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 I
Unit:mm 7
I
I
Division
I I
Width
I I
Length
1
---
\
I I
I
Tolerance +10
0
I
I
I
I
t15 0
Mote: The actual length of coils must not be less than the nominal length.
ASEP Steel wandbook -27.
I I 1 I I J
FOREWORD
PART 1
. . . .. . .......... .
Built-Up Shapes
PART 2 Cold-Formed Plate Shapes
....
PART 3 Cold-Formed Light Gage Shapes PART 4 Rolled Shapes
......
PART 5 Metal Decks . . . . . . . PART 6
Steel Fiat Products PART 7 Design Examples
PART 8 Welded Joints .
.
. .. .
.
. . . . . . . . . . . . . . 1-1 to . ..
1-52
. . . . . . . . . . 2-1to 2-20
. . . . . . . . . . . . . . . . . . . . . . 3-6 to 3-40
. . . . . . . . . . . . . . . . . . . . . . . . . . 4 - 1 to 4-80
. . . . . . . . . . . . . . . , , . . . . . . . . . . . . 5-1 to 5-22
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 to 6-48 . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . , 7- 1 to 7-42
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-7 t o 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 t o center centimeter cubi~ 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 o n tho method of,manufact~lrr: and/or maximum thickness of the section, The first five parts of this handhook corresponrt t o t!lesct classes as follows: Part 1 Part 2 Part 3 Part 4
Part 5
Built-Up Shapes Cold-Formed Plate Shapes Cold-Formed Light Gagc Shapes Rol!ec! Shapes Metal Decks
Each o f 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 o f structilral steel members. For increased usefulness, several other tables, formulas, and design information are presented in Parts 6 t o 9 o f this handbook. A s 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 t o facilitate recollecr;on. This adaptation eliminates thickness w i t h 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 b e n t shapes has been reduced from 25 t o 20 millimeters.
2.
The thickness of steel sheets for light gage sectiorrs have heen modified. The adopted thickness range f r o m 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 t o 4.7 miili~neiers w i t h varying incren~entso f 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 100 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-up wide 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 references to the differen1 parts of this handbooit a s wall as if)@ NSCP. The discussion on welded ]oints. pteviously presented with the miscell~neaustabtes 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
CU\SSIFICATION AND DESIGNATIONS
The folfowing classifications and designations are used for the different structural shapes presented in this handbook.
--
-
Shape
Designation
1
Wide-Flange
BW
H x W
BH
H x W
I
/
- Heavy Column
I BWT H x W 1 BC H x B x t
Wide Flange-Tee Channel
I
Stiffened Cee
[
LC
HxBxCxt
Stiffened Zee
I
LZ
HxBxCxt
LR
HxBxt
Rectangular Tube
---.
Square Tube
I
LS
Wide Fianae
I
H x B x --t
W
d x w
S-Shape
1
S
d x w
C
dxw
WT
d x w
L
HxBxt
PS
d
PE
d
PD
d
f I f
Channel Structural Tee Angfe Pipe - standard Pioe - Extra Strona
-
Pipe Double-Extra
ASEP Ste
.
Handbook
.
I
-.
I 1 I
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. is the nominal weight p w unit ien@th,in kgtm. is tho naminat weight per unit Ienipth of rolled sections, in ibslft.
The sectfons and shapes ptessnted in the first three parts of this handbook may be refarred t o as fabricated sttapes as they are made from 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 t w o generai methods 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 an8 are limited t o the use of plates having a thickness greater than or equal t o 6.0 milfimoters. Shapes may also be cold-formed by passing the Rat steel products in roils 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 produced from plates with thickness greatef than ar equal $6.0millimeter. 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 b e produced. The shapes presented have been limited t o those con~monlyused 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~sare n o t exceeded. These limits are discussed more fully in the text accompar!ving each part of this handbook. Note that the f a b r i ~ a t e dsections presented are n o t standard stock sections. The designer is also in no way limited t o 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 t o a given problem.
