ASEP Steel Handbook

ANDBOOK
Assaciation of Struct gheers of the Philippines, Inc.
Unit T-10, New Manila Condominium
21 N. Domingo St.. Quezon City

Steel Flat Products 6-47
Table 6-49: Tolerance on Width and Length Unit:mm
I I 7
I Division 1 Tolerance I

Width +10
-
-
-
I I
0
I
I I I
I
Length t15
1
I I
0
I
I
I
I I
J
Mote: The actual length of coils must not be less than the nominal length.
ASEP Steel wandbook
-27.

FOREWORD
PART 1
Built-Up Shapes . . . . . . . . .. . . . . .. . . . . . . . . . . . . . . . . 1-1 to 1-52
PART 2
Cold-Formed Plate Shapes . . . . . . . . . . . . . . . . . . . . . 2-1to 2-20
PART 3
Cold-Formed Light Gage Shapes . . . . . . . . . . . . . . . . . . . . . . 3-6 to 3-40
PART 4
Rolled Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... .4-1 to 4-80
PART 5
Metal Decks . . . . . . . . . . . . . .. . . . . . . . , , . . . . . . . . . . .. 5-1 to 5-22
PART 6
Steel Fiat Products . . . . . . . . .. . . . .. . . . . . . . . .. .. . . . .6-1 to 6-48
PART 7
Design Examples . . . .. . . . . .. . . . . . , . . . . . . . . . . . . .., 7-1 to 7-42
PART 8
Welded Joints . . . . . . . . . . . . . . . . . . .. . . ... .. .. .. .. .8-7 to 8-26
PART 9
Miscetlaneous Tahtes and Data . . . . . . . . . . . . . . .. . . . . .. .9-3 to 3.430

el0 -
cm -
am* -
sxct. -
&GI. *
ila -
kefm -
klJ -
m . -
mex -
mtn -
mm -
WIPa
N
Be -
psi -
rad -
sq.m. -
temp As -
TYP
W -
PNS -
center to center
centimeter
c u b i ~
meter
exclusive
inclusive
kilogram
kilogram per meter
kiloNewton
meter
maximum
minimum
millimeter
megapascal
Newton
Pascal
pounds per square inch
radians
square meter
temperature steel
typical
weight
American Concrete Institute
American Institute of Steel Construction
Arnerlcan Iron and Steel lnstitute
Association of Structural Engineers of the Philippines
American Society for Testing and Materials
American Welding Society
British Standards
Japanese Industrial Standards, 1991
National Structural Code of the Philippines, Vol. 1, Fourth
Edition, 7992
Philippine National Standards
ASEP Steel Hmdbook
."iij .

GENERAL.
This @EP Steel Handbookis intended primarily to serve as a guide En the
se1ec.tict1and use of locatiy available structurat steel products. These products
are divided into five classes based on tho method of,manufact~lrr: and/or
maximum thickness of the section, The first five parts of this handhook
corresponrt to t!lesct classes as follows:
Part 1 Built-Up Shapes
Part 2 Cold-Formed Plate Shapes
Part 3 Cold-Formed Light Gagc Shapes
Part 4 Rol!ec! Shapes
Part 5 Metal Decks
Each of these parts presents a series of tables of computed and/or
compiled data. These data consist of sectional dimensions and properties
chosen and arranged to enable rapid and convenient selection of structilral steel
members. For increased usefulness, several other tables, formulas, and design
information are presented in Parts 6 to 9 of this handbook.
As an updated edition of the ASE-P Handbook of Steel Shapes and
Sections, this handbook has considerably been expanded and contains several
major revisions. The major revisions include the following:
1. The thickness of steel piates for the built-up and bent plate have
been modified. The thickness adopted corresponds to the bar
sizes of reinforcing steel bars primarily to facilitate recollecr;on.
This adaptation eliminates thickness with fractions o f millimeters.
The maximum thickness adopted for built-up sections was also
increased from 44 to 45 millimeters. The maximum thicltness usad
for bent shapes has been reduced from 25 to 20 millimeters.
2. The thickness of steel sheets for light gage sectiorrs have heen
modified. The adopted thickness range from 2.0 to 6.0 millimeters
in increments of 0.5 millimetix. This compares witit the thicl~ness
used in the first edition which range from 1.2 to 4.7 miili~neiers
with varying incren~ents
of 0.2 or 0.3 miliirnetcr

The range of overali depths of built-up BW and BH sections has
been modified. The overall depths of BW sections adopted range
from 200 to 1,000 mitfimeters in increments of 50 or 1
0
0
mitlimetets from the previous range of 100 lo 920 millimeters
with variable increments. The overail depths of BH sections
sdopred from 200 to 700 millimeters compared to the prevlous
195 ro 425 millimeters.
BuUt-upwide flrnga Tee, ~WT,$ectionproperties has been added.
The rolled shapes and sections has considerably been expanded
with the adoption of sections from the AtSC Manual of Steel
Consttuction, 93h edition, except for the angle sections. Although
the standard AtSC designations were adopted, the tabulated
section properties are in SI units.
Part 5, presenting two metal deck shapes has bean added to the
hendtrook. Metal decks are cold-formed light gage shapes and
norn~affyvary with the manufacturer. The handbook limited the
shapes to those shapes tocally available.
The discussion on steel frat products, originally incorporated
within the rolted shapes, has been considerably expanded to
include excerpts from standard specifications. his expansion
mftriteri the separation of the discussion to a new Part 6 uf the
handbook.
Design examples has bean added in the new Part 7 of the
handbook. Each of the five design exampies include detaiiod
discussions and referencesto the differen1 parts of this handbooit
as wall as if)@ NSCP.
The discussion on welded ]oints. pteviously presented with the
miscell~neaus
tabtes and &ate, is presented in a seaerated Part 8
af this handbook. An expanded misceftaneoos tables and data is
presented in Part 9.
ASEP Steel tianrievok
- 8 -

Foreword
CUSSIFICATION AND DESIGNATIONS
The folfowing classifications and designations are used for the different
structural shapes presented in this handbook.
-- -
Shape Designation
Wide-Flange 1 BW H x W
I
- Heavy Column / BH H x W
-- I BWT H x W
Wide Flange Tee
Channel 1 BC H x B x t
I
Stiffened Cee [ LC H x B x C x t
Stiffened Zee I LZ H x B x C x t
Rectangular Tube
-
-
-
.
LR H x B x t
Square Tube I LS H x B x t
--
Wide Fianae I W d x w
S-Shape 1 S d x w
Channel f C d x w
Structural Tee I WT d x w
Angfe f L H x B x t
I
Pipe - standard
-. I PS d
Pioe - Extra Strona 1 PE d
Pipe - Double-Extra I PD d
ASEP Ste Handbook
. .

Where: 3 is the aange width of the section; shorter leg
of angles; shorter side of tubular sections, in
mm.
is the overalt depth of lip of tight gage
sections, in mm.
Is the depth of rolled sections, in inches.
#s the depth of the section; tonger leg of
angles; longer side of tubular section, in mm.
is tho ovoratf widths of ineta8 decks, in mm.
is the base metal thickneaur of the section, in
mm.
isthe nominalweight p w unitien@th,inkgtm.
is tho naminat weight per unit Ienipthof rolled
sections, in ibslft.
The sectfons and shapes ptessnted in the first three parts of this
handbook may be refarredto as fabricated sttapes as they are madefrom rolled
flat products. These sections are timited therefore by the availability of these
fkt products, and the availabiiity and limitations of the equipment required in
tha fabrication of these shapes and sections.
There are two generaimethods af producing structural shapes from flat
m e t products. On$ is by welding together plates into the desired shape, and
the other is by cold-formine plates, coils sheets, or strips.
Shapes produced by weldrnents are referred here as 'flultt-Up' shapes
an8are limited to the use of plates having a thickness greater than or equalto
6.0 milfimoters.
Shapes mayalso becold-formedby passingthe Rat steel products inroils
the desired shape is attained, or by press brake bending. For consistency
with common practice, however, these shapes are divided into two classes
ckybtrnding on the thickness of the base metal used. Cold-fot .ad piate shapes
are producedfrom plateswiththickness greatef than ar equal $6.0
millimeter.
Cold-formed tight gage shapes, on the other hand, are prod^ ad from coifs,
sheets, or strips with thicknessless than or eq nl to 6.0 mlllit: tw.
ASEP Steel Handbook
xii -

Foreword
For plates, the following thickness, in millimeters, were adopted: 6,8, 10,12.
16,20,25,28. 32,40,45,For light gage sections the following thickness, in
millimeters, were adopted: 2.0,
2.5,3.0, 3.5,4.0,4.5,5.0.5.5,6.0.
Because of the general flexibility of the fabrication methods, an infinite
variation of shapes and sections can be produced. The shapes presented have
been limited to those con~monly
used for each classification.
For the sections, the dimensions were chosen such that the optimum
utilization of the available flat products is attained. Furthermore, the dimensions
were chosen such that certain limits given in the provisions of applicable codes
and specificatioi~s
are not exceeded. These limits are discussed more fully in
the text accompar!ving each part of this handbook.
Note that the fabri~atedsections presented are not standard stock
sections. The designer is also in no way limited to the tabulated shapes and
sections. Use of special shapes and sections may be advantageous in somfa
cases where substantial economy may be derived from its use. Furthermore,
special shapes and sections may also be required to meet requirements
particular to a given problem.
ROLLED SHAPES
Rolled shapes are defined here as those produced by passina red-hot
blooms or billet steel through rolls until the desired shape is attained. Except f ~ r
the angles. the shapes and sections adopted are those from the 9th edition of
the AlSC Manual of Steel Construction. The AlSC sections adopted include the
W, S, C, W T and pipe sections.
As stated above, the designation used in this handbook is identical to
those used in the AlSC Manual, although the section dimensions and properties
are presented in the SI units.
SECTION AND PROPERTIES
The sectional properties tabulated were calculated based on generally
accepted engineering principles and were generated using micro-computers.
Simplifications and/or assumptions particular for each class of shapes arc
discussed in the descriptive material pieceeding each part of this handbook.
ASCP Steel UC~wJbook
~ 8 i 1

in calculating the theoretical weight of the sreei sections, a mass density
of 7850 kglrn3was used'
RKMANSHIPAMD TOLERANCES
The dimensions and proparries shown on the rables are theoretical values
and rhose of the finished prodtrcis will be subjected to the usual variatia:is.
Ibkrrrances not covered shall he based on applicable specificatloos felating to
each cfaslr and shalt be specified by the designer with proper ragard ra
f&bicationand erection requirements.
STEEL FLAT PRODUCTS
Flat structural steei ~roduets
are locaiiy avsifable as hot-rolled plates,
csih and sheets. in addition, cold-rolled coils and sheets are also montdfactured
tecdy. The detailed discussion on flat products and available sizes can be
found in Part 6. The fabricated shapes are based on these products.
ASEP :hoe! Har~rlbo:
k
xiv .

BUILT-UP SHAPES
ASEP 'tee1 H a n d b o o k
-1-

CONTENTS
................................................
Nomenclature
General ......................................................
.....................................
Scope and Classifioation 1-5
....................................................
mterialg 1-6
.........................................
Sectional Cimensi~ns 1-6
.........................................
Sectional Properties 1-8
Welds ........................................................ 1-8
................................
Comments on the Design Tables 1-4
Dimensiolial Tolerances.......................................1-10
Tables of Dimensions and Properties
BW - Shapes............................................. 1-14
BH - Shapes............................................. 1-24
BWT- Shapes............................................. 1-34
Beam Selection able - 1 - 4 4
........................................
Values of C
, Table.......................................... 1-48
Allowable Compressive Stress Table...........................1-49
AS; .Steel Handbc k
.3.

NOmNCLATURE
1 Definition
crass-sectional aree
Area of cowresstan flmse
Ftange width
Slenderness ratio of compression elements ae
defi~t3
i n Appendix A of 1992 NSCP, Chapter 4.
Axial cmapriissivs stress paraittad in a pritmatic
matbar in the abrsence of bending inolwnt
specifid nrinlmw yield stress of structural steel
Depth of t
b section
Clear aiatarmce Mtwemn f3augss
Moaasnt of iwrtita about tha i t 4 axis
mmmnt o
f izmztia abatlt the Y-Y axis
EffeCtiv@ Langth factor for prismatic amber
zlcwsr mtbrac& P
W i m m mibraceid o
f tba aapressioo fl8age
at which the alloapabla baading stress may l
m takeucl
aa 0.6QTp based on NSCP Gact. 4
.
5
.
1
.
4
.
1
Maxi mBraeat3 length of the compression flange
at which the allowable bending stress may be taken
as 0.60PY
B%an raolsting moment
Ratio of effective profile area of an axiafly
r to its total profile area,
Appendix A, 1992 NSCP
First mnuant of area of the beam flange about
the neutral axis
Axial stress reduction factor where wiath-
thicknsaa ratio of unsttdfened elements exceeas
flirniting value given in Sect. 4.9.12,
Appenaix x of 1992 NSCP
Radius of gyration of a section coaprising the
comprcsisaion flange plus I f 3 of the comprel~sion
web area, taken about an axis in the plane af
the web
Radius of gyrstiora ahout the X-x axis
Radius of gyration about the Y-Y axis
Elastic sectmn modulus about X - X hxis

Built-up Shapes 1-3
s~ Elastic section modulus about Y-Y axis
T Height of web excluding weid thickness
tf Flange thickness
t" Web thickness
w Minimum fillet weld size
W Weight of the section per unit length
2, Plastic section modulus about the X-X axis
z~ Plastic section modulus about the Y-Y axils
ASEP Steel H a book
-5-

Buil t-Up Shapes 1 -5
BUILT-UP SHAPES
Built-up 8hapc.s are herein defined as structural steel
sections made up of steel platas with thicknesi*ranging from 5 . 0
nun to 45.0 mm, welded together to form structural ohapas.
Considering that locally produced rolled shapes are normally
limited to depths of about 200 mm, built-up sections are fre--
quently used as a substitute for rolled sections.
Soma fabricators use modern equipment, such as multiple head
gas cutting amchines and automatic welding machines, needed in
the production of built-up shapes. These modern equipment have
considerably increased the economy and efficiency of production
of built-up sections. With the tables presented in this Part 2
of the Steel Handbook, designers may dlrectly select and speclfy
a built-up section, Alternatively, the tables may be used to
facilitate the substitution of built-up becrions for rolled
sections.
Scope and Classification
As defined above, there is an infinite number of posslble
shapes which could be presented. For simplicity, however, this
Steel Handbook is limited to the most corrronly used built-up
shapes. i-e. the bi-symmetric I shape and the wide flange Tee
shape.
Three specific built-up shapes are presented in this Steel
Handbook, the BW, BH, and BWT shapes. The BW sections are in-
tended primarily for use as b
e
c
a
m members, while the BH sections
are normally intended for use as columns. The BWT sections are
intended for use as truss top and bottom nhord elements. The
classification and designation relating to tZ?eseshapes are given
below.

