=T3i lbs.

includ'g rivet heads=ii5 lbs.

Ma3

timum fiber strain of 15,000 lb

s. per square inch ; holes for f '

' rivets

in bot

1 flanges deducted.

Def

ection, in inches, under tabu

ar loads, equals the product

of the

Deflec
0»

tion Coefficient by the square

of the span, in feet.

88

S8'

"S8

THE PASSAIC ROLLING MILL

COMPANY.

79

STEEL BEAM

BOX GIRDERS

Safe Loads, m Tons of 2000 Lbs., Uniformly Distributed.

2-15" Steel I Beams and 2 Steel Plates 14" X f ".

6h"

6"

c<*

o

, r*' 'r» ,

c^ -/^

0

I-H

2

plates

U"x 1"

15"

2

plates
14" X|"

r 15"

II

2.S

'--»,—'

I Beams

60.0 lbs.

. per foot.

I Beams
42.0 lbs.
per foot.

li

•-r^ ir

"M* kJ '

c c
1).-.

" 13
a

C/3

10'

9i"

U

c
_o

0
<u

re

V

Q

Safe Loads,

includ'g Wgt.

of Girder,

in Tons.

Inc. in Safe

Load for jJg in.

Increase in

Thickness of

Safe Loads,

includ'g Wgt.

of Girder,

in Tons.

Inc. in Safe

Load for ^g in.

Increase in

Thickness of

Flange Plates.

Flange Plates.

12

105.3

4.32 1

83.4

4.49

13

97.2

3.99 j

77.0

4.15

14

90.3

3.71 :

71.5

3.85

15

84.3

3.46

66.7

3.59

c

16

79.0

3.24

62.6

3.37

« ■S

17

74.4

3.05

58.9

3.17

n 0

18

70.2

2.88

55.6

2.99

19

66.5

2.73

52.7

2.83

ci-i

20

63.2

2.60

50.1

2.69

21

60.2

2.47

47.7

2.57

10 0

22

57.5

2.36

45.5

2.45

-SSft

23

55.0

2.26

43.5

2.34

0^

24

52.7

2.16

41.7

2.25

(Ul— 1

25

50.6

2.08

40.0

2.16

u 0
« .J,

26

48.6

2.00

38.5

2.07

27

46.8

1.92

37.1

2.00

V i;

28

45.1

1.85

35.8

1.92

0 to

29

43.6

1.79

34.5

1.86

30

42.1

1.73

33.4

1.80

31

40,8

1.67

32.3

1.74

bJOCi,

32
33

39.5

1.62

1 31.3

1.68

38.3

1.57

30.3

1.63

34

37.2

1.53

29.4

1.59

35

36.1

1.48

28.6

1.54

36

35.1

1.44

27.8

1.50

0 H

37

34.2

1.40

27.1

1.46

c'^

38

33.3

1.37

26.3

1.42

39

32.4

1.33

25.7

1.38

40

31.6

1.30

25.0

1.35

Wgt. per lineal ft. of girder,

Wgt. per lineal ft. of girder,

includ'g rivet heads=i83 lbs.

i includ'g rivet heads=i47 lbs.

Ma

ximum fiber strains of 15,000 11

)s. per square inch ; holes for |'

rivets

in bot

1 flanges deducted.

Def

lection, in inches, under tabu

lar loads, equals the product

of the

Deflec

;tion Coeffici

:n

tb

y the square

of the span.

in

feet.

.88

S8-

'28

80 THE PASSAIC ROLLING MILL COMPANY.

STEEL BEAM BOX GIRDERS.

Safe Loads, in Tons of 2000 Lbs., Uniformly Distributed,
2-20" Steel I Beams and 2 Steel Plates 16" X f"

V ^

im

a

14
15
16
17

18
19

20
21
22
23
24
25
26
27
28
29

30
31
32
33
34
35
36
37
38
39
40

2

plates
16" X i'

w

^

20"

I Beams
80.0 lbs.
per foot.

Hi

Safe Loads,

includ'g Wgt.

of Girder,

in Tons.

154.3
144.1
135.1
127.1
120.1
113.7

108.1

102.9

98.2

93.9

90.0

86.4
83.1
80.0

77.2
74.5

72.0
69.7
67.5
65.5
63.6
61.7
60.0
58.4
56.9
55.4
54.0

Inc. in Safe

Load for Jg in.

Increase in

Thickness of

Flange Plates.

6.01
5.61
5.26
4.95

4.68
4.43

4.21
4.01
3.83
3.66
3.51
3.37
3.24
3.12
3.01
2.90

2.81
2.72
2.63
2.55

2.48
2.41

34
27
22
16
10

Wgt. per lineal ft. of girder,
includ'g rivet heads=245 lbs.

2

plates,

16"xa"

M.

^^

20"

I Beams

65.0 lbs. I
per foot.

10^

Safe Loads,

includ'g Wgt.

of Girder,

in Tons.

144.1
134.5
126.1
118.7
112.1
106.2

100.8
96.0
91.7

87.7
84.0
80.7
77.6
74.7
72.0
69.6

67.2
65.0
63.0
61.1
59.3
57.6
56.0
54.5
53.1
51.7
50.4

Inc. in Safe

Load for yg in.

Increase in

Thickness of
Flange Plates.

6.06
5.66
5.30
4.99
4.72
4.47

4.24
4.04
3.86
3.69
3.54
3.40
3.26
3.14
3.03
2.93

2.83
2.74
2.65
2.57
2.50
2.43
2.36
2.29
2.23
2.18
2.12

Wgt. per lineal ft. of girder,
includ'g rivet heads=2i5 lbs.

i£

en O

n O

o ^

.a lu

•^ S

rt ^

O M

§H

88-

Maximum fiber strains of 15,000 lbs. per square inch ; holes for f" rivets
in both flanges deducted.

Deflection, in inches, under tabular loads, equals the product of the
Deflection Coefficient by the square of the span, in feet.

8S

I

<g 85

THE PASSAIC ROLLING MILL COMPANY. 81

NOTES ON THE STRENOTH AND
DEFLECTION OF BEAMS.

Let A = area of section, in square inches.
L = length of span, in feet.
/ = length of span, in inches.
W = load, uniformly distributed, in lbs.
P = load, concentrated at any point, in lbs.
A = height of cross-section, in inches.
M = bending moment, in foot-lbs.
m = bending moment, in inch-lbs.
n = greatest 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 lbs., according as n refers

to distance 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' = moment of inertia of section, neutral axis parallel to

above, but not through center of gravity.
z = distance between these neutral axes.
Q = section modulus.

R = least moment of resistance of section, in inch-lbs.
r = radius of gyration, in inches.
C = coefficient of transverse strength, in lbs.
E = modulus of elasticity (27,000,000 for wrought iron

and 29,000,000 for steel).
For a beam of any cross-section the following formulae ex-
press the relation existing between the properties of the
section.

I' =

If a beam, supported at the ends, is loaded with a weight,
this weight produces reactions at the two supports, the sum of
which is equal to the weight. The weight and the reactions
are the external forces acting on the beam. They produce a

^—

58 8?

82 THE PASSAIC ROLLING MILL COMPANY.

bending of the beam, by which the fibers of the upper portion
of the beam are shortened and the fibers of the lower portion
are elongated, the result of a compressive strain in the upper
portion and a tensile strain in the lower portion of the cross-sec-
tion of the beam. Between the top and the bottom of the cross-
section is a place where no shortening or lengthening of the
fibers occurs, and this is called the neutral axis. In steel, and
in other homogeneous materials having equal resistances to
compression and tension alike,the neutral axis is coincident with
the center of gravity of the section, and in symmetrical sections,
as in I-beams, this is at the middle of the depth of the beam.

At any point in the length of the beam, the tendency to pro-
duce bending is equal to the algebraic sum of the moments of
the external forces at that point. This moment of the exter-
nal forces is called the "bending moment." A beam resists
bending at any point by the resistance of its particles to ex-
tension or compression, the sum of the moments of which
about the neutral axis of the cross-section is called the " mo-
ment of resistance." The fundamental principle of the strength
of beams is that the bending moment of the external forces is
equal to the moment of resistance of the internal forces re-
sisting flexure. As the moment of resistance of a section is
generally expressed in inch-pounds, the bending-moment
must also be expressed in inch-pounds. The following for-
mulae give the relations existing between bending-moment,
moment of resistance, section modulus, and the strain per
square inch.

w = R; Q=-;

o

m = OS ; S = — .

Q

If the bending-moment is in foot-pounds the following rela-
tions are convenient :

C = 8 M; M = — ;

8

and for a uniformly distributed load, W, in lbs., the span, L,
being taken in feet,

C=WL; W=— .

L

These last two formulae are of great practical convenience
for obtaining the safe uniformly distributed loads for the va-

28 Sa

88 «8

THE PASSAIC ROLLING MILL COMPANY. 83

rious sections, as it is only necessary to divide the coefficient
of strength by the span, in feet, to obtain the safe uniformly
distributed load, in lbs. If the uniformly distributed load,
in lbs., is given, multiply it by the span in feet and the re-
sult is the required coefficient of strength, and the proper
section required can be obtained by inspection of the tables.
The moment of inertia, section modulus, radius of gyration,
and coefficient of strength are given in the tables of proper-
ties for all sections of structural shapes of steel rolled by the
Passaic Rolling Mill Co.

REACTIONS.

If a beam resting at its extremities upon two supports is
loaded with a v/eight, each support reacts with an upward
pressure, which is called the reaction of the support. This
reaction is equal to the weight carried by the support. The
sum of the reactions of the two supports will equal the total
load on the beam. If the load is either uniformly distributed,
applied at the center of the span, or symmetrically placed on
each side of the center of the span, the reaction of the two
supports will be the same and each equal to one-half the load.

When the loads are not p - p' p"
symmetrically placed, the *"'^' ' /^ /fx
reactions are determined f>^ V|y yjy ^B

<- — c--^*** — a --^-b--^

V"

in the following man-
ner : — Let AB represent

a beam supported at A ^/j< - I

and B and loaded with the

weights P' and P". The reactionat one support due to a weight
is equal to the weight multiplied by the distance of its center
of gravity from the other support and divided by the length
of the span. The total reaction at the support is equal to the
sum of the reactions produced by all the loads. Then,

P" h

= reaction at A due to weight P",

P^ {(i-^b) _ ^.gjj(,^jon at A due to weight P',
/

V - ^" ^ -\- ^' ^^ "^ ^^ = total reaction at A.
~ I ^ I

In the same way the total reaction V", at B is obtained, and
I as a check on the calculations, V -f V" must equal P' -f P".

88 ^ 88

^ '. 8S

84 THE PASSAIC ROLLING MILL COMPANY.

SHEAR.

The loads and opposing reactions on a beam not only tend
to bend the beam but also to shear it across vertically. The
vertical force which tends to produce shearing is called the
shear. The shear at an abutment or support is equal to
the reaction of the support. At any point between the sup-
ports the shear is equal to the difference between the reac-
tion at one support and the total load occurring between that
support and the point considered. Thus, referring to Fig. i,
the shear at the support A is equal to the reaction V. The
shear at all points between A and the point of application of
the load P' is uniform and equal to the reaction V, for the
reason that no load occurs to be deducted from the reaction.
Theshear at any point between P' and P" is obtained by deduct-
ing the load P' from the reaction V, and the shear is there-
fore uniform between the points of application of these loads.
Where a beam is loaded with concentrated weights, changes
in the amount of shear occur only at the points where the loads
are applied. If the load is distributed, the shear changes in
amount at every point of the loaded length. In all cases the
shear can be calculated by first finding the reaction at one sup-
port produced by the total load, and the shear at any point
will be the difference between this reaction and the sum of all
the loads occurring between that support and the point con-
sidered.

If a beam, supported at both ends, carries a uniformly dis-
tributed load over its entire length, the shear at each support
is one-half the total load on the beam, and decreases uni-
formly to zero at the center of the span. If the load is con-
centrated at the center of the span, the shear is uniform
throughout the entire length of the beam, and equal to one-
half the load.

If the reaction, which acts upward, is considered as positive,
and the loads, which act downward, are considered as nega-
tive, the shear at any point is the algebraic sum of the verti-
cal forces acting on the beam between either support and the
point considered.

BENDING-MOMENT.

The applied loads and their reactions constitute the exter-
nal forces which tend to bend the beam. This bending is

fe «

^ 85

THE PASSAIC ROLLING MILL COMPANY. 85

measured by the moment of the external forces, which is called
the bending-moment. Let •, ^-^P| r^^ r^"^

AB be a beam supported A 'CJ CJ C J B

at its ends and loaded
with the weights P^, P 2>
and P3. These weights w'

f ^1 T TT \

\ ^v"

produce reactions at A FiG. 2.

and B, which are represented by V and V" respectively. If a
section is taken at k, at a distance, jr, from the left support, and
the left-hand portion only of the beam is considered, the ten-
dency to produce bending at k is measured by the moment of
the reaction about that point. The moment of a force being
equal to the product of the force by the lever arm of its action,
the bending-moment at k is equal to the reaction V multiplied
by the distance x. Similarly the bending-moment at Pj^ is
equal to the product of the reaction V by the distance a. At
P2 the reaction V produces a moment equal to the product of
the reaction by its distance from P2, and the weight P^ also
produces a moment equal to the weight P;|l multiplied by its
distance from P2. The reaction acts upward and tends to pro-
duce rotation about P2 in the direction of the motion of the
hands of a watch. The weight Pj^ acts downward and tends
to produce rotation around P2 in a direction opposite to the
motion of the hands of a watch. The reaction V and the
weight Pj^, therefore, produce moments around P2 tending to
produce rotation in opposite directions. The resulting bend-
ing-moment at P2 is the difference of the two moments. If
moments tending to produce rotation in one direction are con-
sidered as positive, and moments tending to produce rotation
in the opposite direction as negative, then the bending moment
at any point is obtained by taking the algebraic sum of the
moments of all the forces, acting on the beam between either
support and the point considered, around that point. From
this it follows that the bending moment

at Pi = V a.

at P2 = V (« + 3) — Pi h.

at P3 = V (« + ^ + r) - Pi (^ + r) - P2 c.

In calculating the bending moment the weights are taken
in pounds. If the distances are taken in feet the bending-
moment will be expressed in foot-lbs. If the distances are
taken in inches the bending-moment will be in inch lbs.

88 88

■J8

86 THE PASSAIC ROLLING MILL COMPANY

The bending-moment varies from point to point and attains
a maximum value at some point the location of which can be
obtained by trial. The point at which the bending-moment
attains a maximum depends upon the shear. If the load is
distributed, the maximum moment will occur at that point
in the length of the beam where the shear becomes equal to
zero ; that is, at the point where the load on the beam be-
tween one support or abutment and the point considered be-
comes equal to the reaction of that support. If the loads are
concentrated at several points, maximum bending will always
occur at the point of application of one of the loads. The
particular load at which maximum bending occurs, is the one
at which the sum of all the loads on the beam between one
support or abutment up to and including the load in question,
first becomes equal to or greater than the reaction at the
support.

In general, the bending-moment is a maximum at the point
where the shear becomes equal to zero, or, due regard being
paid to the algebraic sign of the shear, at the point where the
shear changes from a positive value to a negative value, or the
reverse.

EXAMPLE.

Let AB represent a beam, 2o feet long between centers of sup-
ports, loaded in the manner shown:

The portion of the load
Fig. 3. 9000lbs IZOOOIba. eopOlbs. p^ carried by the left-

/^Pi r^Pp (^P^ ^^^'"^^ support is

-iQ- of

2 40 O^

'* ^^ ^ ■^ ^° P3, or 1,000 lbs.; the

^--80'--^- 6Ch-^;^-60^-*'^40^ portion of Pg carried by
240 ^ the left-hand support is

fi V2 ^^ of Pg, or 5,000

lbs.; similarly the portion of P^ carried by the same sup-
port is l^f g of Pj^, or 6,000 lbs. The reaction, Y^, of the left
support is the sum of these three, or 12,000 lbs. In the same
manner the reaction V2, at the right-hand support, can be ob-
tained by taking the sum of the portions of the loads going
to that support, and will be found to be 15,000 lbs. The sum
of the two reactions must equal the sum of the loads on the
beam.

If the bending-moment is taken at the point of application
of the load P2, and the left-hand portion of the beam only is

88-

S 88

THE PASSAIC ROLLING MILL COMPANY. 87

considered, the reaction Yi produces a moment equal to the
product of the reaction by its distance from P2 ; and the load
P]^ produces a moment equal to the product of the load by its
distance from P2. As these two moments tend to produce
rotation in opposite directions, the resultant moment of the
external forces around P2 is equal to the difference between
these two moments, or the bending moment, in inch -lbs.,

w = Vi X 140 — Pi X 60= 12,000 X 140 — 9,000 X 60
= 1,140,000 inch-lbs.

In this case this is the maximum bending-moment on the
beam, because at the load P2the sum of the loads on the beam
between the support A up to and including P2 first becomes
equal to, or greater than, the reaction at A.

If it is required to find the proper size of steel beam neces-
sary to safely carry the above loads, the section modulus is
found from the foregoing formulse, assuming a fiber strain of
16,000 lbs. per square inch, as follows :

O = '^ = M40^o _ ^^
S 16,000

A 15" steel I-beam, weighing 50 lbs. to the foot, has a section
modulus of 70.6, and is sufficient for the purpose.

If the bending-moment is wanted in foot-pounds, the lengths
are taken in feet instead of in inches ; and

M=Vi X iif — Pi X 5 = 12,000 X iif — 9,000 X 5
= 95,000 foot-lbs.

and the coefficient of strength required for a steel beam to
carry the loads is,

C = 8M = 8 X 95,000 = 760,000

A 15" steel I, weighing 50 lbs. per foot, has a coefficient of
strength of 753,300 lbs., and the size of beam required is the
same as before.

The following tables give general formulse for the bending-
moments, maximum safe loads, and deflections for beams
loaded and supported in different ways. In using these tables
to obtain loads, or deflections, all lengths must be expressed
in inches.

J

88-

■8?

THE PASSAIC ROLLING MILL COMPANY.

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'88

92 THE PASSAIC ROLLING MILL COMPANY,

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THE

PASSAIC ROLLING MILL COMPANY. 93

MOMENT OF

INERTIA OF RECTANGLES.

A X

1

Width of

Rectangle, in inches.

1
4

3

8

1.
2

5.

8

3

4

7.
8

1

6

4.50

6.75

9.00

11.25! 13.50

15.75

18.00

7

7.15

10.72

14.29

17.86! 21.44

25.01

28.58

8

10.67

16.00

21.33

26.67

32.00

37.33

42.67

9

15.19

22.78

30.38

37.97

45.56

53.16

60.75

10
11

20.83

31.25

41.67

52.08

62.50

72.92

83.33

27.73

41.59

55.46

69.32

83.18

97.06

110.92

12

36.00

54.00

72.00

90.00

108.00

126.00

144.00

13

45.77

68.66

91.54

114.43

137.31

160.20

183.08

14

57.17

85.75

114.33

142.92

171.50

200.08

228.67

15

70.31

105.47

140.63

175.78

210.94

246.09

281.25

16

85.33

128.00

170.67

213.33

256.00

298.67

341.33

17

102.35

153.53

204.71

255.89

307.06

358.24

409.42

18

121.50

182.25

243.00

303.75

364.50

425.25

486.00

19

142.90

214.34

285.79

357.24

428.68

500.14

571.58

20

166.67

250.00

333.33

416.67

500.00

583.33

666.67

21

192.94

289.41

385.88

482.34

578.81

675.28

771.75

22

221.83

332.75

443.67

554.58

665.50

776.42

887.33

23

253.48

380.22

506.96

633.70

760.44

887.18

1013.92

24

288.00

432.00

576.00

720.00

864.00

1008.00

1152.00

25

325.52

488.28

651.04

813.80

976.56

1139.32

1302.08

26

366.17

549.25

732.33

915.42

1098.50

1281.58

1464.67

27

410.06

615.09

820.13

1025.16

1230.19

1435.22

1640.25

28

457.33

686.00

914.67

1143.33

1372.00

1600.67

1829.33

29

508.10

762.16

1016.21

1270.26

1524.31

1778.36

2032.42

30

562.50

843.75

1125.00

1406.25

1687.50

1968.75

2250.00

31

620.65

930.97

1241.30

1551.62

1861.94

2172.26

2482.60

32

682.67

1024.00

1365.33

1706.67

2048.00

2389.33

2730.67

33

748.69

1123.03

1497.38

1871.72

2246.06

2620.40

2994.76

34

818.83

1228.25

1637.67

2047.08

2456.50

2865.92

3275.33

35

893.23

1339.84

1786.46

2233.07

2679.68

3126.30

3572.92

36

972.00

1458.00

1944.00

2430.00 2916.00

3402.00

3888.00

37

1055.27

1582.90

2110.54

2638.17 3165.80

3693.44

4221.08

38

1143.17

1714.75

2286.33

2857.92 3429.50

4001.08

4572.67

39

1235.81

1853.72

2471.62

3089.53 3707.44

4325.34

4943.24

40

1333.33

2000.00

2666.67

3333.33 4000.00

4666.67

5333.33

8S

^■

'8S

94 THE PASSAIC ROLLING MILL COMPANY.

MOMENT OF INERTIA and SECTION MODULUS
FOR USUAL SECTIONS.

Sections.

I- b

X

A. 4

Moment of Inertia,
I.

bh3
~T2

Section Modulus,

a.

bh2

,»-b -"^

^x.i

r=

bh3

X h

f//////A^ J,

K-- D-->1

bh3
36

Mill. =

24

1' = !^?
12

^ .i

7 T-

7rd4

~"64
= 0.0491 d4

7rd3

32

0.0982 d3

^ -*ib

■^■'<--^

^h' ;h

k-b-'l

1 =

bh3-Vh'3

12

0.5h

d' x|[:._m a

1 = 0.0491 (d4-d'4)

0.0982

(-D

^^

X

a:

._x_i"

:h'

1 =

b'n3+bn'3-(b-b')a3

Min.

t^//77X ^

K--b-:>i

1 =

bh3-2b^ h^ 3
12

0.5h

XX Denotes position of neutral axis.

ss.

88

?8 88

THE PASSAIC ROLLING MILL COMPANY. 95

FIREPROOF CONSTRUCTION.

A simple type of fireproof construction is illustrated in Fig.
I, page 34. Figs. 2, 3 and 4 show the manner of connecting
the beams and girders with each other by means of connection
angles, which are riveted or bolted to the beams and girders.
The standard sizes of these connection angles and the number
of bolts or rivets required are given on pages 41-43. The
manner of connecting the beams and girders to the columns is
illustrated by the drawings on page 39.

Brick arches were formerly largely used for the construc-
tion of fireproof floors in buildings. This type of construc-
tion consists usually of a 4" course of brick, resting on the
lower flanges of the I beams against brick skewbacks, the
arch having a rise at the center of not less than 3", and not
less than i^" rise for each foot of span; in case the floor is to
carry heavy loads, two or more courses of brick should be
used. The I beam joists should be spaced about 5 or 6 ft.
centers. The space above the arches is filled with concrete
in which wooden strips are imbedded, to which the floor is
nailed. The plastered ceiling is applied directly to the under
side of the brick arches. The horizontal thrust of the arches
must be provided for by the use of tie-rods, generally f " diam-
eter, spaced at intervals of from 5 to 6 ft. The tie-rods should
pass through the beams as near the center of the skewback as
possible; generally, the tie-rods should pass through the
beams at a distance from the bottom of the beam equal to -j
the depth of the beam. The thrust of the arches, in lbs, per

lineal foot, can be found by the formula, T=: 3 W L, ^ ^^ which

2R
W is the load per square foot, L the span of the arch in feet,

and R the rise of the arch in inches. A channel or an angle
should be used to support the arches abutting against the
walls, and to properly distribute the loads upon the walls.
The tie-rods in the arches abutting against the walls should be
securely anchored to the wall channels or angles. The exces-
sive weight and the lack of adequate protection of the lower
flanges of the beams are serious objections to this type of
construction ; and where flat ceilings are required it is unavail-
able.

g? 88

^ ^

96 THE PASSAIC ROLLING MILL COMPANY. I

Hollow brick flat arches of the types shown on pages 35
and 36 are very generally used for the construction of fire-
proof floors. These arches are generally of porous terra-
cotta material, which is made of a mixture of clay and sawdust
subjected to an intense heat, which consumes the combustible
material, leaving the brick porous and reducing the weight
materially while preserving the fireproof qualities intact. For
arches, partitions, furring, column covering, roof and ceiling
tiles, etc., it is particularly adapted. It receives and holds
plaster and readily admits driving of nails, which hold equally
as well as if driven in wood. The underside of the arch being
flat permits the construction of a level ceiling. The joints in
the arches are made radial, and the blocks should be thor-
oughly cemented together. The beams should be spaced from
4 to 6 ft. apart and connected together with f ' diameter tie-
rods at intervals not exceeding 6 ft. The arch should have a
thickness of at least i:^" for each foot of span. The space
above the arches is filled with a light concrete consisting of
cinders and cement, into which wooden strips are imbedded, to
which the flooring is nailed.

Fireproof partitions are constructed of porous terra-cotta
hollow brick blocks set with broken joints and held in place
at intervals with light angle iron or Tee iron studding.

Roofs and ceilings are constructed of hollow tiles set be-
tween Tee irons, as shown on page 36. Suspended ceilings
may also be constructed of light Tee irons covered with wire
lathing and plastered.

All ironwork should be protected by a covering of fire-
proof material. The arches should always have a protection
flange covering the underside of the beams. Beams, girders
and columns, not inclosed in the flooring or partitions, should
have a covering of fireproof material similar to the types illus-
trated on page 35. Particular attention should always be
given to the proper covering of all ironwork with fireproof
material in order that it may be protected from heat and pre-
vent warping and settlement in case of fire.

The following table gives approximate safe loads, in lbs. per
square foot, for ordinary flat arches, with a factor of safety of
from 6 to 8, deduced from recent experiments on arches of this
type. The margin of safety should be large for the reason

98 ^82

B2-

■8S

THE PASSAIC ROLLING MILL COMPANY. 97

that, owing to the hasty and imperfect manner in which the
arches are built in ordinary construction, they are liable to fail
under much lighter loads than if carefully set.

APPROXIMATE SAFE LOADS ON FLAT ARCHES,

Pounds per Square Foot.

Depth
of Arch,
Inches.

6
7
8
9

10
12

Distance between Beams.

4 ft.

150
200
275
300
325
400

5 ft.

6 ft.

100
150
175
200
225
250

125

140
150
200

7 ft.

100
125

8 ft.

100

The weight of the fireproof construction should be calcu-
lated for each case. The floor weight consists of the weight
of the arches, filling, flooring, plaster ceiling, and steel con-
struction. Where partitions are permanent the floor beams
immediately under them should be calculated to carry the par-
titions in addition to the regular floor load ; but where parti-
tions are not permanent, as in office buildings, it is customary
to add 20 lbs. per sq. ft. to the weight of the floor construc-
tion in order to cover the weight of the partitions, thus per-
mitting them to be changed, from time to time, as circum-
stances may require. The approximate weights of different
types of fireproof floor construction are given in the following
table.

The weights of the arches are taken from catalogues of
standard manufacturers. The weight of the cinder concrete
filling is taken at 72 lbs. per cubic foot. The finished floor
line is assumed to be 3" above the top of the steel I beams,
and the finished plaster line 2." below the underside of the
I beams, except for brick arches. Cinder concrete is some-
times assumed to weigh 48 lbs. per cubic foot, but samples
of perfectly dry cinder concrete from filling in New York
buildings will average 72 lbs. per cubic foot.
S8 82

J 8 ^

— s

98 THE PASSAIC ROLLING MILL COMPANY.

APPROXIMATE WEIGHTS OF FIREPEOOF

FLOORS,

Exclusive of Partitions.

Depth

Thick-

Thick-

Weight, in lbs., per Square Foot

Type

of
Arch.

of

I

Beam,

Ilcab

of
Arch,

ncss

of

Floor,

Arches.

Filling.

Floor-

Ceil-

Steel.

Total.

Ins.

Ins.

Ins.

ing.

ing.

►^-C

8

4

12

40

18

4

4

8

74

^1

9

4

12

40

18

4

4

8

74

10

4

13

40

24

4

4

9

81

12

4

15

40

36

4

4

10

94

^m

15

4

18

40

54

4

4

11

113

8

6

13

29

30

4

4

7

74

8

8

13

35

18

4

4

7

68

<v

9

6

14

29

36

4

4

7

80

•d 5

9

9

14

37

18

4

4

7

70

10

8

15

35

30

4

4

8

81

10

10

15

41

18

4

4

8

75

«•!

12

8

17

35

42

4

4

8

93

|o

12

12

17

48

18

4

4

8

82

"o

15

8

20

35

60

4

4

10

113

w

15

12

20

48

36

4

4

10

102

^"^ j3

8

8

13

30

18

4

4

7

63

9

8

14

30

24

4

4

7

69

9

9

14

32

18

4

4

7

65

E.2

10

8

15

30

30

4

4

8

76

:3|

10

10

15

34

18

4

4

8

68

m ?

12

8

17

30

42

4

4

8

88

> o

12

12

17

37

18

4

4

8

71

~T3

15

8

20

30

60

4

4

10

108

15

12

20

37

36

4

4

10

91

In addition to the weight of the floor construction, whic

h is

called the dead load, the floors must be designed to carr

y a

live load of sufficient amount, which is usually determinec

I by

the purpose for which the building is to be used. The

live

load comprises the people in the building, furniture, movj

ible

stocks of goods, small safes, and varyingloads of any charac

ter.

Large safes require special provision usually embodied in

the

construction. The following live loads, per sq. ft., are

rec-

ommended as good practice in building construction :

8

8^

28 —88

THE PASSAIC ROLLING MILL COMPANY. 99

Dwellings 50 lbs.

Offices 70 "

Hotels and apartment houses 70 "

Theatres and churches 120 "

Ball-rooms and drill-halls 120 "

Lofts for light manufacturing purposes . . 150 "

Factories from 150 " up.

Warehouses " 250 " "

The weight of a crowd of people is usually assumed at 80 lbs.
per sq. ft., but the weight of a very densely packed crowd
may be as much as 120 lbs. The latter load can scarcely oc-
cur under the conditions governing an office building. Large
crowds seldom collect in offices except on the lower floors de-
voted to stores and banking purposes, for which floors proper
allowance for live loads is usually made. The actual live
loads on office floors are generally much less than given in the
preceding table. Messrs. Biackall & Everett, Architects, of
Boston, made a careful canvass of the live loads in 210 Boston
offices, and found that the average live load for the entire num-
ber of offices was about 17 lbs. per sq. ft. The greatest live
load in any one office was 40 lbs. per sq. ft., while the aver-
age live load for the heaviest 10 offices was 33 lbs. per sq. ft.
These figures give some idea of the average actual live loads
in such buildings ; but the use of such light average loads is
not to be recommended, as the actual live load is liable to be
concentrated, thus producing an effect greater than represented
by the average load. Provision should be made for all possi-
bilities of extreme, either present or future. No single floor
should be proportioned for a live load less than those previ-
ously given. In high office buildings, hotels, and apartment
houses, the foundations and lower tiers of columns may safely
be proportioned for a live load of 50 lbs. per sq. ft. on all the
floors ; but the floors themselves and the upper tiers of col-
umns should be proportioned for the full live loads previously
given. Factories, warehouses, and similar buildings should be
proportioned throughout for the full live load on each floor.

Building ordinances regulate the design of buildings in several
of the larger cities, and the designer must be governed accord-
ingly. The salient features of the Building Laws of New York,
Chicago, and Boston are embodied in the following table.
^ 88

■28

100 THE PASSAIC ROLLING MILL COMPANY,

COMPARISON OF BUILDINQ LAWS.

Floor Loads, lbs. per sq. ft

Dwellings

Hotels and Apartments. . . .

Office Buildings

Places of Public Assembly.
Stores, Warehouses, Fac-
tories, etc

Allowable Strains, lbs. per

sq. in.
Rolled Steel Beams and

Shapes

Tension, Steel Shapes

Compression Flanges, built

Steel Beams

Shearing, Steel Web Plates .
Shearing, Shop Rivets, Steel.
Shearing, Field Rivets, Steel.
Bearing on Steel Pins and

Rivets

Bending on Steel Pms

Steel Columns J

Round Cast Iron Columns.

Square Cast Iron Columns. -J

Allowable Pressures, tons
per sq. ft.

Granite

Marble and Limestone

Sandstone

Brickwork in Portland Ce-
ment Mortar

Brickwork in ordinary Ce-
ment Mortar

Brickwork in Cement and
Lime Mortar

Brickwork in Lime Mortar..

Clay, 15 ft. thick

Dry Sand, 15 ft. thick

Clay and Sand

Good Solid Natural Earth . .

Loads on piles, tons each . . .

New York.

70

70
100
120

150 up

15,000

15,000
7,000
9,000

15,000
12,000

14

/2

36,000^2
16,000

14-

/2

400^2
16,000

1 +

/2

500^2

15

Hi

8

4

20

Chicago.

70
70
70
70

150 up

16,000
16,000

13,500

10,000

9,000

7,500

Boston.

70

70
100
150

250up

16,000
15,000

12,000
10,000
10,000

17,000-60^

and not to exceed \ 1 _1_

13,500
10,000

18,000
22,500
12,000

/2

1 +

/2

600^2
10,000

1 +

/2

800^/2

38
30
24

15

12

2

If

25

36,000r2
10,000

1 +

/2

800^/2
10,000

14-

r-

1,066^/2

60
40
30

15
12

■^

THE PASSAIC ROLLING MILL COMPANY. 101

EXPLANATION OF TABLES ON PASSAIC

STEEL I BEAMS USED AS FLOOR

JOISTS AND GIRDERS.

The tables on pages 102-109, inclusive, furnish a convenient
means of selecting the proper number, size, and weight of steel
I beams for floor joists and girders for total floor loads of 125
to 200 lbs. per sq. ft.

Thus, if it is desired to select a steel I beam used as a floor
joist, when the beams are spaced 5 ft. centers on a span of
20 ft., to support a total uniformly distributed load of 175 lbs.
per sq. ft., it is found by reference to the table of floor joists,
page 106, opposite a span of 20 ft. and in the column 5 ft.
centers, that the beam required is a 12" I weighing 31^ lbs.
per foot.

The girders for the same floor may be selected in a similar
manner, knowing their span and spacing. Thus, if the girders
are spaced 20 ft. centers (which is the span of the joists as be-
fore), and the columns supporting the girders are spaced 20 ft.
apart, it is found by referring to the table of girders, page 107,
opposite a span of 20 ft. and in the column 20 ft. centers, that
the girder required must consist of two 15" X 50 lb. I beams.

It must be observed that these tables are calculated for
uniformly distributed loads, and if the loads are concentrated
it is advisable to make a separate calculation in each case.

Where the loads on girders are concentrated at a few points,
or irregularly spaced, the tables of girders are not exact in all
cases ; but for ordinary cases where the joists are regularly
spaced, and the length of the girder is at least twice the spac-
ing of the joists, the tables of girders are sufficiently exact for
all practical purposes.

Strict accuracy in the design of girders can only be ob-
tained by calculation, following the method outlined in the
article on The Strength and Deflection of Beams, and using
the actual concentrations of load.

fe n

?8
102

88

THE PASSAIC ROLLING MILL COMPANY.

PASSAIC STEEL I BEAMS

USED AS FLOOR JOISTS.

Total Uniformly distributed Load, 125 lbs. per square foot.

Size and Weight of Steel I Beams required for Joists,

Span of
Joist,

when Joists are Spaced,

in feet.

4 ft.

5 ft.

6 ft.

7 ft.

8 ft.

9 ft.

10 ft.

centers.

centers.

centers.

centers.

centers.

centers.

centers.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

5

4X6

4X6

4X 6

4X 6

4X 6

4X 7i

4X 7i

6

4X6

4X6

4X 8

4X 7i

5X 9f

5X 9f

5X 9f

7

4X6

4X7^

5X 9f

5X 9f

5X 9f

6X12

6X12

8

4X8

5X9f

5X 9f

6X12

6X12

6X12

6X12

9

5X9f

5X9f

6X12

6X12

6X15

6X15

6X15

10

5X 9f

6X12

6X12

6X15

7X15

7X15

8X18

11

6X12

6X12

6X15

7X15

8X18

8X18

8X18

12

6X12

6X15

7X15

8X18

8X18

9X21

9X21

13

6X15

7X15

8X18

8X18

9X21

9X21

9X23^

14

7X15

8X18

8X18

9X21

9X21

10X25

10X25

15

8X18

8X18

9X21

9X21

10X25

10X25

10X30

16

8X18

9X21

9X21

10X25

10X25

10X30

12X31i

17

9X21

9X21

10X25

10X25

10X30 il2X31i

12X3H

18

9X21

9X21

10X25

10X30

12X3Hil2X3H

12X3H

19

9X21

10X25

10X30

12X31i

12x31i

12X31i

12X40

20

10X25

10X25

12X31i

12X31i

12X31i

12X40

12X40

21

10X25

12X31i

12X31i

12X31i

12X40

12X40

15X42

22

10X30

12X31i

12X31i

12X40

12X40

15X42

15X42

23

12X3H

12X31i

12X3U

12X40

15X42

15X42

15X50

24

12X31i

12X3H

12X40

12X40

15X42

15X50

15X50

25

12X31i

12X40

15X42

15X42

15X50

15X50

15X60

26

12X31^

12X40

15X42

15X42

15X50

15X50

15X60

27

12X40

15X42

15X42

15X50

15X50

15X60

15X60

28

15X42

15X42

15X42

15X50

15X60

15X60

15X661

29

15X42

15X42

15X50

15X50

15X60

15X661

15X75

30

15X42

15X42

15X50

15X60

15X60

15X75

20X65

Defl

ections r

lot exce

sding 3^

0" of the

span.

88-

•88

8S"

•88

THE PASSAIC ROLLING MILL COMPANY. 103

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58

05

104

THE PASSAIC ROLLING MILL COMPANY.

PASSAIC STEEL I BEAMS

USED AS FLOOK JOISTS.

Total uniformly distributed Load, 150 lbs. per square foot.

Size and Weight of Steel I Beams required for Joists,

Span of
Joist,
in feet.

when Joists are Spaced,

4 ft.

5 ft.

6 ft.

7 ft. 8 ft.

9 ft.

10 ft.

centers.

centers.

centers.

centers.

centers.

centers.

centers.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

ins. lbs.

5

4X6

4X6

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106

THE PASSAIC ROLLING MILL COMPANY.

PASSAIC STEEL I BEAJVIS

USED AS FLOOK JOISTS.

Total uniformly distributed Load, 175 lbs. per square foot.

Size and Weight of Steel I Beams required for Joists,

Span of
Joist,

when Joists are Spaced,

in feet.

4 ft.

5 ft.

6 ft.

7 ft.

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THE PASSAIC ROLLING MILL COMPANY. 107

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28

108

THE PASSAIC ROLLING MILL COMPANY.

PASSAIC STEEL I BEAMS

USED AS FLOOB JOISTS.

Total uniformly distributed Load, 200 lbs. per square foot.

Size and Weight of Steel I Beams required for Joists,

Span of
Joist,

when Joists are Spaced,

in feet.

4 ft.

5 ft.

6 ft.

7 ft.

8 ft.

9 ft. 10 ft.

centers.

centers.

centers.

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^ ~^d

110 THE PASSAIC ROLLING MILL COMPANY.

RIVETED aiRDERS.

Riveted girders are used where rolled beams are not suf-
ficiently strong for carrying the load. Riveted girders with
single webs, known as plate girders, are more economical than
those with double webs, known as box girders ; but the latter
are stiffer laterally, and should always be used where a great
length of span requires a wide top flange for lateral stiffness.
If the girder is not held in position laterally, the width of the
top flange of the girder should be at least yu of the span, other-
wise the section of the top flange should be increased as
follows :

Let A = the gross area required in the top flange, the girder
being supported laterally.
A' = the gross area required in the top flange, the girder

being unsupported laterally.
6 = length of span -i- width of flange, both in inches.