ROLLED SHAPES Rolled shapes are defined here as those produced b y 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 9 t h edition of the AlSC Manual of Steel Construction. The AlSC sections adopted include the W, S, C, W T and pipe sections. A s stated above, the designation used in this handbook is identical to those used i n 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 o n 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 kglrn3 was used' RKMANSHIP AMD 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 the designer with proper ragard ra f&bication and erection requirements.
each cfaslr and shalt be specified by
STEEL FLAT PRODUCTS
Flat structural steei ~roduetsare locaiiy avsifable a s 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
................................................ General ...................................................... Scope and Classifioation ..................................... 1-5 mterialg .................................................... 1-6
Nomenclature
......................................... 1-6 Sectional Cimensi~ns
.........................................1-8 Welds ........................................................ 1-8 Comments on the Design Tables ................................1-4 Dimensiolial Tolerances .......................................1-10 Sectional Properties
Tables of Dimensions and Properties
BW BH
-
............................................. 1-14 Shapes ............................................. 1-24 Shapes
BWT- Shapes
Beam Selection
............................................. 1-34
able ........................................ - 1 - 4 4
.......................................... 1-48 Compressive Stress Table ........................... 1-49
Values of C, Table Allowable
AS;
.
Steel Handbc k .3 .
NOmNCLATURE
Definition
1
crass-sectional aree Area of cowresstan f l m s e Ftange width Slenderness ratio of compression elements ae defi~t3i 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 tb section Clear aiatarmce Mtwemn f3augss Moaasnt of iwrtita about tha i t 4 axis mmmnt of izmztia abatlt the Y-Y axis EffeCtiv@ Langth factor for prismatic amber zlcwsr mtbrac& P W i m m mibraceid of tba aapressioo fl8age at which the alloapabla baading stress may lm 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 wiaththicknsaa ratio of unsttdfened elements exceeas flirniting value given i n Sect. 4.9.12, Appenaix x o f 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~ T tf t"
w W
2,
z~
Elastic section modulus about Y-Y axis Height of web excluding weid thickness Flange thickness Web thickness Minimum fillet weld size Weight of the section per unit length Plastic section modulus about the X-X axis Plastic section modulus about the Y-Y axils
ASEP Steel H a book -5-
Bui l t - U p 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 sect ions.
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 intended primarily for use as becam 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
I I i I
-- -7
Class
Shapa
Oesignaticn
Bur lt-Up
Wide Flanne Heavy CQ11ma Wide Flange Tee
-
-4
BW BH
HxW HxU
BWT HxW
!
i 1 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 adopted form i s tisimpler and is one which is familiar to local desiwers
.
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 requireabents m y dictate the shape o f 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, 8 8 are SU sections with depths ranging frw 200 1 ~ 1to 1000 m. There are 81 BH sections with depths ranging from 206 am 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 predlctable 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 .yield of 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 of 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 limitations. 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 dimensions of the flanges of both BW and RH sections were proportioned to satisfy the limit on the width to thickness ratio for unatiffened 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 A 3 6 .
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 requirad 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;, This Qar not exceed the value specified by NSCP forxala 4.5-4b. 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 o f the weld nmterial. For built-up tees, values of Q , and C', for Steel with minimum 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 ~ of O ~ Appendix S A, Section A 2 , 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 The actual size of fillet welds must be in NSCP Table 4 . 1 7 . 2 A . specified by the designer. To facilitate this calculation, the quantity Qf/Ix are tabulated for each BW and BH oectio~~s.Qi i s ASEP
' eel I'
,andbook
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 limiting values of the unbraced lengths. For the design of compression members, a table of the allowable stress as a function with the slenderness ratio, Kl/r, is also included.
AS1
Stes
Handbook
I
1
1 1
3
1
f
6
3
I i I
6
I
i
5
J
{B/lOO, but aoti I leas than 6 ruJ
a H is maeured patulle1 to the web a t the ueb center l i n e . F is the laaximwa o f f s e t a t the toe of the flange fron, r f i n e noma1 t o the plane o f the web through the tntessection o f the web center l i n e and tb flange.