1-5 DuiJt-Up Shapes
-- -
I
7
I Class Shapa Oesignaticn !
- - --4
I Bur lt-Up Wide Flanne BW HxW i
i Heavy CQ11ma BH HxU 1
I Wide Flange Tee BWT HxW 1
The designation of built-up sections arm based on outside
depth weight per meter length rather than on a21 dimensions
of the buikt-up section as is used in other standards. The adopt-
ed form i s tisimpler and is one which is familiar to local desiw-
ers.
The BW and BH sections are distinguished by the ratio,
tx/
r y e of the radius of gyration about the %-X and Y-Y axes,
rosplctively. EU sectiona have r,/ry ratios gtraater h a or
equal to 3.0, while BH sections have r,/ry ratios less than 3.0.
The grouping, however, doe8 not imply that tne EW aectiom
are to be used only as beams, and BH sections aa columns. Pap
ticular loading or lateral support conditions or other require-
abents m y dictate the shape of a given memb%r.
The built-up tee (BWT) sections presented are assumed to be
obtained by cutting BW sections similar to rolled tee sections.
The depth df BWT soctione are therefore half Of those correapon&.
Lng Btt sections,
A total of 255 built-up sections are presented in this st-1
Bandbook. Of these, 88 are SU sections with depths ranging frw
200 1 ~ 1
to 1000 m. There are 81 BH sections with depths rang-
ing from 206 a
m to 700 m.. There are 86 BW-sections with depthp
ranging tram 100 am to 500 mmn.
Materials
The m~nimumquality reqairement for built-cp shape fabrrca..
tion is structural steel coxktoxining to ASTR A36 and/or J f S ~ 3 1 0 1
SS 400 (formerly JTS C3101 SS 41).
3. 'St 1 f?andbook

Locally rolled plates are available for these grades oi
mtructural steel which have minimum specified yield stresses, I".,
of 248 Wtj aad 245 MPa, respectively. The sectional propertief5
and limits of built-up shapes and sections are based on thcse
values. Further information regarding materials for built-up
ahapes i s given in Part 6.
Sectional Dimensions
A major consideration in the choice of dimensions of the
sections is the optimum utilization of locally available plates.
Again, to facilitate easy recall in detailing and deslgn and to
simplify splices between connections, out-to-out" depth at pre-
dlctable increments is adopted in this Steel Handbook.
With the "out-to-out"depth, the clear distance between
flanges will vary depending on the flange thickness resulting in
a lower .yieldof the web plates. This situation is unlike the
case of rolled wide-flange and S-shapes whose clear distances
between flanges are kept constant for each family of the nominal
depths. The constant clear distance between flanges o
f rolled
sections is due to the roiling equipment used in its manutact:?.rre
where sectional differences within a family are achie>*ed by
vdifying the flange dimensions and the web thicknesses.
Built-up sections, however, are not subject to these limi-
tations. ff: I s believed that the use of a constant "or.!t-tc-ont"
dapth would provide ease in detailing, fabrication a i d
erection. Fi:rthermore, it is'
believed that the cited ut i l iz;lticn
of plates could still be improved by choosing a proper cutting
layout or by using the remaining plate materials for sec:ondar.y
structural elements such as gussets and stiffeners.
Asids from the utii-izationof available plates, the dimen-
sions of the flanges of both BW and RH sections were proportioned
to satisfy the limit on the width to thickness ratio for unatiff-
ened elements of the compression flange according to NSCP Sect.
4.5.1.4.1. This limiting ratio, of 170/JFg, equals to 10.8 for
structural steel coaforming.to ASTM A36.

1-8 Built.-ilp Shapes
For the web dimensions of BW sections, the thicknesses were
lFaited such that the allwnbls shear stress ray be taken as
Q.40Fg without. the use of stiffeners. The maximum ratio of the.
cl~asr distance between flanges to web thickness h/t, equal to
]1000/lF . For a yield stress of 248 MPa, this ratio has a value
of 63.5. Note that stiffeners should still be provided as re-
quirad by o t b r provisions of the code, particularly NSCP Sects.
4.10.5 and 4.10.10.
For ttm ueb dimensions of BH aections, the thickneases were
limited so that the depth to thickness ratio of the web, h
/
t
;
,
Qar not exceed the value specified by NSCP forxala 4.5-4b. This
limiting ratio, 675/JFy, has a value of 42.8 for Fy equal to 248
NRa.
ti%ctional Properties
The properties, ratios, and weights of the sections were
aemputed cansidering the diQ+amions of the flange and web plates
anly. The weld aatarial was excluded. Ifi a competitive design
r*nd constmctien environment, some besigners would include the
capacity of the weld nmterial.
For built-up tees, values of Q, and C
'
, for Steel with mini-
mum yield oltrese, Fy equal to 248 MFa are also tabulated. For
gections with width to thickness ratio of unstiffened projecting
eleaants of comgreesion flange exceeds 330/JFy as specified ip,
lPSCP Sect. 4.9.1.2, the allowable stress is governed by the
~ S O V ~ S ~ O ~ S
of Appendix A, Section A2, A5 and A6 of Chapter 4,
Part 2 of the MBCP. Where no values of 9, and C
'
, are shown, the
krullt-up tee conforms to NSCP Sect. 4.9.b.2 and is considered as
fully effective.
The dtmansion "w" given in the tables of dimensions
properties is the minimum Leg size of fillet weld& as Specified
in NSCP Table 4.17.2A. The actual size of fillet welds must be
specified by the designer. To facilitate this calculation, the
quantity Qf/Ix are tabulated for each BW and BH oectio~~s.Qi is
ASEP 'eel ,andbook
I'

Duilt-Up Shapes 1-9
the first moment of area of a flange about the X-X axis.
Groove welds may also be used to connect the flanges to the
web plate. If required, groove welds shall be as specified by
the designer.
Co-nts an the Design Tables
Aside ftom the tables of dimensions and properties, a Beam
Selaction Table for the BW sections is included to facilitate the
sslect2.on of flexural members dtlslgned on the basis of NSC? Sect.
4.5.1.4.1. For ease of use, the quantities required to check the
compact section criteria are included, together with the limit-
ing values of the unbraced lengths.
For the design of compression members, a table of the allow-
able stress as a function with the slenderness ratio, Kl/r, is
also included.
AS1 Stes Handbook

1 I
3
I
6
I
i
i
1 3 1 6 {B/lOO, but aoti
1 f I I leas than 6 ruJ
5
J
a H is maeured patulle1 to the web a t the ueb center line.
F is the laaximwa offset at the toe of the flange fron, r
f i n e noma1 t o the plane of the web through the tntessec-
tion of the web center line and tb outside face c " the
flange.

Built-up Shapes :-.I1
B. STIWIGHTMESS TOLERANCE
- ---
I -
------ -
7
-
- 1
1Member I Length 1 Permissible Variations in
Straightness, mm
I
I I rrrm I I
+--
1columns
I
-t --I- I
I Less than 9,100 1 1 mm x (total length in m) I
( 9,100 to 13,700 1 10 mm
1 10 mm + 1 mm x (total length
I
i 1 Over 13,700
I in m - 13.7 m)
I
I I I
I I I I
Beams w/o I I I
!specified I I I
(Camberor I
I All
I
1 1 mm x (total length in m)
I
1Sweep 1
C. CAMBER AND SWEEP TOLERANCES
I I
i~arlablei Member IPermissible Variations from Specified 1
1 I I Camber or Sweep, IMI I
+-------i --I
( C a m b e r lBeams except ( 2 raa, x (test length in m
)
, but not
1below a I less than 6 mn
I
I I
I I I
/Beamswith I
I
I
ltopflange I
I
I
I lembedded in 1 0.5 mm x (total length in m), but
I
1 ( concrete I not less than 6 mm I
I
I I
1Sweep 1Beams
I
I 1 m
m x (total length in m)
I
I
" Tolerance over specified camber o
f beams need not exceed
the greater o
f 1 m x (length to the nearest end in m) o
r
19 m. The t
o
i
e
r
a
r
i
c
e under tho specifted camber is 0 KUII.
Flust ~ n i
have a designed concrete haunch. c
'
:
,
e
c
i
f
i
e
d
tolerance is for over and U P X ~ U Kspecified camber.

Built-Up Shapes 1-13
TABLES
OF
DtMENSlO SAND PROPERTIES

ht kr
IgrmMon W A
HxW k
m mm2
H
I
4
llmm
R r n
ASEP 2 '%? mdhoo!;

Burlt-.Up Shapes 1-15
I
BW SHAPES
Dlmenalonr
Proputlor
8opwkiea I PlmtteModulus
7 Axis Y-Y I 7
Dwgnrtion
H x W
BW 1COOx 518
x 457
x 373
BW m
x 496
x 444
x 4'93
x 370
x 357
x 3
3
3
x 3
3
4
x 2
e
3
BW 900x M7
x 315
x 264
x 2
%
x 2
2
5
x
ASEP Steel Iiandh ,
k
-17.

-
7
Deaignat~on
H x W
-- -
BW 600x It%
x 1
'
3
9
x 150
x 133
x 1
1
1
3
BW m
x Ff
x 1%
;< 123
x 13?
RW mr $3
x 13
BW Wx 181
x :m
x 115
;
< l$Q
x l(XI
BW 450 x 1C.1
x %
x s
.
3

Built-IJp Shapes 1-25
ASEP Steel Handbook
" 7

Rullt-Up Shapes 1-27
BH SHAPES
Dimensions
Proputirs
- AXIS X-X
I I S
xll 1x10:
m
;
mm-
heignatinn
H x W
*YSEP Stee 1 Handbook
-29.

R u i l t - U p Shapes 1 - 29
BH SHAPES
Dlmonrlonr
Propertler
Plastr
Axis Y-Y
:I@ xl03
nm4 rnm3 mm mrn3
-
Deeignation
H x W
ASEP Steel Handbi k
-31-

BX SWEG
Dimensions
Proportier
-
Oeelgnabon
H x W
BH 2 X ) x :5
x 14
x 12
x i 3
x 10
x 8
x 7
BH 250x 5
x 5
X 4
BH X O x %
x 6)
x 7
1
.x 7
x 6
x 5
x 4
BH 2(10x 3
x 3
x 3:

Bti S W E S
Dimensions
Prupairiirs
ASCP S t ee i ktnnrlbook
3-1

:-X AxisY-Y
.--- ---- BWT 5
3
3x 2 4
0.845 137 x 232
O M 137 x 214
0.845 137 x 197
0.845 137 x 187
!
I
0.951 129 BWT 450x143i
0.951 129 x 1411
X 1321
0.703 1 % x :IS;
0,7CQ '$3 .x ?ti?!
x i i X /

B
WSHAPES
Dlmonrlonr
Propwllor
I Axie X-x
I
---- BWT 4CCx 14
x :3
x 12t
x :1t
x 1C+
Where no value of C',w Q,to ohown, the mclun Mmp!!eO wtlh NGCP Sect 4.8.1.2
---- --- .-
ASEP eel H"mdbook
-39-

Built-up Shapes 1-39
87 3e.S 0638 160 BWT
65 34.1 0.618 7 8 0

150 12 RO 213 MB
5x1 m ao zrs aia

Built-up Shapes 1-41
BWT SHAPES
Dlmenrions
Properties
brignation
, tixw
1 1
mm
- --
41.1 O.B70 128 BWT 175x 2'
38.5 0.978 128 x 2,
41,7 0,654 156 x 2
I
Where novalue o: G
'
,cx 9,
lo ohown, me uaclbn cornplleowlth NGCP Sect. 4.8.1.2
- -
-
PISEP S t e e l tlandboc
-13-

? ...4 t B:rL 1-r.--Up Shapes
ASCP ?eel Iiandbnok
-44-

1
- Elsatlc Proprrtiee
I axia X-X Axis Y-Y
Whera no vaius 01 C' cx Q IQ ohown, the mctbn mrnplleowtitr NSCP ~ s c t .
4.8.12
- L A - --
ASEE Steel Handbook
-45-