Then A' = A f i -f \

\ 5000/

The web of the girder must be made of such a thickness
that the vertical shearing strain shall not exceed 75oo^lbs. per
square inch on a vertical cross section of the web. This shear-
ing strain is greatest at the supports ; and, if the load is sym-
metrically applied, is obtained by dividing one-half the load
upon the girder by the area of the vertical cross section of
the web. In addition, the web of the girder must either be
of suflicient thickness to resist any tendency to buckle, or else
it must be stiffened by means of vertical angles riveted to it
at intervals not exceeding the depth of the girder. Such stif-
feners must be used when the shearing strain, per square
inch, exceeds the strain allowed by the formula :

Allowable shearing strain per square inch =r ■ — —

3000 /2

in which "/z" represents depth of the web between flanges

of girder, and "^" the thickness of one web plate, both in

inches. The stifFeners should always reach over the vertical

^ '. 88

88 —8$

THE PASSAIC ROLLING MILL COMPANY. Ill

sides of the angles forming the chords of the girder, and there
should be filling pieces between the stiffening angles and the
web plate. In every case, whether intermediate stififeners are
used or not, the web at the ends of the girder, where it rests
upon supports, should be reinforced by stiffeners so that the
reaction of the support may be resisted by an increased sec-
tion. These end stiffeners should be considered as columns
taking the entire load upon the support and transferring it to
the web of the girder ; and should have sufficient rivets con-
necting them to the web of the girder to transmit the total
reaction at the support. The strain upon the end stiffeners
should not exceed 15,000 lbs. per square inch of cross section.
Stiffeners should always be used at any point where there is
concentration of heavy loads ; the duty of the stififeners in such
cases is to prevent buckling of the web, and to transmit the
load to the web by means of the abutting areas and the rivets,
both of which must be sufificient for the purpose.

The rivets used should generally be f" or I" diameter,
the latter size being preferable and often necessary where
girders are to carry heavy loads. Rivets should never be
spaced exceeding six inches centers ; but in all cases the pitch
of the rivets must be closer at the ends of the girder. At any
point of the girder there must be sufficient rivets connecting
the web to each flange, in a length of flange equal to the depth
of the girder, to transmit the total shear at that point. ■ At the
end of the girder there must be sufficient rivets connecting
the web to each flange, in a length equal to the depth of the
girder, to transmit the end reaction of the girder. In the
calculation of rivet spacing for girders used in buildings it is
customary to allow 9,000 lbs. per square inch for shearing
and 18,000 lbs. per square inch for bearing on the rivets. In
plate girders the rivet pitch will usually be determined by the
bearing value of the rivets, and in box girders by the shearing
value of the rivets. The shearing and bearing values of rivets,
for use in building construction, are given on pages 220-221.

Plate girders should never be made too shallow, on account
of the deflection ; they should have a depth of not less than
one-twentieth of the clear span ; if built shallower, more ma-
terial must be put in the flanges so as to reduce the strain per
square inch, and the deflection in proportion.
88

88 88

112 THE PASSAIC ROLLING MILL COMPANY.

The flange of a riveted girder comprises all the metal at the
top or the bottom of the girder. It is customary in building con-
struction to consider ^ of the area of the web plate as available
for flange section, in which case care should be taken to avoid
splicing the web plate at or near the center of the girder ; if
this is observed, it is proper to consider -g of the web as a part
of each flange. If a pair of angle irons does not provide suf-
ficient area for the flange, it is customary to use flange plates
to make up the required area. Where flange plates are used,
the angles should comprise one-half of the flange section, but
in heavy flanges where this is impossible, the flange angles
should be the heaviest sections rolled. The unsupported
width of a flange plate, subjected to compression, should not
exceed thirty-two times its thickness, nor should the flange
plate extend beyond the outer line of rivets more than five
inches, nor more than eight times its thickness.

It is customary in building construction to allow a strain of
15,000 lbs. per square inch on the net section of the bottom
or tension flange. Care must be observed to deduct all the
area lost by rivet holes, and the rivets should be arranged in
the flanges of the girder to make this reduction of area as
small as possible. In deducting area lost by rivet holes, the
diameter of the holes should be taken ^ inch greater than the
rivets, to compensate for injury done the metal by punching.
The top or compression flange of the girder is usually made
of the same gross area as the bottom or tension flange.

DESIGN OF A RIVETED GIRDER.
Box girder, to carry a wall 20 inches wide.
Span, 30 feet between centers of supports = 360 inches.
Total weight to be carried, 200 tons = 400,000 lbs.
Depth available, 36 inches over all.
Load on each support, j X 400,000 = 200,000.
Web section required, 200,000 -4- 7,500 = 26.66 sq. ins.
Two web plates, 33^" X i^" = 29.3 sq. ins.
Bending moment at center of span,

^ X 400,000 X 360 = 18,000,000 inch lbs.
Depth of girder, center of gravity of flanges, 33 inches.
Maximum flange strain, 18,000,000 -f- 33 = 545,450 lbs.
Net flange area required, 545,450 ~- 15,000 = 36.4 sq. ins.
88 88

jj 85

THE PASSAIC ROLLING MILL COMPANY. 113

This section is made up as follows
Gross.

\ of area of web 4.88 sq. ins

2 angles, 6" X 4" X \\" 12.96 "

2 plates, 20" X Tz" 22.50 «

Net.

4

88 sq. ins

II

58 "

20

25 «

36.71

In obtaining the above net area of the flange, one rivet hole
has been deducted from the area of each angle, and two rivet
holes from the area of each cover plate. This deduction is
made upon the assumption that the rivets connecting the an-
gles to the web plates are arranged to stagger with the rivets
connecting the angles to the flange plates. It is, generally,
possible to effect such an arrangement of rivets for a consid-
erable length at the center of the span. If such an arrange-
ment of rivets is not possible, then two rivet holes should be
deducted from the area of each angle, and \ the gross area of
the web should be reduced by the area lost for a rivet hole at
the extreme edge of the web connecting it to the flange. If
a stiffener is used at or near the center of the span, the net
area of the web plate available for flange section should be
taken at \ the gross area of the web.

The end reaction of 200,000 lbs. on this girder requires 37
rivets, \" diameter, in single shear to transmit it to either
flange in a length equal to the depth of the girder. The depth
of the girder for this purpose is taken as the depth, center to
center of gravity of flanges; there being two lines of rivets,
one line connecting each web to the flange, the rivets will re-
quire to be spaced if" pitch at the end of the girder. This
requires an angle having a 6" leg against the web.

The area required for the stiff"eners over the supports is
200,000 lbs. -J- 15,000 = 13.33 square inches. Four angles,
3? X Z\" X 2"' provide an area of 13 square inches, and are
sufficient for the purpose at each end of the girder.

Applying the formula already given for the allowable shear-
ing strain in the web, it will be found that 6,500 lbs. per square
inch is the maximum allowable shearing strain, unless the webs
are stiffened. Stiffeners of3|"x 3?"X f" angles will, therefore,
be required for a short distance near each support where the
shearing strain exceeds 6,500 lbs. per square inch.

J

58 88

114 THE PASSAIC ROLLING MILL COMPANY.

As the bending moment is greatest at the center of the span
and diminishes to zero at the supports, it is unnecessary to
have the full flange section the whole length of the girder ;
and, in the present case, one of the two flange plates can be
stopped off, short of the supports, without affecting the strength
of the girder-
Let A = total flange area of girder.

A" = total area of that portion of the flange which is to

be stopped off.
L = length of girder, centers of supports, in feet.
L' = required length, symmetrically arranged about the
center of span, of that portion of the flange
which is to be stopped off, in feet.

— -

In the present instance

L' = 2 + 30^/1°^ = 17.7

y 36.71

so that the outer flange plates need only be I7f feet long,
placed symmetrically about the center of the span.

This girder is illustrated on page 37.

The following table furnishes a convenient means for finding
the net area required in the flange of riveted girders when
the load, span, and depth are given.

To obtain the net flange area required, multiply the coef-
ficient given in the table for the given span and depth by the
uniformly distributed load in tons of 2,000 lbs. The result
will be the net area in square inches required for each flange
allowing a maximum fiber strain of 15,000 lbs. per square
inch of net area. To illustrate the application of this table,
take the box girder already proportioned in detail. By ref-
erence to the table, the coefficient for a span of 30 feet and
depth of 32 inches is 0.187, and the coefficient for the same
span with a depth of 34 inches is 0.177. The coefficient for
a depth of 33 inches will be the mean of these two values, or
0.182; and multiplying this by the load, 200 tons, gives 36.4
as the number of square inches of net area required in the
flange. This is the same result as that obtained by the ex-
tended calculations already illustrated.
88 «g

58 ■ ' 8S

THE PASSAIC ROLLING MILL COMPANY. 115

EIYETED aiRDERS.

Multiply the coefificient given in the table by the uniformly
distributed load, in tons of 2000 lbs. The result will be the
net area, in square inches, required for each flange, allowing a
maximum fiber strain of 15,000 lbs. per square inch of net area.

Span,

in
Feet.

Depth, Center to Center of Gravity of Flanges, in Inches.

32

24

26

28

30

32

34

36

38

40

42

10
11
12
13
14
15

.091
.100
.109
.118
.127
.137

.083
.092
.100
.109
.117
.125

.077
.085
.092
.100
.108
.115

.071
.079
.086
.093
.100
.107

.067
.073

.080
.087
.093
.100

.063
.069
.075
.081

.087
.094

.059
.065
.071
.077

.083

.088

.055
.061
.067
.072

.078
.083

.053

.058
.063
.068
.073
.079

.050
.055
.060
.065
.070
.075

.047
.053
.057
.062
.067
.071

16
17

18
19
20

.145
.155
.163
.173

.182

.133
.142
.150
.159
.167

.123
.131
.139
.146
.154

.114
.121
.129
.136
.143

.107
.113
.120
.127
.133

.100
.106
.113
.119
.125

.094
.100
.106
.112
.117

.089
.095
.100
.105
.111

.084
.089
.095
.100
.105

.080
.085
.090
.095
.100

.076
.081
.086
.091
.095

21
22
23
24
25

.191

.200
.209
.218
.227

.175
.183
.192
.200
.209

.161
.169
.177
.185
.192

.150
.157
.164
.171
.179

.140
.147
.153
.160
.167

.131
.137
.144
.150
.156

.123
.129
.135
.141
.147

.117
.122
.128
.133
.1.39

.110
.115
.121
.126
.131

.105
.110
.115
.120
.125

.100
.105
.109
.114
.119

26
27

28
29
30

.237
.245
.255
.263
.273

.217
.225
.233
.242
.250

.200
.208
.215
.223
.231

.186
.193
.200
.207
.214

.173

.180
.187
.193
.200

.163
.169
.175
.181

.187

.153
.159
.165
.171
.177

.145
.150
.155
.161
.167

.137
.142
.147
.153
.157

.130
.135
.140
.145
.150

.124
.129
.133
.138
.143

31
32
33
34
35

.282
.291
.300
.309
.318

.259
.267
.275

.283
.292

.239
.246
.254
.261
.269

.221
.229
.236
.243
.250

.207
.213
.220
.227
.233

.194
.200
.206
.213
.219

.183

.188
.194
.200
.206

.172

.178
.183
.189
.195

.163
.168
.173
.179
.184

.155
.160
.165
.170
.175

.147
.152
.157
.162
.167

36
37

38
39
40

.327
.337
.345
.355
.364

.300
.309
.317
.325
.333

.277
.285
.292
.300
.307

.257
.264
.271
.279

.286

.240
.247
.253
.260
.267

.225
.231
.237
.244
.250

.212
.217
.223
.229
.235

.200
.205
.211
.217
.222

.189
.195
.199
.205
.210

.180
.185
.190
.195
.200

.171
.176
.181
.185
.191

If

(into
byth

he sec
ns of 2
e coeflfi

;tion 0
000 lbs
cient

f a gi
.) can
given

rder is
be obt
in the

given
ained
table.

, the
Dy div

;afe in
iding t

liform
he net

y dist
area c

ribulec
)fthef

i load
lange

■88

^

28

116 THE PASSAIC ROLLING

MILL

COMPANY.

STEEL PLATE

GIEDERS.

Safe Loads, in Tons of 20C

)0 Lbs.

Uniformly Distributed.

"<\>

No stiffeners required

except at ends, over

supports only.

Girders equivalent
a 24" I beam.

to

e

A

Web.

24" xr

26" xr

28"xf"

30" xr

Angles.

5"x3rxr

5"X3rx-iV'

5"x3i"xr'

5"X3

"xf"|

Span,
Centers
of Bear-
ings,
Feet.

•^ o
CD

Increase for ^^"
Increase in Thick-
ness of Angles.

rt .
0 If

•^ 0

Increase for ^V'
Increase in Thick-
ness of Angles.

0 Vi

^ 0

a

Increase for ^V'
Increase in Thick-
ness of Angles.

" 0

Increase for ^g"
Increase in Thick-
ness of Angles.

20

47.2

5.3

46.5

5.8

45.1

6.2

47.7

6.4

21

44.9

5.0

44.3

5.5

42.9

5.9

45.5

6.1

22

42.9

4.8

42.3

5.2

41.0

5.7

43.4

5.8

23

41.0

4.6

40.4

5.0

39.2

5.4

41.5

5.5

24

39.3

4.4

38.8

4.8

37.6

5.2

39.8

5.3

25

37.7

4.2

37.2

4.6

36.1

5.0

38.2

5.1

26

36.3

4.1 35.8

4.4

34.7

4.8

36.7

4.9

27

34.9

3.9

34.4

4.3

33.4

4.6

35.4

4.7

28

33.7

3.8

33.2

4.1

32.2

4.5

34.1

4.5

29

32.5

3.6

32.1

4.0

31.1

4.3

32.9

4.4

30

31.4

3.5

31.0

3.8

30.0

4.2

31.8

4.2

31

30.4

3.4

30.0

3.7

29.1

4.U

30.8

4.1

32

29.4

3.3

29.1

3.6

28.2

3.9

29.8

4.0

33

28.6

3.2

28.2

3.5

27.3

3.8

28.9

3.9

34

27.7

3.1

27.4

3.4

26.5

3.7

28.1

3.7

35

26.9

3.0

26.6

3.3

25.8

3.6

27.3

3.6

36

26.2

2.9

25.8

3.2

25.0

3.5

26.5

3.5

37

25.5

2.8

25.1

3.1

24.4

3.4

25.8

3.4

38

24.8

2.8

24.5

3.0

23.7

3.3

25.1

3.3

39

24.2

2.7

23.8

2.9

23.1

3.2

24.5

3.3

40

23.6

2.6

23.3

2.9

22.5

3.1

23.9

3.2

Wgt.per
ft, lbs.

88

7.2

84

7.2

79

7.2

79

6.8

Safe
Weig
Max

1"

loads given include weight of girde
;hts of girders given include weight
mum fiber strain, 15,000 lbs. per sq
rivets being deducted.

r.

Df rivet h

uare incl

sads, but
1 of net

not stiffe
area, hoU

ners.

;s for

«

88

^

THE PASSAIC ROLLING MILL

COMPANY.

117

STEEL

PLATE GIEDERS.

Safe Loads, in Tons

OF 2000 Lbs.

Uniformly Distributed.

^f"

No stiffeners required

Girders equivalent

to

except at ends, over

two 24"

I Beams

supports only.

Jk

Web.

24" X i%"

26" X iV

28" X i"

30" Xi" 1

Angles.

5" X 5" X i"

5"x5"Xt^"

5"X5

t/ w 3//
A 8

5"X5

"xf"

Plates.

12" X i"

12" X i"

12":

Ki"

12" X t" 1

^ Ji

^ rili

- Ji

- Ji

"rAa en

^

>•- 'n

Span,

t3

SH^

'V

SHi2

rt .

s^^

rt .

g^^

Centers

O V

<2 c5

O in

"^ cPh

S a

•2 cPh

0 in

"^ C(^

of Bear-
ings,

^ o

a ui ^
V a ui

^ 0

rt en °
P 03 in

^ 0

Feet.

O)

Incr

Incre

nes

Cfi

Inci

Incre

nes

C/2

Inci

Incre

nes

Cfi

Inc

Incre

nes

20

90.8

3.6

93.6

3.9

93.6

4.3

91.7

4.6

21

86.5

3.4

89.1

3.7

89.1

4.1

87.3

4.3

22

82.5

3.3

85.1

3.6

85.0

3.9

83.4

4.1

23

78.9

3.1

81.3

3.4

81.3

3.7

79.7

3.9

24

75.6

3.0

78.0

3.3

78.0

3.6

76.4

3.8

25

72.6

2.9

74.8

3.1

74.8

3.4

73.3

3.6

26

69.8

2.8

72.0

3.0

72.0

3.3

70.5

3.5

27

67.2

2.7

69.3

2.9

69.3

3.2

67.9

3.4

28

64.8

2.6

66.8

2.8

66.8

3.1

65.5

3.3

29

62.6

2.5

64.5

2.7

64.5

3.0

63.2

3.1

30

60.5

2.4

62.4

2.6

62.4

2.9

61.1

3.0

31

58.6

2.3

60.4

2.5

60.4

2.8

59.2

2.9

32

56.7

2.2

58.5

2.5

58.5

2.7

57.3

2.8

33

55.0

2.2

56.7

2.4

56.7

2.6

55.6

2.8

34

53.4

2.1

55.0

2.3

55.0

2.5

53.9

2.7

35

51.9

2.0

53.5

2.3

53.5

2.4

52.4

2.6

36

50.4

2.0

52.0

2.2

52.0

2.4

50.9

2.5

37

49.1

1.9

50.6

2.1

50.6

2.3

49.6

2.5

38

47.8

1.9

49.2

2.1

49.2

2.3

48.3

2.4

39

46.6

1.8

48.0

2.0

48.0

2.2

47.0

2.3

40

45.4

1.8

46.8

2.0

46.8

2.1

45.8

2.3

Wgt.per
ft., lbs.

158

5.1

153

5.1

143

5.1

136

5.1

Safe

loads given includ

e weight of girder.

Weig

jhts of girders give

:n include weight of rivet h

eads, but

not stiffe

ners.

Max

imum fiber strain,

15,000 lbs. per square inci

1 of net

irea, hole

:s for

L 3"

rivets being dedu

:ted.

a

8S 88

118 THE PASSAIC ROLLING MILL COMPANY.

STEEL BOX aiRDERS.

Safe Loads, in Tons of 2000 Lbs., Uniformly Distributed.

No stiffeners requirec

except at ends, over

supports only.

1
i

<

1 (

r

Girders equivalent to
two 24" I beams.

Webs.
Angles.
Plates.

24" xr

5"x3"xr

14''X-iV'

26" xr

5"x3"Xi^"
14" Xi"

28" xr

5"x3"xf"
14"X-iV'

30"Xf"

5"x3"xf"

14" X f"

Span,
Centers
of Bear-
ings,
Feet.

0 <fl

*-* 0

«

Increase for y'^"
Increase in Thick-
ness of Plates.

0 </)
i-J c

•-I 0

Increase for ^V
Increase in Thick-
ness of Plates.

0 «

Increase for ^^'
Increase in Thick-
ness of Plates.

'i .
0 fi

'^ 0

«

C/3

Increase for j\"
Increase in Thick-
ness of Plates.

20

21

22
23
24
25

93.8
89.3

85.3
81.6
78.2
75.0

4.3
4.1

3.9
3.8
3.6
3 5

93.5

89.0
85.0
81.3

77.9

74.8

4.7
4.5
4.3
4.1

3.9

3.8

92.9

88.5
84.5
80.8
77.4
74.3

5.1

4.8
4.6
4.4
4.2
4.1

95.6
91.1

86.9
83.2
79.7
76.5

5.4
5.2
4.9
4.7
4.5
4.3

26
27

28
29
30

72.2
69.5
67.1
64.7
62.5

3.3
3.2
3.1
3.0
2.9

71.9
69.2
66.8
64.4
62.3

3.6
3.5
3.4
3.2
3.1

71.5

68.8
66.3
64.0
61.9

3.9
3.8
3.6
3.5
3.4

73.6

70.8
68.3
66.0
63.8

4.2
4.0
3.9
3.7
3.6

31
32
33
34
35

60.5
58.6
56.9
55.2
53.6

2.8
2.7
2.6
2.5
2.5

60.3

58.4
56.6
55.0
53.4

3.0
2.9
2.8
2.7
2.7

60.0
58.1
56.3
54.6
53.1

3.3
3.2
3.1
3.0
2.9

61.7
59.8
58.0
56.3
54.7

3.5
3.4
3.3
3.2
3.1

36
37

38
39
40

52.1

50.7
49.4

48.1
46.9

2.4
2.3
2.3
2.2
2.2

51.9
50.5
49.2
47.9
46.7

2.6
2.5
2.5
2.4
2.4

5L6

50.2
48.9
47.6
46.4

2.8
2.7
2.7
2.6
2.6

53.1
51.7
50.3
49.0

48.0

3.0
2.9
2.9

2.8
2.8

Wgt.per
ft., lbs.

]74

6.0

166

6.0

159

6.0

158

6.0

Safe loads given Include w^eight of girder.

Weights of girders given include weight of rivet heads, but not stiffeners.
Maximum fiber strain, 15,000 lbs. per square inch of net area, holes for
3" rivets being deducted.

fe . ' 88

88

88

rHE PASSAIC ROLLING

MILL

COMPANY.

119

STEEL BOX GIRDERS

.

Safe I

.OADS, IN Tons of 2000 Lbs.

.Uniformly Distributed.

1

1 (

r

No stiffeners requirec

except at ends, over

supports only.

i

(

L

Girders equivalent
a 24" Beam Box
Girder.

to

"'

Webs.

24" xr

26"xf"

28" Xt"

30"Xf"

Angles.

5"x3i"xr

5"x3i-"xi"

5"X3i"XT^"

5"X3i"XT^"

Plates.

18"X-|"

18" Xf"

18"X;V'

18"

xr

Span,
Centers
of Bear-
ings,
Feet.

Safe Load,
Tons.

Increase for ^j^"
Increase in Thick-
ness of Plates.

0 fi

Increase for iV'
Increase in Thick-
ness of Plates.

« .
0 tn

Increase for ^j,"
Increase in Thick-
ness of Plates.

Safe Load,
Tons.

Increase for ^j."
Increase in Thick-
ness of Plates.

20

130.7

5.9

129.5

6.3

128.4

6.8

131.7

7.3

21

124.5

5.6

123.3

6.0

122.3

6.5

125.4

7.0

22

118.8

5.4

117.7

5.8

116.8

6.2

119.7

6.7

23

113.6

5.1

112.6

5.5

111.7

6.0

114.5

6.4

24

108.9

4.9

107.9

5.3

107.0

5.7

109.7

6.1

25

104.5

4.7

103.6

5.1

102.8

5.5

105.3

5.9

26

100.5

4.5

99.6

4.9

98.8

5.3

101.3

5.6

27

96.8

4.4

95.9

4.7

95.1

5.1

97.5

5.4

28

93.3

4.2

92.5

4.5

91.7

4.9

94.1

5.2

29

90.1

4.1

89.3

4.4

88.6

4.7

90.8

5.1

30

87.1

3.9

86.3

4.2

85.6

4.6

87.8

4.9

31

84.3

3.8

83.5

4.1

82.9

4.4

85.0

4.7

32

81.7

3.7

80.9

4.0

80.3

4.3

82.4

4.6

33

79.2

3.6

78.5

3.8

77.8

4.1

79.8

4.4

34

76.9

3.5

76.2

3.7

75.6

4.0

77.5

4.3

35

74.7

3.4

74.0

3.6

73.4

3.9

75.2

4.2

36

72.6

3.3

71.9

3.5

71.4

3.8

73.2

4.1

37

70.6

3.2

70.0

3.4

69.4

3.7

71.2

4.0

38

68.8

3.1

68.1

3.3

67.6

3.6

69.3

3.9

39

67.0

3.0

66.4

3.3

65.9

3.5

67.5

3.8

40

65.3

2.9

64.7

3.2

64.2

3.4

65.8

3.7

Wgt.per
ft., lbs.

216

7.7

206

7.7

196

7.7

193

7.7

Safe

Weig

Maxi

r

oads given include weight of girde
hts of girders given include weight (
mum fiber strain, 15,000 lbs. per sq
rivets being deducted.

r.

Df rivet h

uare inch

sads, but
I of net £

not stiffe
irea, hole

lers.
s for

S

^ 8S

120 THE PASSAIC ROLLING MILL COMPANY.

SUDDENLY APPLIED LOADS.

If a load is suddenly, that is, instantaneously, applied to a
beam, it produces twice the strain that the same load would pro-
duce if at rest upon the beam. The safe suddenly applied load
is, therefore, only one-half the safe static load.

If the load is not only suddenly applied, but falls upon the
beam from a height, it produces more than twice the strain that
the same load statically applied would produce.
Let P = the weight that falls upon the beam,
h = height of fall, in inches.
P'= equivalent static load producing the same strain as

that produced by the falling weight.
d = deflection of beam, in inches, produced by the weight,

P, if statically applied.
B = the weight of the beam together with its superim-
posed dead load, such as arches and flooring, whose
combined mass tends to absorb the impact.

Then, if m = —

P'= P

('V^^+0

From which the equivalent static load, P', is obtained, and the
strain can then be computed in the ordinary manner.

The uniformly distributed static load, equivalent to the faUing
weight, can be obtained in the following manner : —
Let W'^ equivalent uniformly distributed load.

W = safe uniformly distributed load on beam, from the

tables.
D = deflecdon.in inches, under safe uniformly distributed
load.

/ , / 5 Whm ,
Then. W'= 2 P I -f ^-^p^_ + I

In applying these formulae P' and W will be in tons or pounds
according as the weights are taken in tons or pounds.

fe-— S

88 ^

THE PASSAIC ROLLING MILL COMPANY. 121

LINTELS.

Lintels of steel shapes or of cast iron are employed to span
openings in walls over doors and windows. It is generally neces-
sary that the lintels should have a flat soffit. Where the load
to be carried is small, steel channels, laid flat, furnish a very sat-
isfactory lintel on moderate spans. The table on page 122 gives
the safe uniformly distributed loads, in tons of 2,000 lbs., for
Passaic steel channels used as lintels, by which the channel re-
quired for any given span and load may be easily selected.

Sometimes the load to be carried by a lintel consists of a uni-
formly distributed load from the wall above and also the concen-
tration from a floor joist which rests upon the wall at or near the
center of the span. In such instances, the concentrated load
must be multiplied by 2, the result being considered as an equiv-
alent uniform load, which, added to the regular distributed load,
may be taken as the equivalent total uniformly distributed load.
Thus, if a lintel spanning an opening of 4 ft. is to carry a uni-
formly distributed load of 2 tons and a concentrated load of 2 tons
at the center of the span, the concentrated load multiplied by 2
and added to the distributed load gives 6 tons as the equivalent
distributed load. By referring to the table, it will be found that
3- 15" X 50 lb. steel channel, which has a safe load of 6.28 tons,
is required.

Where the loads are considerable and the use of beam girders
is not advisable, cast iron lintels are used. The table on page
123 gives the coefficients of strength, in tons of 2,000 lbs., for
cast iron lintels, by which the safe uniformly distributed loads, in
tons, for any given span may be found by dividing the coefficient
given by the span in ft. Thus, if it is required to find the safe
uniformly distributed load on a cast iron lintel, 12" wide, 10"
deep and i" metal, on a span of 6 ft., by referring to the table,
the coefficient of strength given for this lintel is 72.2 tons, which
divided by the span gives the safe load as 12.03 tons.

If a part of the load is concentrated, it must first be multiplied
by 2, and the result considered as the equivalent uniform load.
The proper lintel required for any given span and load may be
found by multiplying the equivalent uniform load, in tons, by the
span, in feet, the result being the coefficient required; then,
by reference to the table, the lintel, having the required coef-
ficient of strength, can be easily selected. Thus, if it is required
to select a lintel carrying a 20" wall on a span of 8 ft. to sup-
port a uniformly distributed load of 5 tons, and a concentrated
load of 5 tons at the center, the method is as follows. The con-
centrated load must first be reduced to an equivalent uniform
load by multiplying it by 2, and added to the regular uniform
load, giving 15 tons as the equivalent uniform load on the span
which, multiplied by the span in feet, gives the coefficient re-
quired as 120 tons. Then, referring to the table it will be found
that a lintel, 20" wide, 10" deep and i" metal, which has a
coefficient of 125.4 tons, will be required.

^'

m a

122 THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS, UNIFORMLY DISTRIBUTED,

FOR PASSAIC STEEL CHANNELS,

IN TONS OF 2000 LBS.,

X.Jl A-J^. WEB HORIZONTAL. X.l. 4_2^

Safe loads given, include weight of channel.

u

d
a

si.-
Is

Span in feet.

1°

2

3

4

6

6

7

8

9

10

15

50

25.1

12.6

8.3716.28

5.02:4.18 3.59

3.14

2.79

2.51

.0028

15

40

22.4

11.2

7.47j5.60

4.483.733.20

2.80

2.49

2.24

.0030

15

33

16.3

8.20

5.434.08

3.262.712.33

2.04

1.81

1.63

.0032

12
12

35

27

15.0
12.9

7.50
6.45

5.00
4.30

3.75
3.23

3.002.50,2.14

1.88
1.61

1.67
1.43

1.50

.0032
.0035

2.58 2.15

1.84

1.29

12

20

8.97

4.49

2.99

2.24

1.79

1.50

1.28

1.12

1.00

.90

.0038

10
10

30
20

11.7
9.33

5.85
4.67

3.90
3.11

2.93
2.33

2.34

1.95

1.67
1.33

1.46
1.17

1.30

1.17
.93

.0034
.0039

1.871.56

1.04

10
9
9

15

6.66

3.33

2.22

1.67

1.33|1.11

.95

.83

.74

.67

.0041

21
16

8.21
7.25

4.11
3.63

2.74
2.42

2.05
1.81

1.64
1.45

1.371.17

1.03

.91

.81

.82
.78

.0040
.0044

1.211.04

.91

9

8
8

13
17
13

4.90

2.45

1.63

1.23
1.38
1.20

.98

.821 .70

.61

.54

.49

.0046

5.50

4.80

2.75|1.83
2.401.60

1.10
.96

.93

.79

.69
.60

.61
.53

.55

.48

.0046
.0051

.80

.69

8
7

10

i7

3.41

1.71

1.14

.85

.68

.57

.49

.43

.38

.34

.0053

7.04

3.522.35

1.76

1.41

1.17

1.01

.88

.78

.70

.0047

7

13

6.30

3.152.10

1.56

1.26

1.05

.90

.79

.70

.63

.0052

7

9

2.94

1.47 .98

.74

.59

.49

.42

.37

.33

.29

.0056

6

20

8.91

4.462.97

2.23

1.78

1.49

1.27

1.11

.99

.89

.0047

6

17

7.84

3.922.61

1.96

1.57

1.31

1.12

.98

.87

.78

.0051

6
6

12

8

4.80
2.67

2.40,1.60

1.20
.67

.96
.53

.80

.69

.38

.60
.33

.53

.30

.48
.27

0054

.0058

1.34

.89

.45

5

12

3.89

1.95

1.30

.97

.78

.65

.56

.49

.43

.39

.0055

5
5
4

9

6

10

3.20
1.71

1.60

.86

1.07
.57

.80
.43

.64

.53
.29

.46
.24

.40
.21

.36
.19

.32
.17

.0062
.0068

.34

3.36 1.68

1.12

.84

.67

.56

.48

.42

.37

.34

.0059

4

8

2.88 1.44

.96

.72

.58

.48

.41

.36

.32

.29

.0065

4

5

1.39 .70

.46

.35

.28

.23

.20

.17

.15

.14

.0073

Safe loads, uniformly distributed, in tons of 2,000 lbs., for intermediate

spans can be obtained by dividing the Coefficient of Strength by the span, in

feet Deflection, in inches, under tabular load, can be obtained by multi-

plying the Deflection Coefficient by the square of the span, in feet.

& • 8i

r

88

THE PASSAIC ROLLING MILL COMPANY. 123

COEFFICIENTS OF STEENGTH FOE

CAST lEON LINTELS, |

IN TONS

OF 2000 LBS. 1

TJC

^ — n

-

DEPTH

1

DEPTH

1

u

^

1 1

|< — WIDTH — H

f^- 1
1*^ — WIDTH *i

SINGLE WEB LINTEL.

DOUBLE WEB LINTEL.

Width

of
flange,

Ins.

Depth

of

lintel,

Ins.

Thickness of metal,
in inches.

No. of
Webs.

f

i

1

li

li

28

6

59.5

64.9

69.8

74.6

77.8

2

//

8

95.5

106.2

115.0

123.0

1.30.5

2

u

10

140.5

150.5

164.8

176.2

192.0

2

II

12

171.4

196.5

216.1

236.3

256.7

2

II

16

235.8

272.5

307.4

342.0

375.0

2
2

24

6

52.8

57.4

62.6

66.6

70.0

//

8

83.4

93.4

102.4

109.6

117.0

2

//

10

116.0

130.4

144.4

156.2

167.6

2

//

12

150.4

168.6

189.6

207.0

223.0

2

//

16

225.0

257.0

286.0

316.5

345.0

2

20

6

47.2

51.4

55.1

58.5

62.0

2

//

8

72.6

84.7

89.5

96.0

102.5

2

//

10

100.5

113.2

125.4

136.0

146.8

2

//

12

122.6

141.8

158.0

174.7

189.5

2

//

16

196.4

224.7

251.4

277.2

301.5

2

16

6

33.0

35.1

37.7

40.3

41.8

//

8

52.1

57.7

62.8

67.2

71.6

//

10

72.2

81.2

89.6

96.8

104.0

/•/

12

92.4

106.1

117.5

128.8

138.8

//

16

139.4

159.0

177.8

196.0

214.0

12

6

26.4

28.7

31.3

33.3

35.0

//

8

41.7

46.7

51.2

54.8

. 58.5

//

10

58.0

65.2

72.2

78.1

83.8

//

12

75.2

84.3

94.8

103.5

111.5

8

6

19.7

21.7

23.4

24.9

26.4

//

8

30.6

34.4

37.7

40.7

43.3

//

10

42.6

48.1

53.0

57.8

62.9

//

12

55.4

62.4

70.0

76.7

83.5

Co
squai
may

efficient
■e inch.
be foun

s are calcul
The safe ur
i by dividir

ited for a m
liformly dist
ig the coeffi

aximum ter
ributed loac
cient, as ab

isile strain
, in tons, fo
ove, by the

of 3,ooo Ibj
r any given
span in fee

.. per

span

t.

$8.

■88

18 88

124 THE PASSAIC ROLLING MILL COMPANY.

COLUMNS.

Columns of steel shapes riveted together are largely used in
the construction of buildings. Several types of built columns
are shown on page 38. The columns generally used in build-
ing construction are the Plate and Angle columns, Figs. 2
and 3 ; the Plate and Channel columns, Figs. 8 and 9 ; and
the Z-Bar columns, Figs, il and 12. Where these do not
furnish sufficient section for carrying the loads, the column
shown in Fig. 5 can be advantageously used and made large
enough for very heavy loads by increasing the thickness of
the material. The manner of connecting the segments of the
columns together, and the mode of attaching beams and gir-
ders is illustrated on page 39. Abutting segments of col-
umns should be thoroughly connected in a manner to preserve
the continuity of strength, thus adding to the stifKhess of the
steel frame work.

The strength of a column depends upon its shape and
length. Long columns have less strength than shorter col-
umns of the same size for the reason that they are liable to fail
by lateral flexure, and of two columns having the same area
and length, the one in which the material is placed at a greater
distance from the center will develop greater strength. If all
the material in the cross section were concentrated at a dis-
tance from the neutral axis equal to the radius of gyration,
the resistance to flexure would be the same as for the mate-
rial distributed over the cross section. Formulae for the
strength of columns therefore take into consideration the
length of the column and the radius of gyration of the section.
The manner of securing the ends of the columns also has an
appreciable effect upon their strength. Columns fixed so
firmly at the ends that they are liable to fail in the body of the
column before rupturing their end connections develop greater
strength than columns connected by means of pins through
the ends. Columns with square ends develop less ultimate
strength than if the ends are firmly fixed, but greater than if
the ends are pin connected. Medium steel columns develop
practically a uniform strength for all lengths up to 50 radii of
88 ^

^ ■• 88

THE PASSAIC ROLLING MILL COMPANY. 125

gyration, and soft steel columns develop practically a uniform
strength for all lengths up to 30 radii of gyration, the ulti-
mate for both grades of steel being about 48,000 lbs. per sq.
in., up to the lengths indicated.

The following straight-line formulse represent very closely
the ultimate strength, in lbs. per sq. in., of columns whose
lengths are between 50 and 150 radii of gyration,

Medium Steel. Soft Steel.

Fixed Ends, 60,000 — 210 — 54,000 — 185 —

r r

Square Ends, 60,000 — 230 — 54,000 — 200 —

r r

Pin Ends, 60,000 — 260 -L 54,000 — 225 —

r r

where /= length of column, and r = least radius of gyra-
tion, both in inches. Columns used in building construction
may be considered as having square ends, as pin connections
are seldom used ; and as it is usual to allow a factor of safety of
4 for such columns, the following formulse may, therefore, be
taken as giving the allowable strain, in lbs. per sq. in., on
square ended columns for building construction.

S 12,000 for lengths up to 50 radii of gyration.
15.000 - 57i- for lengths over 50 radii,
r

( 12,000 for lengths up to 30 radii of gyration.
Soft Steel j jg^gQQ _ gQ _[_ f^j. lej^gths over 30 radii.

V r

No column should be used having a length greater than 150
radii of gyration, or whose length exceeds 45 times the least
dimension of the column.

The following tables of safe loads on steel columns have
been calculated from the foregoing formulas. The tables for
the safe loads on Angle and I Beam columns have been cal-
culated for soft steel. The tables of safe loads for Plate and
Angle columns, Channel and Plate columns and Z Bar col-
umns have been calculated for medium steel, that being the
grade of steel advisable to use for such columns,
g? 88

58 85

126 THE PASSAIC ROLLING MILL COMPANY.

The weights given for the various columns do not include
rivets or connections of any kind. Rivets should be spaced
not exceeding 3" centers at the ends of a column for a distance
equal to twice the width of the column. The distance be-
tween centers of rivets, in the line of strain, should not exceed
16 times the least thickness of metal of the parts joined; and
the distance between rivets, at right angles to the line of
strain, should not exceed 32 times the least thickness of metal.

The table on page 128 gives the ultimate strength of
wrought iron columns calculated from Gordon's formulae.
This table may be of use in determining the safety of existing
structures of wrought iron. Steel columns are now exclu-
sively used instead of wrought iron, because of their superi-
ority of strength without increased cost.

Cast iron columns are sometimes used in buildings of mod-
erate height, but their use is not to be recommended for build-
ings where the iron framework must be rigid and afford suf-
ficient lateral stability. The manner in which cast iron col-
umns are connected together, and the mode of attaching
beams and girders to them does not permit obtaining suffi-
cient rigidity for such buildings. Cast iron columns have
more or less internal strains due to the unequal cooling of
the metal in the moulds, which makes it necessary to employ
a large factor of safety. No cast iron column should be used
in a building with a factor of safety less than 8. Particular
attention should be paid to the designing of the cast iron
brackets for supporting the beams and girders, in order that
they may not be subjected to large internal strains making
them liable to break off under a sudden shock. The tables on
pages 170-172, inclusive, furnish an easy method of determin-
ing the safe loads on round and square cast iron columns.
Where the loads are eccentrically applied, producing bending
strains in the columns, cast iron columns are inadmissible
because of their inability to resist such strains.

