Pocket Companion Abridged Edition-Information and Tables for Engineers and Designers and

262 Pages·2013·26.18 MB·English

EDITION
INJI'ORMA110N AND TABlJ!8
FOR
ENGIN1IU$ AND DI!SIGNElIS
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Pl'lTPURCR. PA.
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CARNEGIE
POCKET COMPANION
ABRIDGED EDITION
INFORMATION AND TABLES
FOR
ENGINEERS AND DESIGNERS
AND OTHER DATA
PERTAINING TO
STRUCTURAL STEEL
MANUFACTUUEO BY
CARNEGIE STEEL COMPANY
PITTSIlURon, l'A.
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OoVyrilh~ 1030 by
O,U"'II:OI. 8YE"" 00. ..A NI'
J>\~"burlb, Pa,
1l'1,.~ F.dIUon, May I. 103(1, Prlntodln U, S, A.
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FOREWORD
p ENDING major revisions in the Carnegie Pocket Com-
panion, publication of the 24th Edition will probably
not be possible until sometime in 1931. In the meantime,
to meet. the requirements of Designers and Fnbricators of
structural steel, the present abridged t.emporary Edition is
offered t.o fill the gap until such time as the complete 24th
Edition CRn be prepared and issued.
This book contuius complete data pertaining to Carnegie
Beams, American Standard and other structural sections
most suitable for use in bridge, building, car and ship COIl
stnictiOD.
Safe loads and other data. for structural sections are in
accordance wit.h the standard specificat.ions of the American
Illslilulc of Steel Construction, revised November 1st, 1928.
In order to restrict the size of this book and yet include
all the useful engineering data possible, dimensioned profile
drawings have been omit.ted. These, however, will be found
in the Carnegie Shape Book, 10th Edition, issued July 1st,
1929.
TOPICAL INDEX
Page
..
Formuhm .... ... ... .... 6-17
Carnegie Beam Sections . 18-31
Standard BeamB, Etc. . .. ... 32-37
ELEMENTS,
.....
I'ROPERTIES, Channels .. ..... . . 38-45
DI~IENSIONS
Angles, Tees, Zees, Etc .... 46.57
.
Cover·Plated Columns. .. ... 58·63
l\liscellaneous .. ... .. 64·81
ElI:planatory Notes, Etc ... 82·97
BEAM ..
Web Resistances, Etc. . ... 98·113
SAFE LOADS
Loads. Beams .. ...... 114·187
Explanatory Notes ...... 188·197
PLATE GIRDEU
Tables of Elements. . 198·200
Explanatory Notes .. 200·207
COLUltlN
Loads- Beams ........... 208-228
SAFE LOADS
Cover-Plated Beams ...... 222-227
Rivets. Pins and Bolts. .. 229·242
STRUCTURAL
Miaeellaneou8 .. 243·257
DETAlLS
Beam Details. Connections .. 2&0·255
,
CARNE-a lE STEEL COMPANY
ELEMENTS OF SECTroNS
In the computation of the values of structural shapes for the varioU9
conditions under which they arc subjected to slrOM, certain mathe
matical expressions arc used. In the t!l.blea of Elements of SectiOIlll,
which follow, these values or properties arc given in inch-units.
Neatn.1 "-"bo. The line, in the Ct068 section of a beam or column in
a state of flexure, on which there is neither tension nor compression;
the neutral axis passes through the center of gravity of the section
when unit stresses do not exceed the e\lUItic limit of the material.
In the uBual position of stnll.ltural scctions there are two neutral axes,
perpendicular to each other, their normal distance from extreme fiber
of the scction being designated by x and y.
Momertt or lamia-I. The sum of the products obtained by multiply·
ing each of the elementary areas of which the section is compollCd,
by the square of its normal distance from a neutral axis of lhe Bection
or from any axis of moments assumed for pUrpose!:l of calculation.
Sedlofl Moduluo-8. The moment of inertia divided by the normal
distance from the axis to which it rcfel1l to extreme fiber of the section.
For tbe two moments of inertia, corresponding to the two principsl
!\Xes of a section, there nre also two section moduli.
The section modulus is used to determine the stress in the extreme
fiber of a section, subjected to bending stresses, by dividing the
bending moment by the section modulus referred to neutral axis nonnal
to line of foree, both values being exprel!5Cd in like units of mell.8ure;
the ~eetion modulus of a scction, is obtained by dividing the bending
strcss by the allowable fiber stress, both valucs also in like units of
mensure; tbe proper section is then obtainc'd from this section modulus
by reference to the tables of Elements of Scctiolls.
Radh ... of G,motion-r. The normal distance from a neutraiaxis tothe
center of gyration, the point where the entire area is considered to
be concentrated and have thc same moment of inertia B.S the actual
area. The radius of gyration of a section referred to a neutral axis,
or any axis of moments, is equal to the square root of moment of
inertia, refcrred to that axis, divided by the area.
The radius of gyration of a section is used to B.Sccrtain the safe load
this section will sustain when used in compression, as !l. strut or
column. The unbrneed length of the IICction in compression, divided
by the least ra.dius of gyration llr, is denominated tbe ratio of
slenderness.
,
ELEMENTS OF SECTIONS
GENt:IlAL NOTATION IN FOmdUl.AS
The rollowing notation aJlllties to rormulllJl and tablea ror
elements or physical propcrtiea or IlectiOIlB, alllO to flexure rormulas
and other data given for bearne under various loading conditiona;
A _ Area of aeetion, in square inches.
n _ Distancc from center line or gravity to extreme tiber, in inebes
I _ Moment of inertia about center line of gravity, in inches'.
M."""static moment, in inches'.
S ~etion modulus, in inchess.
r -Radius of gyration, in inches.
r _ Bending stress in ertl"f!mc fiber, in pounda per square incb.
fb .... Resista-nee of web, in pounds per aqua-ro incb.
E _~10dulus of cllUltieity, in pounds per square ineb.
L _Length of &Cetion, in feet.
I _Length of &cetion, in inches.
W, WI, W_"l.upcrimpoaed load.B supported by beam, in pounds.
w ~uperimpolled load, in pounw per unit length or a.rea..
Wouu _~Iaximum sale load al point given, in poundt.
R, Rl _Reactions at pointe of Bupport, in pound.B.
V _ Vertic!!.1 shesr, in pounds.
M, ~h, M_Bending momenla at points given, in inch poundl.
MDlIlS _Maximum bending moment, in ineh pounds.
Mr _ 'la.ximum resisting moment, in inch poundt.
D, DI -.nc.f1ections at points: given, in incbes.
DDlIlS _ Maximum deflection at point givcn, in inches.
The common relations existing between the properties of any
shape of uniform crOll8 llection are the following;
r- VF
I_ Ar' S_~
The mOlnent of inertia, fI, referred to an axis not coincident
with hut parallel to the neutral axis of the section, when 11 is the
I>crpendicular distancc between these two axes, is: JI_ I+Az'
The moment or reBistance of the internal streBScs of a beam
rcsisting flexure must be equal to the moment of the external foroea
producing bending.
Mr_Mmu_f~. _ fS.
The moment of resiatance and the bending moment must, there
rorc, be e)(prcaacd ill same ullits of moment, force x length, generally
in inch-pounds.
The moduiUll of elasticity is the ratio betwooo unit streas and
the elonption caused by that stress in one tmit of length, up to
the elaatic limit; for steel tbe modulus of ellLBticity is 29,000,000
pounds per squars inch.
•
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