1-44 Built-up Shapes
BEAMSELECTIONTABLE
ASCF St.eel Iartdbo .
-46-

BEAM SELECTIONTABLE
A. E P Stee~kandbook
4 ,

BEAMSUECffONTABLE
ASEP Steel Handbook
-49-

PLLOWABLECOMPRESSIVESTRESS TABLE
F
, = 248MPa -
Main and Swndsrv Mombus
Kl/r not
F,
3 E L
l38,8Q
136.40
1S.QO
1S639
134,07
134.35
133.82
133.29
132.75
132.21
13
1,ss
131,lO
130.54
12m?
129.39
12t.01
128.23
l27,83
l27.Q4
128.43
125.82
12521
124,59
123.96
123.33
122.69
122.05
121.40
120.75
12m9
-
F,
(MPa)
11943
11876
11809
1174
1
11672
1 I603
11533
11463
11393
11322
11250
1 1 1 78
111 05
11032
10958
1W04
10809
10734
10658
10582
10505
10427
la49
10271
101 92
101.13
I W.33
98 52
68.71
37.90
. -
ASEP Steel Nandboo
-51-

&LOWABLE COMPRESSIVE STRESS T A 9 E

Cold-Formed P1at.c Sbap-1s 2 -1
CONTENTS
Nomenclature ................................................
General .....................................................
Scope and Classificat~on
....................................
Materials ...................................................
Sectional Dlmenslons ........................................
........................................
Sectional Properties
BA-Shapes (Equal Legs).................................
BA-Shapes (Unequal Legs)...............................
BC-shapes ..............................................
ASEP Str 1 Handbook
5 7-

2-2 Cold-Formed Plate SiiapeS
NOMENCLATURE
Definition
Cross-sectional area
Flange width of channel or length
of shorter leg of angle
Depth of the channel or length
of longer leg of angle
Specified minimum yield stress of structural steel
Moment of inertia about U-U axis
Moment of Inertia about V-V axis
Moment of inertia about X-X axis
Moment of inertia about Y-Y axis
Inside radius of bend
Radius of gyration about U-U axis
Radius of gyration about V-V axis
Radius of gyration about X-X axis
Radius of gyration about Y-Y axis
Elastic sectlon modulus about X-X axis
Elastic section modulus about Y-Y axis
Base metal thickness
Flat width of elements exclusive of fillets
Weight of the section per unit length
Distance from centroid to outer face of the
section along the X-X axis
Distance from centroid to outer
face of the section along the Y-Y axis
Angle between the X-X axis and the
principal U-U axis
Units
mm2
mm
mm
MPa
mm4
mm4
mm4
mm4
mm
mm
ntm
mm
m
mm3
3 3
m m m
mm
mm
kg/m
mm
mm
rad
ASEP Steel ifandboo6

Cold-i'ormed 1' 1at.r. Shapes 2--3
COLD-FORMED PLATE SHAPES
General
Cold-formed plate shapes are normally used as substitutes
for particular families of rolled shapes llke angles and channels
because .of the limited ranges of sections available for the
latter.
Cold-formed plate shapes are defined here as sections made
from steel plates with thickness ranging from 6.0 mm to 20.0 mm
formed by cold rolling or by press brake bending into the desired
shapes. Shapes cold-formed from thinner plates are designated as
light gage shapes and are covered in Part 3 of this handbook.
Compared to built-up sections which use plate thicknesses up
to 45.0 mm, a maximum plate thickness of 20.0 mm was adopted for
cold-formed plate sections. This maximum was adopted due to
concerns on possible material damage and the difficulty of fabrl-
cating shapes using thicker plates. Furthermore, because of t"o
relatively thicker steel material used compared to the light gape
shapes only. simple shapes requiring few bends are included i n
this handbook.
For the design of cold-formed plate sections, the pronlslons
of the American Iron and Steel Institute's (AISI) Specificario~l
for the Deaign Of Cold-Formed Steel Structural Members are recom-
mended.
Scope of Classification
Only two families of simple structural shapes are given in
this Part 2: the angles and the channel. The classification and
designations relating to these shapes are given below.
ASE Steel ilandbr7k
-59-

i Shape Designation
I
1 Class /I
I
-
,
-
-
-
- --i
i
1 cold-~ormaei Angle, EA NxBxt
i
Plate Cmnnel BC NxBxt
I
II
i
i
A tatal o t 77 bent-plate sections are presented in this
statel Wandbgcik. Of these, 23 are BA shapes having equal legs
witn deptha ranging f
r
o
n
t 50 to 200 m, and 27 are BA shams
w i n g unequal. iegs wkrn deptfu3 ranging from 75 m to 225 mi,
The remaining 1 7 sections are BC shapes with depths ranging froop
70 m to 390 m ~ n .
The mini- quality rrzquirisanl: for cold-farmed plate fabrr-
cation is structural steel eonforming to ASTW A35 and/or 3
1
.
9
63103. 5S400 [farmerly 319 C3101 SSQl). Locally rolled plates are
avaifabls for these grades of rirtructurai steel, whicb have mlnr-
specified yield stress, %, of 248 MPa and 245 MPa, xespec-
ly, The aw.?kianal prcpertfera and listits of cold-formsd plate
s are W35o8 M these values. Further informatiozi regarding
ials of col8-forme4 plate shapes is given in Part 6 of t h i s
R consideration in the chc?ice of dimtlnsions i S "ihe util :.%a-
tion of fbcalXy-wai'lahle staa3 plates. Y i e l C t is Camputed 1 1 ? i r ~
1829 nun wide plates, equal ~ i d t hstrips, and an allowance o f 3 ale
g
m
r cut,

The sectional dimensions are also chosen such that the
maximum allowable compressive stress on the unstiffened elements
may be taken as 0.60Fy based on the AISI provisions. Thus, the
legs of the angles and the flanges of the channels were propor-.
tioned such that the flat width to thickness ratio, w/t, does not.
exceed 166/JF.. This limiting ratio has a value of 10.54 for Fy
equal to 248 &pa.
In this Steel Handbook, the plate thicknesses of the hdse
metal now adopts metrlc dimensions and increments ranging from
6.0 mm to 20.0 mm as compared with 6.3 mm to 25.0 nun in the Jst
Edition. Based on current observations of locally-produced mate-
rial, this maximum limit of 20.0 mm is considered as the current
practical limit because of the difficulty of bendlng thicker
plates to the required radius.
The radii of bends, R, given in the tables are minimum
values and are measured from the inside face 3f the bends. In
coordination with the metal fabricators, the inside bend radius
of thcse cold-formed plate shapes are now uniformly made as 2.0
times the material thickness compared with the 1.5 times to 2.0
times the material thickness in the 1st Edrtion. These limits arc
imposed to avoid "necking" and micro-cracking of the material at
the bends during cold-forming.
Sectional properties used in this Steel Handbook are now
computed utilizing selected metric dimensions and increments
based on ASTM A36M-87 steel plates as compared wlth the 1st
Edition which were done using selected ASTM A36 st.eel plates
with "English" dimensions and increments.
The properties, ratios, and weights of these cold-formed
plate shapes are computed using the so-called "area m.,thodw based
on the actual dimensions of the section taking into consideration
the effect of the bend. The so-called "linear method" normally
used for light gage sections is not used for the determination of
the sectional properties of tbese shapes.
ASEP :;tee1 Har book
-61

2 - 6 Cold-Formed Plate Shapes
For the angles, the moments af inertia and the radii ot
gyration about the principal centroidal axes are given.
tangent Q£ the angles maae by the.X-X axis and t h e U-U axis are
also given in the tables.
ASEP 5 ,el Uandb, ok
-E:!-

Cold-Formed Plate Shapes 2-7
TABLES
OF
ENSIQNSAND PROPERTIES
ASEP i *eel "';mcibook
6-

2-8 Cold-Formed Plate SRapes
I
rid
-
Yc
mm
-
807
58.5
s>
3
52.4
51.1
48 6
424
40.0
37.7
38.6
s3.g
31.5
30.4
29.2
a.
4
24,2
23.
I
21.9
ASEP CteeX Etar.dbock
.w

Colcl-Formed P l a t e Shapc:s 2-3
I
Xld
mm'
-
27,425
22,882
17,648
16,225
13,640
10,732
5,874
5,046
4,051
44 s
z406
1,972
1,714
1,429
884
761
673
5
7
0
432
-
-
I
XI d
mm'
-
7,425
1,882
7,848
625
3,640
0,732
5,874
3046
4,051
848s
2408
1,972
1,714
1,429
894
761
673
570
432

3-10 Cold-Fotnrsd Plate Shapes
i
s
t
bldiw
8
rnrn
-
24.0
m.0
16.0
320
a-
-
Y,
rnm
-
I$*$
38.2
17.0
1s.e

2-12 Gold-Formed Plate Shams
t
--
tan
a
-
a258
4251
0
.
2
4
B
a342
0.333
0,324
0412
0401
A399
0.306
0526
RSl4
0508
a504
0880
R6@
Q@M
0
.
6
s

BA SHAPES
D~rneneione
PropMt~es
UnequalAnglm
.
-
I
XI o3
T14
a,
202
Z,913
'0,940
17,491
14,920
11,887
1 2.741
10,925
8,740
7,511
6,977
5,610
4,043
4,003
4,575
3.709
3,207
2,ass

2-14 Cold-Forated Platt? Shapfts
AGRP Stsel Handbook
--70-

2-1;6Cold-Formed Plate Shapes
ASEP S 631 Handbook
<.

Cold-Formed Plate Shapes 2-17
BC Shapr
Dknrnrlons
Propriles

2-18 Cald-Fofrew3 Plate Shapes
ASEP Steel Ha~dimok
-74-

Cold Formed Plate Shdpes 2 - 1 9
r
rnm
433
44.5
45 7
330
38.3
37,s
23.2
24 5
258

Cold-Formed Light Gage Shapes 3-1
CONTENTS
Nomenclature .................................................3 - 1
General ...................................................... 3-3
.....................................
Scope and Classification 3-4
Materials .................................................... 3-55
......................................
Methods of Cold-Forming 3-5
Sectional Dimensions ......................................... 3-6
S~ctionalProperties......................................... 3-6
Slitting Guide For Lip Sections.............................. 3-7
Dimensional Tolerances....................................... 3-10
LC-Shapes ............................................... 3-14
LZ-Shapes ...............................................3-24
LR-Shapes ............................................... 3-34
LS-shapes........... 3-38
....................................
ASEP Steel H. Jbook

3-2 Cold-Formed Light Gage Shapes
NOMENCLATURE
Definition
Flange width of section or shorter leg
of .tubular section
Effective design width of element
Overall depth of stiffening lip
Depth of section or longer leg of tubular
section
Clear distance between flanges
Basic design stress
Specified minimum yield stress of structural steel
Moment of inertia about the X-X axis
Moment of inertia about the Y-Y axis
Radius of gyration about X-X axis
Radius of gyration about Y-Y axis
Radius of gyration about 2-2 axis
Elastic section modulus about X-X axis
Elastic section modulus about Y-Y axrs
Base metal thickness of section
Flat w$dth of element exclusive of fillets
Nominal weight per unit length
Distance from centroid to outer face of the
section along the X-X axis
Distance from centroid to outer face of the "
section along the Y-Y axis
Angle between the X-X axis and the
Principal Z-Z axis
Units
mm2
mm
mm
mm
mm
mm
MPa
MPa
mm4
mm4
mm
mm
mm
mm
mm3
mm3
mm
mm
kg/m
mm
mm
rad
ASEP Stee 1 Hand1 ?k
nn

Cold-Formed Light Gage Sha~x?s
3 - 3
COLD-FORMED LIGHT GAGE SHAPES
General
This part of the Steel Handbook deals with light gage struc-
tural steel shapes cold-formed from coils or sheets which thick-
nesses ranging from 2.0 mm to 6.0 mm. Shapes bent from plates
with thicknesses from 6.0 mm to 20.0 mm are designated as cold-
formed plate shapes and covered in Part 2 of this Steel Hand-
book.
The use of conventional built-up shapes is uneconomical in
some cases bscause of the very low stress developed even for the
lightest available section. In such situation, light gage sec-
tions are normally used.
The performance of light gage shapes under load, however,
differs in several significant respects from that of heavy rolled
sections. Because of its slender flat elements, light gage sec-
tions tend to buckle at stress levels lower than the yield point
, when subjected to compressive. bending, shear, and bearing
i
stresses. This local buckling does not, however, neceasariiy
mean failure as additional loads may still be carried even by the
"buckled" member. The design criteria for these sectlons *re
therefore based on the post-buckling strength ~f the members
after local buckling has occurred. Furthermore, as these are
normally open sections, torsional buckling or torsion-flexural
buckling may be significant depending on the relationship of the
shear center to the centroid of the section.
Light gage steel construction also differs from that of
heavy steel in the shapes of the sections used, connections, and
fabrication practices. As a result, design specifications for
heavy hot-rolled and built-up steel construction do not apply.
The provisions of the American Iran and Steel Institute's Speci-
fication for the Design of Cold-Formed Steel Structural Members
are recommended for use in conjunction with the analysis and
design of light gage steel sections.
ASEP Steel Handbook
0
.