outside face c "
the
Built-up Shapes :-.I1
B. STIWIGHTMESS TOLERANCE
-
---
I-----7 - 1Member I Length 1 Permissible Variations in
I
I
-t +-1 I columns
(
I
i
I
I
Beams w/o !specified (Camber or 1 Sweep
1 I I I
- I- 1 1
Less than 9,100 9,100 to 13,700 Over 13,700
1 I
1 mm x (total length in m) 10 mm 10 mm + 1 mm x (total length in m 13.7 m)
I I I
I
I I
-
I I
I I I
I I
I
Straightness, mm
I
rrrm
1
I 1
All
I
I I
1
1 mm x (total length in m )
C . CAMBER AND SWEEP TOLERANCES
i
i~arlable
I
I
Member
1
I
I
lBeams except ( 2 raa, x (test length in m), but not 1 below a I less than 6 mn
+--i (Camber I I I
I
I
1 I 1 Sweep
"
/Beams with ltopflange lembedded in ( concrete
I 1 Beams
1
IPermissible Variations from Specified I C a m b e r or Sweep, IMI
I
--I
I I I 1 I I I
I
I
I I
0.5 mm x (total length in m), but not less than 6 mm 1 mm x (total length in m)
Tolerance over specified camber of beams need not exceed the greater of 1 m x (length to the nearest end in m ) or 19 m. The toierarice under tho specifted camber is 0 KUII. Flust ~ n have i a designed concrete haunch. c':,ecified tolerance is for over and U P X ~ U Kspecified camber.
I I
I
I
I
Built-Up Shapes 1-13
TABLES OF DtMENSlO S AND PROPERTIES
ht kr
IgrmMon HxW
W
km
HI4
A mm2
llmm
Rrn
ASEP
2
'%?
mdhoo!;
B u r l t - . U p Shapes 1-15
I
BW SHAPES Dlmenalonr Proputlor 8opwkiea 7 Axis Y-Y
I I
Plmtte Modulus
7 Dwgnrtion HxW BW 1COOx 518 x 457
x 373 BW
mx
496
x 444 x 4'93 x 370 x 357
x 333 x 334 x 2e3 BW 900x M7 x 315 x 264 x 2% x 225 x
ASEP Steel Iiandh ,k -17.
ASEP steel Handbar. -18.
Built-up Shapes 1-17
7
Deaignat~on HxW
-BW
6 0 0 x It%
x x x x
13 '9 150 133 1113
BW mx
\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
ASE
itee
Handbook
Built-IJp Shapes 1 - 2 5
ASEP Steel Handbook "7
Rullt-Up Shapes 1-27
BH SHAPES Dimensions Proputirs
-
I
xll
AXIS X-X
1
I
heignatinn HxW
S x10:
mm-
;m
*YSEP Stee 1 Handbook -29.
ASF2 S
i War
.ocrk
-
R u i l t - U p Shapes 1 29
BH SHAPES Dlmonrlonr Propertler -
Plastr Axis Y-Y Deeignation
:I@ xl03 nm4 rnm3
HxW
mm
ASEP Steel Handbi -31-
mrn3
k
1-35 Built-Up Shapes.
BX S W E G
Dimensions Proportier
Oeelgnabon HxW BH 2 X ) x :5 x 14
x 12 x i3 x 10 x 8
x 7 BH 250x 5 x 5 X
4
BH X O x %
x 6) x 71 .x
7
x 6 x 5 x 4
BH
3 x 3 x 3:
2(10x
Dcr'lgnrtiien HxW
Bti S W E S Dimensions Prupairiirs
A S C P S t ee i
3-1
ktnnrlbook
1-24 Builk-Up Shapes
:-X
Axis Y-Y
.- - - - - - - BWT 533 x 2 4 0.845 137 x 232 O M 137 x 214 0.845 137 x 197 0.845 137 x 187 !