The safe loads given in the tables are calculated for concen-
tric loading, /, e., the center of gravity of the load being coin-
cident with the center of gravity of the column. Where this is
not the case, the load being greater on one side of the column
than on the other, or the entire load being applied on one side
only of the column, the effect of the eccentricity must be in-
88 -. S?

58 ^ ^ -8S

THE PASSAIC ROLLING MILL COMPANY. 127

vestigated. If the unbalanced load, in lbs., is multiplied by
the distance of its point of application from the center of the
column, in inches, the result is the bending moment in inch
lbs., which, being divided by the section modulus of the col-
umn, gives the strain per sq. in. on the extreme fiber pro-
duced by the bending. The load on the column produces a
uniform compressive strain on the entire cross section to
which must be added the bending strain, the sum being the
maximum strain on the extreme fiber. Where the loads are
very eccentrically apphed, the bending effect is very consider-
able and must never be neglected. If the maximum fiber
strain, due to direct compression and bending, exceeds the
allowable strains persq. in. on the column by more than 2$%,
the section of the column should be increased. Thus if the
allowable strain on a column from direct load is io,ooo lbs.
per sq. in., the combined bending and compression should not
exceed 12,500 lbs. per sq. in.

Tables are given of the properties of all columns, for which
safe loads are calculated, by means of which the effects of ec-
centric loading are easily calculated.

EXAMPLE.

A 12" channel column, 16 ft. long, consisting of two 12" X
20 lb. channels and two 14" X f" plates sustains a total load
of 100 tons of which40 tons are unbalanced by opposing loads.
Find the fiber strain, the point of application of the eccentric
load being 6f " from the center of the column, producing bend-
ing around the axis XX.

Referring to the table of Properties of Channel Columns,
on page 137, the area of the column is found to be 22.3 sq.
ins., and its Section Modulus around the axis XX is found to
be 102. The calculation then is as follows :

Bending moment = 80,000 X 6f ' = 510,000 in. lbs.
Strain due to bending, lbs. per sq. in.

510,000 -f- Section modulus (=102) = 5,000

Strain due to direct compression,

200,000^ Area (= 22.3) = 8,960

Maximum Fiber Strain, = 13,960

-S

2

8

128 THE PASSAIC ROLLING

MILL

COMPANY.

ULTIMATE

i STRENGTHS OF

WEOUaHT IRON COLUMNS.

For Fixed Ends

For Square Ends.

For Pin Ends.

40,000

1

40,000

40,000

l4-

i^

+ ^-

11 ^'

40,000>-=

J.

30,000

r-

20,000^2

1 =

length in inches.

r = least radius of gyration in inches.

Ratio

of

Length

to
Radius

Ultimate Strength, lbs

per sq. in.

Ratio of Length to Diameter.

■LT

-i-p

JL

~i n

of
Gyration.

Fixed
Ends.

Square
Ends.

Pin
Ends.

S\

J L

ffi ■■•

nr

I

ZBar

Box

Open

Star

r

Column.

Column. Column.

Column.

30

39,100

38,800

38,300

9

10 12

7

35

38,800

38,400

37,700

10

12 ! 13

8

40

38,500

38,000

37,000

12

13 15

9

45

' 38,100

37,500

36,300

13

15 17

10

50

37,700

36,900

35,600

15

17 i 19

11

55

37,200

36,300

34,800

16

18 1 21

12

60

36,700

35,700

33,900

18

20 ! 23

13

65

36,200

35,100

33,000

19

22

25

14

70

35,600

34,400

32,100

21

23

27

15

75

35,100

33,700

31,200

22

25

29

17

80

34,500

33,000

30,300

24

27

31

18

85

34,000

32,200

29,400

25

28 33

19

90

33,300

31,500

28,500

26

30 35

20

95

32,600

30,800

27,600

28

32 36

21

100

32,000

30,000

26,700

29

33 : 38

22

105

31,400

29,300

25,800

31

35 40

23

110

30,700

28,500

24,900

32

37 42

24

115

30,100

27,800

24,100

34

38 44

25

120

29,300

27,000

23,300

35

40

46

27

125

28,800

26,300

22,500

37

42

48

28

130

28,100

25,600

21,700

38

43

50

29

135

27,500

24,900

20,900

40

45

52

30

140

26,800

24,200

20,200

41

47

54

31

145

26,200

23,500

19,500

43

48

56

32

150

25,600

22,900

18,800

44

50 i 58

33

Foi

safe quiesc

ent loads, a

s in buildin^

^s, divide

: above values by 4.

88

-88

■88

THE PASSAIC ROLLING

MILL COMPANY. 129

ULTIMATE STRENGTHS OF SOFT

AND MEDIUM STEEL COLUMNS,

Calculated from the following Formulae.

SOFT STEEL.

MEDIUM STEEL.

Fixed Ends = 54,000 — 185 —

r

Fixed Ends =

60,000 -

-210-

Square Ends = 54,000 — 200 —

r

Square Ends =

60,000 -

-23o4-

Pin Ends

= 54,000 - 225 1
r

Pin Ends =

60,000 -

-26ol

I = length in inches.

r = least radius of gyration in inches.

Ratio of

T il- A.

Ultimate Strength, lbs. per sq. in.

Length to

1

Radius of

Soft Steel.

Medium Steel. 1

Gyration,
I

Fixed

Square

Pin

Fixed

Square

Pin

r

Ends.

Ends.

Ends.

Ends.

Ends.

Ends.

30

48,500

48,000

47,300

35

47,500

47,000

46,100

40

46,600

46,000

45,000

45

45,700

45,000

43,900

50

44,800

44,000

42,800

49,500

48,500

47,000

55

43,800

43,000

41,600

48,500

47,400

45,700

60

42,900

42,000

40,500

47,400

46,200

44,400

65

42,000

41,000

39,400

46,400

45,100

43,100

70

41,100

40,000

38,300

45,300

43,900

41,800

75

40,100

39,000

37,100

44,300

42,800

40,500

80

39,200

38,000

36,000

43,200

41,600

39,200

85

38,300

37,000

34,900

42,200

40,500

37,900

90

37,400

36,000

33,800

41,100

39,300

36,600

95

36,400

35,000

32,600

40,100

38,200

35,300

100

35,500

34,000

31,500

39,000

37,000

34,000

105

34,600

33,000

30,400

38,000

35,900

32,700

110

33,700

32,000

29,300

36,900

34,700

31,400

115

32,700

31,000

28,100

35,900

33,600

30,100

120

31,800

30,000

27,000 34,800

32,400

28,800

125

30,900

29,000

25,900 1 33,800

31,300

27,500

130

30,000

28,000

24,800 32,700

30,100

26,200

135

29,000

27,000

23,600 31,700

29,000

24,900

140

28,100

26,000

22,500 30,600

27,800

23,600

145

27,200

25,000

21,400 29,600

26,700

22,300

150

26,300

24,000

20,300 28,500

25,500

21,000

For

2?

safe quiesc

ent loads, a

^ in buildings, divide ab

ove values

by 4.

— ' 8S

^ _ -3j

130 THE PASSAIC ROLLING MILL COMPANY.

EADII OF GYEATION FOE TWO
ANGLES

PLACED BACK TO BACK.
.__1_^ ^-r3__. .._T3__,

(

) I

J I

I 1

Radii of Gyrati

'A
EQUAL

on given corresponc

) Po 1 C ^ )

LEGS.

to directions of the arrow-heads.

Size,
inches.

Thickness,
inches.

Radii of Gyration.

To

r,

r.

1*3

6X6
6X6

3.

1.87
1.88

2.64
2.49

2.83
2.66

2.92
2.75

5X5

5X5

3.

4

3.

1.55
1.56

2.20
2.09

2.38
2.27

2.48
2.36

4X4
4X4

4^

It)

1.24 1.83 2.03
1.24 1 1.67 1.85

2.12
1.94

3i X 3|-
3i- X 31

1.04 1.51 1.70
1.08 1.46 1.65

1.81
1.74

3X3
3X3

f
4

.94 1.40
.93 1.25

1.59
1.43

1.69
1.53

2-^ X 2^
2-1- X 2i

1
4

.76

.77

1.12
1.05

1.31
1.25

1.42
1.34

2i- X 2i
2iX2i

i
-h

.70 1.05
.69 .94

1.25
1.12

1.35
1.22

2X2
2X2

1%

.62
.62

.95

.84

1.15
1.03

1.26
1.13

■ ?8

■88

THE

PASSAIC ROLLING MILL

COMPANY. 131

EADII OF

aYRATION FOR TWO

ANGLES

PLACED BACK TO BACK,

LONG LEG VERTICAL.

1-1

.Ti^

.' i

1

.^

} I

;

•J

UNEQUAL LEGS. |

Radii of Gyration given

correspond to directions of the arrow-heads.

Size,
inches.

Thickness,
inches.

Radii of Gyration.

To

r.

r^

Ta

6X4
6X4

i

1.95
1.93

1.68
1.50

1.87
1.67

1.97
1.76

5X3^
5X3^
5X3
5X3

a

4

a
«
a

4

5

TIT

1.59
1.60
1.62
1.61

1.44
1.34
1.23
1.09

1.63
1.51
1.42
1.26

1.73
1.61
1.52
1.36

4.L X 3
4^X3

TIT

1.43 1.25
1.45 i 1.13

1.44
1.31

1.55
1.40

4X3i
4X3^
4X3

4X3

5

8 •

1.24
1.26
1.23
1.27

1.53
1.41
1.20
1.17

1.72

1.58
1.39
1.35

1.83
1.69
1.50
1.45

3.VX3
3^X3
3.V X 2^
3^X2^

1.06
1.10
1.10
1.12

1.27

1.21

1.04

.96

1.46
1.39
1.23
1.17

1.56
1.49
1.34
1.24

3X2^
3X2^
3X2
3X2

9

TB"

4

1
4

.93
.95
.92
.96

1.07
1.00

.80
.7o

1.27
1.18

1.00
.93

1.37

1.28
1.10
1.04

21- X n

2-1: Xll-

iS-^ — ^ L

5

1%

.70
.72

.60

.57

.79

.75

.91

.86
-— S8

S8

88

132 THE

. PASSAIC

ROLLING MILL COMPANY.

RADII OF

aYEATION FOR TWO

ANGLES

PLACED BACK TO BACK,

SHORT LEG VERTICAL.

^Jl-.

*2 1*5

K^

^

"^

P < ^ =

P

'A Ya

UNEQUAL LEGS.

Radii of Gyration given

correspond to direction of the arrow-heads.

Size,
inches.

Thickness,
inches.

Radii of Gyration.

To 1 r.

^2

Ta

6X4
6X4

i

1.19 2.94
1.17 I 2.74

3.13
2.92

3.23
3.02

5X3i
5X3i
5X3
5X3

f
f
1^

1.01
1.02

.86

.85

2.39
2.27
2.50
2.33

2.58
2.45
2.69
2.51

2.68
2.55
2.79
2.61

4iX3
4iX3

3.

4

.86

.87

2.18
2.06

2.38
2.25

2.46
2.33

4X3i
4X3i
4X3
4X3

8

1%

1.05

1.07

.83

.89

1.85
1.73
1.84
1.79

2.04
1.91
2.03
1.97

2.14

2.00
2.13
2.07

3iX3
Six 3
SiX2i
3iX2i

8

.87
.90
.72
.74

1.57
1.53
1.66
1.58

1.76
1.71
1.85
1.76

1.87
1.81
1.95
1.86

SX2i
SX2i
3X2
3X2

28^

9

4

.73
.75

.55
.57

1.40
1.32
1.42
1.39

1.59
1.49
1.62
1.57

1.69
1.60
1.72

1.68

si

88

8?

THE PASSAIC ROLLING MILL COMPANY. 133

PROPERTIES OF PASSAIC STEEL PLATE

AND

ANGLE COLUMNS.

X * X

i ij; 'zjl .11

Axis XX.

Axis YY.

Width of PI
Inches.

Size of Ang
Inches.

' i^ S c y ^

o

1 §1

flj o

o

s %

1%

OJ O

o c •

.5 t^.c

6 L,^

J.

4

6.74

22.9! 36.3 12.09

2.32

10.4

3.321.24

// 1 ^

A

8.52

29.0

44.6 14.87

2.29

13.6

4.24!l.26

u X

T^

11.71

39.8

59.0 19.68

2.25

21.1

6.421.34

// 1 ^

i

13.00

44.2

64.61 21.53

2.23

24.7

7.60il.38

7 i ^

4

7.51

25.5

58.3 16.65

2.78

16.1

4.43

1.46

: ix

A

9.43

32.1

71.9 20.55

2.76

20.8

5.59

1.49

-,^

12.98

44.1

95.8 27.38

2.72

30.8

8.15

1.54

// ' ro

i

14.50

49.3

105.1 30.02

2.69

36.3

9.69

1.58

8 !

1%

10.86

36.9

107.5 26.88

3.14

30.3

7.30

1.67

" 1 CO

3.

8

13.12

44.6

128.5 32.13

3.13

37.4

8.79

1.69

" 1^

T^

14.98

50.9

144.61 36.15

3.11

44.4

10.54

1.72

f

17.24

58.6

163. 5[ 40.88

3.08

53.1

12.29

1.75

"

1%

19.50

66.3

182.9! 45.73

3.06

61.9

14.04

1.78

II

X

20.92

71.1

193.5 48.38

3.04

69.1

16.04

1.82

9

T^

11.81

40.1

154.2 34.26

3.62

42.6

9.15

1.90

" M

8

14.22

48.3

183.5! 40.78

3.59

52.9

11.131.93 1

//

y

1^

16.30

55.5

207.5

46.12

3.57

63.1

13.37

1.97

//

Hm

i

18.74

63.7

235.9

52.44

3.55

75.3

15.64

2.01

//

tT

iHt

21.18

72.0

263.0

"58.44

3.52

87.9

17.90

2.04

//

f

22.83

77.6

279.1 62.24

3.50

99.0

20.572.08

10

■h

12.73

43.3

211.8 42.36

4.08

57.6

11.162.13

//

f

15.35

52.2

252.7 50.54

4.06

71.9

13.682.17

" ^

T^

17.62

59.9

286. 4i 57.28

4.03

85.9,16.462.21 1

II

/\

i

20.24

68.8

326.0 65.20

4.01

102.2

19.2212.25

II

iHr

22.35

76.0

355.7 71.14

4.00

118.1

22.36 2.29

II

1

24.97

84.9

392.3 78.46

3.97

136.6

25.43 2.34

12

«

18.94

64.4

443.6 73.37

4.85

119.6

19.342.51

//

-1^

22.17

75.4

513.6 85.60

4.81

144.5

23.03 2.55

// •Tj'

i

25.44

86.5

584.5 97.42

4.80

171.8

26.96 2.60

* 1 X

A

28.67

97.5

651.0108.5

4.77

199.7

30.912.64

// : ZO

fr

30.94

104.9

693.4115.6

4.75

223.4

35.392.69

II !

H

34.17

116.2

760.1126.8

4.72

255.7 39.88 2.73

1 // f 137.44

♦5— ~ '

127.3

825.3137.6 4.70 |

288.7 44.44 2.78 1
88

8- —

«

134 THE PASSAIC ROLLING MILL

COMPANY.

PROPERTIES OF PASSAIC STEEL PLATE

AND AN

OLE C(

)LUMNS.

■^1

r

^ %i

A

^

'— o—

Y

«*H tT

1- '"

Axis XX.

Axis YY.

° 6

O 4)

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41.44

140.9

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9

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5

8

44.69

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5.33

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49.57

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s 6" :

Plate
Plate;

1

54.44

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1723 246.0

5.64

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56.07

190.6

1803 256.1

5.68

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Angle
[ Web
Cover

li

57.69

196.2

1884 264.9

5.72

594.9

91.52 3.22

59.321201.7
60.94|207.2

1965 274 . 3
2050 283.2

5.75

5.80

617.8
640.6

95.04 3.23
98.563.25

lA

62.571212.8

2143 292.7

5.85

663.5102.1

3.26

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64.19 218.3

2224 301.8

5.88

686.4105.6

3.27

iiV

65.82 223.8

2311311.2

5.93

709.3:109.1

3.29

H

67.44 229.3

2406

321.3
264.1

5.98

732.2

112.6

3.30

i

53.94 183.2

1981

6.05

569.5

75.93 3.25

3
Iff

55.82189.8

2088 276.2

6.12

604.6

80.613.30

f

57.69196.1

2195 288.3

6.17

639.8

85.30 3.33

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59.57

202.6

2304 299.8

6.22

674.9

89.98i3.37

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1

61.44

208.8

2417312.8

6.28

710.1

94. 6613.40

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ii

63.32

215.3

2533 325.3

6.32

745.2

99.363.44

^in^

X

65.19

221.6

2645 336.2

6.36

780.4

104.0

3.46

If

67.07

228.1

2765 349.4

6.41

815.5108.7

3.49

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Plate
Plate!

1

68.94

70.82

234.4

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850.7113.4

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72.69

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Ans
. We
Cove

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74.57

253.6

3251398.4

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3.58

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76.44

259.9

3383 409.7

6.66

991.3,132.2

3.60

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78.32

266.3

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3.62

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80.19

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6.74

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Ifff

82. 07| 279.1

3770 448.2

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1096.8146.2

3.66

28

H

83.941 285. 4

3903 459.9

6.83

1132.0150.9

3.68gj

82"

THE

PASSAIC ROLLING MILL COMPANY.

135

PROPERTIES OF PASSAIC STEEL

CHANNEL COLUMNS.

.^^' -■

^

(^

X —

-p-x 1

d

1

m

'^ — ^ r^

c
_o

p.

a

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V

Q

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o u

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t. a-

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Axis YY.

O

V o

o

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<U o

11.7
12.6

rt >> 3

6

8

1

4

i.

4

8.70

9.88

64.0

19.9

2.72
2.62

46.7
50.3

2.31

10

68.1

21.0

2.27

5

//

5

10.88

78.2 23.6

2.68

56.0

14.0

2.27

//

t
a

8

11.88
12.96

90.1

26.6
59.2

2.75
2.75

61.0

71.8

15.3
18.0

2.27

12

98.9

2.35

//

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32.0

2.81

77.2

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14.96
16.72

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34.9
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2.86
2.76

82.5
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127.

21.7

2.28

//

17.72

138.

39.3

2.81

92.2

23.1

2.28

5 "^

//

5

8

18.72
19.70

152.

42.1
44.4

2.86

2.86

97.6
111.

24.4

2.28

17

5

8

161.

27.8

2.38

to 5
O

//

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20.70

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47.2

2.90

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29.1

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8

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33.1

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24.70

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59.0

3.06

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1

25.70

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10.85
13.23

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29.7

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3.13

79.0
100.

17.6
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13

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2.75

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//

8

14.35

146. 37.8

3.20

108.

24.0

2.74

//

l^T

15.48

163. 41.6

3.26

115.

25.7

2.73

eep an
" wide

//

16.60
18.95

181.

45.4

47.8

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133.

27.4
29.6

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2.66

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25.70

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39.8 2.64

//

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26.831331. '74.7

3.51

187.

41.5 2.64

$s

//

1

27.95' 354. 78.6 3.56

194.

43.1 2.64^

88

88

136

THE PASSAIC ROLLING MILL

COMPANY.

PROPERTIES

OF PASSAIC STEEL

CHANNEL COLUMNS.

\y|

1

r

X

—

•-f-

X

d-

1

k

\} 1 or*

l.r^

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is

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Axis YY.

c
'35

Q

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= re4=
■-St-"

o .

^ cS
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c i£ o c .
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10

4

11.0

141

33.3

3.58

107

21.5 3.12

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II

5

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12.3

164

38.1

3.66

118

23.6; 3.09

13

1^

13.9

179

41.6

3.59

136

27.3

3.14

s >

II

5.

8

15.1

203

46.3

3.66

147

29.3

3.12

II

T,^

16.4

227

51.2

3.73

157

31.4

3.10

nel Coll
ep and 2
" wide.

II

i

17.6

252

56.1

3.79

167

33.5 1 3.08

17

2

20.0

265

58.7

3.64

184

36.8 3.04

//

9

21.2

290

63.8

3.70

194

39.0 I 3.03

fi-SS

II

8

22.5

317

68.2

3.76

205

40.9 3.02

u2

-- 15

II

H

23.7

344

73.3

3.81

215

43.01 3.02

II

3.

4

25.0

372

78.2

3.86

225

45.2 1 3.02

QOg

II

\%

26.2

400

83.1

3.91

236

47.2 i 3.00

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II

\

27.5

430

88.3

3.96

246

49.3 2.99

(M

II

15

28.7

459

93.1

4.00

257

51.4 2.99

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1

30.0

490

98.2

4.04

267

53.4 2.99

13

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14.5

240

49.8

4.07

167

30.4 3.40

//

f

15.9

272

55.7

4.14

181

32.9 3.38

16

1

17.7

295

60.5

4.09

208

37.8

3.43

II

1^

19.0

329

66.7

4.16

222

40.3

3.41

II

\

20.4

364

72.8

4.23

236

42.9

3.41

21

\

23.4

383

76.6

4.05

259

47.0

3.33

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61

II

9
lU

24.8

417

82.5

4.11

273

49.5

3.32

II

^

26.1

453

88.3

4.16

287

52.1

3.31

(U n-l

II

1-^

27.5

489

94.0

4.21

300

54.6

3.30

S c

II

a.

4

28.9

528

100

4.27

314

57.0

3.30

rt Q^

II

1^

30.3

566

106

4.33

328

59.6

3.29

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31.6

604

113

4.38

342

62.2

3.29

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33.0

648

119

4.43

356

64.8

3.28

<fl

II

1

34.4

686

125

4.47

370

67.3

3.28

c

II

V^

35.8

726

131

4.50

383

69.6

3.27

re

II

H

37.1

771

137

4.55

397

72.2

3.27

o

II

1t^

38.5

816

144

4.60

411

74.8

3.27

8

II

H

39.9

859

149

4.64

425

77.3

3.27 1

8§

^ —

8S

THE

PASSAIC ROLLING

M I L L

COMPANY. 137

PROPERTIES OF PASSAIC STEEL

CHANNEL COLUMNS. |

■1

^

1

(d

X-

--}—

—

-x

1

k

'y ^

tea

•— 0

"~ - u t.

S I, in

u u a
^ o «

0(J V

o tj a

Axis XX.

Axis YY.

Mom.

Section

Rad. of

Moment

Section

Rad. of

U •"

^"^«

Sw- rt

.S.X'".

of

Modu-

Gyr.,

of

Modu-

Gyr.,

U£

H°5: ^-^

Inertia.

lus.

inches.

Inertia.

lus.

inches.

15

fff 16.3

336

63.2

4.49

227

37.9

3.69

V

IT

/?

3.

18.2

377

70.2

4.55

245

40.9

3.67

20

20.8

412

77.0

4.46

286

47.7

3.71

//

1^

22.3

457

84.0

4.53

304

50.7

3.69

//

*

23.8

502

91.5

4.60

322

53.7

3.68

25

i

26.7

526

95.8

4.45

348

58.0

3.61

5 "a.

//

9
IT

28.2

572

103

4.51

366

61.1

3.61

1 Col

cover

//

5.

8

29.7

619

110

4.56

384

64.0

3.60

30

f 32.6

643

114

4.44

408

68.0

3.54

c "^

/'

1^

34.1

691

122

4.50

426

71.0

3.53

'/

3.

•i

35.6

740

129

4.56

444

74.0

3.53

n-^

//

It

37.1

790

136

4.62

462

77.0

3.53

//

7
(<

38.6

841

144

4.68

480

80.0

3.53

s:.

//

15
it

40.1

893

150

4.73

498

83.0

3.52

s

//

1

41.6

949

158

4.78

516

86.0

3.52

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//

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44.6

1059

172

4.87

552

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3.52

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//

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47.6

1173

188

4.97

588

98.0

3.51

//

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50.6

1292

203

5.05

624

104

3.51

//

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217

5.14

660

110

3.51

20

f

22.3

650

102

5.40

429

61.3 i4.39|

u

i^T

24.1

724

112

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65.3

4.36

25

iV

27.1

760

118

5.30

505

72.1

4.31

— I/)

//

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28.8

833

128

5.38

534

76.3

4.31

30

i

31.6

891

137

5.32

600

85.7

4.36

S rt

//

9

33.4

964

147

5.37

628

89.7

4.34

,3 t^
O I-

//

5.

35.1

1043

157

5.45

657

93.9

4.33

0^

//

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36.9 1118

168

5.51

686

98.0

4.31

//

f

38.6(1198

178

5.57

714

102

4.30

35

f

41.6

1234

183

5.44

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108

4.25

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//

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43.4

1316

193

5.50

782

112

4.25

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//

71

45.1

1396

204

5.56

810

116

4.24

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//

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46.9

1482

214

5.63

840

120

4.24

r- 1 i«

//

1

48.6

1565

224

5.68

867

124

4.22

C

//

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52.1 1742

245

5.79

925

132

4.21

//

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55.6 1922

266

5.90

981

140

4.21

(M

//

11

59.1 2105

287

5.98

1039

148

4.19

s«

//

H

62.6 2302

308

6.08

1096

157

4.19^

^

8S

1

138 THE PASSAIC ROLLING MILL COMPANY.

PEOPEETIES OF PASSAIC STEEL

CHANNEL COLUMNS, |

HEAVY SECTION.

•^

^ ) ! c

p

)

X-'-

c n"c

— X

A

' 1

^

'Y

'r. cfl

u5

Axis XX.

Axis YY.

c
_o

c
bJO

•s

Q

(/5 rt 1/5

-Sit

U

■J3 43
O 'J

49.1

1

o
«-^

831

§^
•S 3

01 o

145

f<0

o

<L> O

87

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Ul

1

167.0

4.11

522

3.26

S^Sil

It

172.1

50.6

881

152

4.18

540

90

3.27

i?x

7
8

177.2

.52.1

932

159

4.23

558

93

3.27

S>5>

It

182.3

53.6 i 985

166

4.30

576

96

3.28

1

187.4

55.1:1039

173

4.35

594

99

3.28

c^5

u

197.6

58.111149

188

4.45

630

105

3.29

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u

207.8

61.1 1264

203

4.55

666

111

3.30

^o^

If

218.0

64.1 1384

218

4.65

702

117

3.31

>X^

H

228.2

67.1 1507

233

4.75

738

123

3.31

If

238.4

70.1

1637

247

4.84

774

129

3.32

i|

248.6

73.1

1766

263

4.92

810

135

3.33

1^-

258.8

76.1 1910

279

5.00

846

141

3.33

2

269.0

79.1

2057

293

5.10

882

147

3.34

|o!3

SI-

279.2

82.1

2208

311

5.19

918

153

3.34

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SI

289.4

85.1

2361

326

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954

159

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U)

f

197.6

58.1

1402

208

4.91

927

132

3.99

n

203.5

59.9

1478

217

4.97

956

136

3.99

i'^x

1-

209.4

61.6 1563

228

5.05

985

141

4.00

if

215.4

63.4 1646

237

5.10

1013

145

4.00

r— 1 U fl

1

221.3

65.1

1729

247

5.15

1041

149

4.00

DO)

11

233.3

68.6

1907

268

5.28

1099

157

4.00

xi'5'

11

245.1

72.1

2090

288

5.38

1156

165

4.01

If

257.0

75.6 2272

309

5.49

1213

173

4.01

^x«

4) 5 T3

li

269.0

79.1

2466

329

5.59

1271

181

4.01

If

280.8

82.6

2665

349

5.69

1328

189

4.02

If

292.7

86.1

2876

371

5.78

1385

198

4.02

1^

304.7

89.6 3081

391

5.86

1442

206

4.02

2

316.5

93.1 3313

415

5.97

1499

214

4.02

12"
14"

2i

328.4

96.6 3538

435

6.05

1557

222

4.02

21

340.4

100.1 3773

458

6.15

1614 ! 231

4.02

^

^ _ — \ \ \ \ 89

2

-8S

THE PASSAIC ROLLING MILL COMPANY.

139

PROPERTIES OF PASSAIC STEEL

Z

BAR COLUMNS

•y

c
'3)

V

11

« C -IS

Axis XX.

Axis YY.

o .

— ui

V o

° O Ji

o .
1-

O C .

•I2-5

^

3.

8

21.4

287

46.5

3.67

337

46.5

3.97

B

4J

a. -3

1^

25.1

347

55.2

3.72

391

54.0

3.95

3

1) '5

i

28.8

409

64.1

3.77

445

61.3

3.92

5^ °°

^

31.2

427

67.9

3.69

469

66.4

3.88

S-i

£ S rt

f

34.8

489

76.8

3.74

518

73.4

3.86

I'^U

H

38.5

556

85.9

3.79

567

80.0

3.83

N

N -S

f

40.5

562

88.2

3.72

579

84.2

3.78

c<

^ ^

H

44.1

629

97.3

3.77

624

90.7

3.76

1—1

L

X

47.7 j 700

106.6

3.82

664

96.5

3.73

r-"

-h

15.8

149

29.0

3.08

197

30.1

3.54

2

a, ^3

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140 THE PASSAIC ROLLING MILL

COMPANY.

PROPERTIES OF PASSAIC STEEL Z BAR COLUMNS.

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144 THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS FOR PASSAIC STEEL ANGLES, equal legs.
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THE PASSAIC

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17(

S8

) THE PASSAIC ROLLING MILL COMPANY.

SAFE LOADS, IN TONS OF 2000 LBS., FOR

HOLLOW CYLINDRICAL CAST IRON COLUMNS.

Square ends. Factor of safety of 8.

.2 •

O D
in O

Length of column, in feet.

o c u5

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6

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8

10

12

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16

18

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36

31

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56

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76

69

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136

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118

109

100

92

84

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180

170

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107

98

40.1

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10

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203

192

180

168

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106

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91

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50.9

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258

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233

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56.6

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1

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101

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297

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379

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p 81

THE PASSAIC ROLLING MILL COMPANY. 171

SAFE LOADS, IN TONS OF 2000 LBS., FOR

HOLLOW SQUARE CAST IRON COLUMNS.

Square ends. Factor of safety of 8.

a

v<-, 1— 1

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Length of column, in feet.

M ° ^
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6

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8

10

12

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18

20

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76

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110

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93

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74

69

63

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101

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334

87.0

272

16

ll

482

474 463

452

440 426

412

397

383

99.8

312

16

2

541

532 520

507

493 478

463

446

429

112.0

350

y'

2i ! 598

588 1 575

561 ' 545 529 511

493 ; 475 123.8

J£«

^ S5

172 THE PASSAIC ROLLING MILL COMPANY.

ULTIMATE STRENGTH

OF

HOLLOW CYLINDRICAL AND RECTANGULAR

CAST IRON COLUMNS.

Ultimate Strength in Pounds per Square Inch :

CYLINDRICAL COLUMNS. RECTANGULAR COLUMNS.

Square
Bearing:

Pin and
Square :

Pin
Bearing :

Square
Bearing:

Pin and
Square :

Pin
Bearing :

80000

80000

80000

80000

BOOOO

80000

j(12i:)2
800^2

3(12Z)2
1600 ^2

400 ^2

3(12Z)2

9(12Z)2
"^6400 a' 2

3(12^)2
1600^2

""^3200^2

Z= Length of Column, in feet.

d^= External diameter or least side of rectangle, in inches.

CYLINDRICAL COLUMNS.

RECTANGULAR COLUMNS.

L

d

Ultimate Strengthinlbs. persq.in.

Ultimate Strength in lbs. per sq. in.

Square
Bearing.

Pin and
Square.

Pin
Bearing.

Square
Bearing.

Pin and
Square.

Pin
Bearing.

0.5

76560

74940

73390

77380

76150

74940

0.6

75130

72910

70820

76290

74560

72910

0.7

73520

70650

68000

75030

72780

70650

0.8

71740

68210

65020

73640

70820

68210

0.9

69820

65640

61940

72110

68730

65640

1.0

67800

62990

58820

70480

66520

62990

1.1

65690

60300

55730

68790

64260

60300

1.2

63530

57600

52690

67000

61940

57600

1.3

61340

54930

49740

65140

59600

54960

1.4

59140

52310

46900

63260

57270

52320

1.5

56940

49770

44200

61350

54960

49760

1.6

54760

47300

41630

59450

52680

47300

1.7

52620

44940

39210

57550

50460

44960

1.8

50530

42670

36930

55670

48300

42670

1.9

48490

40510

34790

53800

46230

40510

2.0

46510

38460

32790

51940

44200

38460

2.1

44600

36520

30920

50160

42260

36520

2.2

42750

34680

29180

48400

40400

34680

2.3

40980

32940

27540

46670

38630

32950

2.4

39280

31310

26030

44990

36930

31310

2.5

37650

29770

24620

43390

35310

29760

2.6

36090

28320

23300

41820

33770

28320

2.7

34600

26950

22070

40320

32310

26950

2.8

33180

25670

20930

38870

30920

25670

2.9

31820

24460

19860

37470

29600

24460

For s

,af<

; quiescei

It l02

ids, as 1

n bui

dings

divide

the.

ibove val

ue

sby 8.

S8'

8S

THE PASSAIC ROLLING MILL COMPANY. 173

■i8

BEARINGS AND FOUNDATIONS.

If steel beams are supported on walls they should have a bear-
ing on the wall, at each end, not less than the following:

6'' Beams and under 6" bearing

r' and 8" Beams 8'' " ^'

9", 10" and 12 ' Beams 10"

15" and 20" Beams 12"

^teel bearing plates should be used under the ends of steel
beams where they rest upon a brick wall to distribute the pres-
sure and prevent crushing the material of the wall. The bearing
plate should be as long as the bearing of the beam on the wall,
and of sufficient width so that the pressure, per square inch, on
first-class brickwork of hard burned bricks shall not exceed,

On brickwork laid in cement mortar 200 lbs.

" " " cement and hme mortar . .150 "
" " " " Hme mortar 100 "

For good brickwork laid in cement mortar, the following sizes
of bearmg plates will suffice for the ordinary spans on which the
beams are used : —

Size of Beam.

20"
15"
12"

10" and 9"
8" and 7"
6"

Standard Bearing
Plates.

Length. Width.

12"
12"

10"

10"
8"
6"

16"
12"
10"

Thick-
ness.

S."

4

5."

8

5."
«

2

JL'/

2

JL"
2

Safe End Reaction,
in Tons.

ICO lbs.

per
Sq. In.

9.6
7.2
5.0
4.0
3.2
2.4

150 lbs.

per
Sq. In.

14.4

10.8
7.5
6.0
4.8
3.6

200 lbs.

per
Sq. In.

19.2
14.4

10.0

8.0
6.4
4.8

Weight
of one
Plate,
Lbs.

40.8

25.5

17.7

11.3

9.1

6.8

A template of bluestone, or other hard quality of stone, is fre-
quently used, instead of a steel bearing plate, at the wall ends of
steel beams. Where the pressure is great, as at the ends of gird-
ers, both steel bearing plates and stone templates should be
used, the size of the bearing plate being sufficient to limit the
pressure between it and the bluestone template to 300 lbs. per
square inch. The size of the stone template must be sufficient to
limit its pressure on the brickwork to the proper pressure as
given above. The stone template should not project beyond the
bearing plate, in any direction, more than % of the thickness of
the stone.

«-

-88

^ i!

174 THE PASSAIC ROLLING MILL COMPANY.

FOUNDATIONS.

The proper design of foundations is of the utmost importance.
The maximum load carried by the foundation must first be ob-
tained. The loads to be considered in buildings are of two
kinds : the dead load, which is the actual weight of the materials
of construction ; and the live load, which is the weight that the
floors may be required to support. The Hve load is variable.
In office buildings, parts of the floors may be loaded to their full
capacity, but the probability of the entire structure being so
loaded is remote ; while in breweries, storage warehouses and
buildings for similar purposes, all the floors may be fully loaded.
The maximum of both dead and live loads must be considered,
and the area of the footing of the foundation must be such that
the greatest pressure on different soils does not exceed the fol-
lowing: V

Kind of material. . Safe pressure

in tons per sq. ft.

Compact bed rock, if of granite 30

" " " " "limestone 25

" " " " "sandstone 18

Soft friable rock 5 to 10

Clay, in thick beds, absolutely dry 4

" " " moderately dry 2

Soft clay 1

Dry coarse gravel, well packed and confined 6

Compact dry sand, well cemented and confined. .4

Clean dry sand, in natural beds and confined 2

Good solid dry natural earth 4

Except where foundations are upon rock, the possibility of the
bearing material being loosened, by water or by adjacent build-
ing operations, must be considered and proper precautions must
be taken to prevent it.

Foundations upon yielding material will always settle more or
less. In order that this settlement shall be uniform, it is essen-
tial that the various foundations in a structure shall produce
equal pressures per unit of area on their footings ; that is, the
areas of the foundations must be proportional to the loads car-
ried. In office buildings, where the actual live load is variable
and rarely approaches the load assumed, the best results in the
way of equal settlement of the foundations are obtained by pro-
portioning the areas of the footings so that the dead loads pro-
duce equal pressures. Thus, if in such abuildingthe maximum
foundation supports a dead load of 200 tons and a live load of
200 tons, and another foundation a dead load of 150 tons and a
live load of 100 tons, the total load on the first foundation is 400
tons and, assuming the soil to carry a load of 4 tons per sq. ft.,
the area required is 100 sq. ft. This corresponds with a pressure
of 2 tons per sq. ft. for the dead load alone. Using this same
pressure for dead load requires an area of 75 sq. ft. for the second
foundation, instead of an area of 62.5 sq. ft. which would have
been obtained had the foundation been proportioned for the total
live and dead load at 4 tons per sq. ft.

The foundation illustrated in Fig. i is frequently used when
the soil is good dry natural earth capable of safely supporting

S? 88

58"

'88

THE PASSAIC ROLLING MILL COMPANY. 175

Fig. 1,

ZDK

GRANITE

from 3 to 4 tons per square
foot. Such a foundation must
be designed to distribute the
concentrated load which it
supports over the proper area
of footing required. The cap-
stone should be of granite or
limestone having a minimum
thickness of one foot, and not
less than one-fifth its greatest
dimension. The body of the
pier should be of first quality
brick laid in Portland cement
mortar, and the footing of a
layer of concrete not less than
i8" thick. When the load is
great, a heavy cast iron ped-
estal should be used to dis-
tribute the load over the cap-
stone. The height of this
pedestal should be one-half the greatest dimension of its base.
The requisite spread of footing is obtained by offsets in the suc-
cessive courses, and the proper design of the foundation is based
upon the following values : —

Maximum pres
sure, lbs. per
sq. in.

Granite .350 f

Limestone 300 |

Sandstone 250 ^

Brickwork in Portland cement .200 |

Concrete 200 i

CONCRETE

Maximum offset of

course in terms

of thickness.

To illustrate the application of these principles they will be
applied to the design of a foundation for a load of 400 tons on a
soil capable of supporting a load of 4 tons per square foot. The
size of the cast iron base will be determined by hmiting its pres-
sure on the granite cap to 350 lbs. per square inch ; then,
400 tons = 800,000 lbs. -i- 350 = 2286 sq. ins. required.

A base, 48" square, having an area of 2304 sq. ins., will be re-
quired.

The size of the granite cap will be determined by limiting its
pressure on the brickwork to 200 lbs. per sq. in.; then,
800,000 lbs. ^ 200 = 4,000 sq. ins. required.

A capstone, 5' 4" square, has an area of 4096 sq. ins., and is the
size required. Its thickness will beis", or about one-fourth its base.
The area of the footing required is,

400 tons — 4 = 100 sq. ft. required.

The footing will be of concrete, 10 ft. square, and 18" thick. The
projection of this footing will be one-half its thickness, or 9", all
around ; so that the brickwork must be 8' 6" square where it
rests upon the concrete. The projection of a single course of
brickwork is limited to i". Each course of brick thus adds 2" to
the spread of the foundation, and to obtain the necessary spread

-fi

58-

176 THE PASSAIC ROLLING MILL COMPANY.

in the brickwork, from the under side of the capstone to the top
of the concrete, requires 19 courses of brick. This foundation is
illustrated in Fig. i.