3-4 Cold-For@& Light Gage Shapes
9
w
p and Clalaapiification
cold-formd light gage atructural steel me-rs can be
Uivibed into two product categories: fraraing members and nur-
face rpsmbars. The latter are generally used for roof decks,
floor decks, wall panels, and siding material.
Due to the relative ease of producing a great variety of
cold-fornred sections, several shapes have been developed and
us&. These include cees, zeee, angles, hats, tubes. tees, and
I-oactLone. Frequently, these sections are stiffened with lips
or other edge atiffenem to inhibit premature local buckling.
Because of their wide popularity and usage in the Country,
this Steel HdndWak presents only four of the simpler light gage
shapes. Two of the lour shaves, the lip-cee and the lip-me
shapes are primarily used as flexural members. The remaining
two, the square tube and the rectangular tube sWti0ns are esaen-
tially utilized as compression members. The latter closed see-
tions, however, may also be uned as flexural members. The clas-
sifications and designations relating to these shapes are given
tm(IDI0w.
I 1
1Class Shape Designation I
C----------- 4
i I
[Gold-Formed Lip-Cee LC H X B X C X ~ i
ltight Gage Lip-Zee LZ HxBxCxt
I Rectangular Tubing
I
LR HxBxt 1
I Square Tubing LS HxBxt I
L- -------J
A total of 281 light gage sections are given in this Steel
Handbook. Of these, 107 are LC sections with depths ranging from
(5% m to 255 r m . There are 107 LZ sections with depths ranging
from 65 mnt to 200 mm. For the tubular sections, 34 are LR sec-
tions and 33 ara LS sections, The LR sections have depths ranginq
from 25 mm to 175 m while the LS sections have depths ranging
from 24 mm to ID3 ma. The latter two closed sections are based
on the nixes av,~i
l able from local manufacturers.
ASEP Steel Handbook
-82-

Materials
The minimum quality requirement for light-gage structural
framing members is structural'steel conforming to JIS G3101
SS400. Light gage shapes are normally manufactured from hot-
rolled coils which are locally available in 930 mm widths and
thicknesses ranging from 1.2 mm to 9.0 mm. However, to minimize
corrosiqn problems and to insure structural durability, light
gage sections used as s-tructuralmembers should not be thinner
than 2.0 m. On the other side, to avoid inefficient structural
properties when inside radius of pressed light gage sections are
fabricated, light gage section plate thickness should not be
thicker than 6.0 mm. To minimize "necking" and micro-cracking at
the bend radius and prevent change of properties in the affected
zone of the bent'portion, the inside radius (in coordination with
Steel fabricators in the country) are made equal to 2.0 times the
plate material thickness.
When strength is not of prime consideration, or for non-
structural members, the minimum requirement is commercial qrlali-
ty (CQ) hot-rolled conforming to JIS G3131 SPHC and JIS G3141
SPCC (or PNS 127 Class I), respectively. Further information is
given in Part 6 of this Steel Handbook.
The specified yield strength, Fy, of SS 400 steel is taken
as 245 MPa. For the SPHC and SPCC (or PNS 127 Class 1) steels,
the specified yield stress, Fy is taken as 170 MPa.
Mthods of Cold-Forming
There are two methods generally used in the manufacture of
cold-farmed sections. These are:
(1) By roll rolling, and
( 2 ) By press brake bending.
Roll forming is uaualiy confined to a limited number of
shapes because of the cost of the rolling equipment. If the
special Set of rolls needed for each shape is available, the
production of large quantities of identical shapes is best accorc-
plish@d by roll forming.
ASEP St el Handbook
.Q?.

Forming in press brakes, is however, more economical fox
maderate production runs of limited quantities of a given shape,
Thta is so because, in the semi-manual use of the gresa brakes,
mPy a minimum change of tooling i s needed to accommodate t h ~
f&arication of a great variety of shapes. Its mdjor drawbacks
a m the lower dimensional quality control and the higher suscep-
tibility to micro-cracking of the marerials at the corner bends
which may affect the structural integrity of the shapes.
Sectional Dimensions
As with the other fabsicated shapes, one of the major con-
siaarations in the choice of sectional dimensions is the optimun,
utilization of locally manufactured sheets or coils.The adopted
anetions could result in an average 93% coil utilization (with a
ra%ximum of about 98% and a minimum of about 88%). These percent-
ages may, however, will differ because of existing current coil
width8 and could be improved by proper planning of fabrication
procedures.
Other considerations in the choice of the sectional dimen-
sions are based on the provisions of the AISI Specifications.
For one, the lip stiffeners of the LC and LZ sections mgst
satisfy a minimum overall depth to be considered effect~ve
as a
* l i p stiffener." The lip dimeneions were so chosen that they are
effective for stresses not exceeding 0.60Fy, however, under theee
stresses the full dimensions of the lip may or may not be fully
effective in the computation of the effective section properties.
Note that the full unreduced section properties are also
used in the calculation of deflections.
The calculation of areas, n~omentsof inertia and other
sectf.onalproperties are usually done using appropridtc?simp1 i f i -
cations.

The section properties of thin-walled shapes are computed
using the so-called "line3r method." In this method, the varlous
area elements which compose the. section are replaced by stralqht-
line or curved-line elements. Calculating the total lengtn,
moments of inertia, etc., of these line elements, the appropriat-e
section properties of the actual sectlon can be obtained by
multiplying these quantities by the thickness. This procedure
was followed in this Part 7 of the Steel Handbook.
It should be noted that the actual area of thln elements
under compressive stresses must frequently be replaced by a
reduced effective area for calculating the effective cross-
sectional properties as required by the AISI, and thus should be
computed and considered in the design. The computed deslgn
stresses based on the effective section properties shall not
exceed the basic allowable stresses specified
Slitting Guide For Lip Sections
The following discussion is intended primarily as a guide to
fabricators and manufacturers of light gage sections in the
vlitting of locally available coil products. Two tables are
herein presented giving the theoretical width of strips and the
recommehded slitting schedule.
Table 3-1 gives the theoretical blank width required for
each particular LC or LZ section. Note that the width of the
strips increases as the thickness of the steel decreases. This
table is useful in determining the combination of sections whict
would optimize utilization of coils.
Table 3-2 presents the recommended slitting scheclulc? for
coil widths assuming uniform blank wigths are to be produced.
The table gives the number of identical strips to be cut iron the
coil and the expected yield in percent. As shown, the yield
could be as high as 98%. Note that further economy may be at-
tained by combining sections and the use of Tahl.6 3. 1 as 11o.Led
above.
ASEF Steel Handbcok
.YE

Dimensional Tolerances
The tabulated dimensions and properties are theoretical
values and the finished product will normally have some slight
variations from these tabulations. To guide the designer and
fabricator, a set of recommended dimensional tolerances are given
below.

Table 3-1
Theoreticel Width aC Strips
( S i ~ e .
ap I C, Ttilekness, mm
5 . 0 4 . 5 4 . 0 3.5 3.0 2 . 5
I
IKxBtC 1 6.0 5.5 T O 1

Table 3-2
Recommended Slitting Schedule
Coil Number of Yield
Width,m Strip8 X
930 2 94
1.220 3 91
1.220 3 91
1,220 3 91
1,055 3 98
1.2'10 4 91
1.210 4 91
1.220 4 98
1.220 4 95
1,220 4 90
1.220 5 98
1.220 5 98
1.220 5 90
930 4 94
1.220 5 94
1,220 6 93
930 4 89
1.220 6 95
930 5 93
930 6 93
1.220 7 97
930 7 89

DIMENSIONAL TOLERANCES
C o l d - F o m d l Light Gage Shapes
FORMING TOLERANCES
-.
I
-
-
_
Permissible Variations Over and Under I Out-of-Squareness
Specified DJmensiona I of Corners
-- I mm/mm
H. Depth I 8, Flange Width I C, Lip I
mm I m I mu, I
I { -1 4 .. .-
!Under 151) ou, excl 1.51
1150 to 300 om, eicl 2.01 1.5
I
1 2 . 0
I
I 0.076
1300 as and over 3.01 I 1
i Length Permissible Variation Over Specified
i m
m Length, mma
a
-
- -. --
(7,000and over 40
lover 7,000 40 + 5 an x (total length in m - 7)
I
.
7
-- --- ..-
-
a Permissible variation under specified length is (I m for all lengths.
STRAIGHTNESS TOGFX?NCE

OF
DlMENSlO SAND PROPERPIES
ASEP "tee1 andbnok

LC SHAPES
FullSwtion
Propratlrr
x103 ' xl@ I r xtd
mm4 nm4
r
n
.
3 j rnm 1

LC $WAPEIZ
FullSwon
.FPropwtb*
ASZP Steal Handbook
95

LC SHAPES
Fuil Section
Proportior
ASEP S t e e l H i dbook
96-

LC SHAPES
FullSeotion
Propwticl,

LC 8HMES
Full W
o
n
Proportlor
kdrX-X I Axis Y-Y I
I 1 I I 1 s I
RSEP St. 1. Han xxok
4-

LC SHAPES
FullS d o n
Pro~utirs
Radius
R
mm

LC SHAPES
Full $&Ion
Proporties

3-24 Ca1.d-Fnrntad 1,iyht :;aye Shapes
-
Area
A
mm2
1,035
1,537
1,418
1.295
1,167
1,038
900
761
617
1,250
1,127
1,001
070
736
597
1,801
1,674
1,543
1,741
16'9
1,493
1 352
5.45
----"
LZSHAPES
Full Sao!ion
Prapatier
Inm I 1 rnrn

U SHAPES
FullSwtlon
Properties
Radiun Axis 2-2
A tan r

Coin-Fo~mect Light Gage Shapes 3-27
RSEP Steel I' iribook
10'

3- ZR Cold-Formod tight Gage Shapef*
Pvea Radium Axir 2-2
A R tan i r
ASEP S1 el Handbook
lic

Cold-Formed L l g t ~ tGage Shapes 3-29
U SHAPES
Full Saotlon
PropwtlrH
rnm4 rims mrn mm4
Ms
6 58.7
80.5 57.I
9
.
1 n.a
51.3 57,Q
46.2 58.3
407 58.7
34.0 tja.1
28,6 .s.4
35.
€
I 53,Q
53%
I 544
32.2 544
53.7 581)
40.4 45.7
30.2 48.2
35,7 *.
7
32.Q 47.1
29.8 47.5
21).s 47.9
ST.0 4 . 3
34.2 93.7
31.8 47.2
28.7 47.6
mrn3 ] mrn 1
I 1
ASEP S"e1 TI' ndbooh
I 0

U BHAPES
Full Sootion
ASEP S+ ,-e
L Handbook
OR-

Cotb-Formed Lr ght Gage St~apes' -31
ASEP Steel Handbook
,nn

3-32 Cold-k'orared Light Gage Sxnapcs
lei

~ o l ( t - ~ . o r
meri Light Cage Shaves 3- 13

3-34 Cold-For ~ i g h tGage Shapes
iA SHAPES
FullSootlen
Prop#tir8
74!
1574
%B)t
St r
42t
3 4
538
2%
l2E
llt
I&
R
81
18
I@
#I
#1
24
21
14
12
ASEP S t t b 1 Eiandhook
' 12-

Cold-Formed Light G a q e Shapw 3-35
!
A SHAPES
~ u l i
Swtlon
Prowtmr
--
Radiur of Gmtron
Dlssignatt~n

LP SHAPES
FullSIL7tlon
Wright h r Radius
W A R
Momentol ln~rtr
ASEP Steel Ifandbook

Cold-Formed Light Gage Shapes 3-13.!
LR SMAPES
Full Srckion
Frop8rtirs
1
SIction Modulus Rud~tin
of C
-
8,
xlo9
s,
XI d fx
rnm3 mm3 rnm
1 I
ASEP Steel Handbook
-115-

-
Radius
R
mrn
8.1
7.
c
6.t
5,
4.t
7.[
6.
t
5.I
4.(
71
6.
C
5.C
4'C
--

CONTENTS
Nomenclature................................................'L-2
Scope and Classificat~on...................................4-3
..................................................
Materials 4-4
.........................
Sectlanal Dimensions and Properties 4-4
Dimensional Tolerances...................................... 4-5
W-Shapes ...............,.,,..+....................... 4-12
S-Shapes............................................... 4-38
Channels...............................................
4-42
Structural Tees........................................4-46
Angles ................................................. 4-66
4-76
..................................................
ASEP Steel Nandbo
.l?t

Nomenclature ............................................... 4 - l
General .....................................................4-3
Scope and Classification ..................................
Materials .....................................+............ 4-4
Sect~onalDimensions and Properties.........................
4-4
Diatensionai Tolerances......................................4-5
W-Shapes .............................................. 4-12
S-Shapes............................................... 4-38
channels...............................................4-42
Structural Tees 4-46
........................................
Angles ................................................. 4-66
Pipes..................................................4-76
&SRP Steel Nannbo
-121

4-2 Rolled Shapes
NOMENCLATURE
Definition
Width of the flange section or the
length of shorter leg of the angle
Flange width of the rolled section
Nominal diameter of the rolled section
Nominal depth of section: or length
longer leg of angle
Moment of inertia
Designation for standard welght pipe
Designation for double-extra strong pipe
Designation for extra strong plpe
Radius of gyration
Radius of gyration of a section comprising
the compression flange plus 1/3 of the
compression web area, taken about an axis
in the plane of the web
Elastic section modulus
Base metal thickness of the rolled section
Base metal thickness of the section
Flange thickness
Web thickness
Nominal weight of the section per unit length
Nominal weight of the rolled section per
unit length
Distance from the outer face of channel web
or angle leg to the centroid along the
X-X axis
Distance from the outer face of channel
flanges or angle leg to the centroid along
the Y-Y axis
Angle of 2-Z axis with respect to Y-Y axis
Units
m
inches
inches
m
E
l
mm3
inches
m
s
mnl
mm
kg/m
lbS/ft
mra
mm
rad
ASEP Sts 1 Handbook
2-

ROLLED SHAPES
Rolled steel shapes are herein defined to inslude structural
steel sections produced by passing red-hot blooms (for larger
sections) or billets (for smaller sections) through rolls until
tke desired shape is attained.
The available shapes and sizes of locally produced rolled
shapes are limited. These include channel sections up to a depth
of 150 m, f l a t bass up to a maximum s i z e of LOO mm, angle sec-
tions up to n.naximunof 1
0
0 aun, square bars up to a maximum o f
25 m. As a result, the number of sections presented in the 1st
gaition was linitad as they were based on locally produced see-
tiwns.
To increase the usefulness of the handbook, Part 4 has keen
considerably expanded to include the angles (which can be pro-
duced locally up to 100 mm) and the AISC Standard W shapes, WT
shapes, 8 shagws, and pipea. ALL designations are identical to
thm AAXSC Manual of Steel Construction, 9th Edition hut the dinzen-
eions/elastic properties and weight are converted to 8.1. units
Scope and Classification
The following structural steel rolled shapes normally
produced abroad and imported in the country are: wide Flange, WT,
R, channel, angle and pipe sections.
The classification and designations relating t > these nhapes
are given below,