0.951
0.951 0.703
0,7CQ
129 BWT 1 29 1% '$3
4 5 0 x 1 4 3 iI
x 1411 X 1321 x :IS; .x ?ti?! x iiX/
1-36 Built-Up Shapes
BW SHAPES Dlmonrlonr Propwllor
I
Axie X-x
I
----
BWT
4CCx x x x
14
:3
12t :1t x 1 C+
----
---
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-
1-38 Built-Up Shapes
Built-up Shapes 1-39
87 65
3e.S 0638 34.1 0.618
160 BWT 780
150 12
RO 213 MB
5x1 m ao zrs aia
Built-up Shapes 1 - 4 1
BWT SHAPES Dlmenrions
Properties
, -mm
1 1
brignation tixw
--
128 BWT
41.1 O.B70 38.5 0.978
128
175x 2' x 2,
41,7 0,654
156
x 2
I
Where no value o: G', cx 9,lo ohown, me uaclbn cornplleo wlth 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 I
- Elsatlc Proprrtiee Axis Y -Y
axia X-X
Whera no vaius 01 C' cx Q
IQ
- L A
-
--
ohown, the mctbn mrnplleo wtitr NSCP ~ s c t4.8.1 . 2
ASEE Steel Handbook
-45-
1-44 Built-up Shapes
BEAM SELECTION TABLE
ASCF St.eel Iartdbo -46-
.
BEAM SELECTION TABLE
A. E P S t e e ~ kandbook 4,
1 - 4 6 Built-Up Shapes
BEAM SUECffON TABLE
ASEP Steel Handbook -49-
1-46 Bui 1%-Up Shapes
PLLOWABLE COMPRESSIVE STRESS TABLE
F, = 248 MPa
-
Main and Swndsrv Mombus Kl/r not
F,
F, (MPa)
l38,8Q 136.40
11943 118 76 11809 117 41 11672
3 E L 1S.QO
1 S639 134,07
1 I6 03
134.35 133.82 133.29 132.75 132.21
11533 11463 113 93 113 22
1 31 ,ss 131,lO 130.54 12m? 129.39
112 50 1 1 1 78 1 1 1 05 11032 109 58
12t.01 128.23 l27,83 l27.Q4 128.43
1W04 108 09 10734 10658 10582
125.82 12521 1 23.96 123.33
10505 104 27 la49 102 71 101 92
122.69 122.05 121.40 120.75 -12m9
101.13 I W.33 98 52 68.71 . -37.90
124,59
ASEP
Steel Nandboo -51-
1-50 Built-Up Shapes
&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 ........................................ Tables of Dimensions and 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
ASEP Steel ifandboo6
Units mm2
mm mm MPa
mm4 mm4
mm4 mm4
mm mm ntm
mm m mm3 m m3
m3
mm mm
kg/m mm mm
rad
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 fabrlcating 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 recommended.
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 ilandbr 7k -59-
i - - - - , -I1
Class
Shape
Designation
i1 cold-~ormaei Angle, EA Plate Cmnnel BC II
--i
I /I i
NxBxt NxBxt
I
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 front 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 miniquality rrzquirisanl: for cold-farmed plate fabrrcation is structural steel eonforming to ASTW A35 and/or 31.9 63103. 5S400 [farmerly 319 C3101 SSQl). Locally rolled plates are avaifabls for these grades of rirtructurai steel, whicb have mlnrspecified yield stress, %, of 248 MPa and 245 MPa, xespecly, 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 o f t h i s
R consideration in the chc?ice o f dimtlnsions i S "ihe util :.%ation o f fbcalXy-wai'lahle staa3 plates. Y i e l C t is Camputed 1 1 ? i r ~ 1829 nun wide p l a t e s , equal ~ i d t hstrips, and an allowance o f 3 ale
gmr 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 F y 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 2 5 . 0 nun in the Jst Edition. Based on current observations of locally-produced material, 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. minimum The radii of bends, R, given in the tables are 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 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 A 3 6 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 H a r
-61
book
2 - 6 Cold-Formed Plate Shapes
For the angles, the moments af inertia and the radii o t gyration about the principal centroidal axes are given. tangent Q £ the angles maae by the. X-X a x i s 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 ENSIQNS AND 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 Ctee X Etar.dboc k
.w
Colcl-Formed P l a t e Shapc:s 2 - 3
I
Xld mm'
I
XI
d
-
mm' -
27,425
7,425
22,882
1,882 7,848
17,648 1 6,225 13,640 10,732
625
5,874 5,046 4,051 44 s
5,874 3046 4,051 8 48s
z406
2 408 1,972 1,714 1,429
1,972 1,714 1,429
3,640 0,732
884 761 673
894 761
570
570 432
432
673
3-10 Cold-Fotnrsd Plate Shapes
ist
abldiw
8
Y, rnm
-
-
24.0 m.0 16.0 320
I$*$ 38.2 17.0
rnrn
1s.e
2-12 Gold-Formed Plate Shams
t
-tan
a a258 4251
0.24B a342 0.333
0,324 0412 0 401 A399
0.306 0 526 RSl4
0 508
a 504
0880 R6@
Q@M 0.6s
BA SHAPES D~rneneione PropMt~es Unequal Anglm
.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 P l a t t ? Shapfts
AGRP
Stsel Handbook --70-
2-1;6 Cold-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 H a ~ d i m o k -74-
Cold Formed Plate S h d p e s 2 - 1 9