PILE FOUNDATIONS.

Properly driven timber piles make a satisfactory and perma-
nent foundation if they are kept submerged under water. Piles
are usually driven from 2 to 3 feet between centers, the tops cut
off level and capped with a timber grillage, care being observed
to have all wood kept below low-water line. The maximum load
on a single pile should be limited to 20 tons. Where piles are
driven to bed rock, and the surrounding soil is stiff enough to
supply sufficient lateral support, the bearing power of the pile is
equal to the safe direct compression on its least cross section ; if
the surrounding soil is plastic, the bearing power of the pile is
its safe load computed as a column of the total length of the pile.
Where piles are driven into yielding soil without reaching rock,
the safe load on the pile should not exceed the value given by
the formula, 2WH

where L is the safe load in tons on the pile; W is the weight of
the hammer in tons ; H is the fall of the hammer in feet ; and p
is the penetration of the pile, under the last blow of the hammer,
in inches. The broom and splinters should be removed from the
head of the pile in obtaining the penetration under the last blow.

STEEL BEAM GRILLAGE.

Fig.

nrnn

ni

Where foundations rest up-
on a yielding stratum, a gril-
lage consisting of two or more
layers of steel I beam s furnishes
an economical and satisfactory
method of distributing the
load. Fig. 2 illustrates such a
foundation. Abed of concrete,
not less than 12 inches thick, is
laid, on which the steel I beams
are placed side by side, a suf-
ficient number of proper size
being used to distribute the
load over the desired area.
This layer of beams is covered
with concrete well rammed be-
tween the beams. The second
layer of beams on which the
foot of the column is to rest is
laid across the first layer, reach-
ing to the extreme outer edge
of the first layer, and is also
filled between and covered
with concrete. The beams of
each layer should be connected
with separators and tie rods.
The beams should have a clear

SS-

-«

■«

THE PASSAIC ROLLING MILL COMPANY. 177

space of at least 3 inches between flanges to permit ramming
the concrete, and should not be spaced exceeding 18 inches
on centers.

When the load is great, the number of beams required in the sec-
ond layer may necessitate a greater spread than can be spanned
by the shoe or the foot of the column, in which case a third layer
of short beams or a box girder may be used to advantage.

This type of foundation is adapted for heavy loads, as the req-
uisite spread of foundation area is obtained in small depth. A
useful application of the method is in situations where a thin and
compact stratum overlies another of a more yielding nature, and
where the available height of foundation is limited ; as the requis-
ite area of the footing may be obtained without penetrating the
firmer stratum, and without undue vertical encroachment.

The method of calculating the strength of grillage beams is as
follows : —

Let W = Superimposed load on beam. ^_.B— 1,

B = Length over which superim

posed load is applied.

L = Length of beam. ■ — L

The superimposed load is considered as uniformly distributed
over the length on which it is applied, and the pressure of the
soil as uniformly distributed over the entire length of the beam.
The maximum bending moment is at the center of the length of
the beam and is equal to Vs W(L-B). If the load is taken in
pounds, the bending moment will be found either in foot lbs. or
in inch lbs., according as the lengths are taken in feet or in
inches ; and the size of the steel beam required can be found in
the manner explained under the Strength of Beams.

To facihtate calculation, the following table gives the greatest
safe loads on Passaic steel I beams used in grillages for various
values of (L-B). In using this table, it is only necessary to assume
the number of beams to be used in the layer. The superimposed
load on each beam equals the total load on the layer divided by
the number of beams in the layer, and by reference to the table,
the proper beam capable of supporting this load is at once deter-
mined.

To illustrate the application of the table, take a foundation
carrying a load of 400 tons on a soil capable of supporting a load
of 2 tons per square foot. The required area of the footing will
be 200 sq. ft. If a square footing is used, a square with 14-ft.
sides has an area of 196 sq. ft. and will be assumed as ample.
The upper layer of beams will be proportioned first.

The base of the column will be assumed as 4 ft. square ; then,
in this case, B is 4 ft., L is 14 ft., and (L-B) is 10 ft. The upper
layer will be assumed to consist of 5 beams, as this number is the
greatest that will provide sufficient space between the flanges of
the beams to permit satisfactory ramming of the concrete filling.
Each beam will then take i the total load, or 80 tons. By refer-
ring to the table, a 20" X 90 lb. I has a safe load of 80.3 tons
when L-B is 10 ft. The upper layer will, therefore, consist of
five 20" X 90 lb. I beams.

In the under layer, in this instance, L and B have the same
values as in the upper layer. If the beams are spaced about 12"

S8 88

e8-

■88

178 THE PASSAIC ROLLING MILL COMPANY.

on centers, there will be 15 beams in the layer, each carrying ^^
the total load, or 26% tons. By referring to the table, the light-
est beam, whose safe load is nearest to this, is a 15" X 42 lb. I
which has a safe load of 30.6 tons. A less number of beams can
therefore be used. Thirteen beams, 15" X 42 lbs., will provide
for the total load within a small amount, which considering the
nature of the load, can be neglected. This foundation is illus-
trated in Fig. 2.

Where two columns, carrying unequal loads, rest upon the
same grillage, care should be taken to have the center of gravity
of the grillage coincide with the point of application of the re-
sultant of the loads on the columns, in order to secure uniform
pressure on the footing.

Frequently three columns are supported on the same grillage,
the beams being continuous. The calculation of such a founda-
tion is involved, and the distribution of pressure uncertain. It
is advisable to design such a foundation with a system of simple
beams, giving a distribution of weight readily determined by the
application of the simple law of the lever.

CANTILEVER FOUNDATIONS.

Where it is not advisable to undermine existing walls on ad-
joining property, or where it is not possible to have the wall
columns over the center of the foundations along an existing
wall, cantilever girders are used to carry the wall columns adja-
cent to the building line. A simple type of such a foundation is
illustrated in Fig. 3.

m
FIG.3.

The foundation is placed as near the existing wall as possible,
and the wall column rests upon a girder which overhangs the
foundation and is anchored to one of the interior columns. The
maximum bending moment is obtained by multiplying the load
on the wall column by the distance between the center of the
column and the center of the supporting foundation. The size
of cantilever beams can then be determined in the manner already
given in the article on Strength and Deflection of Beams. Care
must be observed to have the minimum load on the interior col-
umn greater than the maximum lifting tendency produced by the
cantilever.

88.

■^

f

88

THE PASSAIC ROLLING MILL COMPANY. 179

PASSAIC STEEL I BEAMS,

USED

AS GRILLAGE BEAMS IN FOUNDATIONS.

i»-B— >»

'iTTT^Fff L ~ Length of Beam in Feet.

imposed Load is distributed.

.

-L ^

Total Safe Load on a single Beam, in Tons of 2000 Lbs., for the |

following values of L"B.

Beam.

Unloaded Length of Beam, L"B, i"^ f*^^-

:Wgt.,

Dep. ■■
Ins.

lbs.
per
Ft.

5

6

7
115

8

9

10

11

12

13

14

57.4

15

20

90

100

89.2

80.3

73.0

66.9

61.8

53.6

//

80

102

89.6:79.871.765.259.8

55.2

51.2

47.8

//

75

95.0

83.2

73.8 66.5 60.5 55.4

51.2

47.5

44.3

//

65

87.5

76.8

68.1

61.3 55.7 51.1

47.1

43.8

40.9

15

75

73.2

64.0

57.0

51.2146.642.7

39.4

36.6

34.2

//

661

68.6

60. 253.4148. 1143. 7

40.1

37.0

34.3

32.1

//

60

64.8

56.6

50.4

45.4

41.2

37.8

34.9

32.4

30.2

//

50

53.8

47.0

41.8

37.7

34.2

31.4

29.0

26.9

25.1

//

42

43.7

38.2

34.0

30.6

27.7

25.5

23.5

21.9120.4

12

55

53.0

45.6

39.8

35.431.8:28.8

26.5

24.5

22.8 21.2

//

40

41.6

35.8

31.3

27.8

25.022.7

20.8

19.2

17.9

16.7

//

3li

32.6

28.0

24.5

21.8

19.6

17.8

16.3

15.1

14.0

13.1

10

40

38.0

31.8

27.2

23.8

21.2

19.0

17.3

15.9

14.7

13.6

12.7

//

33

34.4

28.6

24.6

21.5

19.1

17.215.6

14.3

13.2

12.3

11.5

//

30

28.8

24.0

20.6

18.016.0

14.4'13.1

12.0

11.1

10.3

9.6

1/
9

25

26.2

21.8

18.7

16.314.5|13.l|11.9:i0.9

10.1

9.3

8.7

27

26.2

21.8

18.7

16.414.613.111.910.9

10.1

9.4

8.7

//

23:^

21.2

17.6

15.1

13.2:11.710.6 9.6 8.8

8.1

7.5

7.0

//

21

20.0

16.7

14.3

12.511.110.0

9.1

8.3

7.7

7.1

6.7

8

27

20.7

17.2

14.812.911.5^10.3

9.4

8.6

7.9

//

22

18.6

15.5

13.3ill.610.3| 9.3! 8.4

7.7

7.1

//

18

15.1

12.6

10.8

9.4
5

8.4

7.6

6.9

6.3

5.8

2

3

4

6

7

8

9

10

11

12

7

20

18.1

14.512.1

10.4

9.1

8.1

7.3

6.6

6.1

//

15

14.111.3

9.4

8.1

7.1

6.3

5.7

5.1

4.7

6

15

15.7

11.8 9.4

7.8

6.7

5.9

5.2

4.7

//

12

12.9

9.7 7.8

6.5

5.5

4.8

4.3

3.9

5

13

11.2

8.4; 6.7

5.6

4.8: 4.2

//

9|

8.6

6.6 5.3j 4.4

3.8

3.3

4

10

9.2

6.1

4.61 3.7I 3.1 2.6

//

7^

7.8

5.2

3.9 3.1| 2.6 2.2i

//

6

6.1i 4.1

3.1! 2.5 2.0 1.8! 1

1

^

Maximum fiber strain, 16,000 lbs. per square inch. 1

88- ^ 85

180 THE PASSAIC ROLLING MILL COMPANY.

WIND BEACINO.

Adequate provision must be made in all buildings to resist
horizontal wind pressure. In mercantile and office buildings
the walls and partitions provide a certain amount of resist-
ance, though in the skeleton construction, now extensively
used for tall buildings, the thin curtain walls and the ex-
tremely light tile partitions provide a very uncertain means of
resistance.

A building, whose height does not exceed twice its base,
and which has a well-constructed steel frame, scarcely needs a
special system of wind bracing to make it secure, if the ex-
terior walls are well built and of sufficient thickness, or if it is
provided with substantial interior brick partitions. The col-
umns should be of steel of any of the usual types, and be in
lengths of two or more stories and thoroughly spliced at the
joints with plates and rivets sufficient to make the section
nearly continuous as far as the transverse bendingis concerned.
The column sphces should be arranged so that not more
than one-half the total number of columns splice at any one
floor level. All connections between columns, girders and
beams should be riveted.

Buildings, whose height exceeds twice their base, should
have wind-bracing, of some form, calculated to resist a hori-
zontal wind pressure of 30 lbs. per sq. ft. on their greatest
exposed surface. It is seldom possible to use diagonal rods
between the columns, and either of the two following forms
of bracing are generally used in buildings. The columns in
massive buildings may be considered as fixed at the ends, but
in sheds and low mill and shop buildings the columns are not
fixed at the ends unjess special provision is made to anchor
them very securely to foundations of much larger size than is
generally provided. The total strains, due to the combination
of the maximum effects of live, dead and wind loads, should
not exceed the following, in lbs. per sq. in.,

Massive Buildings. Shed Buildings.

Tension 20,000 18,000

Compression. . . .20,000 — 75 18,000 — 75 ^

r r

The wind increases the compression on the leeward columns
and also produces a bending in the columns, both of which
effiscts must be considered.

98 JS

88-

■85

THE PASSAIC ROLLING MILL COMPANY. 181

H

« I

-A-i

H = total horizontal force
acting at top of frame.

Posts considered as fixed
at both ends.

All members constructed
to resist tension or com-
pression.

iH^

\'

iH^

d

-i'

'tZ

(1 ^ \ JK

— + — % ]~r

'• " " " posts,. . .= H (d + -j) j-

" " " " girder, . . = H (l + ^j

a
Bending moment on posts, = H —

" "girder, = h(|-4)(^+|)

H_^M

H = total horizontal
force acting at top
of frame.

Posts considered as
fixed at both ends.

All members con-
structed to resist
tension or com-
pression.

Si.'

ir\-\<r

0/ P
k- -I ^

-H^-.-jJ^

—i

\a

(( ((

Tension or compression in MN, = H ( l H ,]

" "OP' =h(t + ^/)

" diagonals, = H (- + -j^
" posts, = H (^ + y)y

Bending moment on posts, = H —

Note. — If the posts are not fixed at the ends, substitute 2a
for a in the above formulae.

88-

-88

T

182

— J

THE PASSAIC ROLLING MILL COMPANY.

STRENGTH OF WOODEN BEAMS.

The following table gives the safe uniformly distributed
loads, in lbs., on rectangular wooden beams one inch thick,
for a maximum allowable fiber strain of i,ooo lbs. per sq. in.

For the different kinds of wood, ordinarily used in construc-
tion, the values given in the table are to be multiplied by the
following factors :

Spruce or White Pine, 0.75 ) For 1-00 )For
White Oak, 1 . 00 V ordinary 1 . 25 > P^^'^^y
Southern Yellow Pine, 1.25 > purposes. 1.50 )£ads.

Span,

in
feet.

DEPTH IN INCHES.

6

7

8

9

10

11

12

13

3980
3220

2840
2490

2210

1990
1810

1660

1530

1430

1330

1250

1170

14

4380
3650
3130

2740

2430

2190
1990

1820

1690

1570

1460

1.370

1290

1220
1150

15

5000
4170
3570
3130

2780

2500
2270

2080

1930

1790

1670

1570

1470

1390
1320

16

5
6

7
8

9

800
670
570
500

1090
910

780
680

610

1420
1190
1020

890

790

1800
1500
1290
1130

1000

2220
1850
1590
1390

1230

2690
2240
1920
1680

1490

3200
2670
2290
2000

1780

1600
1450

1330

1230

1150

5690
4740
4060
3560

3160

2840
2590

2370

2200

2040

440

10
11

12

13

14

400
360

330

310

290

.540
495

450

420

390

710
650

900

820

750

1110
1010

930

860

1340
1220

1120

1030

960

590
550
510

690
640

800

15
16

17

18
19

270

250

240

220
210

360

340

320

300
290

480

450

420

400
380

600

560

530

500
480

740

700

650

620
590

900

1070
1000

1900

1780

1680

1590
1500

840

790

750
710

940

890
840

800

760

730

700
670

640
620
590
570
550
530

1110
1050

20

21

22
23

24

200

190

180
175

167

272

260

248
237

228

360

340

325
310

297

450
430

410

390
380

360
350
330
315
307
297

560
530

510

480
460

670

640

610
590
560

990
950

910

870
830

800
770
740
710
690
660

1090

1040

1000
950
910

880
840
810
780
750
730

1250

1420
1360

1190

1140

1090
1040

1000
960
930
890
860
830

1300
1240
1190

1140
1100
1060
1020
980
950

25
26
27
28
29
30

160
154
149
143
138
134

218

210
202
195

188
182

285
275
265
255
246
237

450
430
410
400
380
.370

540
520
500
480
465
450

Loads

To obt

thicl

To obt

given b
ain the
cness 0
ain the

elow th
safe lo
f the be
require

e zig-z
ad for a
am.
:d thick

igline
ny thic

ness fo

produce
kness,

r any Ic

:deflec
multipl

)ad, di^

tionslia
y the V

fide by

bletocr
alues gi\

safe loa

ack pi as
^en for c

d given

tered c
ne inch

for one

filings,
by the

inch.

2S

^

6 a

THE PASSAIC ROLLING MILL COMPANY. 183

WHITE PINE PURLINS.

Maximum Spans in feet, for the following total uniformly

distributed loads.

Total
Load.

Size of
Joists,
inches.

Distance from center to center of joists, feet.

1

2

3

4

5

6

7

8

9

10

3X8 16.2

12.9

11.3|l0.3

9.2

8.5

7.8

7.3

6.9

6.6

4X8

14.1

12.4ill.2

10.6

9.8

9.0

8.5

8.0

7.6

"o
o

6X8

16.2

14.2

12.9

11.9

11.2

10.7

10.4

9.8

9.3

3X10 20.3

16.1

14.1

12.5

11.1

10.2

9.4

8.8

8.3

7.9

<M

4X10 22.3

17.7

15.5

14.0

12.9

11.8|10.9il0.2

9.6

9.1

6X10

20.3

17.8

16.1

15.0

14.0113.412.5

11.8

11.2

o

8X10

19.5

17.7

16.4

15.4

14.8

14.1

13.5

12.9

3X 12 24.4

19.4

16.9

15.0

13.4

12.3

11.3

10.6

10.0

9.5

3

4X1226.8

21.2

18.6

16.8

15.5

14.2

13.1

12.3

11.6

11.0

6X12

24.4

21.3

19.3

18.0

16.9

16.0

15.0

14.2

13.4

l-c

8X12

26.8

23.4

21.2

19.7

18.5

17.7|16.9

16.2

15.5

a,

10x12

25.2

22.8

21.2

20.0

19.018.2

17.4

16.9

3X14 28.4

22.5

19.8

17.5

15.7

14.3

13.312.4

11.7

11.1

o

4X14 31.2

24.7

21.6

19.6

18.1

16.5

15.314.3

13.5

12.8

"<*

6X14

28.5

24.8

22.6

21.0

19.8

18.817.5

16.6

15.7

8X14

31.2

27.2

24.7

23.0

21.6

20.619.6

18.9

18.1

10x14

29.4

26.6

24.8

23.2

22.2 21.2

20.4

19.7

3X8

14.1

11.3

9.8

8.4

7.5

6.9

6.4

6.0

5.6

5.4

4X8

15.5

12.3

10.8

9.8

8.7

8.0

7.4

6.9

6.5

6.2

o
o

6X8

17.9

14.1

12.4

11.3

10.5

9.8

9.1

8.5

8.0

7.6

3X10

17.7

14.0

11.5

10.2

9.1

8.3

7.7

7.2

6.8

6.5

U-,

4X10

19.4

15.4

13.5

11.4

10.5

9.6

8.9

8.3

7.8

7.4

6X10

22.4

17.7

15.5

14.1

12.9

11.8

10.9

10.2

9.6

9.1

o

<a

8X10

24.5

19.4

17.0|15.4

14.3

13.412.6

11.7

11.0

10.5

3X12

21.3

16.9

14.2

12.3

10.9

10.0

9.2

8.7

8.2

7.8

4X12

23.4

18.5

16.2

14.112.7

11.6

10.7

10.0

9.5

9.0

6X12

26.8

21.3

18.6

16.8115.5

14.2113.1

12.3

11.6

10.9

8X12

29.4

23.4

20.4

18.5

17.2

16.1

15.1

14.1

13.2

12.7

10X12

25.2

22.0119.9

18.5

17.5

16.6

15.8

14.9

14.1

3X14

24.8

19.6

16.6

14.3

12.8

11.7

10.8

10.1

9.6

9.1

o

4X14

27.2

21.6

18.9

16.6

14.8

13.5

12.5

11.7

11.0

10.5

6X14

31.4

24.8

21.819.718.1

I6.6I15.4

14.3

13.6; 12.8

8X14

34.3

27.2

23.8 21.6 20.0

18.9117.6

16.6

15.6 14.8

10X14

29.3

25.623.221.620.219.4

1 1 1

18.5

17. 4| 16.5

The maximum spans given in the table for the above loads, are determined

by limiting the deflection to 3:^75 of the span, and the maximum fiber strain to

7501b

s. per squ

are inc

h, the

lesser

value

given

by eit

ler CO

nditior

1 beinj

,used.

85-

8S

88-

'8S

184

THE ]

PASSAIC

ROLLING MILL

COMPANY.

YELLOW PINE PURLINS.

Maximum Spans in feet, for the following total uniformly

distributed loads.

Total
Load.

Size of
Joists,
inches.

Distance from center to center of joists, feet.

1

2 3

4

5

6

7

8

9

10

3X8

19.4

15.413.412.2

11.3

10.5

9.7

9.2

8.6

8.2

4X8

16.9

14.813.4

12.5

11.7ill.210.5;10.0

9.4

o

o

6X8

16.915.4

14.3

I3.5I12.8I2.2II.8

11.5

3X10

24.2

19.2

16.815.3

14.2

13.312.211.410.7 10.2 |

Vm

4X10

21.2

18.5

16.8

15.6

14.713.9

13.212.4' 11.7

o

6X10

21.2

19.2

17.9

16.815.9

15.2|14.7J14.2

o

a

8X10

21.2

19.6

18.517.5

16.8!l6.2

15.6

3X12

29.1

23.1

20.2

18.3

17.0

15.9il4.6

13.812.9

12.2

C3

4X12

25.4

22.2

20.1

18.7

17.616.7

15.814.9

14.1

if)

6X12

25.4

23.1

21.4

20.1

19.2

18.3il7.6

17.0

u

8X12

25.4

23.6

22.2

21.1

20.2

19.4

18.7

a.

in

10 X 12

25.4

23.9

22.7

21.7

20.9

20.2

3X14

34.0

26.9

23.6

21.4

19.8

18.5

17.1

16.0

15.1

14.3

o

4X14

29.6

25.9

23.5

21.8

20.5

19.5

18.517.4

16.6

Tf

6X14

29.6

27.0

25.0

23.5

22.4

21.420.5

19.8

8X14

29.6

27.5

25.9

24.6

23.522.6

21.8

10X14

29.6

27.9

26.5

25.424.4

23.6

3X8

16.9

13.4

11.7

10.5

9.4

8.6

7.9

7.5

7.0

6.7

4X8

18.6

14.8

12.9

11.7

10.8

9.9

9.2

8.6

8.1

7.7

O

o

6X8

16.9

14.8

13.4

12.5

11.8

11.2

10.5

9.9

9.4

3X10

21.2

16.8

14.7

13.1

11.8

10.8

9.9

9.3

8.8

8.3

^M

4X10

23.3

18.5

16.1

14.7

13.6

12.4

11.5

10.8

10.1

9.6

■4-1

6X10

21.1

18.5

16.8

15.6

14.7

13.9

13.2

12.4

11.8

o

8X10

20.3

18.5

17.1

16.1

15.3

14.7

14.1

13.5

3X12

25.4

20.2

17.6

15.8

14.1

13.0

12.0

11.2

10.5

9.9

4X12

28.0

22.2

19.4

17.6

16.3

14.9

13.8

12.9

12.1

11.5

U3

6X12

25.3

22.2

20.2

18.7

17.6

16.8

15.8

14.9

14.1

Sh

8X12

24.5

22.220.6

19.4

18.4

17.6

16.9

16.3

a,

X5

10 X 12

23.922.2

20.9

19.818.9

18.2

17.6

3X14

29.6

23.5

20.6

18.516.5

15.1

14.013.1

12.3

11.7

o

4X14

32.6

25.8

22.6

20.519.0

17.4

16.215.1

14.2

13.5

o

6X14

29.7

25.8

23.6 21.820.5

19.6118.5

17.4

16.5

8X14

28.5

25.824.0122.6

21.5 20.5

19.7

18.9

10 X 14

27.925.824.4|23.1 22.221.3| 20.6 |

The maximum spans given in the table for the above loads, are determined

by limiting the deflection to ji^f of the span, and the maximum fiber strain to

12501

bs. persqt

are in

ch, the

; lessei

value

given

by eit

tier coi

iditior

I being

used. 1

88 «

2 85

THE PASSAIC ROLLING MILL COMPANY. 185

YELLOW PINE JOISTS.

Maximum Spans in feet, for the following total uniformly-
distributed loads.

Total
Load.

Size of
Joists,
inches.

Distance from center to center of joists, inches.

12

14

16

18

20

22

24

80 lbs. per square foot
of floor.

2X8

3X8

13.4
15.4

12.8
14.6

12.2
13.9

11.7
13.4

11.0
12.9

10.5
12.6

10.1
12.2

2X10
3X10

16.8
19.2

15.9

18.2

15.3
17.4

14.7

16.7

14.2
16.2

13.7
15.7

13.2
15.2

2X12
3X12

20.2
23.1

19.1
21.9

18.3

20.9

17.6
20.1

17.0
19.4

16.5
18.9

15.8
18.3

3x14
4X14

26.9
29.6

25.5

28.2

24.4
26.9

23.4
25.9

22.7
25.0

22.0
24.2

21.3
23.6

3X16
4X16

30.8
33.9

29.2
32.2

27.9

30.8

26.8
29.6

25.9
28.6

25.1

27.7

24.4
27.0

o

d

H

in

O
O
1—1

2X8
3X8

12.6
14.3

11.8
13.5

11.3
12.9

10.9
12.4

10.3
12.0

9.8
11.7

9.4
11.3

2X10
3X10

15.6

17.8

14.8
16.9

14.2
16.2

13.6
15.6

12.9
15.0

12.3
14.5

11.8
14.1

2X12
3x12

18.7
21.5

17.7
20.3

17.0
19.4

16.3

18.7

15.5

18.0

14.8
17.5

14.1
16.9

3X14
4X14

25.0
27.5

23.7
26.1

22.6
25.0

21.9
24.0

21.0
23.2

20.4
22.5

19.8

21.8

3X16
4X16

28.5
31.4

27.0

29.8

25.9

28.6

25.0
27.5

24.0
26.6

23.2
25.7

22.6
25.0

o

in

1— I

2X8
3X8

11.7
13.4

11.1
12.7

10.6
12.2

10.0
11.7

9.4
11.3

8.9
11.0

8.6
10.5

2X10
3X10

14.7
16.8

13.9
15.9

13.2
15.2

12.4
14.6

11.8
14.1

11.2
13.7

10.8
13.2

2x12
3X12

17.6
20.1

16.7
19.1

15.8
18.3

14.9
17.5

14.2
16.9

13.5 12.9
16.5 15.8

3x14 23.5
4x 14 I 25.9

22.3
24.6

21.3
23.6

20.4
22.6

19.8

21.8

19.2 18.6
21.2 20.6

3X16 26.8 25.5
4X16 29.6 , 28.2

24.4
26.9

23.4

25.8

22.6
25.0

21.9 21.0
24.2 23.5

The

by lim
1250 lb

maximum
ting the de
s. per squar

spans gi\
lection t
e inch, th

^en in the

3xb of t

e lesser V

table for
le span,
alue give

the abov
and the r
n by eithe

e loads,
naximum
r conditi

are deter

fiber sti

on being

mined

rain to

used.

-8?

2 8i

186 THE PASSAIC ROLLING MILL COMPANY.

YELLOW PINE JOISTS.

Maximum Spans in feet, for the following total uniformly

distributed loads.

Total
Load.

Size of
Joists,
inches.

Distance from center to center of joists, feet. 1

2

3

12.2

4
10.6

5

9.5

6

8.6

7

8.0

8

7.5

9

7.1

10

4X10

14.4

6.7

6X10

16.5

14.5

12.9

11.5

10.5

9.8

9.2

8.6

8.2

8X10

18.2

15.9

14.4

13.3

12.2

11.3

10.5

9.9

9.4

i-i
o
o

10 X 10

19.6

17.1
14.6

15.6
12.7

14.4
11.3

13.6
10.3

12.6

9.6

11.8

9.0

11.1

8.4

10.6

4X12

17.3

8.0

O

6X12

19.9

17.4

15.5

13.8

12.7

11.7

11.0

10.3

9.8

8X12

21.9

19.1

17.3

16.0

14.6

13.5

12.7

11.9

11.3

«2

10 X 12

23.6

20.6

18.6

17.3

16.3

15.1

14.1

13.4

12.7

S-i

a

12X12

25.0

21.9
17.1

19.8
14.8

18.4
13.2

17.4
12.1

16.5
11.2

15.5
10.5

14.6
9.9

13.9

4X14

20.2

9.4

6X14

23.3

20.2

18.2

16.2

14.8

13.7

12.8

12.1

11.5

u

8X14

25.6

22.2

20.2

18.7

17.1

15.8

14.8

14.0

13.2

0^

10 X 14

27.6

24.0

21.7

20.2

19.0

17.7

16.5

15.6

14.8

12X14

29.2

25.5
19.5

23.1
16.9

21.5
15.1

20.3
13.8

19.3
12.7

18.1
11.9

17.1
11.3

16.2

4X16

23.2

10.7

^

6X16

26.6

23.2

20.6

18.4

16.8

15.6

14.6

13.8

13.0

8X16

29.2

25.4

23.1

21.3

19.5

18.0

16.9

15.9

15.1

10X16

31.4

27.4

24.8

23.1

21.8

20.1

18.8

17.8

16.9

12X16

33.4

29.2

26.4

24.6

23.2

22.0

20.6

19.5

18.5

4X10

12.910.3

8.9

8.OI 7.3'

6.7

6.3

5.9

5.6

6X10

14.8I12.6

10.9

9.8

8.9

8.2

7.7

7.3

6.9

8X10

16.3

14.2

12.6

11.3

10.3

9.5

8.9

8.4

8.0

O

o

10 X 10

17.5

15.3
12.3

13.9
10.7

12.6
9.6

11.5

8.7

10.6

8.1

10.0
7.6

9.4
7.1

8.9

4X12

15.1

6.8

o

6X12

17.8

15.1

13.1

11.7

10.7

9.9

9.3

8.7

8.3

-t->

8X12

19.6

17.1

15.1

13.5

12.3

11.4

10.7

10.1

9.6

vS

10 X 12

21.0

18.4

16.6

15.1

13.8

12.8

11.9

11.3

10.7

0

12X12

22.4

19.5

17.7
12.5

16.5
11.2

15.1
10.2

14.0
9.4

13.1

8.9

12.3

8.4

11.7

4X14

17.7

14.4

7.9

(A

6X 14

20.8il7.7

15.3

13.7

12.5

11.5

10.8

10.2

9.7

>H

8X14

22.8

19.9

17.7

15.8

14.4

13.3

12.5

11.8

11.2

Ph

10X14

24.5

21.4

19.4

17.6

16.1

14.9

13.9

13.2

12.4

t>5

12X14

26.2

22.9
16.4

20.7
14.2

19.3
12.7

17.7
11.6

16.3
10.7

15.3
10.1

14.4
9.5

13.7

4X 16

20.1

9.0

J>

6X16

23.7

20.1

17.5

15.6

14.3

13.2

12.3

11.6

11.0

8 X 16 26.0

22.8

20.1

18.0

16.4

15.2

14.2

13.4

12.7

10 X 1628.0|24.5

22.2

20.1

18.4

17.0

15.9

15.0

14.2

12 X 16 29.9126.1

23.7i22.0

20.2,18.6

17.4

16.515.6 1

The maximum spans given in the table for the above loads are determined

by limiting the deflection to 5^5 of the span, and the maximum fiber strain to

1250 lbs. per square inch, the lesser value given by either condition being used.
o» __ K

88 8S

THE PASSAIC ROLLING MILL COMPANY. 187

SAFE LOADS FOR SEASONED

RECTANGULAR TIMBER POSTS,

Calculated from the following formulse for the safe loads,

in lbs. per square inch, on square-ended posts.

Southern
Yellow Pine.

White Oak.

White Pine
and Spruce.

1125

925

800

r-

a

1 + —

J2

I-

llOOd

1100^2

" 1100<«-

These formulse are deduced from the latest tests of timber

posts, and give safe loads of one-fourth the ultimate strength for

short posts, decreasing to one-fifth the ultimate for long posts.

Ratio of Length
to

Safe Loads, in lbs. per square inch of Section.

Least Side,

I
d

Southern
Yellow Pine.

White Oak.

White Pine
and Spruce.

12

1000

820

710

14

960

790

680

16

910

750

650

18

870

710

620

20

830

680

590

22

780

640

560

24

740

610

530

26

700

570

500

28

660

540

470

30 620

1

510

440

32

580

480

410

34

550

450

390

36

520

420

370

38

490

400

350

40

460

380

330

I — length of post, in inches.

d — width of smallest side, in inches.

c^ _ 82

s

s

188 THE PASSAIC ROLLING

MILL

COMPANY.

SAFE

LOADS FOR

SQUARE

TIMBER COLUMNS,

In ton

s of 2000 lbs.

Unsup-

Size of Column, in inches.

Kind

ported

length

of Col.,

in ft.

of
Timber.

6X6

8X8

9X9

10X10

12X12

14X14

16X16

6

12.8

8

11.7

22.7

29.6

5i flj

10

10.6

21.3

28.0

35.5

12

9.54

19.8

26.3

33.7

51.1

14

8.46

18.4

24.7

31.9

49.0

69.6

16

7.38

17.0

23.1

30.1

46.8

67.0

91.0

:? *-
^<=

18

15.5

21.5

28.3

44.7

64.5

88.0

20

14.1

19.8

26.5

42.5

62.0

85.2

22

18.2

24.7

40.3

59.5

82.3

24

22.9

38.2

57.0

79.4

6

14.8

8

13.5

26.2

34.0

-^

10

12.2

24.6

32.4

41.0

12

11.0

22.7

30.4

39.1

59.1

O

14

9.73

21.1

28.4

36.7

56.9

80.4

■S

16

8.64

19.5

26.5

34.6

54.0

77.8

105

^
^

18

17.8

24.7

32.4

51.1

74.5

102

20

16.3

22.7

30.5

49.0

71.3

98.5

22

21.1

28.2

46.1

68.3

94.7

24

26.4

43.9

65.5

90.9

6

18.0

8

16.4

32.0

41.6

(U

10

14.9

29.9

39.4

50.0

fi.S

12

13.3

27.8

36.9

47.6

72.0

14

11.9

25.8

34.7

44.7

69.1

98.0

132

16

10.4

23.7

32.3

42.3

65.5

94.6

128

18

21.8

30.0

39.5

62.6

90.7

124

>^

20

19.8

27.8

37.0

59.8

86.9

120

22

25.7

34.6

56.2

83.6

115

24

32.2

53.3

80.0

111

Safe

load in p

Dunds pe

r square i

nch = —

1

C

-

/2

1

J.

llOOrf

T

Whet

e / = len

gth of CO

umn, in

inches, a

wAd —\^

ndth of s

de, in in

;hes.

Y

'or White

: Pine or

Spruce,

C = 800 ;

for Whi

te Oak, <

C - 925 ;

}?

forSc

uthem \

'ellow Pi

ne, C = ]

L125.

^

8?

THE PASSAIC ROLLING MILL COMPANY. 189

ROOFS.

The types of roof trusses generally used for spans from 30 ft,
to 100 ft. are shown on pages 192 and 193. The King and Queen
truss, Fig. I, is the type usually employed when the construction
is a combination of wood and iron ; the rafters, diagonal struts
and bottom chord being of wood and the verticals of iron or steel
rods. This type is sometimes used when the entire construction
is to be of steel, though it is not as economical of material as the
Belgian or Fink type of trusses, Figs. 2, 3 and 4, which are the
most commonly used for steel roofs over mills, shops, warehouses,
etc., for spans up to 100 ft. The lower chord is usually horizon-
tal, though for some specialreasonit may be raised at the center
as shown in Figs. 5, 6 and 7 on page 193. This camber of the
lower chord materially increases the strains in the truss members,
and should therefore, if economy of material is a consideration,
be made as small as possible.

Roof trusses are usually made with riveted connections as be-
ing the cheapest construction for the usual short spans. A pair
of angles may be used for the rafters if the purlins are supported
only at the joints, but if the purlins are carried by the rafter at
points between the joints, the bending strains produced are usu-
ally too great to be sustained by a rafter of this cross section, in
which case, the rafter may consist of a pair of angles and a verti-
cal web plate, deeper than the angles, forming a built-up T sec-
tion. The bottom chord, main struts and tension members are
best constructed of a pair of angles, while the secondary struts
and tension members may be single angles.

For long spans, or heavy loading, pin connections may be de-
sirable, affording convenience in transportation and economy in
erection. The compression members are conveniently made of a
pair of channels, latticed, and the tension members of steel eye-
bars or square rods with loop eyes.

When the purlins rest on the rafter between the panel points, the
rafter is subjected to a bending strain which must be considered.
If the rafter is continuous over panel points it may be consid-
ered as a partially continuous beam, and at the center of span
between joints the bending will produce compression in the upper
fibers and tension in the lower fibers, while at the joints the bend-
ing produces reverse effects. The rafters must be proportioned
so that the total compressive strain per square inch, due to direct
compression and bending, shall not exceed Mi the elastic limit of
the material. If the bending moment on the rafter between ad-
jacent panel points be calculated as if for a beam with ends
simply supported, the bending moments at the ends and at the

88

88 ■ . ^8

190 THE PASSAIC ROLLING MILL COMPANY.

center of the panel for the continuous rafter may be taken as %
of the maximum bending moment for the simple beam.

The slope of the rafter is usually determined by the kind of
roof covering used. Slate should not be used on a slope less than
I to 3 and preferably i to 2. Gravel should not be used on a
slope greater than i to 4. Corrugated iron if used on a slope
less than i to 3 is apt to leak under a driving rain, and when pos-
sible the slope should not be less than i to 2.

ALLOWABLE STRAINS
IN STEEL EOOF TRUSSES.

lbs. per sq. in.

Tension (shapes) 15,000

Tension rods and eye-bars 18,000

Maximum fiber stress on I beams 16,000

Combined bending and direct strain 15,000

Compression 13,500 — 50 -^

r
where / = length of member and r = least radius of gyration of
member, both in inches.

APPROXIMATE WEIGHT, PER SQUARE FOOT, OF

ROOF COVERINGS, EXCLUSIVE OF STEEL

CONSTRUCTION.

Corrugated iron, unboarded. No. 26 to No. 18, . ,1 to 3 lbs.

Felt and asphalt, without sheathing 2 "

Felt and gravel, " " 8 to 10 "

Slate, without sheathing, tV' to I", 7 to 9 "

Copper," " Itoli"

Tin, " " Itol^ "

Shingles, with lath 2i "

Skyhght of glass, i%" to^ ", including frame 4 to 10 "

White pine sheathing, 1" thick 3 "

Yellow" " 1" thick .. 4"

Spruce sheathing, 1" thick 2 "

Lath and plaster ceiling 8 to 10 "

Tile, flat 15 to 20 "

Tile, corrugated 8 to 10 "

Tile, on 3" fireproof blocks 30 to 35 "

as 8j

58"

■S8

THE PASSAIC ROLLING MILL COMPANY. 191

The weight of the steel roof construction must be added to the
above. For ordinary light roofs, without ceilings, the weight of
the steel construction may be taken at 5 lbs. per square foot for
spans up to 50 ft., and i lb. additional for each 10 ft. increase of
span.

It is customary to add 30 lbs. per square foot to the above for
wind and snow. No roof should be calculated for a total load
less than 40 lbs. per sq. ft.

The total load found as above is to be considered as distrib-
uted over the entire truss. It is not necessary to consider the
separate effects of wind and snow on spans of less than 100 ft.,
but for greater spans separate calculations should be made.

The relation between the velocity and pressure of wind against
surfaces at right angles to the direction of the wind is given in the
following table, based upon experiments conducted by the U. S.
Signal Service, at Mt. Washington.

Vel. in miles Pressure, lbs. per

per hour. square foot.

10 0.4 Fresh breeze.

20 1.6

30 3.6 Strong wind.

40 6.4 High wind,

50 10.0 Storm.

60 14.4 Violent storm.

80 25 . 6 Hurricane.

100 40.0 Violent Hurricane.

The components of pressure caused by wind acting upon in-
clined surfaces are given in the following table :

A = Angle of surface of roof "with direction of wind.