4-4 I
l
o
l
led Shapes
I
1
) Class Shape Designation I
t--------- --j
I W dxw
1
1Rolled Wide Flange
S dxw
I
I S Shapes
Channe1s C dxw
I
I
Structural Tees WT dxw
I
I Angles L HxBxt
I
I
Pipes-standard strength PS d
I
I
Pipes-extra strength PE d
I
I
Pipes-double extra strength PD d
I
I I
A total of 674 steel sections are presented in this Steel
Handbook. Of these, 291 are W shapes, 31 are S shapes, 29 are
channels, 206 are WT shapes. 80 are angles and 37 are pipes. W
shapes have depths ranging from 105.7 nun to 1,016.0 mm. S shapes
have depths ranging from 76.2 mm to 622.3 nun. Channels have
depths ranging from 76.2 mm to 381.0 mm. WT shapes have depths
ranging from 52.8 mm to 475.0 nun. Angles have depths ranging from
20.0 nun to 200.0 nun. Pipe sections have depths ranging from 12.7
nun to 304.8 mm.
Materials
The minimum quality requirement for rolled shapes is struc-
tural ateel conforming to the billet specifications for PNS 49
Grade 230 (structural Grade, formerly PTS 230). Locally produced
rolled shapes are available only for structural steel whose
minimum specified yield stress, Fy, is 230 MPa.
Sectional Dimensions and Properties
Except for the angles which can be locally produced up to a
maximum depth of 100 nun, the shapes, dimensions, and Properties
of steel sections presented in this Part 4 of the Steel Handbook
are based on the data compiled from AISC, Manual of Steel Con-
struction, 9th Edition but converted to S.I. units.
ASEP ' 'eel Handbook
-124

For the locally produced angles, the adopted sec:tions have
leg dimensions which axe i,n increments of 25 mm. The increment of
the angles' thicknesses were made to be similar to that of the
plate thicknesses of the built-up shapes to facilitate easy
recall in detailing and design.
Dimensional Tolerances
The tabulated dlmennions and properties dre theoretical
values and the finished product will. normally have some slight
variations. To guide the deslgner and fabricator, a summdry a i
the dimensional tolerances as given by the ASTM Specifications A6
i s also given below. Such close tolerances are adopted to avoid
overlaps in angle legs and thickness dimensions in keeping with
internationally accepted standards as can be found say in ASTM.
For a detailed discussion on these tolerances as well as other
fabrication requirements reference to the ASTM A6 specifications
and AISC Manual of Steel Construction, 9th Edition is hereby
suggested.

4-6 1 7 ~ ~ 1
led Shapes
DfMENSXONAt TOLERANCES
Rolled Shapes
1
ba(le/Homiaal She,
I
i
I
-1 -.-..-
jllp to 318
175-l80,inti
!over 180-360
i t 3 and under
1we1 10.15,
1 eat:
i%-1BQ, incl
lover 180-369
115 tnd nodes
/ever 25-50,
I incl
jver 50-75,
i excl
lover 75-106,
j inel
jcver i33-l5d,
1 inc:
/at;
iyJ
- 4
Pef#isibi) Yatiaiior~~~i
r j F
'
i ~ , ' ~ e b
! t . ~ a i ?a:iationr fros Specitin4 Yeb j
-
-
,
. loat-01-1 off ioepth aver /Thickness, Over and Under, i n /
/ D
m 1bqnareb! centac Specified, 1 ---.__.___i
]Over Uader/aar, aej aar,api / #R 1 land 1 Over 5 i Over 10 1
1 I i ! / under 1
.t-
0.8 0,s j 9.8 0.8 j 0.026; ---
1.2 1.1 ; i.? i,E / 0.02.5i ---
ASEP Steel Nan ~ o u k
.I <fi.

Rolled Shapes 4-7
a W is neasured at center iine of web for W and S shapes; at the back or
web for C and L shapes, Xeasurement,isoverall for C shapes under 75
mm. 0 is oaeaaured parallel to flange. G is measured parallel to web.
F + F1 applies when channel flanges are toed in or out. For channels
16 mi and under in depth, the permissible out-of-square is 0.047 m
/
m
m
of depth. Tolerance is given per ~ n n
of flange width for S and C shapes.
For unequal angles, the longer leg determines the nominal size classi-
fication. Out-of-square tolerance is per mm of leg length.
CUTTING TOLEMCES
r- -
-
l ~ b a ~ j ~ e m i n a l
sitea: Variation Iros Speciized Gi?en teagth, a#
I I n a + 1 I -
-
r -
-
- .
...
...
- .
j I 411*500 to 3,600 13,000 to 6,060, i 6,800 to 9,000, / Y,O@ to ll,F88 i.i,CM to 15,0?1 .
1 ! 1 1 ex1 1 inci i iocl i n c ~
1 I 1 Over Bnder 1 O w Under / O w Undei Over U~derI Over BnCci
I I i 1 I I
/ 1 75 and I 13 6 1 13 6 i I1 6 i 19 6 25 E 4
i
I 1 over I I i I i I
1 I I
a Nominal size pertains to greatest: sectional dimension.
W shapes with a nominal size of 610 mm and under w i t h lengths over
9.000 map, permissible variation over opecifled length = 10 ma plus 7 W
I
I
for each additional 1,500 mm or fraction tt~ereof.
W ahapee used as columns with lengths over 9,000 mut perntissihfe
variation over specified length 4 13 mm plus 2 ~ B I for each addittomi
1,500 mm or fraction thereof.
ASEP S t e Har' ;uok
-1% I-

4-8 Rolled Shapes
I. I I
I' Shpc8 1 Pernissible Variation for Ends Out-of-Square
1 7 : I nmim of Depth -1
a For W shapes, permissible variation is mm/nm of depth o r T i h ~ , ! t h
whichever is greater.
For angles, permissible variation is mm/mm ot the lonirtr 1t.i. Lt'ngth.
A S E P S t c H dbook
- 1 G

Rolled Shapes 4-9
STRAIGHTNESS TOLERANCES
I
-
i
S4ape 1 Variable
I
----l-----
I Canoer and
/ Sweep
II
1
t
,C,L 1 Camber
I
I
I
1 Sueep
Section or
Noninal Size a m
n
Sections with flange wiOth
less thal 150 mn
Sections with a flange u~dth
appro:. equal to depth and
specified on order as coiunns
Length of 13,710om and under
Length over 13,120 nu
15 and over
Permissible Variations
Z n
m I (total length in m.j
1 m a (total,leogth in n.), but over 10 am
I0 a
m t (1 mm 1 (total length in n - 13.71 0 . ) )
6 01 in any 1,500 ma, or 4 rm I (tot.length in I.
1 GIP x (total le~gthin 1.1
Due to the extrene variations in flexibility i
,f these shapes, tolerances for sweep are !
subject to negotiations betmeen aanufacturer I
m d purchaser lor the indi'~idua1sections I
!
--- - . -_--__.A
a
For L shapes, nominal size pertains to longer leg.
ASEP Stec? Handbook

TABLES
OF
DIMENSIONSAND PROPERTIES

4-14 Rolled Shapes
W SHAPES
Dimensions
Properties
Weight Area
W A
kg/m mm2
Flange
Wdth
"f
mm
-
4eo5
458.8
451.5
4464
4420
437.4
434.5
4 a 3
427.5
424.Q
422.4
423.0
421.5
420.4
419.4
410.3
310,3
307.8
309.4
307.7
306.7
3m.6
304 B
3W.2
303.5
--
Flange
rhldcness
tr
mm
RSEP Steel Handbook
-134

Rolled Shapes 4-15
ASEP Steel liandbook
'35-

4-16 Rolled Shapes
W SHAPES
Dimendons
Proprtlrs
Wnb
'hldtnrss
tw
i
nm
50.0
46.0
41.9
38.6
35.1
320
29.5
26.4
24.4
221
21.1
19.7
18.2
17.0
16.1
15.4
14.7
14.6
50.0
45.5
41.4
38.1
345
31.5
29.0
-
-
Flange
Width
bi
mm
429.5
4255
421.4
418.0
414.4
411.5
408.9
408.0
4M.
0
401.4
4G2.8
401.4
388.9
262.1.
2
a
.
8
293.0
292.4
291.6
411.5
406.9
403.0
399.4
396.0
3929
3%.a
-----
Flangn
Ihldcnnl/
ASEP Stecl Handbook
136

4-18 Rolled Shapes
W SHAPES
Dimenrioncl
Proputir
Flanp
'hldcnocls
t
mm
47.0
41.9
38 1
3a4
30.1
27,1
30.0
25,4
236
21.6
19.3
17.0
15.5
89,9
831
75.9
69.1
630
57 9
53.1
49,W
45.0
40.9
38 1
34 0
ASEP S t c - 1 dandhook
i-

4-20 Rolled Shapes
A
r
m Dwth
A H
md mrn
Fbnqr
Width
bf
mrn
367.8
3%,1
354.7
254.3
255.8
2W,4
233.7
2330
3 m 3
354.5
3
%
. 5
$47.0
343.4
3411.5
337.8
334.4
333.0
330'5
328.9
327.4
32%1
3 8 . 7
326,s
323 1
3
2
39
----
ASEP Steel Nandhook
-140-

Rolled Shapes 4-21
I Y I
i-2-1
ElastloPraprrtlr,
MS
X-X 1 AXISY-Y
I 1 s i I s i

4-22 Holtea Shapes
ASEP Steel Hmdbc k
142

Rolled Shapes 4-23
ASEP Steel Handbook
3%

Rolled Shapes 4-25
W 6HAPES
Dimensions
Praprrtisr
Elastic Prepsrtllr, I
MrX-X Axis Y-Y ] Designation
3m,904 2,im.e
2$3,027 1,@40.C
26*,393 1,748.4
2@,257 1,SBF)E
203,202 1,3983
183,142 1,258.7
162,746 1,1267
144,432 f,W6.5
1a,
448 908.4
115,712 816.3
ASEP Steel haadhc k
.

IS,? N O 4
1?,7 4%-
taa
145 48.28
t5.4 SB ll!
133 3861
toe $73
7
8
5
ASEP S tee1 J1~~~3t>rtttk
-146-

+ - n o n o m a n aai-* ~ - - o n o $ j g ~
c r n r n o m T W O g w b r n n n 4 t m a
s
0
- E%m
X X X X X X X X X X X X X X X X X X X X X X X
U) a
, (0
- T-
rD
v-
P
.-- r-
3 3 Z 3:
8
I

4-28 Rolled %hapals
w t 4 x m
x 4 s
x 428
X
x $90
x $42
~ $ 1 1
xaea
x 257
x
m
x211
x leg
x 176
x 156
x 143
W l 4 x f
k 120
x loo
x w
x BO
W14x $2
Y 'P4
x 68
Flange Fkngs
Width Thldnnm
RSEP Stee Handbook
- , 2-

W SHAPES
D~mensions
Proportlrr
-
-
-
- EiasticPI
AXISX-X
I 1
"
i
!
I
.
.
.

No1 led Shapus 4-32
RSEP Steel Han&book
-15%-

1 Dorignation
I
i
-
Flange
Width
b,
mm
--
254.3
253.9
205.2
204 3
203.3
188.6
165.6
164.8
102.4
101.7
101.3
100.8
2M.5
282.0
280.7
259.8
257.3
2560
2540
254.0
203.7
202.8
202 2
14T6
146.6
-
-

4-34 Rolled Shapes
me.s
mi
23,6
T553,7
2S,7
m.
e
2228
215.6
206.1
m.
:
203,i
w.
7
201.d
210.1
me.c
208.(
2112.$
r n ~
182'
1m
1%'
ilS,!
159:
RSEP Steel Handb ,k
-151-

--
web
'hkkmu
t
mm
8.9
61
7.1
-
Fkngr
width
bf
mm
1n.e
In,o
1a3.1
i
- -
ASEP S t o e l Handbook
-1Sli-

Rolled Shapes 4-37
W SHAPES
Dimonrionr
Proporllu
Ela8t;oProportlo8
M aX-X I Axlr Y-Y
ASEP Steel Handbook
1 5 /

Rolled Shapes 4-39
ASEP Steel ~&;tbook
t cn

k#
A
mn?
6,645
4,813
4,w
3,*
3,794
2,m
3,271
2,w
2,WQ
1,887
1,QIO
1,456
1,426
1,077
1256
118,4
106.9
101.6
980
aao
90.8
84.6
83.4
7a3
71.0
67 8
8a7
569.2
ASEP Steel Nandb, k
-160-

Rolled Shaws 4-41
ASEP Si'ecll Handbook
161-

4-42 Rolled Shapes
ASEP Steel H a n hook
-162-

Rolled Shapes 4-43
CHANNELS
Dimrnsiane
Properties
EtaetloProprrtir
M eX-X 1 P
I I s I I I
221 8 Rl.74 1,007
21,- t e?i7 @
m
e LKW
.t@,B? 171.4 B a s 731
in*$
/ arw 574
1133 85.95 487
997 6&19 404
ASEP Steel Handbook
-163-

4-44 Rolled Shapets
*
ASEP steel Handbook
-164-

Rolled Shapes 4-45
I
xtd
mid
-
7,242
@,a7
$ 4 8
3,704
3,FM
3,811
f ,802
770
&St
El& Proper
A
x
i
sX-X I
xr d xtd
mm4 mrr?
I
ASEP Stuef Handbook
-165-

4-45 Rolled Shapes
STRUCNRK TEEe
Oinrensionr
Proputhe
Cut hornW S h m
ASEP :eel Handbook
-166-

Rolled Shapes 4-47
8fRUCTURALTEE5 it
bimrions
PropMrn
Cutfrom W Shbprr I
980% WT18x17Q.5-
07,CIS x 164
$7'36 x 150
08.M x 140
$3.84 xt30
35,
$2 x tns
94.72
I
xi15
ASEP Steel Handbook
161

&n Depth
A H
mmi mm
BTRUCTURPLTEE8
Dimmiom
Propwtiw
Cut hamW $ h r w
ASEP S tee1 Handbook
-160-

EkntloPropwtlr
. M
J
d
,
X-X AX!, Y-Y
. I I 8 I 1 I I 8 I
xld
rnm4
270,134
94,409
gpo,
ma,m7
I
#,as
m
1
5
4
0
~ a o i
mart
#I
1
m
,
w
1n,w
lM,W
1s,m
148,288
101,MI
i9,8365
130,954
ASEP Steel Handbook
-169-

m,
e
'346.7
344.2
941.9
339,t
325.
5
3173
314.2
310.9
m,t
' 805.8
311.4
am.
e
m*
f
3
1
K
3
,
0
301.2
301.5
289.8
ASEP Steel Handbook
-170-

ElrmPropertin I
Axlr X-X
I
P
1 s I I i-
e& Ir 30,377
6607 S%MS
eaao 128970
as? awoa
#39 2f,g77
me0 00,w
t
H 891,@7
6758 61,185
87.31 70,738
M55 @OlS
@5,7@ y11c
?a45 24$43
7585 22M5
5 if@%%
?a20 17,190
77,72 14,851
e m 7,159
€a
00 6,tm
ASEP Steel Ear book
-171-

Rolled Shapes 4-53
I
xl0
'
md
-
M
,oae
W9lt
711,338
69,094
02,435
541Sl
59,837
52861
43785
42,872
30,043
31,027
34423
29,(5234
sq1os
5
2
,
e
e
t
4q$32
442%m
a043
34,a87
DerlgnrUon
dxw
ASEP Steel Wmdbaok
-173.

14,8 284.8
ras 2ea 3
1.1'8 m
1
5
10.0 2800
ASEP Steel Randbook
-174-

Rollea Shapes 4-55
STRUCTURAL TEE8
Dlmrnaiona
PrOprrUr
CuthornW S h a p ~ Y
$
EirakloPrbprrllw
X-X A
x
l
r Y-Y Designation
I I I I 8

STRUCTURALTEES
Dimcnaionc
Propartbe
Cutkern WS h r m
-
m*
H
nrn
-
284.7
2744
285 7
257.0
24s0
241.8
237.0
232.4
227'8
2P.8
217.4
212.8
2m.o
2m.7
1B.8
IS$.%
1W.3
190.2
$87.7
f a 2
103.9
181.9
179.8
179.1
Web
'hldtnrrr
tv
mm
-
70.0
7r.g
65.9
80,5
ma
$1'2
47.8
480
420
89.1
36,8
828
a.
Hi,l)
27.2
24-9
2516,
21.1
189
I f 3
184
15,o
133
$23
11.2
ASEP Steel ' qndbook
176-

Rolled Shapes 4-57
xtd
md
4323,5
2,4
3469.1
3105,B
2774.2
241,@
2318.2
2
153.3
1977,2
1B08.2
1%29,0
1321.5
1188.1
1084,2
972.3
877 5
7u.4
6W1.9
5514
50D 4
4% 2
408 8

3l,6"H 2136
aq m
3
arg 80t.2
aqen 1ma@
lii,B7l 1Qi.O
44895 I867
lQ000 1
8
2
.
1
5
r 4 r 2 ~ t7ix-i
14,452 174,c
ASEP Steel Iimdt- r
k
-178-

Rolled Shapcs 4-59
K ~ V XI@ t Y XI d XI o3
mm' mw? mm mm mm' mm'
ASEP Steel Handbook
-179-

STRUCTURK TEE8
Dimrnsion
F'roprtkr
Cuttom W Bhapau
20.1
1a0
155
140
rat
11.1)
1au
9.8
0.1
8.8
8.4
8.5
7.5
7.8
6.6
5 0
6.6
8.0
5.6
5,t
ASEP Steel Ha- ibook
-180-

RoXled Shapes 4-61
liTRUCTURMTEE8
Dimendona
Propwtlw
CutkomW Shprr
t Y xrd
rnm mm mm'
1 I
34.29 82,831:
a251 71,592
3a2a eqew
m 7 0 56,193
27.1.94 48,94@
2682 44,~5:!
25.~1 40,sea
25.02 36,298
aare w m
2531 1qQ37
28.72 11,730
2R70 10,406
27.43 9,157
$a02 5,078
3228 4,246
31.75 3,605
41.40 970
41.91 783
44.20 587
44.70 491
ASEP Steel landbook
-1

4-52 Rolled
ASBP Steel Handbook
-18%-

Rolled Shapes 4-63
ASEP Stc r IIandbook
183

4-64 Rolled Shapes
STRUCTURAL TEES
Dirnsnrion~
Propwtkr
Cut from W S h a p
Depth
H
rnm
Web
'hlcknecr
L
mrn
9 1
7 9
7 2
7 2
62
64
5 8
6 2
5 8
4 3
8.1
6 6
5.8
6 8
5 8
4 3
s9
61
7 1
--
--
Flange
Thlcknwa
4
rnm
ASEP Seeel Handbc

Rolled Shapes 4-65
STRUCTURALTEE8
Dimonlions
Proputla
Cut tam W 8hapor
M rY-Y
I I 8
ASEP Steel Handbook
-185-

Roi led Shapes 4-67
x r tan
mm mm a

ao 16.0
90 16.0
&O 18,O
80 16.0
0.0 t6A
BO tao
B0 t6.O

4-74 gWll& Shapes
ASEP Stee1 :aridbook
-1r

Rolled Shame 4-.lt;
ASEP Steel. Handbook
-195-

4-'76 M
o
J
.l e d Shapes
21 3
aat
3a4
422
4a3
00.3
7ao
me
101.6
114,3
141.3
1aar,a
219.1
273.1
323.8
21.3
a
7
384
422
483
643
730
Be B
101,8
114.3
-
ASEP Steel Handbook
-196-

Rolled Shapes 4-
C r 1 No. I d
ASEP Steel HanP jook
-197-

PIPES
Dimrtuionr
Propath8
ASEP Steel Hand1 ok
-198-

Rolled Shapes 4-79
Sohedula
No.
ASEP Steel Harlbook
-199-

Metal Decks 5-1
CONTENTS
.................................................
nanclat urO 5-2
-era1 ......................................................5-3
mtsrial .....................................................
5-4
D.pip....................................................... 5-5
Fireproofing.................................................5-5
Wrrosion ....................................................
5-6
SD Dtteign Data ...............................................5-8
SD Panel Section Properties..................................5-9
BD Concrete Volumes and Weighta .............................. 5-9
Allowable Lateral Loads for BD Composite Slab................5
.
. 10
9D Colmpcsite Slab Allowable Superimposed Load................5-11
CD Panel ~ropartica
..........................................5-13
C
Q Panel ReactLon Data 5-13
.......................................
Colqpsrbite Slab Propertlee 5-14
....................................
ASEP Steel Handbook
-203-

NOMENCLATURE
D.finition
Crosa-mectionrl area
Concrsts strength at 28 days
Rblnforci'ng bsr yield ettength
SpecifFe8 y i e l d stress of structural ateal
Coapoeita section mowmt: of inertia
Positive bending rorant of inertia
Uegativa bending momant of inertia
Second mofent of orea for
negativs moment regime (Strength)
Second au3aent of orea tor
poeitivs rtoPent regiono (Strength)
Owarning lrawnt capacity of
section in the negative S m e
Governing moment capacity of
section in the positlv~%one
Overall width of the metal deck
Positive &ancling section modulus
Negative -ding section modulus
Base metal thickness of thta metal decks
Cmtpo8ite eection raodulua for concrete
Elastic modulus for nwative
moment tone (Compression flange)
Elastic modulus for negative
84wurt some (Tension flange)
Elastic mdulus for gositive
aooant zona (Compression flange)
&laatic modulus for positive
moment eona (Tension flange)
Coapasite aection modulus for steel deck
Perimster of embedded metal deck
Units
mm2
MPa
MPa
NP a
m
.
4
ma4
ma4
ASEP Steel mdborrk
-2C

Metal Decks 5-3
METAL DECKS
Metal decks or panels, generally considered as part of the
family of cald-fornned structural steel members, are categorized
under the classification of surface members. Roofing, siding or
wall and floor panels of various profiles, coating and base
waterials, belong to this classification. Materials used are
normally steel, aluminum and sometimes stainless steel (for spe-
cial application)
"h
This Part 5 of the Steel Handbook deals with steel floor
panels, normally referred to as floor deck, steel deck, metal
decking or aimply metal deck. Metal decks may be used structur-
ally, as a composite alternative to conventional wood or metal
formworks. However, unlike conventional formworks, metal decks
are permanent and therefore not reusable.
For composite systems, the metal decks have positive bond
enhancements between the concrete and the metal profile to pre-
serve the integrity of the composite action. For "trapezoidal
profile" metal decks used in composite slabs, indentations along
the longitudinal elements are provided. For "othern profiles,
vertical folds or stiffened webs are totally embedded in the
concrete to provide the necessary grip for composite action.
Similar to cold-formed light gage frame members, metal decks
are manufactured from galvanized-coated continuous coils or cut
sheeta. Cold-forming may be done using press brakiog/bending
Rathods in the manufacture of "special" profiles. Generally,
bowaver, roll forming is employed by most manufacturers for mass
production.
Regarding the architectural aspect, metal decks are avail-
abla either in "ribbedn profiles or with "flatn soffits. In the
absence of a ceiling, metal decks with flat soffits are desirable
over the ribbed type. Metal deck products are mostly proprietary
in nature. The manufacturer usually holds a patent for each
particular metal deck profile being produced.
ASEP Steel I mdbook
-20

The metal deck profiles featured in this Part 5 of the Steel
Blur.dbk ara only those available locally. The "trapezoidaln or
."rilpb&" profile is .available from Philmetal Products while the
*slatn or *soffitmprofile is produced by Condeck lnternatioaal.
;bletal decks under the brand names Steeldeck and Condeck, are
l.l#otifieQ in this Steel Usndbook as SD panels and CD panelm,
~llprctively. llirtal decks aay be ordered in s~acific length.
rer, for efficiency in drsifm, lengths should cover a mini-
llwr of three apanm. Very long apana may be limited by transport
limitations. Metal decks lass than three spans shall be check4
for both bending stresses and deflections-
The basa metal quality requirement for metal (floor) decks
gh.11 be colg-rolled steel having a minimum yield point of 206
a , conforming to the requireraents of JIS G3141 SPCC-8 and/or
PWS 127 Class 1-8. Specified ID deClDKIls and very seldom in wire
end sheet metal gages, thicknesses of metal decks range from 0.75
m to 3.20 nm (wherein 0.75 R
I
M to 1.60 nun are locally avallabla)
ir 914 and 1219 lea widths. Metal decks floor slab systems are
rWar locally available in specified minimum yield strengths, F
of 275 Wa and 550 MPa, and whose choice is norafilly dictated rj;
~ ~ t ~ n ~ l i c
considerations.
Pot hot-rolled varieties, the minimmi quality requirement is
gtwtural mtmel conforming to JIS 63101 SS 400, with a minimlu
-lfied yield stress. Fy, of 245 MPa.
:i
' ?or gatvaniaed steel varietiee. the minimum quality r-ire-
rrwt ia physical (structural) quality zinc-coated steel c o n f o w
t9y t o the requirements of A
S
W A446 Grades A to F or corresm+
lag tWS 67 squiwalsnt.
Par atmospheric corrosion-resistant steels, the minimu
quality requirement is high-strength low-alloy (HSLA) st-1
conforming to the requirements of JIS G3125 SPA-C or SPA-H, with
minimum yield atress. Fy, o
f 314 MPa and 343 MPa, respectively.
ASEP Steel Handbook
-206-

Metal Decks 5-5
Currently, only the galvanized cold-rolled steel of minimum
yield strengths. Fy, of 275 MPa and 550 MPa are locally a v a l l -
able.
The structural propertias for each particular profile were
supplied by the manufaoturers. However, calculation of proper -
t i a s of special configurations follow the method specified in
the Cold-Formed Steel Design Manual, AISI 1986 Edition.
When a metal deck i a primarily used as permanent form for i
i
concrete slab, its design is straight forward similar to the
ecasign of an ordinary floxuzal member. As a component of a
composite slab system, however, where it is considered as a posi-
t i v e moment zeinforcament, the design calculations for metal
becks are more complicated.
The NSCP and its referral codes, the AISC fox steel, Ameri -
can Concrete Institute (ACI) for concrete and AlSX for cold-
formed members are silent on this aspect of design involving
natal decks. Furthermore, each manufacturer has its o m carnposlte
dasign method usually based on Allowable Stress Design or
Strength Design . The basic principles used are usually the
X I Code or the British Standard (BS) Code of practice for t
r
i
e
dmaign of reinforced concr~teflexural members. Design examples
of each Particular metal deck profile are available free from the
ra8peCtiVe manufacturers' brochures.
Fireproofing
Fireproofing is a very critical aspect of metal decks espe-
cially if metal decks are used entirely or partially as rein-
forcement for concrete slabs. The respective nrtinufacturers claim
that their metal decks are "fire-rated" from one to two hours,
depending on the concrete slab thickness. the concrete type
(whether normal-weight or light-weight) used, and rhe presence ar
absence Of positive. fire.-resistive
paints or coatings. Regard-
less of this claim, ASEP requires that for metal decks used as
total or partial reinforcement for composite sections, they must

ha provided with a permanent effective fireproofing.
For all composite concretcr and metal decks slab system,
,&W!P rsquiras the inetallatiOn of positive and permanent methods
eP fire protaction.
Corrosion
Another very important aspect of nbatal decks if used
structural reinforcement tor concrete slabs is the corrosion
factor. For structures built in corrosive environments (lika
sarinr off-ahor6 structures, and structuree at or near
bbotes), and structures having acidic or abrasive enviranmnts
( l i k e , manufacturing plants), astal decks should at best be used
wily as a rrsplacentant to fonaiorks.
ASEP Steel Hanctbook
-208-