F = Force of wind, in lbs. per square foot.

N = Pressure normal to surface of roof.

V = Pressure perpendicular to direction of wind.

H = Pressure parallel to direction of wind.

Angle of Roof.

N = F X
V = F X
H = F X

88-

.125
122

,01

10^

.24
.24

.04

20^

.45
.42
.15

30=

.66
.57
.33

40=

.83
.64
.53

50=

.95
.61
.73

60°

1.00
.50

.85

70°

1.02
.35
.96

80=

1.01
.17

.99

90°

1.00

.00

1.00

^

58-

■88

192 THE PASSAIC ROLLING MILL COMPANY.

ROOF TRUSSES

LIGHT LINES INDICATE TENSION MEMBERS
HEAVY LINES INDICATE COMPRESSION MEMBERS

FIG. I .

FIG.S.

FIG.3.

FIG.4-.

S8.

.88

^

■88

THE PASSAIC ROLLING MILL COMPANY. 193

CAMBERED ROOF TRUSSES

LIGHT LINES INDICATE TENSION MEMBERS
HEAVY LINES INDICATE COMPRESSION MEMBERS

Fie. I.

FIQ.S.

FIG. 3.

^

?s-

-i8

194 THE PASSAIC ROLLING MILL COMPANY.

MAXIMUM STRAINS IN KINO AND
QUEEN ROOF TRUSSES.

Fig. I, Page 192.

To find the maximum strains in any member of these
trusses, multiply the co-efficients given here below.

length of rafter

1. For rafters, by the panel load X — ; — n: — ft

•' ^ depth of truss

^2 span of truss

2. For bottom chord, " X —3 — -r — tz

depth of truss

length of strut

2. For inclined struts, " X —, rz — ? — 3 —

^ length 01 rod

4. For vertical rod, " XI

14

12

10

8

6

4

Member.

Panel.

Panel.

Panel.

Panel.

Panel.

Panel.

0 2

6.5

5.5

4.5

3.5

2.5

1.5

2 3

6.

5.

4.

3.

2.

Bottom

3 4

5.5

4.5

3.5

2.5

Chords.

4 5

5 6

6 7

5.

4.5

4.

4.
3.5

3.

0 J'

6.5

5.5

4.5

3.5

2.5

1.5

1'2'

6.

5.

4.

3.

2.

1.

2' 3'

5.5

4.5

3.5

2.5

1.5

Rafters.

3' 4'

5.

4.

3.

2.

4' 5'

4.5

3.5

2.5

5' 6'

4.

3.

&7'

3.5

V 2

0.5

0.5

0.5

0.5

0.5

0.5

2' 3

1.0

1.0

1.0

1.0

1.0

Inclined

3' 4

1.5

1.5

1.5

1.5

Struts.

4' 5
6' 6

6' 7

2.0
2.5
3.0

2.0
2.5

2.0

1 1'

0

0

0

0

0

0

2 2'

0.5

0.5

0.5

0.5

0.5

1.

3 3'

1.0

1.0

1.0

1.0

2.

Vertical

4 4'

1.5

1.5

1.5

3.

Rods.

•

5 5'

6 6'

7 7'

2.0
2.5
6.

2.0
5.

4.

^

^ S8

THE PASSAIC ROLLING MILL COMPANY. 195

MAXBimi STEAINS IX BELGIAN
OR FINK EOOF TRUSSES.

Figs. 2, 3 and 4, Page 192.

Ratio of depth
to length of span.

0.333

J.

3

0.289

3.464

0.250

JL
4

0.200

i.

5

0.167

0.125

1

8

Inclinat'n of rafters.

33° 41'

30°

26° 34'

21° 48'

18° 26'

14° 2

in

a,

00

Bottom
chord.

01
12
22

5.25
4.50
3.00

6.06
5.19
3.46

7.00
6.00
4.00

8.75
7.50
5.00

10.50
9.00
6.00

14.00
12.00

8.00

Top
chord.

or

1'2'
23'
3'4'

6.30
5.75
5.20
4.65

7.00
6.50
6.00
5.50

7.83
7.38
6.93
6.48

9.42
9.05

8.68
8.31

11.08
10.76
10.45
10.13

14 44
14.20
13.95
13.71

T, . i 23

1 ension o . /

braces. i2'&32'

l.oO
2.25
0.75

1.73

2.60

0.87

2.00
3.00
1.00

2.50
3.75
1.25

3.00
4.50
1.50

4.00
6.00
2.00

c, , !ll'&33'

Struts. go/

0.83
1.66

0.87
1.73

0.89

1.78

0.93
1.86

0.95
1.90

0.97
1.94

a

c
a

6

Bottom
chord.

01
11

3.75
2.25

4.33
2.60

5.00
3.00

6.25
3.75

7.50
4.50

10.00
6.00

Top
chord.

or

1'2'
2'3'

4.51
3.53
3.40

5.00
4.00
4.00

5.59
4.55
4.70

6.74
5.59
6.00

7.91
6.65
7.29

10.31

8.77
9.83

Tension .. «/
brace.

1.50

1.73

2.00

2.50

3.00

4.00

Struts. ir&12'

.93

1.00

1.07

1.22

1.34 1.62 1

3^

fcJO

in
■r.

3

Bottom
chord.

01
11

2.25
1.50

2.60
1.73

3.00
2.00

3.75
2.50

4.50
3.00

6.00
4.00

Top
chord.

or

1'2'

2.70
2.15

3.00
2.50

3.35

2.90

4.04
3.67

4.75
4.44

6.19
5.95

Rod. 1 2'
Strut. 1 1'

0.75
0.83

0.87
0.87

1.00

0.89

1.25
0.93

1.50 2.00
0.95 i 0.97

To find the maximum strain in any member of these trusses, multiply the
coefficients given in the table above by the panel load.

8$ SS

196 THE PASSAIC ROLLING MILL COMPANY.

MAXIMUM STRAINS IN CAMBERED
BELGIAN OR FINK ROOF TRUSSES.

CAMBER = i TOTAL HEIGHT.
Figs. 1, 2 and 3, Page 193.

To find the maximum strain in any member of these trusses, multiply the co-
efficients given in the table below, by the panel load.

Ratio of depth
to length of span.

0.333

0.289

3 . 4t)4

0.250

4

0.200

X

5

0.167

0.125

J.

Inclinat'n of rafters.

33° 40'

30°

26° 34'

21° 48'

18° 26'

14° 2'

CO

til

in
;->

■4->

c
a,

00

Bottom
chord.

01
12
22

7.17
6.15
3.60

8.44
7.23
4.16

9.90

8.48
4.80

12.61

10.81

6.00

15.31
13.12

7.20

20.66
17.71

9.60

Top
chord.

or

1'2'
2'3'
3'4'

8.49
7.94
7.39
6.83

9.63
9.13
8.63
8.13

10.96

10.51

10.06

9.61

13.49
13.11
12.74
12.37

16.05
15.73
15.41
15.10

21.21

20.98
20.74
20.49

Tension
braces.

23

3 4'

12'&32'

2.87
3.89
1.02

3.37

4.58
1.21

3.96
5.37
1.41

5.04
6.85
1.80

6.12
8.31
2.19

8.26

11.21

2.95

Struts.

ir&33'
2 2'

0.83
1.66

0.87
1.73

0.89
1.79

0.93
1.86

0.95

1.89

0.97
1.94

s

t/3

m

3

tH

c3

6

Bottom
chord.

01
11

5.12

2.70

6.03
3.12

7.07
3.60

9.01
4.50

10.94
5.40

14.76

7.20

Top
chord.

or

1'2'
2'3'

6.09

4.89
4.96

6.88
5.63

5.88

7.83
6.48
6.93

9.64
8.10

8.89

11.47

9.72

10.83

15.15
12.98
14.67

Tie.

Struts.

13'
ll'&12'

2.66
1.04

3.13
1.15

3.67
1.26

4.24
2.40

4.69
1.49

5.40
3.00

5.69
1.71

7.67
2.17

T-H

d
)-•
•I-)

Bottom
chord.

01
11

3.07

1.80

3.62

2.08

6.56
3.60

8.85
4.80

Top
chord.

or

1'2'

3.64
3.09

4.13
3.63

4.70
4.25

5.78
5.41

6.88
6.56

9.09

8. .85

Tie.

Strut.

12'

ir

1.43

0.83

1.69

0.87

1.98
0.89

2.52
0.93

3.06
0.95

4.11

0.97
85

52 ^ 8?

THE PASSAIC ROLLING MILL COMPANY. 197

MAXIMUM STRAINS

IN TRUSSES WITH PARALLEL CHORDS.

The maximum strains in the different members of ordinary
trusses with parallel chords can be determined by the use of
the following tables, if the dead and moving loads are given.
In many cases it will be sufficient to consider only a uniform
dead load and a uniform live load. The third column gives
the influence of a heavier load in front of a uniform load ; such
as a locomotive at the head of a train of cars.

The panel points are numbered, beginning with o at the
abutment, those of the bottom chord with plain numbers and
those of the top chord with a prime (') so as to indicate the
position of the different members without it being necessary
to refer to the diagram.

In calculating these tables, the loads were supposed to be
concentrated at the lower chord joints for through-bridges,
and at the upper chord joints for deck-bridges. In through-
bridges the strain, obtained in this manner, for the web mem-
bers under compression should be increased by the weight of
a panel of top chord and top lateral bracing.

Highway bridges are calculated for a live load of lOO lbs.
per sq. ft. of floor for all spans up to loo ft,, and 8o lbs. for
spans over 200 ft., due provision being made for concen-
trated loads, such as heavy steam road rollers or electric cars.
The dead weight of ordinary highway bridges, exclusive of
timber flooring, is given, approximately, by the following
formula :

Weight of metal, lbs. per lineal foot of span = ^ ^ /+ 150
where /= length of bridge, and b — width of floor, both in feet.

Railroad bridges are calculated for concentrated loads typi-
cal of the actual load of two locomotives at the head of a train
of cars on each track. The following diagram of such a load-
ing is from Theodore Cooper's 1896 Specification for Railroad
Bridges, and represents two 106.5 ton locomotives followed
by a uniform load of 3,000 lbs. per lineal ft. on one track.
For short spans an alternate loading of 100,000 lbs., equally
distributed on two driving wheel axles spaced 'j\ ft. centers,

I is also specified.

&, — -88

88-

■88

198 THE PASSAIC ROLLING MILL COMPANY,

O O O

o o o

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This loading may be represented by an equivalent uniform
load; or, it may also be represented by a uniform load com-
bined with an engine excess. The representation by an equiv-
alent load is not applicable to the calculation of trusses with
more than one system of web bracing. Such trusses must be
calculated by a uniform load combined with an engine excess.
Either method is only an approximation and may give re-
sults materially in error. The following table gives the
equivalent loads by either method for the above loading for a
single track.

Span

in
feet.

10
15

20

25

30

40

50

75

100

150

200

300

Equivalent Uniform Load,
lbs. per foot of Track.

Moments.

10,000
7,500
6,600
5,900
5,500
4,900
4,600
4,100
4,000
3,800
3,700
3,500

Shears.

12,500
10,000
8,100
6,800
6,300
5,600
5,200
4,700
4,500
4,200
3,900
3,700

Uniform Load,
with Engine Excess.

Uniform Load,

lbs. per foot

of Track.

3,400

Engine Excess,
lbs.

33,000
32,000
32,000
31,000
30,000
30,000
30,000
30,000
30,000
30,000
30,000
30,000

The weight of track material (ties, rails and guard-rails) is
about 4CO lbs. per ft. of single track. The weights of railroad
bridges, per lineal ft. of span, exclusive of track material, are
given, approximately, by the following formulae, where / =
length of span in ft.

Single track, deck plate girder,

" " « lattice "

" " through pin truss,

« « deck " "

Double track, through pin truss.

9/ +

100

8/ +

100

6/ +

400

6/ +

300

12 / + 1000

12/ +

800

8S-

•^

85

THE PASSAIC ROLLING MILL COMPANY. 199

EXAMPLE OF APPLICATION OF TABLE.

WARREN TRUSS, DECK BRIDGE WITH INTERMEDIATE POSTS,
FOR SINGLE TRACK RAILROAD.

Span, 150'; Depth, 20'.

Number of panels lo, of 15' each.

Dead load, 1,600 lbs. per lin. ft. of bridge.

Live load, 3,400 lbs. per lin. ft. of bridge.

D = dead load = 12,000 lbs. per panel for I truss.

L = hve load = 25,500 " " " *' i "

E = excess of locomotive weight = 15,000 lbs. for i truss.

/= -^5^ = 2,550
10

e = ^5>ooo 3= 1,500
10
Length of diagonal members, 25 ft.

Sec. — -£. = 1.25 Tang. = -A =0.75

20 20

Strain in middle piece of bottom chord 4 — 6,
12.5 (D + L) = 468,750
25 e = 37»5oo

506,250 X tang. = 379»687.
Compressive strain in brace, 45'.
0.5 D = 6,000
15. / = 38,250
5. e = 7,500

51,750 X sec. =64,687.

Tensile strain in brace, 5' 6.

— o. 5 D = — 6,000

10. / = 25,500

4. ^ = 6,000

25,500 X sec. = 31,875.
It will be observed that, by beginning with O at the left-
hand abutment, the compression member 45' becomes the
tension member 5' 6, and the maximum strains change from
64,687 compression to 31,875 tension. The strains in the
other members are found in a similar manner.
The load on any of the intermediate posts is found as follows :
15 ft. X 1,700 = 25,500
E = 16,000

41,500

a «

^

■85

200 THE PASSAIC ROLLING MILL COMPANY.

TRUSSES WITH PARALLEL CHORDS

FIG. I. 9' 8' 7' e' 5^ V 3' 2' ,'

10 98765452 i 0

FIG.S. g' 8' 7' 6' 5' 4' 3' 2' ,'

10 98765432 | O

II' 9' 7' 5' 3' I'

12 10 8 6 4 2 0

FIG. 4. ,,' 9' 7' 5' 3' ,'

IS 10 8 6 4 2 0

FIG. 5.

II' 9' 7' 5' 3' I'

12 10 8 6 4 2 0

FIG. 6. ,2' ,,' ,0' 9' 8' 7' 6' 5' 4' s' all' o'

13 IS II 10 9 8 7 6 5 4 3 S I 0

ss.

-Si;

88-

-88

THE PASSAIC ROLLING MILL COMPANY.

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PASSAIC ROLLING MILL COMPANY.

Maximum Strains Produced by Dead and Live Loads in Single Inter-
section Triangular or Warren Through Trusses.

(Fig. 3, Page 200.)

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206

THE

88

PASSAIC ROLLING MILL COMPANY.

88

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THE PASSAIC ROLLING MILL COMPANY. 207

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PASSAIC ROLLING MILL COMPANY.

88

MAXIMUM STRAINS PRODUCED BY DEAD AND LIYE LOADS IN
DOUBLE INTERSECTION TRIANGULAR OR WARREN GIRDERS,

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88-

■85

210 THE PASSAIC ROLLING MILL COMPANY.

THE PASSAIC ROLLING MILL COMPANY'S
STANDARD TURNTABLES.

The table is entirely center bearing, and rests on hardened
steel discs, which offer very little resistance to turning, and at
the same time are of sufficiently large diameter to give ample
bearing surface to maintain them in good M^orking order, and
prevent abrasion by excessive pressure. The discs are six inches
in diameter for the smaller tables, and seven inches for the larger
sizes. The tables are suspended from the saddle and center pin by
two bolts made of rolled iron. Two bolts are used, in preference
to four, to avoid the uneven distribution of the load produced by
the tightening of the bolts, which is liable to occur when more
than two are used. A wrought iron band is shrunk around the
top of the pivot casting, and is effective, in case of the binding of
the discs, in resisting the strains produced by the tipping of the
table. The vertical adjustment of the table is easily made with
the suspending bolts, and without the use of packing plates or
other devices. The flanges are made of six inch angle irons,
extending the full length of the table without splices, and
re-enforced at the center with cover plates. The sections of the
flanges are proportioned with due regard to the effect of the re-
versal of strains at any point of either flange due to the shifting
position of the locomotive, and the stresses are kept low to avoid
excessive deflection at the ends of the table when loaded. The
girders are connected to each other with rigid angle iron bracing
effectively secured to the flanges, and with six transverse frames,
also of angle iron. The center and saddle castings and the end
bearing wheels are open hearth steel castings.

The 55 ft. and the 6o ft. turntables are made in three weights,

(1). A heavy pattern for turning 103 ton locomotives.
(2). A medium pattern " " 90 " "

(3). A hght pattern " " 75 "

Where shipment can be made by rail, the tables are loaded on
cars, complete, ready to set in the pit. Dimensions for building the
pit, and instructions for setting the table accompany each contract.

When the pits are already built the tables can be made to fit
them at a slight additional cost.

DIMENSIONS OF PASSAIC STANDARD TURNTABLES.

Diameter of Pit

Length of Girder, out to out. .

Diameter of Circular Tracks,
center to center of Rail

Depth from top of Rail on Table
to top of Center Stone

Depth from top of Rail on Table
to top of Rail of Circular Track .

Depth from top of Rail on Table
to top of Rail of Circular Track,
for Special Turn Table with

, shallow Pit

40' 0'

39' 4'

36' 0'

5'0'

3' 4'

2'0'

45' 0'

44' 4'

41' 0'

5'0'

3' 4'

2'0'

50' 0" 55' 0"

49' 6'

46' 0'

5' 6"

3' 10'

2' 6'

54' 6'

51' 0'

5' 6'

3' 10'

2' 6'

60' 0'

59' 6'

56' 0'

5' 6'

3' 10"

2' 6'

^

58-

THE PASSAIC ROLLING MILL COMPANY. 211

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212 THE PASSAIC ROLLING MILL COMPANY.

SPECIFICATIONS FOR STRUCTURAL
STEEL.

Condensed from the Standard Specifications of the Association
of American Steel Manufacturers.

PROCESS OF MANUFACTURE.

(i). Steel shall be made by either the Open Hearth or Bes-
semer process.

TEST PIECES.

(2). All tests and inspections shall be made at place of manu-
facture prior to shipment.

(3). The tensile strength, limit of elasticity and ductility shall
be determined from a standard test piece, planed or turned paral-
lel throughout its entire length, cut from the finished material.
The elongation shall be measured on an original length of 8
inches, except when the thickness of the finished material is
i^s inch or less, in which case the elongation shall be measured in
a length equal to sixteen times the thickness; and except in
rounds of I inch or less in diameter, in which case the elonga-
tion shall be measured in a length equal to eight times the diam-
eter of section tested. Two test pieces shall be taken from each
heat of finished material, one for tension and one for bending.

(4). Every finished piece of steel shall be stamped with the
heat number. Steel for pins shall have the heat numbers stamped
on the ends. Rivet and lacing steel, and small pieces for tie
plates and stiffeners, may be shipped in bundles securely wired
together with the heat number on a metal tag attached.

FINISH.

(5). Finished bars must be free from injurious seams, flaws or
cracks, and have a workmanlike finish.

CHEMICAL PROPERTIES.

(6). Steel for buildings, train sheds, highway bridges and
similar structures shall not contain more than o.io per cent, of
phosphorus.

(7). Steel for railway bridges shall not contain more than 0.08
per cent, of phosphorus.

$8.

88- ^ ■ 88

THE PASSAIC ROLLING MILL COMPANY. 213

PHYSICAL PROPERTIES.

(8). Structural steel shall be of three grades; Rivet Steel,
Soft Steel, and Medium Steel.

RIVET STEEL.

(9). Rivet steel shall have an ultimate strength of 48,000 to
58,000 pounds per square inch, an elastic limit of not less than
one-half the ultimate strength, and an elongation of 26 per cent.,
and shall bend, 180 degrees flat on itself, without fracture on the
outside of the bent portion.

SOFT STEEL.

(10). Soft steel shall have an ultimate strength of 52,000 to
62,000 pounds per square inch, an elastic limit of not less than
one-half the ultimate strength, and an elongation of 25 percent.,
and shall bend 180 degrees, flat on itself, without fracture on the
outside of the bent portion.

MEDIUM STEEL.

(11). Medium steel shall have an ultimate strength of 60,000
to 70,000 pounds per square inch, an elastic limit of not less than
one-half the ultimate strength, and an elongation of 22 per cent.,
and shall bend 180 degrees, around a curve having a diameter
equal to the thickness of the piece tested, without fracture on the
outside of the bent portion.

PIN STEEL.

(12). Pins made from either of the above mentioned grades of
steel shall, on specimen test pieces cut at a depth of one inch from
the surface of finished material, fill the physical requirements of
the grade of steel from which they are rolled for ultimate strength,
elastic hmit and bending, but the required percentage of elonga-
tion shall be decreased 5 per cent.

EYE-BAR STEEL,

(13). Eye-bar material 1 1 inches and less in thickness, made
of either of the above mentioned grades of steel, shall, on test
pieces cut from finished material, fill the requirements of the
grade of steel from which it is rolled. For thicknesses greater
than I J inches, there will be allowed a reduction in percentage
of elongation of one per cent, for each I of an inch increase in
thickness, to a minimum of 20 per cent, for medium steel and 22
per cent, for soft steel.

88 88

■88

214 THE PASSAIC ROLLING MILL COMPANY.

FULL SIZE TEST OF STEEL EYE-BARS.

(14). Full size tests of steel eye-bars shall be required to show
not less than 10 per cent, elongation in the body of the bar, and a
tensile strength not more than 5,000 pounds below the minimum
tensile strength required in specimen tests of the grade of steel
from which the bars are rolled. The bars will be required to .
break in the body ; should a bar break in the head, but develop
10 per cent, elongation and the ultimate strength specified, it
shall not be cause for rejection, provided not more than one-
third of the total number of bars tested break in the head.

VARIATION IN WEIGHT.

(15). A variation in cross-section or weight of more than zh
per cent, from that specified will be sufficient cause for rejection,
except in the case of sheared plates.

When sheared plates are ordered by weight, the permissible
variation shall not be more than 2^ per cent, from that speci-
fied, except for plates i" to t%" thick (10.2 to 12.75 lbs. per
square foot), which, when ordered to weight, shall not average a
variation greater than 5 per cent, above or below the theoretical
weight for plates over 75" wide.

When sheared plates are ordered to gauge, the overweight
shall not exceed the percentages given in the following table : —

PERCENTAGES OF ALLOWABLE OVERWEIGHTS

FOR SHEARED PLATES WHEN

ORDERED TO GAUGE.

Width of Plate.

Thickness of Plate.

Up to 75 inches.

75 to 100 inches.

Over 100 inches.

I inch.

10

14

18

1% "
f "

8
7

12

10

16
13

6
5

8
7

10
9

4-^
4

6i
6

8i
8

Over 1 inch.

3i

5

6i
85

^

THE PASSAIC ROLLING MILL COMPANY. 215

COREUOATED IROK

Corrugated iron is largely used for roofing and siding of
buildings and can be applied directly upon steel purlins or
studding by means of clips of hoop iron, placed not more than
12" apart, which encircle the purlin or stud. The projecting
edges at the gables and eaves must be secured to prevent the
sheets being loosened or folded up by the wind.

The usual dimensions of corrugated iron are given in the
subjoined table. The 2j inch corrugation is the one gener-
ally employed for roofing and siding, and the regular lengths
of sheets are 6, 7, 8, 9 and 10 ft.

DIMENSIONS OF SHEETS AND
CORRUGATIONS.

Width

of

Corrugation.

2h inch.

■••4

Depth of

Cor-
rugation.

inch.

No. of
Corruga-
tions to
the Sheet.

10

Cov. width
after lapping

one
Corrugation,

24 inch.

24 «

25 «

Width of

Sheet after

Corrugation.

26 inch.
26 "
26 "

Length of
longest
Sheets.

10 ft.

8 ft.
8 ft.

Roofing is measured by the square, equal to 100 sq. ft. of
finished roofing in place. The corrugated sheets are usually
laid with one corrugation lap on the sides and an end lap of
6" for roofing and 2" for siding.

NUMBER OF SQUARE FEET OF 2h" CORRUGATED
IRON REQUIRED TO LAY ONE SQUARE.

Side Lap, One Corrugation.

Length

of
Sheet,
Feet.

9
10

^-

Length of End Lap.

1 inch. 2 inch. 3 inch. 4 inch. 5 inch. 6 inch

110
110

no

109
109

108

112
111

110
110
110
109

114
113
112
112
112
110

116
115
114
113
113
111

118
117
115
114
114
112

120
118
117
115
115
113

-SS

^'

■85

216 THE PASSAIC ROLLING MILL COMPANY.

CORRUGATED IRON (Continued).

The maximum spans for roofing and siding are as follows :

No. 16. No. 18. No. 20. No. 22. No. 24. No. 26. No. 28.
Roofing, 5' 9" 5' 0" 4' 3" 4' 0" 3' &' 3' 0" 2' 9"
Siding, TO" 6' 3" 5' 3" 4' 9" 4' 3" 3' 9" 3' 3"

and if used on greater spans the excessive deflection is liable
to impair the tightness of the joints.

Numbers 20 and 22 are the gauges most in use for roofs,
and number 24 for siding. The sheets may be either painted
or galvanized.

The United States standard gauge, adopted by Act of Con-
gress in 1893, is in general use by manufacturers of sheet iron.
The following table gives the thickness and weight of corru-
gated iron in accordance with United States standard gauge.

z.^o

16
18
20
22
24
26
28

aj en
a u

So .

Weight per
Sq. Ft., Corru-
gated, lbs.

.0625

2.50

2.75

.05

2.00

2.20

.0375

1.50

1.65

.0313

1.25

1.38

.025

1.00

1.11

.0188

.75

.84

.0156

.63

.69

Weight per Square of 100 Square Feet,
when laid, allowing 6" lap in length, and
2|S4" or one Corrugation in width of sheet,
for sheet lengths of :

5' 6'

331

264
198
166
134
101
83

325

260
195
163
131
100
82

7' 8'

320
256
193
161
130
99
81

318
254

190
159

128
98
80

9'

315
252
189
158
127
96
79

10'

311

249

187

156

126

95

78

-6^-6

<U rill

S i' 2
i: Cut

2.91
2.36
1.82
1.54
1.27
.99
.86

TKANSVEKSE STKENGTH OF
COEEUGATED lEON.

The transverse strength of corrugated iron may be calcu-
lated in the following manner :

/ = unsupported length of sheet, in inches.

t = thickness of sheet, in inches.

b = width of sheet, in inches.

d = depth of corrugation, in inches.

w = safe uniformly distributed load, in pounds.

Then,

2';,ooo b t d
w = -^

fe.

-88

^ 88

THE PASSAIC ROLLING MILL COMPANY. 217

Shearing.

Bearing

6,000
7,500
7,500
9,000

12,000
15,000
15,000
18,000

RIVETS AND PINS.

In proportioning riveted work the friction is neglected be-
tween the parts connected as it is an uncertain element. The
rivets must resist the whole strain which is to be transmitted
from one part to the other, and they must be of sufficient size
and number to present ample resistance to shearing, and af-
ford sufficient bearing area so as not to cause a crushing of
the metal at the rivet holes. It is, therefore, always necessary
to calculate rivet connections for shear as well as for bearing.
The usual strains, lbs. per square inch, allowable on riveted
work are as follows : —

Rivets.
Iron rivets, railroad bridges,
Iron rivets, highway bridges and buildings,
Steel rivets, railroad bridges,
Steel rivets, highway bridges and buildings,

The following tables give the shearing and bearing values
of rivets, of different diameters, for the above strains. Single
shear occurs when a single shearing across the body of the
rivet suffices to produce separation of the parts connected ; as,
for instance, when a thick plate is connected with another
single thick plate by means of a rivet, the connection can fail
only by a single shearing of the body of the rivet. If, how-
ever, the plates are thin they may not offer sufficient bearing
against the rivet to prevent rupture by the rivet bodily crush-
ing the plates ; the latter condition is determined by the bear-
ing value of the rivet upon the plates. If a f " diameter rivet
is used, and the plates are only \" thick, by reference to the
tables, it will be found that the bearing value of the rivet on a
^" plate is less than its value in single shear, and the bearing
value of the rivet determines the strength of the connection.

Pins are subject to strains by shearing, bearing and bend-
ing, but their resistance to the latter two, in almost every case,
determines the size of the pin to be used. The usual allow-
able strains, lbs. per square inch, on pins are as follows :

Pins. Shearing. Bearing. Bending.

Iron pins, railroad bridges, 7,500 12,000 15,000

Iron pins, highway bridges and

buildings, 9,000 15,000 18,000

Steel pins, railroad bridges, 9,000 15,000 18,000

Steel pins, highway bridges and

buildings, 11,250 18,000 22,500

The following tables give the shearing, bearing and bend-
ing values of pins, of different diameters, for the above strains.

88 8§

88"

'88

THE PASSAIC ROLLING MILL COMPANY. 219

I— I

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uo t^oTco

1— I CO lO lO
IC 1> CO o

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lO Tt 05 T-H

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lO o to o

CO -^ Tt< iC

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CO O "^tO
r-TTsT-^CO

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CO J> 05 O

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1-H O* 1> CO

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i>' !>• 05 T-H

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00

•s

88-

'88

220 THE PASSAIC ROLLING MILL COMPANY,

m

>
I— I

O

P
<1

P^

<

pq

I— I
P^
<

W

S8.

m

H-H

^i:

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£? rt Q «

o

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05

oo
CO o

o o o

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o o o o

0)0 10 0
J> lO (3<> O
CC -^ iC o

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CO CO -^ o

O o o o o

lO Cl t>. -rfi o
C<> i> CO 05 O
(M (MOO CO -^

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GO Oi i-H QO O
00 CO OD C<J J>
rH (M (7) CO CO

o o o o o o

C<> O CO lO CO o
T-H »_0 00 O) CO o
1— I 1— I tH (M (M CO

oo ooo o

CO GO "^ lO T-f T-l

CO tH 00 CO CO J>

rH T-H (7) CO -^

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-88

<

IS

^

THE PASSAIC ROLLING

MILL COMPANY. 221

•1

>

1— 1

o

>

u5

o

C

_c
iT

5

o
tn

(U
U5

tn

V
C

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10940
12500

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7590

8860

10120

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8440

9840

11250

i-i]?i

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8750
10000

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■

1— 1
P^

Single

Shear a

9,ooo lbs

per

Sq. In.

o o o o o o

C5 l^ O J> rH O

C5 1> J> C5 -^ O

rH (M CO lO 1>

"W) b c
(/2 C

oo o oo o

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rH OiO -^ O 00
rH tH CO 't CO i>

Area

of
Rivet,
Sq. In.

O Ol> CQiH lO
1-1 O O Tf O 00
tH 1-1 CO -^ O i>

rt

4) l-H

OCO t^ C^rHlO
rH O^ O -^ O 00
rH rH CO Tf CO J>

Diameter

of

Rivet,

Inches.

w|x ic|» tJx

ii

s

H»» Mf* rH
mx ic|x t~|W

i

^!

4

5S

88

222 THE PASSAIC ROLLING MILL COMPANY.

WEIGHT OF RIVETS, AND ROUND-HEADED

BOLTS WITHOUT NUTS, PER 100.

Lengths from under head. 1

Inches. I

3.1/

s

)Ia.

Dia.

5//
8

Dia.

2."

4

Dia.

r

Dia,

1"

Dia.

^4

Dia.

If

2

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

70.7
76.2
81.6

123.
133.
142.
150.

2i
2i

21 1
3 1

8.5
9.2
0.0
0.8

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.

159.
167.
176.
184.

3i 1

3i 1
3| 1
4 1

1.5
2.3
3.1

3.8

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.

193.

201.
210.
218.

4i .
4i .
4f .
5

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.

227.
236.
244.
253.

5i .
6

....

55.6
57.7
59.9
62.0

77.8
80.9
84.0

87.0

110.
114.
118.
122.

153.
158.
163.
169.

261.

270.

278.
287.

6i

7

8

93.2
99.3

106.

112.

131.
139.
147.

156.

180.
191.
202.
213.

304.
321.
338.
355.

100

Heads.

1.8

5.7

10.9

13.4

22.2

38.0

82.0

LEN

GTH OF RIVET SHANK REQUIRED

TO FORM ONE RIVET HEAD.

All dimensions in inches.

Grip.

Button Head.

Countersunk Head.

Diameter of Rivet.

Diameter of Rivet.

i

5

8

4

7

1

i

5

8

3.

4

7
8

1

i to 1

li to 2
3 to 4

4ito5

3.

8

«

1

H
li

If

H
If
H
If

If

If
If

u

If
If

If

If

H

n

2

5

¥

8
f

f
f

1-

f
i
1

f
i

8

1
1

f
1

n

8$ 8J

THE PASSAIC ROLLING MILL COMPANY. 223

WEIGHT OF 100 BOLTS WITH

SQUARE HEADS AND NUTS.

(Hoopes and Townsend's List.)

Length

DIAMETER OF BOLTS.

under

u J

to
point.

iin. T^~in.

fin.

A' in

iin.

fin.

fin.

fin.

1 in.

lbs. 1 lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

lbs.

1?

4.0

7.0

10.5

15.2

22.5

39.5

63.0

1|

4.4

7.5

11.3

16.3

23.8

41.6

66.0

2

4.8

8.0

12.0

17.4 i 25.2

43.8

69-0

109.0

163

2i

5.2

8.5

12.8

18.5 26.5

45.8

72.0

113.3

169

2h

5.5

9.0

13.5

19.6 27.8

48.0

75-0

117.5

174

21

5.8

9.5

14.3

20.7 I 29.1

50.1

78.0

121.8

180

3

6.3

10.0

15.0

21.8 1 30.5

52.3

81.0

126.0

185

3*

7.0

11.0

16.5

24.0 33.1

56.5

87-0

134.3

196

4

7.8

12.0

18.0

26.2 35.8

60.8

93.1

142.5

207

4i

8.5

13.0

19.5

28.4 38.4

65.0

99.1

151.0

218

5

9.3

14.0

21.0

30.6 41.1

69.3

105.2

159.6

229

5i

10.0

15.0

22.5

32.8 43.7

73.5

111.3

168.0

240

6

10.8

16.0

24.0

35.0 i 46.4

77.8

117.3

176.6

251

6i

25.5

37.2 49.0

82.0

123.4

185.0

262

7

27.0

39.4 ! 51.7

86.3

129.4

193.7

273

7^

28.5

41.6

54.3

90.5

135.0

202.0

284

8

30.0

43.8

59.6

94.8

141.5

210.7

295

9

46.0

64.9

103.3

153.6

227.8

317

10

48.2

70.2

111.8

165.7

224.8

339

11

50.4

75.5

120.3

177.8

261.9

360

12

52.6

80.8

128.8

189.9

278.9

382

Per in.

addi-

1.4

2.1

3.1

4.2

5.5

8.5

12.3

16.7

21.8

tional.

WEIGHTS OF NUTS and BOLT-HEADS,

IN POUNDS.

For Calculating the Weight of Longer Bolts.

Diameter of Bolt in Inches.

i

i

1

5

1

f

1

Weight of Hexagon Nut and

Head

.017

.057

.128

.267

.43

.73

Weight of Square Nut and

Head

.021

.069

.164

.320

.55

.88

Diameter of Bolt in Inches.

1 i n

li

If

2

2^

3

Weight of Hexagon Nut and

Head

1.10

2.14

3.78

5.6

8.75

17

28.8

Weight of Square Nut and

. Head

1.31 2.56 1 4.42

7.0 10.5

<?!

36.4.

S5 , 1

\ -^

go. 88

224 THE PASSAIC ROLLING MILL COMPANY.

BOLTS AND NUTS.

BOLTS.

U. S. Standard Screw Threads.

NUTS.

Manufacturers Standard.

Diam.

of
Bolt,
Ins.

No. of

Threads

per

Inch.

Diam.
at Root

of
Thread,
Inches.

Area of
Body of

Bolt,
Sq. Ins.

Area
at Root

of
Thread,
Sq. Ins.

Hexagon.

Square.

Short

Diam.,

Ins.

Long

Diam.,

Ins.

Side of

Square,

Ins.

Diag-
onal,
Ins.

20
18
16
14

.185
.240
.294
.344

.049
.077
.110
.150

.027
.045

.068
.093

i
5.

8

3.

4

L
a

0.58
0.72
0.87
1.01

i

f

f

7

8

0.71

0.88
1.06
1.24

Y

f

13
12
11
10

.400
.454
.507
.620

.196
.249
.307
.442

.126
.162
.201
.302

1

H
H
If

1.15
1.30
1.44
1.59

1

li

n

1.41
1.59
1.77
2.12

1

9

8
7

7

.731

.837
.940
1.06

.601
.785
.994
1.23

.419

.550
.694
.890

If
11

2

2i

1.88
2.02
2.31
2.60

If

2

2i
2i

2.47
2.83
3.18
3.54

If
If

6
6

5f
5

1.16
1.28
1.39
1.49

1.48
1.77
2.07
2.40

1.06
1.29
1.51
1.74

2i
2f
3
3i

2.89
3.18
3.46
3.75

2f
3

3i
3i

3.89
4.24
4.60
4.95

n

2

2^

5

4i
4i
4

1.61
1.71
1.96
2.17

2.76
3.14
3.98
4.91

2.05
2.30
3.02
3.71

•3i
3i

4i

4.04
4.04
4.33
4.91

3f
4

4i
4i

5.30
5.66
6.01
6.36

21
3

3i

4

3i
3i

3i

2.42
2.63

2.88
3.10

5.94

7.07
8.30
9.62

4.62
5.43
6.51
7.55

4i
4f
5
5i

5.20

5.48
5.77
6.06

4f
5

5i
5f

6.72

7.07
7.78
8.13

3f
4

4i
4-i

3
3

21-
2f

3.32
3.57
3.80
4.03

11.04
12.57
14.19
15.90

8.64
10.00
11.33
12.74

6

7
7i

6.93
7.51

8.09

8.58

6i

7

8

9.19

9.90

10.61

11.31

4f
5

S^

21
2i

4.25

4.48

17.72
19.63

14.23
15.76

7f

8

8.95
9.24

8i
8i

11.67
12.02

88

THE PASSAIC ROLLING MILL COMPANY. 225

MANUFACTURERS STANDARD,

SQUAEE AND HEXAGON

HOT-PEESSED NUTS.

NUMBER OF EACH SIZE IN 100 LBS.

Size of

Bolt,

Inches.

Number of

Number of

Size of

Bolt,

Inches.

Number of

Number of

Square.

Hexagon.

Square.

Hexagon.

1.

4

6,800

8,000

If

41.0

56.0

A

3,480

4,170

li

31.3

42.0

f

2,050

2,410

11

24.8

33.4

1^

1,290

1,460

If

19.9

26.7

h

850

1,020

1^

16.2

21.5

tV

600

710

2

13.4

22.4

5.

440

520

2i

10.7

17.7

f

251

370

2i

8.9

12.3

Z

s

159

226

2f

7.3

10.2

1

106

176

3

6.2

8.7

u

73

104

3i

4.7

7.5

li 54

75

3i

4.0

6.3

STANDAED SIZES OF WASHEES.

NUMBER IN 100 LBS.

oize of Bolt,
Inches.

Diameter of
Washer,
Inches.

Size of Hole,
Inches.

Thickness,
Wire Gauge.

Average

Number

in 100 lbs.

i

f

5

16

13,845

^

I

3.

8

16

11,220

3.

1

1^

14

6,573

-iV

H

i

14

4,261

1.

n

9

12

2,683

9

n

5.

12

2,249

5.

ii

H

10

1,315

4

2

■H

10

1,013

jL

2i

H

9

858

1

2i

iiV

9

617

H

2f

H

9

516

li

3

H

9

403

If

3i

u

8

320

n

3i

If

8

278

n

3f

If

8

247

1!

4

It

8

224

u

4i

2

8

200

2

4^

2^

8

180

2i

4*

2t

6

110

2i

5

2f

6

91

28

^ ■ ^ S8

■88

226 THE PASSAIC ROLLING MILL COMPANY,

BUCKLE PLATES.

Buckle plates are used for concrete, asphaltor stone paved floors
of buildings and highway bridges. The width of the plates varies
from 3 ft. to 5 ft., and the thickness from i" to i". The thickness
should never be less than i", while tV' is the usual thickness for
bridge floors.

Buckle plates are made in long lengths having several buckles
or domes in each plate. They are usually supported along the
two longitudinal edges and at the extreme ends, and should be
bolted or riveted to the supports, with i" or 3" bolts or rivets
spaced not over 6" centers. If the ends of the buckle plates do
not rest on supports, they should be spliced with T iron or a
pair of angles riveted together.

The approximate total safe uniformly distributed loads are
given in the following table for different thicknesses and sizes of
buckle plates, well bolted down, calculated from the formula,

W = 4 Sdt
where W = total safe uniform load, in lbs., on a single square.
S =: allowable unit strain, in lbs., per square inch,
d = depth of buckle, inches,
t = thickness of plate, inches.

TOTAL SAFE UNIFORMLY DISTRIBUTED LOADS,
IN LBS., ON BUCKLE PLATES.

Size of
Plate.

Square.

36"

Square.

42"

Square.

48"

Square.

54"

Square.

60"

Square.

Thickness,
in Inches.

2 Inches, Depth of Buckle.

16"

11,000

9,100

7,300

6,000

5,000

16,400

13,800

11,800

10,000

8,600

22,200

19,400

17,000

14,700

12,700

4,200

7,300

11,200

2h Inches, Depth of Buckle.

13,800

11,300

9,100

7,500

6,300

20,500

17,300

14,800

12,500

10,700

27,600

24,300

21,300

18,400

15,900

5,300

9,200

13,900

3 Inches, Depth of Buckle.

5
TB'

16,600

13,600

10,900

9,000

7,500

24,600

20,700

17,700

15,000

12,900

33,200

29,000

25,400

22,100

19,100

6,300
11,000
16,700

88-

If the buckles are inverted, /. e., suspended, the safe loads will
be increased from 2 to 4 times that given in the above table, de-
pending upon the size of the plate.

Buckle plates are preferably made of soft steel.

■82

^-

-^,

THE PASSAIC ROLLING MILL COMPANY. 227

PASSAIC BUCKLE PLATES.

DIMENSIONS OF BUCKLE PLATES.

No.

of

Plate.

Buckle.

L.

W,

Depth of
Buckle.

H.

Number of
Buckles in
One Plate.

Fillets.

F.

2' — 2^'

2' — 3V

1 to8

2' — 5"

3'— 2"

2' — 7"

2' — 7"

3' — 2'

2' — 7'

1 to6
1 to6

2' — T'

2"

1 to6

3' — 4"

1 to6

3' — 4" 3' — 9"

1 to6

^o

Buckles of other dimensions than those given in table may be made
by special arrangement.

■^

^

ss

»

5

228 THE

PASSAIC ROLLING MILL COMPANY.

STANDARD

SLEEVE NUTS

A]

STD

UPSETS.

M '

/z w^h^

=^ __

XpMBim^ ^

=F=:;^

i

^%

r1

W^"'""" ''":*"

■3--<'

fnliMil

1 m^

H

1 ^

)

' llr~"''' '■■' '

;

< -

i"llnl

i \i\

\JI/

\^f/

D

rME]>

^----

^.. u.

j^^

\

x>

:SIONS IN

INCHES.

u

o

o

-a

3

^ Additional

Diam-

Side

O

04

S3 .

l1

V .

2

(U

<u

length of

eter of

of

;^

5 ^

4)

V If,

rodreq'red
for one

o

D

o

11 1)

o

^ 3

upset.

Rods.

Rods.

6

Q

C

0)

h-1

CO

c
o

^ ft
6

1

o

n

5.

4

f

1

4

2i

2f

8

8i

4

3f

4f

7

i

n

4

2i

2t

7

8i

5

3i

3f

1

8

If

4i

2f

21

6

9i

7

41

5

1

li

4i

21

3T^ff

6

9i

8

4i

4i

H

H

If

^

21

3A

5i

9i

9

3f

3i

If

H

If

5

3i

3f

5

lOi

13

5i

4i

H

If

2

5

3i

3f

4i

lOi

13

4f

4

If

U

2i

5

3f

4-1%

4i

lOi

1&

4i

3i

i

If

2i

5i

3f

4-1%

4i

11

18

4i

li

If

2f

5i

4

4f

4

Hi

21

4

4i

2

n

2i

5i

4

4f

4

Hi

22

3f

4

i

2i

n

2f

6

4f

5f

4

12

29

3f

4

.

2i

2

21

6

4f

5i

3i

12i

33

4^

4i

\

2i

2i

3i

6

5i

5}f

3i

12i

40

5

4f

2f

2i

3i

6

5i

61

3i

12f

47

%

4

3

3f

6

5i

6f

3

13

58

4

8«

1

1

— 8

I

88-

■8?

THE PASSAIC ROLLING MILL COMPANY. 229

H

«Q.3l

<

OS

(M

(M

1> CX) Oi O
rH iH tH Oi

1> QO CiO
rH T-H tH O*

(>} CO '^ lO

tH Oi CC 'Jf

O 1> GO O Oi

uO O i> Ci 1-1

tH i-H (>i CO
0*(MOiC^

iC O J> OD O
(M(?iOi04CO

'O i> QO Oi

CO i> 00 Ci

O i-H Oi CO
OiOi Oi Oi

O rH T-H Oi
OiOiOiOi

rj< lO O 00 O
Oi Oi Oi Oi CO

■<* IC O i> C5
OiOiOiOi Oi

Tf vo lO O i> 00

00 '^

OI CO -^

H»

tH Oi CO

lO «0 1> 00

iC lO O 1>

CiOi-HOi CO'-^Ot'Oi
THOiOiOl OiOiOiOiOi

05 O i-( 1— I
iHOiOiOi

00 oi O^

i-Hl-IOiOi

•^ lO lO :o

CO -^ lO 1> oo
Oi OiOiOiOi

« Tf M|^ -h;>j -iI'n ^ItJ.
Oi CO -^ ^ 00
OiOiOiOiOi

00 Oi O i-H Oi CO Tji o t^
tH rH Oi Oi OiOiOiOiOi

i> 00 Oi o

i-H 1H T-l Oi

r?l-+ CClrl' wl-+ H^^ H'^'

1-H Oi CO uO I^
OiOiOi Oi o>

OrH Oi

CO -^ UO o

CO -^ to lO

05 O 1-H

*-> e in
t) .3 1)

OiOi-i

^^

lOfO

1> 00 OiO
T-lTHr-IOi

1-1 Oi CO iC 1>
Oi OiOiOiOi

CO 1> QO Oi

O 1> 00 Oi
1— I tH 1-H 1— I

Oi CO -^ to

Oi Oi

to O l> 00

CO CO

CO CO

rH 1— I Oi '^ CO
Oi OiOiOiOi

O iH Oi -^ CO
OiOiOi OiOi

O rH 1— I CO to
Oi OiOiOiOi

Hoc

to

eo|oo

to

-8i

88-

-88

230 THE PASSAIC ROLLING MILL COMPANY,

STANDAED STEEL EYE BARS.

^ si. L- H

R = RADIUS OF NECK = D

SI ■

iiiiiiiiiii 1 1 inna:--.-* \,

w.

t.

d.

S-S.

L.

Width of

Bar,
Inches.

Minimum

Thickness

of Bar,

Inches.

Diameter
of Head,
Inches.

Diameter
of

Largest
Pin Hole,

Inches.

Sectional Area

of Head on Lines

S — S in excess

of that in Body

of Bar.

Additional
Length of Bar
beyond Cen. of
Pin Hole to form
one Head, Ins.

QJJL
'^1 1

42%
42

9i

41

Ql4

39

23i

4f

m

5f

41
41

21

14i

42
42

26^

22

10

H

16

18
23

43

37i

40

40

NOTES ON PASSAIC STEEL EYE BARS.

Passaic standard steel eye bars are forged without the addition of extra-
neous metal and without welds of any kind, and are guaranteed under the
conditions given in the above table to develop the full strength of the bar
when tested to destruction.

The maximum sizes of pin holes, given in the above table, allow an excess
in the net section of the head over that of the body of the bar of 40 per cent. ,
when the thickness of the head is the same as the thickness of the body of
the bar. The thickness of the head is usually 1-16 of an inch thicker than the
body of the bar ; and where a number of eye bars are to be placed closely
together, as at a joint, the thicknesses of the heads should be considered
1-8 of an inch greater than the bodies of the bars in order to allow for the
increased thickness of the heads and for the usual roughness of forged work.

Unless otherwise specified, the steel manufactured by us for the use of
eye bars is open hearth medium steel conforming with the standard specifi-
cations of the Association of American Steel Manufacturers.

All eye bars are finished to length, and the eyes bored at the specified
distances, center to center, according to U. S. standard measurements.

Eye bars having larger or smaller heads than the above standards can be
furnished by special arrangement.

$8-

-8S

88-

'SS

THE PASSAIC ROLLING MILL COMPANY. 231

STANDARD PINS AND NUTS.

^ Q

— o-

1

■^jgj^

1

Ti

-A."

■

,

-T

si

1

1

*.-

!f --^-

- L. ^--^

G =

GEIP.

L=G+r.

D.

T.

s.

Diameter

Diameter

Length

Short Dia.

Long Dia.

Weight of

of Pin,

of Thread,

of Thread,

of Nut,

of Nut,

One Nut,

Inches.

Inches.

Inches.

Inches.

Inches.

Lbs.

li%

1

n

If

2

^'^"^ , ,

1

//

If

2

,.1'^"

H

//

3i

3f

1.5

IH

H

//

3-1

3f

1.5

2fV

li

li

3i

3f

1.5

^"^"^ ..

If

//

3i

3f

1.5

2H

2

//

3f

4i

2.5

2ii

2i

//

4i

5i

3.0

^3,^

2i

li

4|

5i

2.8

3r(j

2i

//

4i

5i

2.8

,.^'^-

2f

//

4f

5i

3.0

3|f

3

//

4f

5i

3.0

4f

3^

n

5i

6i

3.8

4f

3i

n

5i

6i

3.8

4^

4

II

6

7

6.7

5t

4

2

6

7

6.7

5i-

4

2

7

8

9.1

7

5

2i

8

9i

12.0

8

6

2i

lOi

12

22.8

9

7

2i

lOi

12

18.8

5

1

•<=

82 ^

232 THE PASSAIC ROLLING MILL COMPANY.

DP (

^SAIC STANDARD CLEVISES.

^

W

^^lU 1

— ==^

=-?;^r-^

Jill

JIJIV

IB =

= il

ffk ^^

^r^- - — t^i^^i^a

II ll

.ilill>

\^ — ^
1

i

^L-*S^ 1

The distance X can be varied to suit connections.

Num-
ber
of

Clevis.

Side

of

Square

Bar,
inches.

u

D

P

L

W

T

S

Weight
of

one
Clevis,

lbs.

Upset

for
Square

Bar.

Diam-
eter
of
Eye,

inches.

Diam-
eter
of
Pin,

inches.

Length

of
Fork,
inches.

Width

of
Fork,
inches.

Thick-
ness
of
Fork,

inches.

Length

of
Thread
inches.

1<

1

H

^

li

If

>4i

2-1^^

6i

2

5.

«

2i

12

<

H

H

^

i

If

2

21

jsi

21^

7

2i

4

2i

20

c

If

2f

>l

3<

If

2i

>6i

211

8

3

8

3

28

'^

li

21

J

'{

2

2i

2i
3i

)'

3-,^

9

3i

1

3i

45

Passaic clevises are proportioned to develop the full strength

of iron or steel bars of the sizes given.

The size of pin given is the maximum for each size of clevis

when the largest bar is used.

cf «i

^■

THE PASSAIC ROLLING MILL COMPANY. 233

LINEAL 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 ioo°
and by the length of the bar, and divide by one hundred.

NAME OF SUBSTANCE.

Aluminum (cast)

Brass (cast)

Brick

Bronze

Cement, Portland

Concrete

Copper

Glass, flint

Granite

Gold, pure

Iron, wrought

** cast . .

Lead

( from

Marble <

Masonry, brick I

Mercury (cubic expansion)

Sandstone

Silver, pure

Slate

Steel, cast :

" structural

" tempered

Tin

Wood, pine

Zinc

fe-

Coefficient

for ioo°
Fahrenheit.

.001234

.000957
.000306
.000986
.000594
.000795
.000887
.000451
.000438
.000786
.000648
.000556
.001571
.000308
.000786
.000256
.000494
.009984
.000652
.001079
.000577
.000636
.000663
.000689
.001163
.000276
.001407

Coefficient for
i8o° Fahrenheit,

or
ioo° Centigrade

.00222
.00172
.00055
.00177
.00107
.00143
.00160
.00081
.00079
.00142
.00117
.00100
.00283
.00055
.00142
.00046
.00089
.01797
.00117
.00194
.00104
.00114
.00119
.00124
.00210
.00050
.00253

■^

88

8?

234 THE PASSAIC ROLLING MILL COMPANY.

AEEAS AND WEiaHTS of SQUAEE and

EOUND STEEL BAES.

D tfi

D

o 1

h

A 1— 1

D

O

Area.

Weight

Area.

Weight

Area.

Weight

Area.

Weight

h"^

per ft.

per ft. 1

H

per ft.

per ft.

0

1

2

4.000

13.60

3.142

10.68

tV

0.004

0.013

0.003

0.010

-h

4.254

14.46

3.341

11.36

8

.016

.053

.012

.042 i

4.516

15.35

3.547

12.06

-h

.035

.119

.028

.094;

A

4.785

16.27

3.758

12.78

\

.062

.212

.049

.167

i

5.063

17.22

3.97613.521

-h

.098

.333

.077

.261

A

5.348

18.19

4.200

14.28

8

.141

.478

.110

.375

t

5.641

19.18

4.430

15.07

1^

.191

.651

.150

.511

-h

5.941

20.20

4.666

15.86

2

.250

.850

.196

.667

\

6.250

21.25

4.909

16.69

r\

.316

1.076

.248

.845;

9

6.566

22.33

5.157

17.53

1-

.391

1.328

.307

1.043

5

8

6.891

23.43

5.412

18.40

ii

.473

1.608

.371

1.262

^

7.223

24.56

5.673

19.29

3.

4

.562

1.913

.442

1.502

^

7.563

25.71

5.940

20.20

•ft

.660

2.245

.518

1.7631

If

7.910

26.90

6.213

21.12

i

8

.766

2.603

.601

2.044

^-

8.266

28.10

6.492

22.07

II

.879

2.989

.690

2.347

if

8.629

29.34

6.777

23.04

1

1.000

3.400

.785

2.670

3

9.000

30.60

7.069

24.03

-h

1.129

3.838

.887

3.014

-h

9.379

31.89

7.366

25.04

i

1.266

4.303

.994

3.379

1

8

9.766

33.20

7.670

26.08

^

1.410

4.795

1.108

3.766

'h

10.16

34.55

7.980

27.13

i

4

1.563

5.312

1.227

4.173

i

10.56

35.92

8.296

28.20

I^T

1.723

5.857

1.353

4.600

■re-

10.97

37.31

8.618

29.30

f

1.891

6.428

1.485

5.049

i^

11.39

38.73

8.946

30.42

1^

2.066

7.026

1.623

5.518|

-h

11.82

40.18

9.281

31.56

i

2.250

7.650

1.767

6.008

\

12.25

41.65

9.621

32.71

tk

2.441

8.301

1.918

6.5201

9

12.69

43.14

9.968i33.90|

f

2.641

8.978

2.074

7.051'

5

13.14

44.68

10.32

35.09

f^

2.848

9.682

2.237

7.604

] 6
\

13.60

46.24

10.68

36.31

^

3.063

10.41

2.405

8.178

14.06

47.82

11.05

37.56

■ft

3.285

11.17

2.580

8.773'

If

14.54

49.42

11.42

38.81

^

3.516

11.95

2.761

9.388

1. '

15.02

51.05

11.79

40.10

f4

3.754

12.76

2.948

10.02

1 h

T(3

15.50

52.71

12.18

41.40

2S

n

88

THE

PASSAIC ROLLING

MILL

COMPANY.

235

AREAS AND WEIGHTS of SQUAEE and

ROUND STEEL BARS

(Continued).

I) w

D

o

. ^ 1— 1

D

o

Area.

Weight

Area.

Weight

Area.

Weight

Area.

Weight

h

per ft.

per ft. j_|

per ft.

per ft.

4

16.00

54.40

12.57

42.73 6

36.00

122.4

28.27

96.14

1

16.50

56.11

12.96

44.07

1

8

37.52

127.6

29.47

100.2

1

17.02

57.85

13. 36; 45. 44

1.

4

39.06

132.8

30.68

104.3

-i^

17.54

59.62

13.77

46.83

3

8

40.64

138.2

31.92

108.5

i

18.06

61.41

14.19

48.24

2

42.25

143.6

33.18

112.8

18.60

63.23

14.61

49.66

.5

8

43.89

149.2

34.47

117.2

3.

19.14

65.08

15.03|51.11 f

45.56

154.9

35.79

121.7

-iV

19.69

66.95

15.47

52.58: i

.47.27

160.8

37.12

126.2

J,
2

20.25

68.85

15.90'54.07' 7

49.00

166.6

38.49

130.9

20.82

70.78

16.35 55.59

4

52.56

178.7

41.28

140.4

5

21.39

72.73

16. 80 57.12;

1

2

56.25

191.3

44.18

150.2

ii.

16

21.97

74.70

17.26

58.67J f

60.06 204.2

47.17

160.3

3.

4

22.56

76.71

17.72 60.25' 8

64.00 217.6

50.27

171.0

IF

23.16

78.74

18.19 61.84 i

68.06|231.4

53.46

181.8

7

23.77

80.81

18.67,63.46 i

72.25 245.6

56. 75; 193.0 |

It

24.38

82.89

19.15 65.10

f

76.56 260.3

60.13

204.4

5

25.00

85.00

19.64 66.76

9

81.00 275.4

63.62

216.3

l^T

25.63

87.14

20.13 68.44

}

85.56,290.9

67.20

228.5

26.27

89.30

20.63 70.14'

1

9

90.25

306.8

70.881241.0

-^

26.91

91.49

21.14 71.86 f

95.06

323.2

74.66 253.9

J.
4

27.56

93.72

21.65 73.60 10

100.0

340.0

78.54 267.0

1 (J

28.22

95.96

22.17|75.37i| ^

105.1

357.2

82.52 280.6

1

28.89

98.23

22.6977.15! i

110.3

374.9

86.59 294.4

1^

29.57

100.5

23.22 78.95 f

115.6

392.9

90.76

308.6

i

30.25

102.8

23.7680.77

11

121.0

411.4

95.03

323.1

9

30.94

105.2

24.30 82.62

i

126.6

430.3

99.40

337.9

5

31.64

107.6

24.85 84.491

i

132.3

449.6

103.9

353.1

n

32.35

110.0

25.41

86.38

f

138.1

469.4

108.4

368.6

2.

4

33.06

112.4

25.97

88.29

12

144.0

489.6

113.1

384.5

1 3

33.79

114.9

26.54 90.22;

34.52

117.4

27.1192.17!

if

35.25

119.9 27.6994.14

88

58 ^ 28

236 THE PASSAIC ROLLING MILL COMPANY.

WEIGHTS OF STEEL FLATS,

PER LINEAL FOOT.

Thickness,
in Inches.

1"

IV

U"

1%"

2"

2\"

2k"

21"

3"

tV

.21

.26

.32

.37

.43

.48

.53 .58

.63

JL ^

.42

.53

.64

.75

.85

.96

1.06

1.17

1.28

1%

.63

.79

.96

1.11

1.28

1.44

1.59

1.75

1.91

X

4

.85

1.06

1.28

1.49

1.70

1.91

2.12

2.34

2.55

-h

1.06

1.33

1.59

1.86

2.12

2.39

2.65

2.92

3.19

3.

1.28

1.59

1.92

2.23

2.55

2.87

3.19

3.51

3.83

'h

1.49

1.86

2.23

2.60

2.98

3.35

3.72

4.09

4.46

i

1.70

2.12

2.55

2.98

3.40

3.83

4.25

4.67

5.10

1^

1.92

2.39

2.87

3.35

3.83

4.30

4.78

5.26

5.74

f

2.12

2.65

3.19

3.72

4.25

4.78

5.31

5.84

6.38

H

2.34

2.92

3.51

4.09

4.67

5.26

5.84

6.43

7.02

2.55

3.19

3.83

4.47

5.10

5.75

6.38

7.02

7.65

tI

2.76

3.45

4.14

4.84

5.53

6.21

6.90

7.60

8.29

^

2.98

3.72

4.47

5.20

5.95

6.69

7.44

8.18

8.93

•ii

3.19

3.99

4.78

5.58

6.38

7.18

7.97

8.77

9.57

1

3.40

4.25

5.10

5.95

6.80

7.65

8.50

9.35

10.20

1-iV

3.61

4.52

5.42

6.32

7.22

8.13

9.03

9.93

10.84

li

3.83

4.78

5.74

6.70

7.65

8.61

9.57

10.52

11.48

1t^

4.04

5.05

6.06

7.07

8.08

9.09

10.10

11.11

12.12

U

4.25

5.31

6.38

7.44

8.50

9.57

10.63

11.69

12.75

1-1^6-

4.46

5.58

6.69

7.81

8.93

10.04

11.16

12.27

13.39

If

4.67

5.84

7.02

8.18

9.35

10.52

11.69

12.85

14.03

ll^

4.89

6.11

7.34

8.56

9.78

11.00

12.22

13.44

14.66

u

5.10

6.38

7.65

8.93

10.20

11.48

12.75

14.03

15.30

1-1%

5.32

6.64

7.97

9.30

10.63

11.95

13.28

14.61

15.94

If

5.52

6.90

8.29

9.67

11.05il2.43

13.81

15.19

16.58

If?

5.74

7.17

8.61

10.04

11.4712.91

14.34

15.78

17.22

If

5.95

7.44

8.93

10.42

11.90

13.40

14.88

16.37

17.85

ItI

6.16

7.70

9.24

10.79

12.33

13.86

15.40

16.95

18.49

11

6.38

7.97

9.57

11.15

12.7514.34

15.94

17.53

19.13

lit

6.59

8.24

9.88

11.53

13.1814.83

16.47

18.12

19.77

2

6.80

8.5010.20

11.90

13.6015.30

17.00

18.7020.40 1

8S

1 1 52

THE PASSAIC ROLLING MILL COMPANY. 237

WEIGHTS OF STEEL FLATS,

PER LINEAL FOOT

(Coyitimied).

Thickness,
in Inches.

8"

9"

10'

1

■h

.75i .85; .96
1.49 1.70! 1.92
2.23 2.55 2.87
2.98 3.40 3.83

1.06
2.13
3.19
4.25

1.28 1.49
2.55i 2.98
3.83| 4.46
5.10 5.95

1.70
3.40
5.10

6.80

1.91
3.82
5.74
7.65

2.13
4.25

6.38

8.50

-h

'h

3.72
4.47
5.20
5.95

4.25! 4.78 5.31
5.10 5.74 6.38
5.95 6.70 7.44

6.80! 7.65! 8.50

6.38' 7.44

7.65! 8.93

8.9310.41

10.2011.90

8.50
10.20
11.90
13.60

9.56
11.48
13.40
15.30

10.62
12.75

14.88
17.00

JUL

16

6.70 7.65 8.61| 9.57
7.44 8.50 9.5710.63
8.18 9.3510.5211.69
8.9310.2011.4812.75

11.4813.39
12.7514.87
14.0316.36
15.3017.85

15.30

17.00
18.70
20.40

17.22
19.13
21.04
22.96

19.14
21.25
23.38
25.50

14

l6

9.6711.0512.4313.81
10.4111.9013.3914.87
11.1612.7514.3415.94
11.9013.6015.3017.00

16.5819.34

17.85 20.83
19.13 22.32
20.40 23.80

li
li

12.65 14.4516.26118. 06
13.3915.3017.2219.13
14.1316.1518.17 20.19
14.8717.0019.13 21.25

21.68 25.29
22.95 26.78
24.23 28.26
25.50 29.75

If
1*

1^

15.6217.8520.08 22.32
16.3618.70 21.04 23.38
17.1019.8521.99 24.44
17.8520.40 22.9525.50

26.78 31.23

28. 05:32. 72
29.33 34.21
30.60l35.70

22.10

23.80
25.50
27.20

24.86
26.78
28.69
30.60

27.62
29.75
31.88
34.00

28.90 32.52
30.60 34.43

32.30
34.00

35.70
37.40
39.10
40.80

36.34

38.26

36.12

38.25
40.38
42.50

40.16
42.08
44.00
45.90

44.64
46.75

48.88
51.00

1^,
If

1 9

■•■16

18.60 21.25 23.9126.57
19.34 22.10 24.87 27.63

20.08 22.9525.82 28.69
20.83 23.80 26.78 29.75

31.88 37.19
33.15 38.67
34.43 40.16
35.7041.65

42.50
44.20
45.90

47.60

47.82
49.73
51.64
53.56

53.14
55.25

57.38
59.50

115.
■•■16

21.57 24.65 27.73 30.81
22.3125.50 28.69 31.87
23.06 26.35 29.64 32.94
23.80 27.20 30.60 34.00

36.9843.14
38.25 44.63
39.53 46.12

49.30 55.46 61.62
51.00 57.38 63.75

52.70

40.80 47.60l54.40

59.29 65.88
61.20 68.00

■S8

88 88

238 THE PASSAIC ROLLING MILL COMPANY.

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-8S

THE PASSAIC ROLLING MILL COMPANY. 239

EH

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8S-

■88

240 THE PASSAIC ROLLING MILL COMPANY.

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rH 0> -^ to

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rH CO to l-^
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rH ■"* O O
to -^^ CO Oi

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CO 00 -^ -^
CO GO CO 00

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Oi CO O CO
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to CO l>- GO

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to CO l^ 00

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rH O Oi 00

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CO

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to CO CO t>^

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CO rj| Tt Tf
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to CD 1> Oi

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CO -^ to CO
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CD oqo Oi
oi Oi CO CO*

CO -^ to CO

ccto ir.fi

-as

S8"

•88

THE PASSAIC ROLLING MILL COMPANY. 241

'«

O

O

O
W

O

o

00
05

CO
0)

Oi

05

o

05

00

CD
00

00

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CO

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!>• li^ tH Oi

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ao (M o Oi
1-H (TJ <?? (^i

lO Oi 05 l^
CO 1> O "^

CO CO -^ Tt

■^ o

00 Oi

GO to

•^ lO lO tO

Oi •^ O TO
CO O Oi Oi

Oi Oi CO o
lO Oi Oi uO

r4 1-H oi oi

l^ Oi rH CO
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oi CO CO* CO

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CO Oi O Oi
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to Oi OilO
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in

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o o -^ o
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CO

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X X

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oi ci CO oi

X Ci rH CO

CD Oi O ■«*
rH CO -^ CO

CO oi X* ■^*

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O Oi
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'^f to
Oi Oi

scte

-ss

^

242 THE PASSAIC ROLLING MILL COMPANY.

AREAS OF FLATS.

Thickness
in Inches.

1"

li"

U"

If"

2"

2-1"

2i"

2f"

3'

.063
.125

.188
.250

.078
.156
.234
.313

.094

.188
.281
.375

.109
.219
.328
.438

.125

.250
.375
.500

.141
.281
.422
.563

.156
.313
.469
.625

.172
.344
.516

.688

.188
.375
.563
.750

2

.313
.375
.438
.500

.391
.469
.547
.625

.469
.563
.656
.750

.547
.656
.766

.875

.625
.750

.875
1.00

.703

.844
.984
1.13

.781
.938
1.09
1.25

.859
1.03
1.20
1.38

.938
1.13
1.31
1.50

.563
.625

.688
.750

.703

.781
.859
.938

.844
.938
1.03
1.13

.984
1.09
1.20
1.31

1.13
1.25
1.38
1.50

1.27
1.41
1.55

1.69

1.41
1.56
1.72

1.88

1.55
1.72
1.89

2.06

1.69

1.88
2.06
2.25

i
it

.813

.875
.938
1.00

1.02
1.09
1.17
1.25

1.22
1.31
1.41

1.50

1.42
1.53
1.64
1.75

1.63
1.75

1.88
2.00

1.83
1.97
2.11

2.25

2.03
2.19
2.34

2.50

2.23
2.41

2.58
2.75

2.44

2.63

2.81
3.00

U^6

As
1 L

1.06
1.13
1.19
1.25

1.33
1.41
1.48
1.56

1.59
1.69

1.78
1.88

1.86
1.97
2.08
2.19

2.13
2.25

2.38
2.50

2.39
2.53
2.67

2.81

2.66
2.81
2.97
3.13

2.92
3.09
3.27
3.44

3.19
3.38
3.56
3.75

■•■2

1.31
1.38
1.44
1.50

1.64
1.72

1.80

1.88

1.97
2.06
2.16
2.25

2.30
2.41
2.52
2.63

2.63
2.75

2.88
3.00

2.95
3.09
3.25
3.38

3.28
3.44
3.59
3.75

3.61
3.78
3.95
4.13

3.94
4.13
4.31

4.50

1.56
1.63
1.69
1.75

1.95
2.03
2.11
2.19

2.34
2.44
2.53
2.63

2.73

2.84
2.95
3.06

3.13
3.25
3.38
3.50

3.52
3.66
3.80
3.94

3.91

4.06
4.22
4.38

4.30
4.47
4.64
4.81

4.69

4.88
5.06
5.25

lit

lit
2

1.81

1.88
1.94
2.00

2.27
2.34
2.42
2.50

2.72
2.81
2.91
3.00

3.17

3.28
3.39
3.50

3.63
3.75

3.88
4.00

4.08
4.22
4.36

4.50

4.53
4.69

4.84
5.00

4.98
5.16
5.33

5.50

5.44
5.63
5.81
6.00

8S ?i

f

58

—

THE PASSAIC ROLLING MILL COMPANY. 243

AREAS OF FLATS.

(Conttmied. )

Thickness
in Inches.

3i"

4"

4t"

5"

6"

7"

8"

9"

10"

'h

.219

.250

.281

.313

.375

.438

.500

.563

.625

i

.438

.500

.563

.625

.750

.875

1.00

1.13

1.25

-h

.656

.750

.844

.938

1.13

1.31

1.50

1.69

1.88

1

4

.875

1.00

1.13

1.25

1.50

1.75

2.00

2.25

2.50

^^

1.09 1.25

1.41

1.56

1.88

2.19

2.50

2.81

3.13

3.

8

1.31

1.50

1.69

1.88

2.25

2.63

3.00

3.38

3.75

■h

1.53

1.75

1.97

2.19

2.63

3.06

3.50

3.94

4.38

1
2

1.75

2.00

2.25

2.50

3.00

3.50

4.00

4.50

5.00

-.^

1.97

2.25

2.53

2.81

3.38

3.94

4.50

5.06

5.63

8

2.19 2.50

2.81

3.13

3.75

4.38

5.00

5.63

6.25

u

2.41 2.75

3.09

3.44

4.13

4.81

5.50

6.19

6.88

3

■4

2.63 3.00

3.38

3.75

4.50

5.25

6.00

6.75

7.50

i^

2.84

3.25

3.66

4.06

4.88

5.69

6.50

7.31

8.13

^

3.06

3.50

3.94

4.38

5.25

6.131 7.00

7.88

8.75

1 5

3.28

3.75

4.22

4.69

5.63 6.56

7.50

8.44

9.38

3.50

4.00

4.50

5.00

6.00 7.00

8.00

9.00

10.00

lA

3.72

4.25

4.78

5.31

6.38

7.44

8.50

9.56

10.63

L
<

3.94 4.50

5.06

5.63

6.75

7.88

9.00

10.13

11.25

1>%

4.16 4.75 5.34

5.94

7.13

8.31

9.50

10.69

11.88

t

4.3815.00 5.63

]

6.25

7.50

8.75

10.00

11.25

12.50

1-1^

4.59 5.25

5.91

6.56

7.88

9.19

10.50

11.81

13.13

•*-^

J

4.8115.50

6.19

6.88

8.25

9.63

11.00

12.3813.75 1

llV

5.03 5.75

6.47

7.19

8.63|

10.06

11.50

12.94

14.38

I2

5.25 6.00

6.75

7.50

9.0010.50

12.00

13.50

15.00

1 _9

5.47 6.25

7.03

7.81

9.3810.94

12.50

14.06

15.63

1 i

'

5.69 6.50

7.31

8.13

9.75ill.38

13.00

14.63

16.25

m

5-91 i 6.75

7.59

8.44

10.1311.81

13.50

15.19

16.88

6.13

7.00 1

7.88; 8.75[10.5012.25

14.00

15.75

17.50

lit

6.34

7.25

8.16 9. 06; 10. 88i 12. 69

14.50

16.31

18.13

1 '

"

6.56

7.50

8.44

9.38:11.2513.13

15.00

16.88

18.75

1+^

6.78

7.75

8.72

9.6911.6313.56

15.50

17.44

19.38

2

7.00 1

8.00

9.00

10.0012.00il4.00

16.00

18.00

20.00

2^ — •0

o

^

244

THE PASSAIC ROLLING MILL COMPANY.

Weight pee Square Foot

OF Sheets of

Wrought Iron, Steel, Copper,

AND

Brass.

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

0

.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

5.14

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

.6.34

.599

29

.013

.522

.529

.589

.556

30

.012

.482

.488

.544

.514

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

Specifi

c Gravity . .

7.704

7.806

8.698

8.218

Weigt

it Cubic ft. .

481.25

487.75

543.6

513.6

Weigl

it Cubic in.

.2787

.2823

.3146

.2972

fe

-—si

88

s?

THE PASSAIC ROLLING MILL COMPANY. 245

Weight per Square Foot

OF Sheets of

Wrought Iron, Steel, Copper,

AND Brass.

THICKNESS BY AMERICAN 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

0

.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 t

lere are many

gauges in use differing fron

1 each other, a

nd even the

thickn

esses of a certJ

lin specified gauge, as the Bi

rmingham, are

not assum-

ed the

same by all n

lanufacturers, orders for shee

ts and wire sh

ould always

state tl
g8

le weight per

D foot or the thickness in the

)usandths of an

inch.

82

^

^

246 THE PASSAIC ROLLING

MILL COMPANY.

DIFFERENT STANDARDS FOR WIRE

aAUdE IN USE IN THE U. S.

DIMENSIONS IN DECIMAL PARTS OF AN

INCH.

Number

American, or

Birm-

Washburn

& Moen

Mnfg. Co.,

Trenton

United j Old

of

Brown

ingham,

Iron Co.,

States I English,

Wire

&

or

Trenton,

Standard.

from Brass

Gauge.

Sharpe.

Stubs'.

Worcester,
Mass.

N.J.

Mfrs. List.

000000

.46

.46875

00000

.43

.45

.4375

0000

.46

.454

.393

.4

.40625

000

.40964

.425

.362

.36

.375

00

.3648

.38

.331

.33

.34375

0

.32495

.34

.307

.305

.3125

1

.2893

.3

.283

.285

.28125

2

.25763

.284

.263

.265

.26563

3

.22942

.259

.244

.245

.25

4

.20431

.238

.225

.225

.23438

5

.18194

.22

.207

.205

.21875

6

.16202

.203

.192

.19

.20313

7

.14428

.18

.177

.175

.1875

8

.12849

.165

.162

.16

.17188

9

.11443

.148

.148

.145

.15625

10

.10189

.134

.135

.13

.14063

11

.090742

.12

.12

.1175

.125

12

.080808

.109

.105

.105

.10938

13

.071961

.095

.092

.0925

.09375

14

.064084

.083

.08

.08

.07813

.083

15

.057068

.072

.072

.07

.07031

.072

16

.05082

.065

.063

.061

.0625 .065 1

17

.045257

.058

.054

.0525

.05625

.058

18

.040303

.049

.047

.045

.05

.049

19

.03539

.042

.041

.039

.04375

.04

20

.031961

.035

.035

.034

.0375

.035

21

.028462

.032

.032

.03

.03438

.0315

22

.025347

.028

.028

.027

.03125

.0295

23

.022571

.025

.025

.024

.02813

.027

24

.0201

.022

.023

.0215

.025

.025

25

.0179

.02

.02

.019

.02188

.023

26

.01594

.018

.018

.018

.01875

.0205

27

.014195

.016

.017

.017

.01719

.01875

28

.012641

.014

.016

.016

.01563

.0165

29

.011257

.013

.015

.015

.01406

.0155

30

.010025

.012

.014

.014

.0125

.01375

31

.008928

.01

.0135

.013

.01094

.01225

32

.00795

.009

.013

.012

.01016

.01125

33

.00708

.008

.011

.011

.00938 .01025

34

.006304

.007

.01

.01

.00859 .0095

35

.005614

.005

.0095

.009

.00781 .009

^

— 88

-^

THE PASSAIC ROLLING MILL COMPANY

247

WIRE — Ikon, Steel, Coppek, Beass.

Weight of 100 Feet in Pounds.

BIRMINGHAM WIRE GAUGE.

PER 100 LINEAL FEET.

No. of
Gauge.

Iron.

Steel.

Copper.

Brass.

0000

54.62

55.13

62.39

58.93

000

47.86

48 32

54.67

51.64

00

38.27

38.63

43.71

41.28

0

30.63

30.92

34.99

33.05

1

23.85

24.07

27.24

25.73

2

21.37

21.57

24.41

23.06

3

17.78

17.94

20.3

19.18

4

15.01

15.15

17.15

16.19

5

12.82

12.95

14.65

13.84

6

10.92

11.02

12.47

11.78

7

8.586

8.667

9.807

9.263

8

7.214

7.283

8.241

7.783

9

5.805

5.859

6.63

6.262

10

4.758

4.803

5.435

5.133

11

3.816

3.852

4.359

4.117

12

3.148

3.178

3.596

3.397

13

2.392

2.414

2.732

2.58

14

1.826

1.843

2.085

1.969

15

1.374

1.387

1.569

1.482

16

1.119

1.13

1.279

1.208

17

.8915

.9

1.018

.9618

18

.6363

.6423

.7268

.6864

19

.4675

.472

.534

.5043

20

.3246

.3277

.3709

.3502

21

.2714

.274

.31

.2929

22

.2079

.2098

.2373

.2241

23

.1656

.1672

.1892

.1788

24

.1283

.1295

.1465

.1384

25

.106

.107

.1211

.1144

26

.0859

.0867

.0981

.0926

27

.0678

.0685

.0775

.0732

28

.0519

.0524

.0593

.056

29

.0448

.0452

.0511

.0483

:^0

.0382

.0385

.0436

.0412

31

.0265

.0267

.0303

.0286

32

.0215

.0217

.0245

.0231

33

.017

.0171

.0194

.0183

34

.013

.0131

.0148

.014

35

.0066

.0067

.0076

.0071

36

•

.0042

.0043

.0048

.0046

?8-

-^

248 THE PASSAIC ROLLING MILL COMPANY.

:3 ^
ID m

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-88

88

$8

THE PASSAIC ROLLING MILL COMPANY.

249

LAP- WELDED AMERICAN

CHARCOAL IRON BOILER TUBES.

TABLES OF

STANDARD SIZES.

MORRIS

, TASKER & CO.

_

.i d

i« n 1)

■*- o^

ernal
meter

U5

c

1 S i!
S3g

11

o -o .

o 73, .

S rt

£ o

Ext
Dial

C.2

1^

^3

c<

Inch.

Inch

Inch.

Inch.

Inch.

Feet.

Feet.

Inch.

Inch.

Lbs.