Metal Decks 5-7
TABLES
OF
DIMENSIONSAND PROPERTIES
ASEP Steel Handbook
-7nq-

SD PANEL SECTIOPJ, PROFILE AND DIMEWSlONS

SD PANEL SECTION PROPERTIES
( PeR W3"i'R WIDTH f
t I POSITIVE BENDING MOMENT NEGATIVE BEPI'DING YOYEKT
SUB DEPTH O W TOP OF 41), mm
u
n
m
I
--
SO 03.6 76
INOTE3 : 1 WEIGHTS FOR CONCRETE ONLY - NO METAL 2 W:ICIlTS ChEN INCLUDE ALLOWANCE FOR DEFLECTION
ASEP S t a d Handbook
-211-

ALLOWABLE LATERAL LOADS
FOR SD COMPOSITE SLAB
UWABLE LATERAL LOADS f N/m2 f
'COUL SIM MKiNAnON SPAN - C/C OF SUPPORTS, mill
PwIx, mm N w X L
1
.
W 2,100 2,400 2,700 3,000 3,300 3,600
@ Oil0 X 0.80 26.120 25,240 24.510 23.950 23.490 223.200 22;910
58 SW X 1.00 26.990 25.820 24.950 24,370 23,780 25.360 23.0%
I 1. UTW LW VALUES ARE o o r * ~ o
BY s 8 sum *NO ~ S K I A K S
OF LOS ANCKLK u u r o ~ N u
w o o m
COMLJNEU IN RESEARCH RECOMMENDATION No 2757 OF THE INTERNATIONAL CONFERENCE OF BUILDING OfFlilliLS I
f 2. NO KICRWE IN VPLUES %OWN S PERMIXED FOR W!ND OR SEiSMiC FORCES. I
I 3. WELDS TO SUPPORTING MEMBERS S W L HAM A FUSION A R M '.?UIVALENT TO 1 2 7mm EFfECTlVE DIAMETER
(COMMONLY
REFERRED TO A3 PUDDLE WELD)
I
ASEP Steel Ha? .book
-212-

Metal Decks 5-11
_ ~~ .- $1) COMI'OSI'I'I~ SLAB
- OFPIH AI,L.OIVII<LI:, SUI'iIH1MI'OSl~:I) I.OAL)
~ .
.
.
. (VOMING STI~KSSDESIGN)
i . .
.
. . ,. - - - - .
DTAL SLAB DESIGNATION NO. OF SPAN-C/C 0
1
.
'
SI!I'f'ORTS. lorn
EPTH, mrn N
,
, x t ! SPANS - -- ~~~~ -~--
7
i
&
l 1~-1.1100 j~Y3.i;"; / 3.800
NOTES :
1 ONE ROW OF SHORING IS RLOUIRED AT MIOSI'AN FOR VALUE$ ON StihDED AREAS
2. PRCIWDE WELDED WIRE MESH OR EQUIVALENT FOR SHRINKAGE CONTROL
3. BUTTON PUNCH SIDE M E AT 9UOrnm O C
4. f'c = 21 MPa B 28 r)nvs. FY = 275 MPO
5. VALUES ARE BASED ON 960 Pa CONSTRUCTION LOAD.
6. STEELDEK COMPOSITE SW.3 CAN SP4N MORE THAN 36311rnm ABC TABLE DID NOT WOW ALLOWABLE LOAO #A!CkS
ABOVE 3.600rnm DlJE TO SPACE COhlSTRAlNT.
ASEP Steel Hand1 ok
-213-

CD PANEL
PROPERTIES
( PER METER rmx )
CD PANEL
REACTION DATA
ASEP Steel Iianiibook
.21%

CONCRETE SLAB
CD COMPOSITE SLAB
PROPERTIES
PER METER WIDTH
(I'c = 20 N/mm 2)
ASEP S t c fam~dhook
.
.

CD COMPOSITE SLAB
PROPERTIES
PER METER WIDTH
(rSc= 20 N/mm 2,

CD COMPOSITE SLAB
PROPERTIES
PER METER XfBYB
(2% = 25 N/rma2)
ASEP St, -1 Elandbook
218-

Metal Decks 5-17
91n CONCRSTE SUB
CD COMPOSITE SLAB
PROPERTIES
PER METER WIDTH
(I'c = 25 N/mm2)
STEEL BASED
IrZeXURAL PROPERTIES BOND DATA (U = 0.5 N/mm2)
I I I I I I DESIGNATION

ca couposrm SLAB
PROPERTIES
ASEP Steef Handha k
.
%
.
%
A

Metal Decks 5-19
CD COMPOSITE SIAB
PROPEKTIES
PER METER WIDTH
(f'c = 30 N/mm 2 )

CD COMPOSITE SLAB
PROPERTIES
PER HEXER WtDTfl
ff'c = 40 N/mm 2,

PART 6
STEEL FLAT PRODUCTS
ASEP Steel ' mdbook
---

CONTENTS
.................................................
Nmnclature 6-2
................................................
re via ti on^ 6-2
.......................................................
6.nmral 6-3
Scope and Classification..................................... 6-3
....................................................
mtariale 6-4
ASTM A36M-87 ............................................ 6-7
JIS G3101-87............................................. 6-15
............................................
JIS G3131.90 6-24
JIS G3141.90 ............................................ 6-31
PNS 127.88 ..............................................6-38
ASTM A446M-87 ........................................... 6-43
PNS 67-86...............................................6-46
ASEP Steel Handhnok
-227-

Units
MPa
h r i c c m Society for Te6ting and Materials
C rcial quallty
mid-rolx~acoil
Cold-rolled sheet
srclusiv.
me-roll& coil
Rot-rolletl plate
%at-rotTu4. shMt
PigQ-rtreWtb l~-.llOy st-1
i
J Xn&mtria1 i
t
l
t
r
i
a
t
E
a
r
d
s
Pkilipgpiaa Hatianal Staedarde
$twtilra1. quality btrosphsrlc corrosion-resistaat
osSb-&Wl*d stml u plr a161 6312
gtrocturrl quality aOaosghsric corrosion-re8istult
h$-mllod st-1 as p
~
s
r318 63125
Carrrcial qmalfty arrl&rolled stksl r s per JKS 63141
Braniq qurlity cold-relled steel a6 par JIS G3141 .
dlr&wfng qyalitp cold-rolled steel as mr 31s G314l
)Ilea-aqming. 6.rp drllrinp quality cold rolled steel as
per JI$ 63141
C m r e i a l quality cold-rolled steel, tension and
f o ~ i l i ~ y
valuaa guaranteed, as per 31s 63141
Btructural quality
Structural steel
ASEP Steel Wglr8'xtok
930

STEEL FLAT PRODUCTS
Flat rolling or processing may be considered to involve
those operations in steel plants associated with the conver~lon
of slabs, either continuously or ingot-cast, into finished
plates, sheeta, an8 strip products, including hot-rolled, cold-
rolled and/or coated sheets. Conveniently, it is classified into
hot-rolling and cold-rolling operations which results to a final
product with a width to thickness ratio which is usually fairly
large.
The process of hot rolling consists of passing xed-hot
ductile steel slabs between two large, cylindrical steel rolls
(in Contrast with the grooved rolls used in the production of
tShapeS, such as structural beams) revolving in opposite direc-
tlonrr but at the ease peripheral speed. Commercial (CQ) or
structural ( S Q ) plates, strip, or sheet are the resulting end-
products.
In cold rolling operations, on the other hand, the hot-
rolled strip is processed to final ordered thickness without any
further heating except for annealing or heat treating purposes.
CQ o
r E+Q strip, or sheet are the resulting end-proaucts.
Steel flat products are Locally available in the form of
hot-rolled plates (HRP), hot-rolled ccils/sheets (HRC/HRS), and
cold-rolled coils/sheet (CRC/CRS). Likewise, coated (or finished
steel) flats which predominantly use CRC/CRS as base material.,
are also available in the form of hot-dipped zinc-coated (or
galvanized) steel. The product standards to which these are
manufactured are listed in Table 6-1.
Scoge and Classification
Thls Part 6 of the Steel Handbook specifies the characteris-
tics of plate and sheet (hot-an6cold-rolled) products which a
r
r
l
differentiated one from the other as follaws (based from ASTM A6M
and ASTM A56824 definitions):
ABEP Steel Hm' dok
-229-

(1) Plate, - flat,hot-roll96 steel classified as over 200 mm
in width and over 6.0 mm in thickness: or over 1,200
las in width ernd over 4.5 lam in thickness.
( 1 ) Not-rollaa sheet - flat, hot-rolled steel classified as
over 300 m to 1,200 mm, incl. in width and 1.2 aua
to 6.0 m, excl. in thickness: or over 1,200 mm in
width and 1.2 nuu to 4.5 mm, excl. in thickness.
Note: minimum thickness for High-Strength Low-Alley
S t a x (HSLA) ia 1.8 w.
(3) Cold-rolled sheet - flat, cold-rolled Steel ch~sified
&a 50 8
* to 300 ma, incl. in width and 0.35 to 2.0
am, incl. in thickneea; or over 300 mrn in width and 0.35
a and over in thiclmsas.
For the fabrication of &wilt-UD ShaDCIg enumerated in (Part
1) of thia Steel. Handbook and cold-formed plate shames tabulated
i a (Part 2) of this Steel Handbook. the minimum quality steel for
Ivemtural Pleabers shall conform to ASTM A36M and/or JIS 63101
(foramrly designated as JIS G3101 SS41). These steels have
alnimtm s-cified yield .trees, Fy, of 250 MPa and 245 MPa,
m6saectiV.l Y .
Fat tlm fabrication af d-f orawl Jiaht-a pre-
&
#
a
t
$ ia (pert 3) of this St:: Handbook, the s e r i a l n q u i n -
lunte involve the following:
(1) ThQ siiniaw quality steel for structural members shall
conform to ASTM A36M and/or JIS G3101 SS400.
(2) The minimum quality steel for the non-structural mmbsrg
shall conform to -
(2.1) JIS 63131 SPHC and/or ASTM A569M for the hot-
rolled steel varieties. These steels have a
minimum specified yield stress, Fy, taken as 170
MPa. The basic allowable stress shall be taken
as 0.60F
Y'
ASEP Stcte1 Handbook
-230-

( 2 . 2 ) JIS G3141 SPCC, ASTM A366M and/or PNS 127 Class
1 for the cold-rolled varieties. These steels
have a minimum specified yield stress, Fy,
taken
as 170 MPa. ~he'basicallowable stress shall be
taken as 0.60Fy.
For the fabrication of the metal decks (Part 5) of this
Steel Handbook:
(1) The base metal quality requirement for floor decks shall
be cold-rolled steel having a minimum yield point of 206
MPa, conforming to the requirements of JIS G3141 SPCC-8
and/or PNS 127 Class 1-8. Steel of this variety is
locally available in thic)messes from 0 . 7 5 mrn to 1.60
m, in widths of 914 mm and 1,219 m, and specified
yield strengths Fy, of 275 MPa or 550 MPa.
(2) The minimum quality for hot-rolled varieties is struc-
tural steal conforming to the requirelnents of JIS G3101
SS400, with a specified minimum yield stress, Fy, of 245
MPa .
(3) The minimum specification for galvanized varieties is
physical (structural) quality steel conforming to the
requirements of ASTM A446 Grades A to F (with minimum
yield stress, Fy, ranging from 226 MPa to 550 MPa) or
the corresponding PNS 67 equivalent.
( 4 ) The minimum quality for atmospheric corrosion-resistant
varieties Is high-strength low-alloy (HSLA) steel con-
forming to the requirements of JIS G3125 SPA-C or SPA-H.
with minimure yield stress, F
,
, of 314 MPa and 343 MPa,
respectively.
Steel conforming to other material specifications can also
be rolled Locally. However, this is limited by the capabilities
of the local manufacturer of flat steel products. The designer
should consult with the flat steel manufacturer before specifying
any type of Locally manufactured structural or high-strength
steel not listea here in the Steel Handbook. Current mill capa-
bilities limit these grades of steel from 1.50 nun up to 12.30 mm
in thickness and widths from 660 mm to 1,524 nun, conforming to
ASEP Steel Handbook
-2 i