1

0.856

0.072

3.142

2.689

4.460

3.819

0.575

0.785

0.708

IK

1.106

0.072

3.927

3.474

3.455

3.056

0.960

1.227

0.9

IK

1.334

0.083

4.712

4.191

2.863

2.547

1.396

1.767

1.250

IK

1.56C

0.095

5.498

4.901

2.448

2.183

1.911

2.405

1.665

2

1.804

0.098

6.283

5 667

2.118

1.909

2.556

3.142

1.981

2K

2.054

0.098

7.069

6.484

1.850

1.698

3.314

3. 976

2.238

2K

2.283

0.109

7.854

7.172

1.673

1.528

4 094

4. 909

2.755

2K

2.533

0.109

8.639

7.957

1.508

1.390

5.039

5.940

3.045

3

2.783

0.109 j 9.425

8.743

1.373

1.273

6.083

7.069

3.333

3K

3.012

0.119

10.210

9.462

1.268

1.175

7 125

8.296

3.958

3^

3.262

0.119

10-995

10.248

1.171

1.091

8.357

9.621

4.272

3K

3.512

0.119

11 . 781

11.033

1.088

1.018

9.687

11.045

4.590

4

3.741

0.130

12.566

11.753

1.023

0.955

10.992

12 . 566

5.320

4K

4.241

0.130

14.137

13.323

0.901

0.849

14.126

15.904

6.010

5

4.72

0.140

15.708

14.818

0.809

0.764

17.497

19.635

7.226

6

5.699

0.151

18.84917.904

0.670

0.637

25.509 28.274

9.346

7

6.657

0.172

21.99120.914

0.574

0.545

34.805 38.484

12.435

8

7.636 1 0.182

25.132 23.989

0.500

0.478

45.795 50.265

15.109

9

8.615 0.193

28.274 27.055

0.444

0.424

58.291 63.617

18.002

10

9.573 0.214

31.416 30.074

0.399

0.382

71.975 78.540

22.19

WROUaHT-IRO

N WELDED TUB]

ES.

EXTR

A STRONG.

rt 4>

u rt bi

i^ rt M

(3

bo

S « £

.S U

3-S U

c h G

C-Q i- C

3.^ lUro

^^

v=;-^,7;

£ S

■w i£ P

^ tj o

-^ 2 X P

tr^ p^

a

Q 3 C/3

U -! 5

.^^.2 2

3

.405
.54

.100
.123

.205
.294

^

.675

.127

.421

%

.84

.149

.298

.542

.244

%

1.05

.157

.314

.736

.422

1

1.315

.182

.364

.951

.587

IK

1.66

.194

.388

1.272

.884

IK

1.9

.203

.406

1.494

1

.088

2

2.375

.221

.442

1.933

1

.491

2K

2.875

.280

.560

2.315

1

.755

3

3.5

.304

.608

2.892

2

.284

3K

4.

.321

.642

3.358

2

.716

4

4.5

.341

.682

3.818

3

.136

fe

^

o2^

88

250

THE PASSAIC ROLLING MILL COMPANY.

SPIKES, NAILS AND TACKS.

STANDARD STEEL WIRE NAILS.

STFFT WTRF SPTKFS

Sizes.

Length.

Common.

Finishing.

Diam., No. per

Diam., No. per

Length.

Diam.,

No. per

inches, i pound.

inches, pound.

inches.

pound.

2d

1"

.0524

1060

.0453 1558

3"

.1620

41

3d

U"

.0588

640

.0508

913

3i"

.1819

30

4d

U"

.0720

380

.0508

761

4"

.2043

23

5d

If"

.0764

275

.0571

500

4i"

.2294

17

6d

2"

.0808

210

.0641

350

5"

.2576

13

7d

2Y'

.0858

160

.0641

315

5i"

.2893

11

8d

2i"

.0935

115

.0720

214

6"

.2893

10

9d

2f"

.0963

93

.0720

195

6i"

.2249

7-k

lOd

3"

.1082

77

.0808

137

7"

.2249

7

12d

3\"

.1144

60

.0808

127

8"

.3648

5

16d

3i"

.1285

48

.0907

90

9"

.3648

4i

20d

4"

.1620

31

.1019

62

30d

4i"

.1819

22

40d

5"

.2043

17

50d

5i"

.2294

13

60d

6"

.2576

11

WOOD SCEEWS.

No.

Diam.

No.

Diam.

No.

Diam.

I

^o.

Diam.

No.

Diam.

0

.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
30

.440
.453

WROUGHT SPIKES.

Number to a keg of 150 lbs.

L'gth,

i inch.

j5g inch.

|inch.

L'gth,

i inch.

T5 in-

1 inch. X5 in.

^ inch.

inch.

N6.

No.

No.

inch.

No.

No.

No. No.

No.

3

2250

7

1161

662

482

445

306

3i

1890

1208

8

635

455

384

256

4

1650

1135

9

573

424

300

240

4i

1464

1064

10

391

270

222

5

1380

930

742

11

249

203

6

1292

868

570

12

236

180

is

\ \ ^ ^ »

^

THE PASSAIC ROLLING MILL COMPANY. 251

NAILS AND SPIKES.

Size, "Lengthy and Number to the Pound.

ORDINARY.

Size. Length.

2^

3

4

5

6

7

8

9
10
12
16
20
30
40
50
60

1"

H"

1 3//
-••4

2"
2\"

91//

21"
3"

31-"
3i-"

4"

4V'

5"

5V'

6"

LIGHT.

4d

5

6

11
2

BRADS.

6d

8
10
12

21
3^

No.
to Lb.

CLINCH.

FINISHING.

T .1, 1 No.

800

400

.300

200

150

320

85

75

60

50

40

20

16

14

11

8

373
272
196

163
96
74

50

2

152

21

133

2^

92

21

72

3

60

31

43

FENCE.

2

96

2i

66

2i

56

2f

50

3

40

SPIKES.

3i
4

5

19
15
13
10
9
7

BOAT,

li

206

Size.

4d

5

6

8
10
12
20

Length.

If
If

2

2i
3

3t
3^

CORE.

SLATE.

3d

4
5

6

2

No.
to Lb-

//

6d

2

8

2i

10

2i

12

3^

20

31

30

4i

40

4f

W H

2i

A^ H L

2i

384

256

204

102

80

65

46

143

68
60
42
25
18
14

69
72

288
244
187
146

TACKS.

Size.

loz.

Length.

X

8
16

ts

No.
to Lb.

16000

10666

8000

6400

5333

Size.

4 oz.

6

8
10
12

Length.

11
IF
3.

4

No.
to Lb.

4000
2666
2000
1600
1333

Size, j Length.

14 oz.
16

18
20
22

1 6

'ns

No.
to Lb.

1143
1000

888
800

727

S8

^

252 THE PASSAIC ROLLING MILL COMPANY.

WINDOW aLASS.

Number of Lights per Box of 50 Feet.

Inches.

No.

Inches.

No.

Inches.

No.

Inches.

No.

6X 8

150

12X18

33

16X44

10

26X32

9

7 9

115

12 20

30

18 20

20

26 34

8

8 10

90

12 22

27

18 22

18

26 36

8

8 11

82

12 24

25

18 24

17

26 40

7

8 12

75

12 26

23

18 26

15

26 42

7

8 13

70

12 28

21

18 28

14

26 44

6

8 14

64

12 30

20

18 30

13

26 48

6

8 15

60

12 32

18

18 32

13

26 50

6

8 16

55

12 34

17

18 34

12

26 54

5

9 11

72

13 14

40

18 36

11

26 58

5

9 12

67

13 16

35

18 38

11

28 30

9

9 13

62

13 18

31

18 40

10

28 32

8

9 14

57

13 20

28

18 44

9

28 34

8

9 15

53

13 22

25

20 22

16

28 36

7

9 16

50

13 24

23

20 24

15

28 38

7

9 17

47

13 26

21

20 26

14

28 40

6

9 18

44

13 28

19

20 28

13

28 44

6

9 20

40

13 30

18

20 30

12

28 46

6

10 12

60

14 16

32

20 32

11

28 50

5

10 13

55

14 18

29

20 34

11

28 52

5

10 14

52

14 20

26

20 36

10

28 56

4

10 15

48

14 22

23

20 38

9

30 36

7

10 16

45

14 24

22

20 40

9

30 40

6

10 17

42

14 26

20

20 44

8

30 42

6

10 18

40

14 28

18

20 46

8

30 44

5

10 20

36

14 30

17

20 48

8

30 46

5

10 22

33

14 32

16

20 50

7

30 48

5

10 24

30

14 34

15

20 60

8

30 50

5

10 26

28

14 36

14

22 24

14

30 54

4

10 28

26

14 40

13

22 26

13

30 56

4

10 30

24

14 44

11

22 28

12

30 60

4

10 32

22

15 18

27

22 30

11

32 42

5

10 34

21

15 20

24

22 32

10

32 44

5

11 13

50

15 22

22

22 34

10

32 46

5

11 14

47

15 24

20

22 36

9

32 48

5

11 15

44

15 26

18

22 38

9

32 50

4

11 16

41

15 28

17

22 40

8

32 54

4

11 17

39

15 30

16

22 44

8

32 56

4

11 18

36

15 32

15

22 46

7

32 60

4

11 20

33

10 18

25

22 50

7

34 40

5

11 22

30

16 20

23

24 28

11

34 44

5

11 24

27

16 22

20

24 30

10

34 46

5

11 26

25

16 24

19

24 32

9

34 50

4

11 28

23

16 26

17

24 36

8

34 52

4

11 30

21

16 28

16

24 40

8

34 56

4

11 32

20

16 30

15

24 44

7

36 44

5

11 34

19

16 32

14

24 46

7

36 50

4

12 14

43

16 34

13

24 48

6

36 56

4

12 15

40

16 36

12

24 50

6

36 60

3

12 16

38

16 38

12

24 54

5

36 64

3

12 17

35

16 40

11

24 56

5

40 60

3

88 -... .- , ~.^

8S-

-S8

THE PASSAIC ROLLING MILL COMPANY. 253

ROOFINa SLATE.

General Rule for the Computation of Slate.

A square of slating is loo sq. ft. of finished roofing. Slating
is usually laid so that the third slate laps the first slate by-
three inches. To compute the number of slates, of a given size,
required to cover a square of roof; subtract three inches from
the length of the slate, multiply the remainder by the width
of the slate and divide by 2 ; the result is the number of sq.
ins. of roof covered per slate; divide 14,400 (the number of
sq. ins. in a square) by the number so found, and the result
will be the number of slates required for a square.

Weight per Cubic Foot, - 174 Pounds.

Weight per Square Foot.

Thickness ^

Weight 1.81

_3_

16

2 713.625.43 7.25

9.0610.87

1 inch.
14. 5 lbs.

Table of Sizes and Numbek of Slate
IN One Square.

Size in
Inches.

6X12

7 12

8 12

9 12
10 12
12 12

7 14

8 14

9 14
10 14
12 14

No. of
Slate in
Square.

533
457
400
355
320
266
374
327
291
261
218

Size in
Inches.

8X16

9 16

10 16

12 16

9 18

10 18

11 18

12 18
14 18

10 20

11 20

No. of
Slate in
Square.

277
246
221
184
213
192
174
160
137
169
154

Size in
Inches.

12x20

14 20

11 22

12 22
14 22
12 24
14 24
16 24
14 26
16 26

No. of
Slate in
Square.

141

121

137

126

108

114

98

86

89

78

J

254 THE PASSAIC ROLLING MILL COMPANY.

■^

CAPACITY OF CISTERNS OR TANKS,

In Gallons, for Each Foot in Depth.

Diameter
in Feet.

2.

2.5

3.

3.5

4.

4.5

5.

5.5

6.

6.5

7.

7.5

8.

8.5

Gallons.

23.5
36.7
52.9
71.96
94.02
119.
146.8
177.7
211.6
248.22
287.84
330.48
376.
424.44

Diameter
in Feet.

9.

9.5
10.
11.
12.
13.
14.
15.
20.
25.
30.
35.
40.
45.

Gallons.

475.87
553.67
587.5
710.9
846.4
992.9
1,151.5
1,321.9
2,350.0
3,570.7
5,287.7
7,189.
9,367.2
11,893.2

The American standard gallon contains 231 cubic inches, or 83^ pounds
of pure water. A cubic foot contains 62.3 pounds of water, or 7.48
gallons. Pressure per square inch is equal to the depth or head in feet
multiplied by .433. Each 27.72 inches of depth gives a pressure of one
pound to the square inch.

SKYLiaHT AND FLOOR OLASS.

"Weight per Cubic Foot, - 156 Pounds.
"Weight per Square Foot.

Thickness .
Weight . . .

i ^, i i

i

f i

1.622.433.254.88

6.50

8.13J9.75

1 inch.
13 lbs.

FLAaaiNa.

"Weight per Cubic Foot, - 168 Pounds.
"Weight per Square Foot.

Thickness ,
Weight . . ,

88-

1
14

2

28

3
42

4
56

5

70

6

84

7
98

8 inch.
112 lbs.

J^

88 8S

THE PASSAIC ROLLING MILL COMPANY. 255

NOTES ON BEICKWOEK.

In ordinary brickwork, one cubic foot of wall will require
21 bricks of 8 in. X 2^ in. X 3^ in.

For looo ordinary bricks is required I barrel of good lime,
2 cartloads of ordinary sharp sand.

One brick as above weighs 4 lbs., dry; if perfectly soaked
in water, 5 lbs. It will absorb i lb. or one pint of water.

Edgewise arches will require about 7 bricks per square
foot of floor, and endwise arches will require about 14 bricks
of the size given above.

For I cubic yard of concrete is required i barrel of
cement, 2 barrels of good sharp sand, l cubic yard of broken
stone.

TEANSVERSE STEENGTH OF
BUILDING STONES.

b = width of stone, in inches.
d = thickness of stone, in inches.
/^ length of span, in inches.

The safe uniformly distributed loads, in tons of 2000 lbs.,
for a factor of safety of 10, can be obtained by multiplying the

coefficients, given in the table, by — -— *

Coefficients.

Bluestone 0 . 18

Granite 0. 12

Limestone 0 . 1(3

Sandstone ." 0.08

Slate 0.36

Thus, a granite lintel, 24 inches wide and 12 inches thick,
spanning an opening of 48 inches would sustain a safe load of

?i><i^X 0.12 = 8.64 tons.

48

If the loads are concentrated at the center of the span, the
safe load will be one-half the safe uniform load given by the
table.

SS-

^

256 THE PASSAIC ROLLING MILL COMPANY.

NOTES ON STEEL AND IRON.

Wrought iron weighs 480 lbs. per cubic foot. A bar, i in.

square and 3 ft. long, weighs, therefore, exactly 10 lbs.

Hence :
The sectional area, in sq. ins. = the weight per foot X fo
The weight per foot, in lbs. = sectional area X ^3^
Steel weighs 490 lbs. per cubic foot, or 2 per cent, greater

than wrought iron. Hence for steel :

The sectional area, in sq. ins. = weight per foot ~ 3.4

The weight per foot in lbs. = sectional area X 3.4

The melting-points of iron and steel are about as follows :

Wrought Iron 3,000° Fahrenheit

Cast Iron 2,000° "

Steel 2,400°

The welding heat of wrought iron is 2,700° Fahrenheit.

The contraction of a wrought-iron rod in cooling is about
equivalent to ro^ou" of its length for a decrease of 15° Fahr.,
and the strain thus induced is about one ton (2240 lbs.) for
every square inch of sectional area in the bar.

For a rod of the lengths given below, the contraction will
be as follows :

Length of rod in feet 10 20 30 40 50 100 150

Contrac'n in inches for 15° 012 .024 .036 .048 .060 .120 .180

" 150° .120 .240 .360 .480 .600 1.200 1.800

" " 100° .080 .160 .240 .320 .400 .800 1.200

Contraction and expansion being equal the pressure per
square inch induced by heating or cooling is as follows :
For temperatures varying by 15° Fahr. :

Variation .... 15 30 45 60 75 105 120 150 degrees.

Pressure 12 3 4 5 7 8 10 tons.

88 ^

2

$8

■

THE

PASSAIC ROLLING MILL COMPANY. 257

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258 THE PASSAIC ROLLING MILL COMPANY.

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260 THE PASSAIC ROLLING MILL COMPANY.

AVERAGE ULTIMATE STRENGTHS OF MATERIALS

Lbs. per Square Inch. {Continued).

MATERIAL.

Compression.

Tension.

18,500

1,400

15,000

600

12,000

15,000

16,000

15,000

7,000

1,000

17,000

12,000

.•. . .

8,000

700

8,000

700

5,000

150

12,000

10,000

9,000

100

10,000

10,000

{■^ Strength

of

1,000

40

10,000

200

12,000

400

6,000

200

1,000

50

1,500

100

2,000

300

5,000

2,000

1,200

200

2,000

400

2,000

300

3,000

500

400

50

600

75

1,000

125

2,000

250

1,000

200

500

100

2,000

400

1,000

200

Building Stones :

Bluestone

Granite, average

" Connecticut

" New Hampshire

*' Massachusetts

" New York

Limestone, average

" Hudson River, N. Y,

« Ohio

Marble, average

" Vermont

Sandstone, average

" New Jersey

" New York

«« Ohio

Slate

Stonework

Bricks:

Bricks, light red

" good common

" best hard

" Phila. pressed

Brickwork, common (lime

mortar)

Brickwork, good (cement and

lime mortar)

Brickwork, best (cementmortar).

Terra Cotta

" « work

Cements, etc. :

Cement, Rosendale, i month old .
« Portland, I " "

" Rosendale, I year old.
*' Portland, i " "

Mortar, lime, i year old

" lime & Rosendale, I y. old
Mortar, Rosendale cement, I

year old .

Mortar, Portland cement, I y. old.

Concrete, Portland, i month old

" Rosendale, I " "

" Portland, I year old.

« Rosendale, i " " .

88-

Safe strengths of Stone, Brick and Cement, xV to its of ultimate.

«"

■28

THE PASSAIC ROLLING MILL COMPANY. 261

WEIGHTS OF VARIOUS SUBSTANCES.

NAME OF SUBSTANCE.

Average

Weight per

cubic foot, lbs.

Alcohol, commercial

Aluminum

Antimony, cast

Apple

Ash, American, perfectly dry

" Canadian, " "

Asphalt, pavement composition

" refined

" Trinidad, natural state

Basalt

Beech

Birch

Bismuth, cast

Bluestone

Boxwood, perfectly dry

Brass ...

Brick, best pressed

" common hard

" fire

" soft, inferior

Brickwork, pressed brick

" ordinary

Bronze

Calcite, transparent

Cedar

Cement, Louisville

" Portland

" Rosendale

Chalk

Charcoal

Cherry, perfectly dry -. . . .

Chestnut, " "

Clay, potters', dry

" dry, loose

Coal, anthracite, broken

" " moderatelv shaken . . .

" " sohd ....'.

" " heaped bushel, loose .

" bituminous, sohd

" " broken, loose

" " heaped bushel, loose

Coke, of good coal, loose

Concrete

Copper, cast

52

166

418

47

38

38

130

93

80

181

48

43

614

160

62

523

135 to 150

110 " 125

140 " 150

100

112 to 140

110 " 112

552

170

39 to 41

50
80 to 100
56 " 60

156

15 to 30

42

41

119

63

52 to 56

56 " 60

93

(77 to 83)

84

54

(74)

30 to 50

120 " 140

552

88-

-82

28-

■88

262 THE PASSAIC ROLLING MILL COMPANY.

WEIGHTS OF VAEIOUS SUBSTANCES (Continued).

NAME OF SUBSTANCE.

Average

Weight per

cubic foot, lbs.

Cork

Earth, dry, loose

" " moderately rammed

" moist, moderately packed

*' as a soft flowing mud

" firm, solid

Elm, Canadian, dry

Emery

Fat

Feldspar

Fir, New England

Flint

Glass, common window

« flint

" Millville, N. J., flooring glass ,
Gneiss, common ....

" in loose piles

" Hornblendic

Gold, cast, pure

Granite

Gravel

Greenstone, trap

" " quarried, loose . . .

Gunpowder

Gutta Percha

Hemlock, perfectly dry

Hickory, " "

Hornblende, black . .

Ice

India rubber

Iron, cast

" rolled wrought

" sheet

Isinglass

Ivory

Lard ....

Lead, commercial cast

Lignum Vitse, perfectly dry

Lime, quick

" " loose

" " thoroughly shaken

Limestone

" quarried, loose

Loam, soft

15

72 to 80

90 « 100

90 " 100

104 " 112

115

47

250

58

166

40

162

163

186

158

168

96

175

1204

170

117 to 125

187

107

56

61

26

48 to 53

200 " 220

57

58

450

480

485

70

114

59

712

83

95

53 to 59

75

170

96

110

88-

■88

-88

THE PASSAIC ROLLING MILL COMPANY. 263

WEIGHTS OF VARIOUS SUBSTANCES (Continued).

NAME OF SUBSTANCE.

Locust . ...

Magnesia, carbonate

Mahogany, Spanish, perfectly dry

" Honduras, " "

Manganese

Maple, perfectly dry

Marble

Masonry, granite or limestone

" " " rubble

" " " dry rubble

" " " rough mortar rubble

" dry rubble.

of sandstone

Mercury at 32^ Fah

Mica ,

Mortar, hardened

Mud, wet, moderately pressed

" fluid

Naphtha

Nickel

Oak, live, perfectly dry

" Canadian

" white, perfectly dry

" red, black, etc

" red

Oils, whale, olive

" of turpentine

Peat, dry, unpressed

Petroleum

Pewter

Pine, Canadian

" Northern

" pitch

" Southern

" white

Pitch

Plaster of Paris

" " " in irregular lumps

" " " ground, loose

" " " well shaken

Platinum

Plumbago

Poplar (white wood)

Porphyry

8S-

Average

Weight per

cubic foot, lbs,

46

150

53

35

499

42 to 49

164

165

154

138

150

125

145

849

183

90 to 100

110 " 130

104 « 120

53

488 to 549

59 " 69

54

48 to 52

32 " 45

52

57

54

20 to 30

55

453

33

34

65

45 to 48

25 « 28

75

142

82

56

64

1342

142

27

170

-88

88-

■8S

264 THE PASSAIC ROLLING MILL COMPANY,

WEIGHTS OF VAEIOUS SUBSTANCES (Continued).

NAME OF SUBSTANCE.

Pumice Stone

Quartz, common, pure

" quarried, loose

Redwood, California

Rosin

Salt, solid

" coarse

" fine table

Saltpetre

Sand, pure quartz, dry, loose

" perfectly wet ....

" sharp, of pure quartz, dry

Sandstone, building, dry

" quarried and piled

Shale, red or black

" quarried and piled

Silver

Slate

Snow, fresh fallen

" solid, saturated with moisture

Soapstone, or Steolite

Spruce, perfectly dry

Steel, structural

Sulphur

Sycamore, perfectly dry

Tallow

Tar

Terra-cotta

" " masonry work

Tile

Tin, cast

Traprock, quarried and piled

" compact

Turf, or peat, unpressed

Walnut, black, dry

Water, pure or distilled, 32^ Fah . . .

" sea

Wax, bees'

Whalebone

Willow

Wines

Zinc, or Spelter .

Green timbers ^ to |- more than dry.

SS-

Average

Weight per

cubic foot, lbs.

56

165

94

23

68

134

65

80

130

90 to 106

118 " 129

117

144 to 151

86

162

92

655

160 to 180

5 " 12

15 " 50

170

25 to 28

490

125

37 to 40

59

63

110

112

110 to 120

462

107

187

20 to 30

39

62.5
64.08
60.5
81
34

62.3
438

^

88-

■8S

THE PASSAIC ROLLING MILL COMPANY. 265

WEIGHTS OF MERCHANDISE.

Measurements and weights given are for one case, box, cask,
crate, barrel, bale, or bag, etc.

MATERIAL.

$s.

Cassimeres, woolen, in cases

Cement, American, in barrels . . . .

" English, in barrels

Cheese

Corn, in bags

Cotton, in bales

" extra compressed, in bales .

Crockery, in casks

" in crates

Dress goods, woolen, in cases . . . .
Flannels, heavy woolen, in cases . .

Flour, in barrels

Glass, in boxes

Hay, in bales

" extra compressed, in bales . .

Hides, raw, in bales

Leather, sole, in bales

" " in piles

Lime, in barrels

Oats, in bags

Oil, lard, in barrels

Paper, manila

" newspaper

" super-calendered book ....

" wrapping

" writing

Prints, cotton, in cases

Rags, jute butts, in bales

" woolen, in bales

" white cotton, in bales

" " linen, in bales

Sheetings, bleached cotton, in cases

Starch, in barrels

Straw, extra compressed, in bales .

Sugar, brown, in barrels

Tickings, cotton, in bales

Tin, in boxes

Wheat, in bags

" in bulk

Wool, Australian, in bales

" Cahfornian, " "

South American, in bales . .

Measurements,

Floor Space
Occupied.

Sq. Ft.

Cu. Ft.

10.5

3.8
3.8

3.6
8.1
1.25
13.4
9.9
5.5
7.1
4.1

5.0
1.75
6.0
12.6

3.6
3.3
4.3

4.5

2.8
7.5

9.2

8.5
4.8

0

75
0
3

2.7
4.2

5.8
7.5
7.0

28.0
5 5
5.5

3.6
44.2

3.13
42.5
36.6
22.0
15.2

5.4

20.0

5.25
30.0

8.9

4.5

3.6

12.3

13.4

11.0

30.0

40.0

39.5

11.4

10.5

5.25

7.5

8.8

0.5

4.2

26.0
33.0
34.0

Weights.

Lbs.

per

Cu.Ft,

20
59
73
30
31
12
40
14
40
21
22
40
60
14
24
23
16
17
50
27
34
37
38
69
10
64
31
36
20
18
23
30
23
19
45
37
278
39
41
15
17
29

^ 88

266 THE PASSAIC ROLLING MILL COMPANY.

WEiaHTS OF FIEEPROOFINa
MATERIALS.

POROUS TEERA GOTTA FLOOR ARCHES.

Kind of Arch.

Max. Span

between

Beams,

Feet.

Depth of

Arch,

Inches.

Weight,
lbs. per
Sq. Ft.

" Excelsior " End Construction . .
« « ((

(( « ((

« « ((

5 to 6

6 to 7

7 to 8

8 to 9

8

9

10

12

30

32
34
37

Ordinary Flat Arch

31- to 4
4 to4i
4ito5
5i to 6
6 to6i
6ito7

6
7
8
9
10
12

29
33
37

40
43

48

« (( ((

(I i( u

a (( «

(( (( (<

(( (< ((

Segmental Arch (Hollow Brick) .
« (( (( ((

(( << (( ((

3 to 8

5 to 10

6 to 12

4

6

8

20
30
37

PARTITIONS, FURRING, CEILING, ROOFING.

Thickness,
Inches.

Weight, lbs.
per Sq. Ft.

Hollow Brick Partitions

« (( «

« (I ((

(( it «

3
4
5

6

15

20
24

28

Porous Terra Cotta Partitions . .
« « « «

(( « (( «

« i< (( «

3
4
5
6

14

18
23
27

Hollow Brick Furring

2
2
2
3
4

12

8

12

15

20

Porous Terra Cotta Furring. . . .

« " " Ceiling

<( (( « ((

« « « ((

Porous Terra Cotta Roofing. . . .
« (( « <i

" " " ** . . .

28 —

2
3
4

12
16

20

. 8S

-«?

THE PASSAIC ROLLING MILL COMPANY. 267

NOTES ON MENSUEATION.

Triangle

Parallel-
ogram.

Trapezoid
Trapezium

Circle

Circular
Arc

. .Area = i base X altitude.

= I product of two adjacent sides X sine of
the included angle,
f Area =^ base X altitude.

} = product of two adjacent sides X sine of

( the included angle.
. . .Area = -h sum of parallel sides X altitude.
.Area =productof diagonals Xsineincluded angle.
= 'sum of areas of composing triangles.
. . . Circumference = 3.14159 X diameter.
Diameter = 0.31831 X circumference.
Area = 3.14159 X square of radius.

= 0.78540 X square of diameter.
Length of an arc = No. of degrees X diameter

X 0.0087267.
Area of sector = length of arc X half radius.

m = r-.|/ r^_ —

_ 4m- -f- c^
^ ~ 8m

o = |/ r^ — x= — (r — m)

Ellipse

Parabola

Prism, right
or oblique. '

CyHnder,
right or
oblique.

Pyramid
and
Cone.

Frustum of
Pyramid
and
Cone.

Circumference (approximately) = 1.82 X long
diameter -f 1.32 X short diameter.

Area =: 3.14159 X product of the semi-axes.

Area = I base X altitude.

Convex surface = perimeter of right section X
length of lateral edge.

Contents = area of base X perpendicular height.

Convex surface = perimeter of right section X
length.

Contents = area of base X perpendicular height.

Convex surface (right pyramid or cone) = i pe-
rimeter of base X slant height.

Contents (right or oblique pyramid or cone) = h
area of base X perpendicular height.

^Convex surface (right frustum) = sum of perime-
ters of bases X i slant height.

Contents (right or obhque frustum) = 1 altitude
X sum of upper base, lower base and a mean
proportional,

= Jalt. (b + B' -f j/^BB'^

Sphere . .
Prismoid

fe-

. Surface = 3.14159 X square of diameter.

Contents = 0.52360 X cube of diameter.

.A prismoid is a solid bounded by six plane sur-
faces, onlv two of which are parallel. To find
the contents ; add the areas of the two parallel
surfaces and four times the area of a section
midway between and parallel to them and mul-
tiply the sum bv one sixth the altitude.

: ^

268

THE PASSAIC ROLLING MILL COMPANY

88

CIRCUMFERENCES OF CIRCLES.

Advancing by Eighths.

Diam-
eter.

0

X

8

1.

4

a.

»

i

s

4

i

0

.0

.3927

.7854

1.178

1.571

1.963

2.356

2.749

1

3.142

3.534

3.927

4.320

4.712

5.105

5.498

5.890

2

6.283

6.676

7.069

7.461

7.854

8.246

8.639

9.032

3

9.425 9.817

10.21

10.60

10.99

11.39

11.78

12.17

4

12.56 1 12.96

13.35

13.74

14.13

14.53

14.92

15.31

5

15.71 ! 16.10

16.49

16.88

17.28

17.67

18.06

18.45

6

18.85

19.24

19.63

20.02

20.42

20.81

21.20

21.60

7

21.99

22.38

22.77

23.17

23.56

23.95

24.34

24.74

8

25.13

25.52

25.92

26.31

26.70

27.09

27.49

27.88

9

28.27

28.66

29.06

29.45

29.84

30.23

30.63

31.02

10

31.41

31.81

32.20

32.59

32.98

33.38

33.77

34.16

11

34.55

34.95

35.34

35.73

36.13

36.52

36.91

37.30

12

37.70

38.09

38.48

38.87

39.27

39.66

40.05

40.45

13

40.84

41.23

41.62

42.02

42.41

42.80

43.19

43.59

14

43.98

44.37

44.76

45.16

45.55

45.94

46.34

46.73

15

47.12

47.51

47.91

48.30

48.69

49.08

49.48

49.87

16

50.26

50.66

51.05

51.44

51.83

52.23

52.62

53.01

17

53.40

53.80

54.19

54.58

54.97

55.37

55.76

56.15

18

56.55

56.94

57.33

57.72

58.12

58.51

58.90

59.29

19

59.69

60.08

60.47

60.87

61.26

61.65

62.04

62.43

20

62.83

63.22

63.61

64.01

64.40

64.79

65.19

65.58

21

65.97

66.36

66.76

67.15

67.54

67.93

68.33

68.72

22

69.11

69.50

69.90

70.29

70.68

71.08

71.47

71.86

23

72.25

72.65

73.04

73.43

73.82

74.22

74.61

75.00

24

75.40

75.79

76.18

76.57

76.97

77.36

77.75

78.14

25

78.54

78.93

79.32

79.71

80.11

80.50

80.89

81.29

26

81.68

82.07

82.46

82.86

83.25

83.64

84.03

84.43

27

84.82

85.21

85.60

86.00

86.39

86.78

87.18

87.57

28

87.96

88.35

88.75

89.14

89.53

89.93

90.32

90.71

29

91.10

91.50

91.89

92.28

92.67

93.07

93.46

93.85

30

94.24

94.64

95.03

95.42

95.82

96.21

96.60

96.99

31

97.39

97.78

98.17

98.57

98.96

99.35

99.75

100.14

32

100.53

100.92

101.32

101.71

102.10

102.49

102.89

103.28

33

103.67

104.07

104.46

104.85

105.24

105.64

106.03

106 42

34

106.81

107. 21

107.60

107.99

108.39

108.78

109.17

109.56

35

109.96

110.35

110.74

111.13

111.53

111.92

112.31

112.71

36

113.10

113.49

113.88

114.28

114.67

115.06

115.45

115.85

37

116.24

116.63

117.02

117.42

117.81

118.20

118.60

118.99

38

119.38

119.77

120.17

120.56

120.95

121.34

121.74

122.13

39

122.52

122.92

123.31

123.70

124.09

124.49

124.88

125.27

40

125.66

126.06

126.45

126.84

127.24

127.63

128.02

128.41

41

128.81

129.20

129.59

129.98

130.38

130.77

131.16

131.55

42

131.95

132.34

132.73

133.13

133.52

133.91

134.30

134.70

43

135.09

135.48

135.87

136.27

136.66

137.05

137.45

137.84

44

138.23

138.62

139.02

139.41

139.80

140.19

140.59

140.98

45

141.37

141.76

142.16

142.55

142.94

143.34

143.73

144.12

46

144.51

144.91

145.30

145.69

146.08

146.48

146.87

147.26

47

147.66

148.05

148.44

148.83

149.23

149.62

150.01

150.40

48

150.80

151.19

151.58

151.97

152.37

152.76

153.15

153.55

1 49

153.94

154.33

154.72

155.12

155.51

155.90

156.29

156.69 J

58 ^

THE PASSAIC ROLLING MILL COMPANY. 269

CIRCUMFEEENCES OF CIRCLES

(Continued).
Advancing by Eighths.

Diam-
eter.

0

4

f

i

8

3.

4

t

8

50
51
52
53
54
55

157.08
160.22
163.36
166.50
169.65
172.79

157.47
160.61
163.76
166.90
170.04
173.18

157.87
161.01
164.15
167.29
170.43
173.57

158.26
161.40
164.54
167.68
170.82
173.97

158.65
161.79
164.93
168.08
171.22
174.36

159.04
162.19
165.33
168.47
171.61
174.75

159.44
162.58
165.72
168.86
172.00
175.14

159.83
162.97
166.11
169.25
172.40
175.54

56

57
58
59
60

175.93
179.07

182.21
185. S5
188.50

176.32
179.46
182.61

185.75
188.89

176.72
179.86
183.00
186.14
189.28

177.11

180.25
183.39
186.53
189.67

177.50
180.64
183.78
186.93
190.07

177.89 i 178.29
181.03 181.43
184.18 , 184.57
187.32 I 187.71
190.46 190.85

178.68
181.82
184.96
188.10
191.24

61
62
63
64

05

191.64
194.78
197.92
201.06
204.20

192.03
195.17
198.31
201.46
204.60

192.42
195.56
198.71
201.85
204.99

192.82
195.96
199.10
202.24
205.38

193.21
196.35
199.49
202.63

205.77

193.60 ! 193.99
196.74 197.14
199.88 200.28
203.03 203.42
206.17 206.56

194.39
197.53
200.67
203.81
206.95

66

67
68
69
70

207.35
210.49
213.63
216.77
219.91

207.74
210.88
214.02
217.16
220.30

208.13
211.27
214.41
217.56
220.70

208.52
211.67
214.81
217.95
221.09

208.92
212.06
215.20
218.34
221.48

209.31
212.45
215.59
218.73
221.88

209.70
212.84
215.98
219.13
222.27

210.09
213.24
216.38
219.52
222.66

71

72
73
74
75

223.05
226.20
229.34
232.48
235.62

223.45
226.59
229.73
232.87
236.01

223.84
226.98
230.12
233.26
236.41

224.23
227.37
230.51
233.66
236.80

224.62
227.77
230.91
234.05
237.19

225.02
228.16
231.30
234.44

237.58

225.41
228.55
231.69
234.83
237.98

225.80
228.94
232.09
235.23
238.37

76

77
78
79
80

238.76
241.90
245.04
248.19
251.33

239.15
242.30
245.44
248.58
251.72

239.55
242.69
245.83
248.97
252.11

239.94
243.08
246.22
249.36
252.51

240.33
243.47
246.62
249.76
252.90

240.73
243.87
247.01
250.15
253.29

241.12
244.26
247.40
250.54
253.68

241.51
244.65
247.79
250.94
254.08

81

82
83
84

85

254.47
257.61
260.75
263.89
267.04

254.86
258.00
261.15
264.29
267.43

255.25
258.40
261.54
264.68
267.82

255.65
258.79
261.93
265.07
268.22

256.04
259.18
262.32
265.47
268.61

256.43 256.83
259.57 259.97
262.72 263.11
265.86 266.25
269.00 269.39

257.22
260.36
263.50
266.64
269.78

86
87
88
89
90

270.18
273.32
276.46
279.60
282.74

270.57
273.71

276.85
279.99
283.14

270.96
274.10

277.25
280.39
283.53

271.36

274.50
277.64
280.78
283.92

271.75
274.89
278.03
281.17
284.31

272.14

275.28
278.42
281.57
284 . 71

272.53
275.68
278.82
281.96
285.10

272.93
276.07
279.21
282.35

285.49

91
92
93
94
95

285.89
289.03
292.17
295.31
298.45

286.28
289.42
292.56
295.70
298.84

286.67
289.81
292.95
296.10
299.24

287.06
290.21
293.35
296.49
299.63

287.46
290.60
293.74
296.88
300.02

287.85
290.99
294.13
297.27
300.42

288.24
291.38
294 . 52
297.67
300.81

288.63
291.78
294.92
298.06
301 . 20

96 1 301.59

97 304.73

98 307.88

99 311.02
88

301.99
305.13
308.27
311.41

302.38
305.52
308.66
311.80

302.77
305.91
309.05
312.20

303.16
306.31
309.45
312.59

303.56
306.70
309.84
312.98

303.95
307.09
310.23
313.37

304.34
307.48
310.63
313.77

\

27

0 THE

^

PASSAIC ROLLING MILL COMPANY.

AREAS

OF

CIRCLES.

Advancing by Eighths.

Diam-

0

1

1

3.

1

5-

3.

i

eter.

8

4

8

2

»

4

8

0

.0

.0122

.0491

.1104

.1963

.3068

.4418

.6013

1

.7854

.9940

1.227

1.485

1.767

2.074

2.405

2.761

2

3.1416

3.546

3.976

4.430

4.908

5.411

5.989

6.492

3

7.068

7.670

8.296

8.946

9.621

10.32

11.04

11.79

4

12.56

13.36

14.18

15.03

15.90

16.80

17.72

18.66

5

19.63

20.63

21.65

22.69

23.76

24.85

25.96

27.10

6

28.27

29.46

30.68

31.92

33.18

34.47

35.78

37.12

7

38.48

39.87

41.28

42.72

44.18

45.66

47.17

48.70

8

50.26

51.85

53.45

55.09

56.74

58.42

60.13

61.86

9

63.61

65.39

67.20

69.03

70.88

72.76

74.66

76.59

10

78.54

80.51

82.51

84.54

86.59

88.66

90.76

92.88

11

95.03

97.20

99.40

101.6

103.9

106.1

108.4

110.7

12

113.1

115.5

117.9

120.3

122.7

125.2

127.7

130.2

13

132.7

135.3

137.9

140.5

143.1

145.8

148.5

151.2

14

153.9

156.7

159.5

162.3

165.1

168.0

170.9

173.8

15

176.7

179.7

182.7

185.7

188.7

191.7

194.8

197.9

16

201.1

204.2

207.4

210.6

213.8

217.1

220.3

223.6

17

227.0

230.3

233.7

237.1

240.5

244.0

247.4

250.9

18

254.5

258 0

261.6

265.2

268.8

272.4

276.1

279.8

19

283.5

287.3

291.0

294.8

298.6

302.5

306.3

310.2

20

314.2

318.1

322.1

326.0

330.1

334.1

338.2

342.2

21

346.4

350.5

354.7

358.8

363.0

367.3

371.5

375.8

22

380.1

384.5

388.8

393.2

397.6

402.0

406.5

411.0

23

415.5

420.0

424.6

429.1

433.7

438.4

443.0

447.7

24

452.4

457.1

461.9

466.6

471.4

476.3

481.1

486.0

25

490.9

495.8

500.7

505.7

510.7

515.7

520.8

525.8

26

530.9

536.0

541.2

546.3

551.6

556.8

562.0

567.3

27

572.6

577.9

583.2

588.6

594.0

599.4

604.8

610.3

28

615.7

621 3

626.8

632.4

637.9

643.5

649.2

654.8

29

660.5

666.2

672.0

677.7

683.5

689.3

695.1

701.0

30

706.9

712.8

718.7

724.6

730.6

736.6

742.6

748.7

31

754.8

760.9

767.0

773.1

779.3

785.5

791.7

798.0

32

804.3

810.5

816.9

823.2

829.6

836.0

842.4

848.8

33

855.3

861.8

868.3

874.9

881.4

888.0

894.6

901.3

34

907.9

914.6

921.3

928.1

934.8

941.6

948.4

955.2

35

962.1

969.0

975.9

982.8

989.8

996.8

1003.8

1010.8

36

1017.9

1025.0

1032.1

1089.2

1046.3

1053.5

1060.7

1068.0

37

1075.2

1082.5

1089.8

1097.1

1104.5

1111.8

1119.2

1126.7

38

1134.1

1141.6

1149.1

1156.6

1164.2

1171.7

1179.3

1186.9

39

1194.6

1202.3

1210.0

1217.7

1225.4

1233.2

1241.0

1248.8

40

1256.6

1264.5

1272.4

1280.3

1288.2

1296.2

1304.2

1312.2

41

1320.3

1328.3

1336.4

1344.5

1352.7

1360.8

1369.0

1377.2

42

1385.4

1393.7

1402.0

1410.3

1418.6

1427.0

1435.4

1443.8

43

1452.2

1460.7

1469.1

1477.6

1486.2

1494.7

1503.3

1511.9

44

1520.5

1529.2

1537.9

1546.6

1555.3

1564.0

1572.8

1581.6

45

1590.4

1599.3

1608.2

1617.0

1626.0

1634.9

1643.9

1652.9

46

1661.9

1670.9

1680.0

1689.1

1698.2

1707.4

1716.5

1725.7

47

1734.9

1744.2

1753.5

1762.7

1772.1

1781.4

1790.8

1800.1

48

1809.6

1819.0

1828.5

1837.9

1847.5

1857.0

1866.5

1876.1

LiL

1885.7

1895.4

1905.0

1914.7

1924.4

1934.2

1943.9

1953.7^

^ —

^

THE

PASSAIC ROLLING MILL COMPANY. 271

AREAS OF

CIRCLEd (Continued).

Advancing by Eighths.

Diam-

0

1

»

3.

1

h.

2.

i

eter.

8

4

«

■z

8

4

8

50

1963.5

1973.3

1983.2

1993.1

2003.0

2012.9

2022.8

2032.8

51

2042.8

2052.8

2062.9

2073.0

2083.1

2093.2

2103.3

2113.5

52

2123.7

2133.9

2144.2

2154.5

2164.8

2175.1

2185.4

2195.8

53

2206.2

2216.6

2227.0

2237.5

2248.0

2258.5

2269.1

2279.6

54

2290.2

2300.8

2311.5

2322.1

2332.8

2343.5

2354.3

2365.0

55

2375.8

2386.6

2397.5

2408.3

2419.2

2430.1

2441.1

2452.0

56

2463.0

2474.0

2485.0

2496.1

2507.2

2518.3

2529.4

2540.6

57

2551.8

2563.0

2574.2

2585.4

2596.7

2608.0

2619.4

2630.7

58

2642.1

2653.5

2664.9

2676.4

26S7.8

2699.3

2710.9

2722.4

59

2734.0

2745.6

2757 . 2

2768.8

2780.5

2792 2

2803.9

2815.7

60

2827.4

2839.2

2851.0

2862.9

2874.8

2886.6

2898.6

2910.5

61

2922.5

2934.5

2946.5

2958.5

2970.6

2982.7

2994.8

3006.9

62

3019.1

3031.3

3043.5

3055.7

3068.0

3080.3

3092.6

3104.9

63

3117.2

3129.6

3142.0

3154.5

3166.9

3179.4

3191.9

3204.4

64

3217.0

3229.6

3242.2

3254.8

3267.5

3280.1

3292.8

3305.6

65

3318.3

3331.1

3343.9

3356.7

3369.6

3382.4

3395.3

3408.2

66

3421.2

3434.3

3447.2

3460.2

3473.2

3486.3

3499.4

3512.5

67

3525.7

3538.8

3552.0

3565.2

3578.5

3591.7

3605.0

3618.3

68

3631.7

3645.0

3658.4

3671.8

3685.3

3698.7

3712.2

3725.7

69

3739.3

3752.8

3766.4

3780.0

3793.7

3807.3

3821.0

3834.7

70

3848.5

3862.2

3876.0

3889.8

3903.6

3917.5

3931.4

3945.3

71

3959.2

3973.1

3987.1

4001.1

4015.2

4029.2

4043.3

4057.4

72

4071.5

4085.7

4099.8

4114.0

4128.2

4142.5

4156.8

4171.1

73

4185.4

4199.7

4214.1

4228.5

4242.9

4257.4

4271.8

4286.3

74

4300.8

4315.4

4329.9

4344.5

4359.2

4373.8

4388.5

4403.1

75

4417.9

4432.6

4447 . 4

4462.2

4477.0

4491.8

4506.7

4521.5

76

4536.5

4551.4

4566 . 4

4581.3

4596.3

4611.4

4626.4

4641.5

77

4656.6

4671.8

4686.9

4702.1

4717.8

4732.5

4747.8

4763.1

78

4778.4

4793.7

4809.0

4824.4

4839.8

4855.2

4870.7

4886.2

79

4901.7

4917.2

4932 . 7

4948.3

4963.9

4979.5

4995.2

5010.9

80

5026.5

5042.3

5058.0

5073.8

5089.6

5105.4

5121.2

5137.1

81

5153.0

5168.9

5184.9

5200.8

5216 8

5232.8

5248.9

5264 9

82

5281.0

5297.1

5313.3

5329.4

5345.6

5361.8

5378.1

5394.3

83

5410.6

5426.9

5443.3

5459.6

5476.0

5492.4

5508.8

5525.3

84

5541.8

5558.3

5574.8

5591.4

•5607. 9

5624.5

5641.2

5657.8

85

5674.5

5691.2

5707.9

5724.7

5741.5

5758.3

5775.1

5791.9

86

5808.8

5825.7

5842.6

5859.6

5876.5

5893.5

5910.6

5927.6

87

5944.7

5961.8

5978.9

5996.0

6013.2

6030.4

6047.6

6064.9

88

6082.1

6099.4

6116.7

6134.1

6151.4

6168.8

6186.2

6203.7

89

6221.1

6238.6

6256.1

6273.7

6291.2

6308 8

6326.4

6344.1

90

6361.7

6379.4

6397 1

6414.9

6432.6

6450.4

6468.2

6486.0

91

6503.9

6521.8

6539.7

6557.6

6575.5

6593.5

6611.5

6629.6

92

6647.6

6665.7

6683.8

6701.9

6720.1

6738.2

6756.4

6774.7

93

6792.9

6811.2

6829.5

6847.8

6866.1

6884.5

6902.9

6921.3

94

6939.8

6958.2

6976.7

6995.3

7013.8

7032.4

7051.0

7069.6

95

7088.2

7106.9

7125.6

7144.3

7163.0

7181.8

7200.6

7219.4

96

7238.2

7257.1

7276.0

7294.9

7313.8

7332.8

7351.8

7370.8

97

7389.8

7408.9

7428.0

7447.1

7466.2

7485.3

7504.5

7523.7

98

7543.0

7562.2

7581.5

7600.8

7620.1

7639.5

7658.9

7678.3

^99

7697.7

7717.1

7736.6

7756.1

7775.6

7795.2

7814.8

7834.4.

^

88

88 «8

272 THE PASSAIC ROLLING MILL COMPANY.

LONO MEASURE.

Inches.

Feet. Yards

Fath. Poles. Furl. Mile.

Metres

1.

= .083 =

02778 =.0139=. 005 = .000126= .0000158

= .0254

12.

1.

333

.1667 .0606 .00151 .0001894

.3048

36.

3. 1

.5 .182 .00454 .000568

.9144

72.

6. 2

1. .364 .0091 .001136

1.8288

198.

16J. 5^

2|. 1. .025 .003125

5.0292

7920.

660. 220

110. 40. 1. .125

201.168

63360.

5280. 1760

880. 320. 8. 1.

1609.344

A palm = 3 inches.
A span = 9 inches.
A hand = 4 inches.
A cable's length = 120 fathoms.

SQUAEE MEASURE.

Inches. Feet. Yards. Perches. Roods. Acre. Metres.

1 . = . 00694 = . 000772 = . 0000255 = . 00000064 = . 000000159 = . 000645

144.

1.

Ill

.00367

.0000918

.000023 .0929

1296.

9.

1.

.0331

.000826

.0002066 .8362

39204.

272i.

30^.

1.

.025

.00625 25.294

1568160.

10890.

1210.

40.

1.

.25 1011.78

6272640.

43560.

4840.

160.

4.

1. 4047.11

100 square feet = 1 square.
10 square chains = 1 acre.
1 chain wide =8 acres per mile.
1 hectare = 2.471044 acres.

i = 27878400 square feet.
1 square mile ^ = 3097600 square yards.

( = 640 acres.
Acres X .0015625 = square miles.
Square yards X .000000323 = square miles.
Acres X 4840 = square yards.
Square yards X .0002066 = acres.

A section of land is 1 mile square, and contains 640 acres.
A square acre is 208.71 ft. at each side ; or 220 X 198 ft.
A square l^-acre is 147.58 ft. at each side; or 110 X 198 ft.
A squares-acre is 104.355ft. at each side; or 55 X 198ft.
A circular acre is 235.504 feet in diameter.
A circular ^-acre is 166.527 feet in diameter.
A circular ^-acre is 117.752 feet in diameter.
S8 ■ ' 88

^

"88

THE PASSAIC ROLLING MILL COMPANY. 273

CUBIC MEASURE.

Inches.

Feet.

Yard.

Metres.

1. :

.0005788 =

= .000002144 =

: .000016387

1728.

1.

.03704

.028317

46656.

27.

1.

.764552

A cord of wood = 128 cubic feet, being four feet high, four
feet wide, and eight feet long.

Forty-two cubic feet = a ton of shipping, British.
Forty cubic feet = a ton of shipping, U. S.
A perch of masonry contains 24f cubic feet.

A CUBIC FOOT IS EQUAL TO

1728 cubic inches.
. 037037 cubic yard.
.803564 U. S. struck bushel

of 2150.42 cubic inches.
3.21426 U. S. pecks.
7.48052 U. S. liquid galls, of

231 cubic inches.
6.42851 U. S. dry galls.
29.92208 U. S. Hquid quarts.

25.71405 U. S. dry quarts.
59.84416 U. S. hquid pints.
51.42809 U. S. dry pints.
239.37662 U. S. gills.
.26667 flour barrel of 3 struck

bushels.
.23748 U. S. liquid barrel of

31i galls.

MEASUEES OF CAPACITY.

LIQUID MEASURE.

Gill.

Pint.

Quart.

Gallon.

Cubic Inches.

Cubic Metres.

1

4

8
32

.25

1.

2.

.125
.5

.03125

.125

.25

7.21875
28.875
57.75
231.

.000118
.000473
.000947
.003786

DRY MEASURE.

Pint.

Quart.

Peck.

Bushel.

Cubic Inches.

Cubic Metres

88-

1

2

16

64

.50

1.

8.
32.

.0625
.125
1.
4.

.015625
.03125
.25
1.00

33.6003
67.2006
537.605
2150.42

.000551
.001101
.008811
.035245

.8S

88^

■8S

274 THE PASSAIC ROLLING MILL COMPANY.

AVOIEDUPOIS WEIGHT.

The standard avoirdupois pound is the weight of 27.7015
cubic inches of distilled water, weighed in the air, at 39.83
degrees Fahr., barometer at thirty inches.

27.343 grains = 1 drachm.

Drachms. Ounces. Lbs. Qrs. Cwts. Ton. Grammes.

1 . = . 0625 = . 0039 = . 000139 = . 000035 = . 00000174 = 1 . 77189
16. 1. .0625 .00223 .000558 .000028 28.3502

256. 16. 1. .0357 .00893 .000447 453.603

7168. 448. 28. 1. .25 .0125 12700.884

28672. 1792.

112.

.05

573440. 35840. 2240.

80.

20.

1.

50803.536
1016070.72

A Stone = 14 pounds.

A quintal = 100 pounds.

7000 grains = one avoirdupois
pounds.

5760 grains = one troy pound =
pounds.

pound = 1.21528 troy
82285 avoirdupois

SUEVEYINd MEASURE (LINEAL).

Inches. Link

5.

Feet

. Yards

Chains.

Mile.

Metres.

1. = .126

=

0833

= .0278

= .00126

= .0000158 =

.0254

7.92 1.

66

.22

.01

.000125

.2012

12. 1.515

1

.333

.01515

.000189

.3048

36. 4.545

3

1.

.04545

.000568

.9144

792. 100.

66

22.

1.

.0125

20.1168

63360. 8000.

5280

1760.

80.

1.

1609.344

One knot or geographical mile = 6086.07 feet =1855.11
metres = 1.1526 statute miles.

One admiralty knot = 1.1515 statute miles = 6080 feet.

86-

•88

^■

-8S

THE PASSAIC ROLLING MILL COMPANY. 275

CONVERSION TABLE.

METRIC SYSTEM to U. S. WEIGHTS and MEASURES.

Millimetres X
Centimetres X

39-37
3.2809
1.0936
0.6214

Metres X

Metres X

Metres X

Kilometres X
Kilometres X 3280.9
Square Millimetres X
Square Centimetres X
Square Metres
Square Kilometres
Hectare

Cubic Centimetres
Cubic "

Cubic "

Cubic Metres
Cubic "

0-03937 = inches.
0-3937 = "

= feet
= yards.
= miles.
= feet.
0.00155 = sq. ins.
0.155 = "
X 10.7641 = sq. ft.
X 247.10 = acres.

(Act Congress.)

Cubic "

Litres

Litres

Litres

Litres

Hectolitres

Hectolitres

Hectolitres

Hectolitres

Grammes

Grammes (water)

Grammes

Grammes per cu. cent.

Kilogrammes

Kilogrammes

Kilogrammes

Kilogrammes per sq. cent

Kilogram-metres

Kilogram per metre

Kilogram per cu. metre

Kilo per cheval X 2.235

Kilowatts X 1.34

2.47104 = "

= cu. ins.

= fl. drachms. (U. S. P.)

= fl. ounces. (U. S. P.)

= cu. ft.

= cu. yards.

0.0610
0.2704
0.0338

35-3155
1.3080

X 264.1785
X 61.025 = ^^- ^^- (Act Congress.)
X 33.8006 = fl. ounces. (U. S. P.)
X 0.2642 = gallons. (231 cu. ins.)
0.0353 = cu. ft.
3.5315 = "
2.8378 = bushels.
0.1308 = cu. yards
26.42 = gallons.

X 15.432

X 0.03381

X 0.03527

X 0.0361

X 2.2046

X 35-2736

= gallons. (231 cu. ins.)

(2150.42 cu. ins.)

(231 cu. ins.)

= grains. (Act Cong.)

= fl. ounces.

= ozs. avoirdupois.

= lbs. per cu. in.

= pounds.

= ozs. avoirdupois.
X 0.0011023 = tons. (2000 lbs.)
X 14.223 = lbs. per sq. in.

X 7.2331 = ft. lbs.
X 0.6720 =lbs. perft.
X 0.0624 =lbs. per cu. ft.
= lbs. per H. P.
= H. P.
= B. T. U.

Calorie X 3 968

Cheval vapeur X .9863 = H. P.
1° Centigrade = i°.8 Fahrenlieit.

(Degrees, Cent. Therm. X 1.8) -f- 32 = degrees, Fahr
Therm.

-S8

^■

276 THE PASSAIC ROLLING MILL COMPANY,

11
12
13
14
15

16
17
18
19
20

21
22
23
24
25

26
27
28
29
30

31
32
33
34
35

37
38
39
40

41
42
43
44
45

NATUEAL SINES, ETC.

Sine.

.00

.01745

.03489

.05233

.06975

.08715

.10452
.12186
.13917
.15643
10 .17364

.19080
.20791
.22495
.24192

.25881

.27563
.29237
.30901
.32556
.34202

.35836
.37460
.39073
.40673
.42261

.43837
.45399
.46947
.48480
.50000

.51503
.52991
.54463
.55919
.57357

Cover.

36 .58778

is-

.60181
.61566
.62932
.64278

.65605
.66913
.68199
.69465
.70710

Cosecnt.

Tangt.

1.00000

.98254
.96510
.94766
.93024
.91284

.89547
.87813
.86082
.84356
.82635

.80919
.79208
.77504
.75807
.74118

.72436

.70762
.69098
.67443
.65797

.64163
.62539
.60926
.59326
.57738

.56162
.54600
.53052
.51.519
. 50000

.48496
.47008
.45536
.44080
.42642

.41221

.39818
.38433
.37067
.35721

.34394
.33086
.31800
.30534
.29289

Cosine.

Infinite.
57.2986
28.6537
19.1073
14.3355
11.4737

9.5667
8.2055
7.1852
6.3924
5.7587

5.2408
4.8097
4.4454
4.1335
3.8637

3.6279
3.4203
3.2360
3.0715
2.9238

2.7904
2.6694
2 . 5593
2.4585
2.3662

2.2811
2.2026
2.1300
2.0626
2.0000

1.9416

1.8870
1.8360
1.7882
1.7434

1.7013
1.6616
1.6242
1.5890
1.5557

1.5242
1.4944
1.4662
1.4395
1.4142

Cotang. Secant

Versin.

.0

.01745
.03492
.05240
.06992
.08748

.10510

.12278
.14054
.15838
.17632

.19438
.21255
.23086
.24932
.26794

.28674
.30573
.32491
.34432
.36397

.38386
.40402
.42447
. 44522
.46630

.48773
.50952
.53170
.55430
.57735

.60086
.62486
.64940
.67450
.70020

.72654
.75355

.78128
.80978
.83909

.86928
.90040
.93251
.96568
1.00000

Infinite.
57.2899
28.6362
19.0811
14.3006
11.4300

9.5143
8.1443
7.1153
6.3137
5.6712

5.1445
4.7046
4.3314
4.0107
3.7320

3.4874
3 . 2708
3.0776
2.9042

2.7474

2.6050
2.4750
2.3558
2.2460
2.1445

2.0503
1.9626
1.8807
1.8040
1.7320

1.6642
1.6003
1.5398
1.4825
1.4281

1.3763
1.3270
1.2799
1.2348
1.1917

1.1503
1.1106
1.0723
1.0355
1.0000

Versin.

1.00000
1.00015
l.OOOGO
1.00137
1.00244
1.00381

1.00550
1.00750
1.00982
1.01246
1.01542

1.01871
1.02234
1.02630
1.03061
1.03527

1.04029
1.04569
1.05146
1.05762
1.06417

1.07114
1.07853
1.08636
1.09463
1.10337

1.11260
1.12232
1.13257
1.14335
1.15470

1.16663
1.17917
1.19236
1.20621
1.2:077

1.23606
1.25213
1.26901
1.28675
1.30540

1.32501
1.34563
1.36732
1.39016
1.41421

Cosine.

Secant. Cotang. Tarigt. Cosecant,

I ' J

.0

.0001

.0006

.0013

.0024

.0038

.0054
.0074
.0097
.0123
.0151

.0183
.0218
.02.56
.0197
.0340

.0387
.0436
.0489
.0544
.0603

.0664

.0728
.0794
.0864
.0936

.1012
.1089
.1170
.1253
.1339

.1428
.1519
.1613
.1709
.1808

.1909
.2013
.2119
.2228
.2339

.2452

.2568
.2686
.2806
.2928

1.00000

.99984
.99939
.99862
.99756
.99619

.99452
.99254
.99026
.98768
.98480

Cover.

.98162
.97814
.07437
.97029 76
.96592 75

.96126
.95630
.95105
.94551
.93969

.93358
.92718
.92050
.913.54
.90630

.89879
.89100
.88294
.87461
.86602

.85716

.84804
.83867
.82903 i 56
.81915 ! 55

.80901 54

.79863 I 53

.78801 j 52

.77714 51

.76604 50

.75470 49
.7J314 48
.73135
.71933
.70710

Sine.

88 $8

THE PASSAIC ROLLING MILL COMPANY. 277

DECIMALS OF AN INCH
FOR EACH e^TH.

jjljds.

eVhs.

Decimal.

Fraction.

■hds.

Ti-ths.

Decimal.

Fraction.

1

2

1
2
3
4

.015625
.03125
.046875
.0625

1-16

17

18

33
34
35
36

.515625
.53125
.546875
.5625

9-16

5

3 6

1 7

4 i 8

.078125
.09375
.109375
.125

1-8

19

20

37

38
39
40

.578125
.59375
.609375
.625

5-8

5
6

9
10
11
12

.140625
.15625
. 171875

.1875

3-16

21
22

41
42
43
44

.640625

.65625

.671875

.6875

11-16

13

7 14
15

8 16

.203125
.21875
.234375
.25

1-4

23
24

45
46

47
48

.703125

.71875

.734375

.75

3-4

9
10

17

18
19
20

.265625
.28125
.296875
.3125

5-16

25

26

49
50
51
52

.765625

.78125

.796875

.8125

13-16

11
12

21
22
23
24

.328125
.34375
.359375
.375

3-8

• 27

28

53
54
55
56

.828125

.84375

.859375

.875

7-8

13
14

25
26

27
28

.390625
.40625
.421875
.4375

7-16

29
30

57
58
59
60

.890625
.90625
.921875
.9375

15-16

15

16
88

29
30
31
32

.453125
.46875
.484375
.5

1-2

31
32

61
62
63
64

.953125
.96875
.984375
1.

1
88

ss

s

278 THE PASSAIC ROLLING MILL COMPANY.

DECIMALS OF A FOOT FOR

EACH sV OF AN INCH.

u?

o

a

u3

VO

M

s

'o

1)

p

u5

o
c
1— 1

u5

VO

"to

6

■y i
ft

t/i

u

O

a

l-H

73
g

Q

u5

-g

c
1— 1

en
VO

H

"a
B
'0

ft •

o

0

.0026

1

8

.1250
.1276

3

0

.2500
.2526

4:

8

.3750
.3776

1

.0052
.0078

9

.1302
.1328

1

.2552

.2578

9

.3802

.3828

2

.0104
.0130

10

.1354
.1380

2

.2604
.2630

10

.3854
.3880

3

.0156
.0182

11

.1406
.1432

3

.2656
.2682

11

.3906
.3932

4

.0208
.0234

12

.1458
.1484

4

.2708
.2734

12

.3958
.3984

5

.0260
.0286

13

.1510
.1536

5

.2760
.2786

13

.4010
.40.36

6

.0313
.0339

14

.1563
.1589

6

.2813
.2839

14

.4063
.4089

7

.0365
.0391

15

.1615
.1641

7

.2865
.2891

15

.4115
.4141

8

.0417
.0443

2

0

.1667
.1693

8

.2917
.2943

5

0

.4167
.4193

9

.0469
.0495

1

.1719
.1745

9

.2969
.2995

1

.4219
.4245

10

.0521
.0547

2

.1771
.1797

10

.3021
.3047

2

.4271
.4297

11

.0573
.0599

3

.1823
.1849

11

.3073
.3099

3

.4323
.4349

12

.0625
.0651

4

.1875
.1901

12

.3125
.3151

4

.4375
.4401

13

.0677
.0703

5

.1927
.1953

13

.3177
.3203

5

.4427
.4453

14

.0729
.0755

6

.1979
.2005

14

.3229
.3255

6

.4479
.4505

15

.0781
.0807

7

2031
.2057

15

.3281
.3307

7

.4531
.4557

1

0

.0833
.0859

8

.2083
.2109

4

0

.3333
.3359

8

.4583
.4609

1

.0885
.0911

9

.2135
.2161

1

.3385
.3411

9

.4635
.4661

2

.0938
.0964

10

.2188
.2214

2

.3438
.3464

10

.4688
.4714

3

.0990
.1016

11

.2240
.2266

3

.3490
.3516

n

.4740
.4766

4

.1042
.1068

12

.2292
.2318

4

.3542
.3568

12

.4792

.4818

5

.1094
.1120

13

.2344
.2370

5

.3594
.3620

13

.4844
.4870

6

.1146

14

.2396

6

.3646

14

.4896

.1172

.2422

.3672

.4922

7

.1198

15

.2448

7

.3698

15

.4948

:3—

.1224

.2474

.3724

.4974^

ss

81

THE PASSAIC

ROLLING MILL COMPANY.

279

DECIMALS OF A FOOT FOR

EACH

3V OF AN INCH (Co7iti7iued).

«5

u

o

c

.6

'o

ft

o

s

H

n

B
. '0

(L)

Q

en
<J

u

a

V

Q

u5

0

c
1— 1

B
'0

Q

6

0

.5000
.5026

7

8

.6250
.6276

9

0

.7500
.7526

10

8

.8750

.8776

1

.5052
.5078

9

.6302
.6328

1

.7552
.7578

9

.8802
.8828

2

.5104
.5130

10

.6354
.6380

2

.7604
.7630

10

.8854
.8880

3

.5156
.5182

11

.6406
.6432

3

.7656

.7682

11

.8906
.8932

4

.5208
.5234

12

.6458
.6484

4

.7708
.7734

12

.8958

.8984

5

.5260
.5286

13

.6510
.6536

5

.7760
.7786

13

.9010
.9036

6

.5313
.5339

14

.6563
.6589

6

.7813
.7839

14

.9063
.9089

7

.5365
.5391

15

.6615
.6641

7

.7865
.7891

15

.9115
.9141

8

.5417
.5443

8

0

.6667
.6693

8

.7917
.7943

11

0

.9167
.9193

9

.5469
.5495

1

.6719
.6745

9

.7969
.7995

1

.9219
.9245

10

.5521
.5547

2

.6771
.6797

10

.8021
.8047

2

.9271
.9297

11

.5573
.5599

3

.6823
.6849

11

.8073
.8099

3

.9323
.9349

12

.5625
.5651

4

.6875
.6901

12

.8125
.8151

4

.9375
.9401

13

.5677
.5703

5

.6927
.6953

13

.8177
.8203

5

.9427
.9453

14

.5729
.5755

i

6

.6979
.7005

14

.8229
.8255

6

.9479
.9505

15

.5781
.5807

7

7031
.7057

15

.8281
.8307

7

.9531
.9557

7

0

.5833
.5859

8

.7083
.7109

10

0

.8333
.8359

8

.9583
.9609

1

.5885
.5911

9

.7135
.7161 ;

1

.8385
.8411

9

.9635
.9661

2

.5938
.5964

10

.7188
.7214

2

.8438
.8464

10

.9688
.9714

3

.5990
.6010

11

.7240 '
.7266 :

3

.8490
.8516

n

.9740
.9766

4

.6042
.6068

12

.7292 1
.7318 1

4

.8542
.8568

12

.9792

.9818

5

.6094
.6120

13

.7344
.7370

5

.8594
.8620

13

.9844
.9870

6

.6146
.6172

14

.7396
.7422

6

.8646

.8672

14

.9896
.9922

7

.6198

15

.7448

7

.8698

15

.9948

28—

.6224

.7474

.8724

.9974^

?8 88

280 THE PASSAIC ROLLING MILL COMPANY.

INDEX.

Page

Angles, areas of 56

" effect of increasing thickness of 4, 33

" lithographs of equal leg 23

" " " unequal leg 24

" " " square root 23, 24

" method of increasing sectional area of 30

" properties of 53-55

" radii of gyration for two, back to back 130-132

" rivet spacing for 44

" safe loads for 72-74

" sizes of finishing grooves for 33

*' standard connection, for I beams and channels . 41-43
" weights of 57

Arches, floor, illustrations of 35-36

" " notes on 95, 96

'< " safe loads for 97

" weights of 98,266

Areas of column sections (see tables of safe loads on columns).

" " Passaic shapes (see shape in question).

" relation of weights and, for steel and iron shapes . .256

Bars, areas of flat steel 242-243

" hexagon, dimensions of 27, 28

" half round, " " 27, 28

" Passaic, sizes of 28

*' round and square, sizes of 27, 28

" " " weights and areas of 234-235

" weights of flat steel 236-237

Bead iron, lithographs, weights and dimensions 27

Beams, calculation of, for concentrated loading 86

" formulae for, loaded in various ways 88-91

" notes on strength and deflection of 81-87

" relative strengths and deflections for, loaded in

various ways 92

" unsupported sideways 60

Beam, I, box girders, notes on 77

" " safe loads for 78-80

girders, notes on 76

Beams, I, areas of 48-49

connection angles for 41-43

lithographs of . . . 6-14

method of increasing sectional areas of 30

properties of 48-49

rivet spacing for 44

safe loads for 62-65

" " •' unsupported sideways 60

8? -88

58 SS

THE PASSAIC ROLLING MILL COMPANY. 281

INDEX. p,g.

Beams, I, separators for 40

" " sizes required for floor girders . . . 103, 105, 107, 109

" " " " " " joists 102, 104, 106, 108

" " used in foundations 176-178

" " " " safe loads on 179

" " weights and dimensions of 31

Beams, wooden, safe loads on 182

" " maximum spans, white pine purlins 183

" *' " yellow " '* .... 184

" " " " " " joists.. 185-186

Bearings and foundations, notes on 173-178

Bearing plates for I beams 173

Bending moment, formulae for various loadings 88-91

" ** method of calculation of 84

Bolts, area of, at root of thread 224

" screw threads for 224

" weights of round headed 222

" " " with square heads and nuts 223

Brass sheets, weights of 244, 245

" wire, " " 247

Brick walls, weights of 76

Brickwork, notes on 255

" safe loads on 173

Bridges, notes on highway and railway 197-199

Buckle plates 226-227

Ceilings, construction of fireproof 36

" notes on 96

Channels, areas of 50

" lithographs of 15-19

'* method of increasing sectional areas of 30

" properties of 50

" rivet spacing for 44

safe loads for 66-69

" " " " unsupported sideways 60

" " " web horizontal 122

" weights and dimensions of 32

Cisterns, capacity of 254

Circles, areas of 270-271

" circumferences of 268-269

Clevises, weights and dimensions of 232

Coefficient of strength, explanation of 45-47

'* " " for Passaic shapes (see tables of properties).

" " notes on 81,82

Columns, areas of (see tables of safe loads for columns).

'* built sections of 38

" details of construction 39

" eccentric loading of 126, 127

" formulae for safe strength of 125

" " " ultimate strength of 125

a 58

88 88

282 THE PASSAIC ROLLING MILL COMPANY.

INDEX. p^g^

Columns, notes on 124-127

« properties of 133-140

" " " (see also tables, safe loads on columns).

" safe loads for Angle 141-144

" " " " Cast iron 170-171

" " Channel and Plate 154-161

" " I beam 148-149

" " Latticed Channel 145-147

" " " Plate and Angle 150-153

" *' " Zbar 162,164,166,168

" ultimate strength of cast iron 172

« " " steel 129

" " « « wrought iron 128

*' weights of (see tables, safe loads on columns)

Z bar, dimensions of 163, 165, 167, 169

Columns, timber, safe loads on 187, 188

Concentrated loading, method of calculation for 86

Connection angles for I beams and channels 41-43

Constructional details 34

Copper sheets, weights of. 244, 245

« wire " « 247

Corrugated iron, weights and dimensions of 215, 216

Decimals of a foot for 3^2 inch 278, 279

" " an inch for e^^-th 277

Deflection coefficients, explanation of 61

*' " for Passaic shapes (see tables of safe loads).

" limit for plastered ceilings 61

Deflections, comparison of, various methods of loading. . . .92
formulae for " " *' " . 88-91

Eccentric loading of columns 126, 127

Eye bars, dimensions of Passaic 230

Expansion, lineal, of substances by heat 233

" of steel and iron 256

Explanatory notes on Passaic shapes 4

Fireproof construction, details of . . .35,36

" " notes on 95-99

Fireproofing materials, weights of 266

Flagging, weights of 254

Flats, areas of 242-243

" dimensions of Passaic 28

" " " round edge 27,28

" weights of steel 236-237

Floors, fireproof arches for, illustrations of 35, 36

" live loads for 98, 99, 100

" notes on 95-99

'* safe loads for fireproof arch 97

'* weights of fireproof 98

Foot, decimals of a, for ■;^, inch 278, 279

Foundations, cantilever 178

fe 8?

^ ^

THE PASSAIC ROLLING MILL COMPANY. 283

INDEX. p,g.

Foundations, design of 174-178

I beam 176-179

" safe loads on 174

Gauge, American wire '. 245

" Birmingham wire 244

" different standards in use 246

Glass, floor and skylight 254

" window 252

Girders, explanation of tables of I beams used as 101

" I beam, notes on 76

" " " box, notes on 77

" " « « safe loads for 78-80

" " " sizes of, required for floors . 103, 105, 1 07, 109

" riveted, calculation of 110-114

" " coefficients for 115

« " illustration of , 37

« « safe loads for 116-119

Grillage, I beam, for foundations 176-178

" " safe loads for 179

Groove iron, lithograph of 27

Hand rail, " " 27

Half round bars, dimensions of 27, 28

Hexagon bars, dimensions of 27, 28

Inch, decimals of an, for 5-4 th 277

Iron, notes on 256

Iron sheets, weights of 244, 245

" wire " " 247

Joists, I beam, explanation of tables of 101

" " for floors, sizes required . . . 102, 104, 106, 108

" yellow pine, maximum spans for 185, 186

Laws, comparison of building 100

Lintels, notes on design of 121

" safe loads for cast iron 123

" " « " channel 122

" " « " stone 255

Loads for bridges, highway and railway 197, 198

« " floors 98, 99

" « roofs 190, 191

Loads, suddenly applied, calculation for 120

Mensuration, notes on 267

Method of increasing sectional areas 30

Metric conversion table 275

Miscellaneous shapes, lithographs of 27

Moment of inertia, notes on 81

" " " of column sections (see properties of columns).

" " " " Passaic shapes . . .(see properties of shapes).

" " " "rectangles 93

" " '* *' usual sections 94

Moment of resistance, notes on 81, 82

88-

• 88

284 THE PASSAIC ROLLING MILL COMPANY.

INDEX. Page

Nails, weights and dimensions of 250, 251

Nuts and bolt heads, weights of hexagon and square . . . .223

" hexagon and square, dimensions of 224

« « " " weights of 225

" pin, weights and dimensions of 231

Passaic structural shapes, explanatory notes on 4

« " « lithographs of 6-27

Picture frame iron, lithograph of 27

Piles, safe loads on 176

Pin nuts, weights and dimensions of 231

Pins, dimensions of standard 231

" notes on allowable strains for .217

" shearing and bearing values and maximum bending

moments • • • .218-219

Pipe, steam, gas and water, weights and dimensions 248

Plates, universal mill, sizes of Passaic 29

« weights of steel 238-241

Posts, timber, safe loads on 187, 188

Properties of column sections 130-140

" " Passaic shapes (see shape in question).

" <« " " explanation of tables of . .45-47

Purlins, white pine, maximum spans for 183

« yellow ♦' " " " 184

Radius of gyration, notes on the 81, 124

" " " of columns . (see tables, properties of columns).

" " " Passaic shapes (see tables, properties of shapes).

« '* " two angles, back to back 130-132

Reactions, method of calculating 83

Rectangles, moment of inertia of 93

Rivets, length of, to form one head 222

" notes on allowable strains on 217

" shearing and bearing values of 220-221

" weights of 222

Rivet spacing for angles, channels and I beams 44

Rods, with loop eyes, length required for one head 229

Roofs, notes on the design of 189-191

Roof trusses, strains in, tables of 194-196

« " types of, illustrated 192-193

Round edge flats, dimensions of 27, 28

Rounds, areas and weights of 234, 235

" sizes of 27, 28

Safe loads, comparison of, various methods of loading .... 92
« « formulae for, " " " " ..88-91

" " explanation of tables of 60-61

" " for columns (see columns, safe loads).

« tt K I beam, box girders 78-80

'* « " Passaic shapes (see shape in question).

" « " riveted girders 116-119

Screw threads, U. S. standard 224

SS-

^ 88

THE PASSAIC ROLLING MILL COMPANY. 285

INDEX. • p^g^

Sci-ews, wood, dimensions of 250

Section modulus, explanation and use of 45-47, 87

" " of column sections . . (see properties of columns).

" " " Passaic shapes (see properties of shapes).

" *' " usual sections 94

Separators for I beams 40

Shapes made by Passaic Rolling Mill Co 6-29

Shear, notes on calculation of 84

Sheets of iron, steel, copper and brass, weights of . . .244, 245

Slate, roofing 253

Sleeve nuts, weights and dimensions of 228

Specifications for structural steel 212-214

Spikes* weights and dimensions of . . . 250, 251

Squares, areas and weights of , . , .234-235

" dimensions of 27, 28

Steel, notes on 256

" sheets, weights of 244, 245

" wire, " " 247

Stone, transverse strength of 255

Strains in bridge trusses . 201-209

" roof « 194-196

Strength, ultimate, of metals 258, 259

" " " miscellaneous materials 259

" " " stone, brick and cement 260

" " *' timbers 257

Struts, safe loads for angle 141-144

Tacks, weights and dimensions of 251

Tanks, capacity of 254

Tees, areas of 51, 52

" lithographs of equal leg 20, 21

" *' " special 19

" " " unequal leg 22

" properties of 51, 52

*' safe loads for 70, 71

" weights of ^51^ 52

Tie-rods 95, 96

Timber posts, safe loads for 187, 188

Timbers, ultimate strength of 257

Trigonometrical functions 276

Trusses, bridge, notes on 197-199

*' strains in 201-209

" " types of 200

" roof, notes on 189-191

" " strains in 194-196

" " types of 192-193

Tubes, boiler, weights and dimensions of 249

" extra heavy, dimensions of 249

Turntables, Passaic standard railroad 210-211

Upsets for round and square rods .228

^

58

286 THE PASSAIC ROLLING MILL COMPANY,

INDEX. p^g^

Washers, weights and dimensions of 225

Weights and areas, relation of, for steel and iron shapes. .256

Weights and measures 272-275

Weights of brick walls 7(5

" " column sections . . (see tables of safe loads for columns).

'* " fireproof floors 98

" " fireproofing materials 266

" " materials 261-264

" " merchandise 265

" " Passaic shapes (see shape in question).

" " roof coverings 190

" " sheets of iron, steel, copper and brass. . .244, 245

" " wire, iron, steel, copper and brass . * . .247

Wind bracing for buildings 180-181

" pressure on roofs 191

Wire gauges, different standards in use 246

Wire, weights of iron, steel, copper and brass 247

Wooden beams, safe loads for 182

" «' max. spans for 183-186

" columns, safe loads on 187, 188

Z bars, areas of 58, 59

" lithographs of 25, 26

" method of increasing sectional area of 30

" properties of 58, 59

" safe loads for 75

" weights of 58, 59

Z bar columns (see columns).

dimensions of 163, 165, 167, 169

a-

AC---'