6-6 Steel Flat Products
~ p d f i c a t i o n s such as JIS G3106, JLS '3125, JIS G3114, JLS
G9113, AWI'Pl A607.8Rd their corresponding "near grade equivalentstc
For reference purposes, a listing of currently laanufacturad
t h t stsel products are listed in Table 6-1: Locally Available
l W 4 St-1 ProQucts.
Teblr 6-1: Locally Available Flat Steel Products
I I I 1
1 Product Form I Standard I Titles i
1 I I I
INot-Rolled Plate ASTH A36R-87 1 Structural Steel I
I (m@) I JIS G3101-87 I Rolled Steel for General Structures 1
I I I I
IMt-Rolled Coil ( JIS G3131-90 ) Hot-Rolled Mild Steel Plates, i
It=) I 1 Sheets and Strip 1
I I I I
(Cold-RolledCoil 1 JIS G3141-90 I Cold-Rolled Steel Sheets and Strip !
I (cw) ( PNS 127-88 1 Cold-Rolled Carbon Steel Sheets and Strip i
I I I I
(Oslvanized Steel I ASTM A446-87 1 Structural Quality Galvanized Steel Sheets/
I 1 PNS 67-86 / Galvanized Steel Sheets and Coils I
I ,
?or convmnience, excerpts from these relevant standards are
in Tabla8 6-2 to 6-49.
ASEP Steel Handbook
-232-

ASTM A36M-87
Table 6-2: Preferred Specified Thickness Unit:mm
1 1
I 5.0 5.5 6 . 0 7.0 8.0 9.0 10.0 11.0 12.0 14.0 1
) 16.0 18.0 2 0 . 0 22.0 25.0 28.0 30.0 32.0 35.0 38.0 1
( 40.0 45.0 50.0 1
I I
Table 6-3: Chemical and Mechanical Property Requirements
7 I 1
I Chemical Composition.% '
1 I Tensile Test (Transverse Direction) 1
I -
+
-
-
7
-
-
-
1 I
I t 1 I Yield 1Elongation,% min.*'(
1 Thick- I C S i HI? P S [Tensile I Point I
-
,
-
-
-
+
(neesCema) 1 max. rnax. max. [Strength( (MPa) [GL-200mJG1.=50mm 1
I I 1 (MPa) I min. lor 8 in. [or 2 in.
t
-
-
-
-
-
-
-
1 trZO 10.25 - - 0.04 0.051 I I I I
i-------t------ I
I I I I I I I
1 >40-50 10.26 0.15 0.80 0.04 0.051 I I I I
i 1 -0.40-1.20 I I I I I
I I
* I . W
h
e
n coppet steel is specified, the minimum Cu shall be 0.20%.
'2. For plates wider than 610 m ~ ,
the elongation requirement is reduced 2%.
'3. ?or uteri;rl under 8 m
m in thickneaa, a deduction from the percentage of
elongation in 203 mm of 1.25% shall be made for each decrease of 0.80 mm
o f the awcified thickness below 8 mm.
ASEP Steel mdbook
-2:

6-8 Steel Fiat Products
T&Le 6-4a: Permiselble Variatxons in Thickness Unit: a
m
1
Tolerance Over Specified Thickness for Widths I
Over
1,200
i
1,200 to 1.500 to 1,800 to 2.100 to (
and 1,500, 1,800, 2.100, 2,400,
Under excl excl excl u c l
i
i
IK)TI1 I-Permissible variation under specified thickness, 0
.
3 m.
WOTI1 %Thickness to be measured a t 10 arsa to 2
0 lam from the longitudinal edge.
NOTC 3-For specified thickness other than Chose s h o w , the next higher thick-
near will apply.
NOTE &-For thickness meas*~red
at any Location other than that specified in
Note 2 , the peraissrble maximum over tolerance shall be increased by
75% rotmded to the nearest 0.1 am.
ASEP Steel K;andboo)r
234-

Steel F l a t P r o d u c t s 6-9
T a b l e 6-4b: P e r m i s s i b l e Variations i n T h i c k n e s s ( C o n t ' d . ) Unit: lorn
7 1
I
I ( T o l e r a n c e Over S p e c i f i e d T h i c k n e s s f o r W i d t h s I
M 1
ISpecified 1 1
( T h i c k n e s a , 1 2,400 t o 2,700 t o 3,000 t o 3,300 t o 3,600 to 1
1 mm 1 2,700. 3,000, 3,300, 3,600, 4,200,
excl e x c l e x c l excl
I
I 1 excl I
I I I
tWrE 1-Pemisrible variation under specified thickness, 0.3 m.
N
O
T
I
4 2-Thickness t o be measured a t 10 rn t o 20 c
m from the longitudinal edge,
M?TE 3-For rpecified thickness other than those shown, the next higher thick-
neon will apply.
MOTE 4-For thickness measured a t any location other than that specified i n
Note 2, the permissible naximura over tolerance shall b e increased by
75% rounded t o the nearest 0.1 mm.
ASEP Steel Handbook
9 Q C

Table 6-37: Width Tolerance A Unit: nun
r 1
I Division by Nominal width I
I
I Under 1,250 1 1,250 and over I
1
I +7 I 410
0
I
I 0 I I
Table 6-38: Width Tolerance B Unit: mm
I 1
I Division by Nominal Width I
t I
Under 1,250
P
I I 1,250 and over I
Table 6-39: Length Tolerance A Unit: m
m
1 Division by Nominal Length i Tolerance
t -
- I
I Under 2,000
i
+10
I
I I
I
( 4,000 t o 6 , 0 0 0 , excl.
i
I
ASEP Steel liand' w k
3267-

6-34 Steel Flat Proolucts
T e l e 6-5a: Paraiesible Variations in Width and Length for
Sheered Plates s 40 pa thick; length only of Univer-
sal Hill Plate s 50 mm thick
I I
Ik.cified Riraulaions I Variations Over Specified Width I
I and ~ength*for Thickness, n
u
,
I and ~quivalentMasses, kg/m2
I
1 I
I
I To 10.5 excl. 10.5 to 16,excl.l
Width I To 78.5,excl. 78.50 to 125.6, 1
I excl . I
t I Width Length Width Length I
+
-
I I
4- &QM, 1 TO 1;500. I 10 13 11
1 U C 1 .
l6 1
I
11 16 13
I
I-. 1 1,560 to 2,100, 1
1 u c l .
l8 I
I
13 19 16 22
I
I 1 , l M to 2,780.1
I I UCl. I
I
I 1 2,700 a d I 16 22 19 25
I
I ever I
I
1
ASEP Steel Handbook
.-236-

Table 6-5b: Permissible Variations in Width and Length lor
Sheared Plates 5 40 mm thick: length only of
Universal Mill Plate s 50 mm thick (Cont'd.)
I I I
I Specified Dimensions I Variations Over Specified Width I
I I and ~ength*for Thickness, nun
I and Equivalent Masses, kg/m2
I
I I
-
1 i
I I 1 16 to 25, excl. 25 to 50, incl. 1
I Length 1 Width 1 125.6 to 196.2, 196.2 to 392.5, 1
I I 1 excl. excl .
I I I Width Length Width
I
Length 1
C
-
-
-
-
-
-
-
t
-
-
-
-
-
-
-
-
IT0 3,000, 1 To 1,500, I 13 19 16 25
I excl.
I
I
I UC'
. I
I 1,500 20 2,100,l 16 22 19 25
I
1 excl.
I
I I
I 2,100 to 2,700,) 19 25 25 29
I
I
I I 6.~1. I
I
1 ( 2,700 and 22 29 29 32
I
I I over
I
I
I I
13,000 to I To 1,500,
I
I 16 25 19 29
I
I 1 axcl. I
I
If1.000, 1 1,500 to 2,100, 1 19 25 22 32
i
icucl. 1 excl. 1 I
I ( 2,100 to 2,700,) 21 29 25 35
I
I I sxc1. I
I
I 1 2,700 and I 22 32 29 35
I
I 1 over I
I
I I
A Permisrible variations under specified width and length. 6
1
.
ASEP Str 11'Aandbook
-2%-

1 Steel P l a t Products
Table 6-6a: Permissible Variations from Flatness
, k t e l-men the longer dimension is under 900 m, the pemissible variation
.hculd nat exceed 6 ao. When the longer dimension is from 900 8. to
1
m I
, incl., tho peraiasible variation should not exceed 75% of the
tabular w u r t for the specified width, but in no case lees than 6 nm.
Wta 2-Thara variations apply to plates that have a specified minimum
tenmile mtrangth of not more than 400 M
I
'
.
, or conparable chemical corpo-
rition or hardnes8. The limits in the table are increased 50% for
plater specified to a higher minimum tensile strength or coapatible
chemirtry or hardness.
3 - 1 6 t&le and these notas caver the permissible variations
far flatness of ctreular and sketch plates, bared on the maximtun diwn-
riwlr of those plates.
f 1 I I
I I ( P e r m i e ~ i b l eVariations fron a Flat 1
4 I ( surface for specified widths, m a A*"
1i)p.cifi.d I Specified ) To 900 to 1200 to 1500 to 1800 to (
IP J ~ l c k n m ~ s ,
I Maom, ( 900. 1200. 1509, 1800, 2100 I
1" 1 ro/r2 1 ercl. excl. excl. excl. excl. I
+
-
+ i
I'ZO 6, ( TO 47.1, I l4 19 24 32 35
I"el. ( mxcl.
f
16 to 10, ) 47.1 to
I
16 19 24 29
I
( u c l .
1 13
( 78.5, excl. )
I
ISO to 12, ( 78.5 to 14 16 16 19
I
IUac1.
i 13
1 94.2, excl. 1
I
( l a t o 20, 1 94.2 t o 13 14 16 16
I
m c 1 .
I 11
1 157.0, axcl.1
I
I l@ to 25, 1 157.0 to 13 1 4 16 16
I
L l . 1 196.2, excl.1I l1 I
131 to 50, 1 196.2 to I lo 13 13 14 14
I
I
"
1
c
1
. ( 392.5, excl. 1 I
I 1 I
I
* Flatness Variations for Length - The longer dimension specified is consid-
ered the length. and peraiasible variations in flatr~cssalong the length
ahould not exceed the tabular awunt for the specified width in plates up
to 6.000 in length, or in any 4,000 mm of longer plabee.
Flatness Variatfons for Width - The flatness variations across the width
should not exceed the tabular mount for the specified wl!th.
ASEP Steel H-lndbook
-238

Table 6-6b: Permissible Variatians trom Flatness (Cont'd.)
, lote 1-When the longer dimension is under 900 m, the permissible variation
should not exceed 6 mm. When ;
h
e longer dimension is from 900 mm to
1800 r,incl., the permimsiblc variation should not exceed 75% of the
tabular aount for the npecifiad width, but in no case less than 6 m.
Note 2-Them variations apply to plates that have a specified minimum
tensile 8trongth Of not more than 400 MPa or comparable chemical cmpo-
sition or herdnese, The limits in the table are increased 50% for
plates specified to a t.igher minimum tensile strength or compatible
chemirtry or hardness.
Iete 3-Thin tabla and these notes cover the permissible variations
for flatness of circular and sketch plates, based on the maximum dimen-
nionr of thora plates.
I I
I I Parmieslble Variations from a Flat
I I Surface for Specified Widths, mm A * B
Specified /Specified 12100to 2400to 2700to 3000to 3600to 4200
Thickness, 1Mans, 12400, 2700, 3000, 3600, 4200, and
P ( kg/m2 lexcl. excL, excl. excl. exc1. over
t
-
-
-
-
- t---------- l
IT0 6. ITO 47.1, 1 38 41 44 48 ... ...
1excl . 1axcl .
16 to 10, 147.1 to
I
1 32 35 38 41 ..- ...
excl . (78.5, excl. 1
110 to 12, (78.5 to 1 22 25 29 32 48 54
(ucl. 194.2. axcl. I
(12 to 20, (94.2 to 1 l9 25 25 29 38 51
I"
c
l . 1157.0, 8 x 1 . 1
120 to 25, 1157.0 to 1 l6 i$ 22 25 35 44
) oscl. 1196.2, excl.1
125 to 50, 1196.2 t o I l6 16 16 18 29 3 8 ,
Iucl. 1392.5, excl.1
L I I
I
A Flatness Variations for Length - The longer dimension specified is conaid-
ared the length, and permissible variations in flatness along the length
should not exceed the tabular amount for the specified width in plates up
to 4,000 mm in length, or in any 4.000 m of longer plates.
Platnese Variations for width - The flatness var~iations across the w i d t h
Should not excped the tabular amount for the specified width.
ASEP Steel Handbook
.710.

Steel F l a t Products 6-15
Table 6-8: Preferred Standard Thicknesses Unit: nm
I
- 1
1 1 . 2 1.4 1.6 1.8 2.0 2.3 2.5 (2.6) 2.8 ( 2 . 9 ) 3.2{
3 . 6 4.0 4 . 5 5.0 5.6 6.0 6.3 7.0 8
.
0 9.0 10.0)
Jll.0 12.5 12.7 13.0 14.0 15.0 16.0 (17.0) 18.0 19.0 20.0)
122.0 25.0 25.4 28.0 (30.0) 32.0 36.0 38.0 40.0 45.0 5 0 . 0 )
J
Rssark: The standard thicknesa not i n parentheses should preferably
be used.
Table 6-9: Preferred Standard Widths Unit: m
I -1
Ramark: For s t e e l plate, the standard widths of 914 mm, 1.219 mm and 1,400
m
u or over shall be applied.
Tale 6-10: Preferred Standard Lengths

6-16 St-1 B1.t P r o d u c t s
'fable 6-11: Chemical P r o p s t y Rapuir-nta
-
I
- - 0.050 mu. 0.050 max. f
I
- - I
0.050 max. 0.050 max. 1
I
- - I
0.050 mar. 0.050 max. 1
I
1
0.30 rex. 1.60 max. 0.010 l a x . 0.040 nax. I
Wto: Allgiw elnanta other than in above table can be added to SS540 ac-
c o d & q to r ~ u i r e m n t a .
ASEP Steel Handbc ~k
-242-

ASEP Steel Handbook

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