r rnm
433 44.5 45 7
330 38.3
37,s 23.2 24 5 258
PART 3 COLD- FORMED LIGHT 6
Cold-Formed L i g h t Gage Shapes 3- 1
CONTENTS
Nomenclature ................................................. 3 - 1
...................................................... 3-3 Scope and Classification .....................................3-4 Materials .................................................... 3-55 Methods of Cold-Forming ...................................... 3-5 Sectional Dimensions ......................................... 3-6 S~ctionalProperties ......................................... 3-6
General
Slitting Guide For Lip Sections ..............................
3-7
Dimensional Tolerances ....................................... 3-10 Tables of Dimensions and Properties
............................................... 3 - 1 4 LZ-Shapes ...............................................3-24
LC-Shapes
LR-Shapes
...............................................
LS-shapes...........
3-34
....................................3-38
ASEP S t e e l H.
Jbook
3-2 Cold-Formed Light Gage Shapes
NOMENCLATURE Units
Definition Cross-sectional area 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 sect ion 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 Inside radius of bend 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
"
ASEP Stee 1 Hand1 ?k nn
mm2
mm mm mm mm mm MPa MPa mm4 mm4 mm mm
mm mm mm3 mm 3 mm
mm kg/m
mm mm
rad
Cold-Formed Light Gage Sha~x?s3 - 3
COLD-FORMED LIGHT GAGE SHAPES
General This part of the Steel Handbook deals with light gage structural steel shapes cold-formed from coils or sheets which thicknesses 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 coldformed plate shapes and covered in Part 2 of this Steel Handbook. 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 sections are normally used.
,
i
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 sections tend to buckle at stress levels lower than the yield point when subjected to compressive. bending, shear, and bearing 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 Specification 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
9wp and Clalaapiification
cold-formd light gage atructural steel me-rs can be Uivibed into two product categories: fraraing members and nurface 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 s W t i 0 n s are esaentially utilized as compression members. The latter closed seetions, however, may also be uned as flexural members. The classifications and designations relating to these shapes are given tm(IDI0w.
I
1 Class
Shape
Designation
C-----------
i[Gold-Formed ltight Gage
I IL-
1
I
4 HXBXCX~
i
HxBxCxt HxBxt HxBxt
1I I
I
L i p-Cee Lip-Zee Rectangular Tubing Square Tubing
LC LZ LR LS
-------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 sections and 33 ara LS sections, The LR sections have depths ranginq from 2 5 mm t o 1 7 5 m while the LS sections have depths ranging The latter two closed sections are based from 24 mm to I D 3 ma. on the nixes a v , ~li 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 hotrolled 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 nonstructural members, the minimum requirement is commercial qrlality (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 cold-farmed sections. These are:
of
(1) By roll rolling, and ( 2 ) By press brake bending.
Roll
forming is uaualiy confined to a
limited number of If the shapes because of the cost of the rolling equipment. special Set of rolls needed for each shape is available, the production of large quantities of identical shapes is best accorcplish@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 susceptibility 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 consiaarations 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 percentages 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 dimensions 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~veas 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.
Sectional Properties The calculation of areas, n~omentsof inertia and other sectf.onal properties 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 stralqhtline 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 This procedure multiplying these quantities by the thickness. was followed in this Part 7 of the Steel Handbook. It should be noted that the actual area o f thln elements under compressive stresses must frequently be replaced by a reduced effective area for calculating the effective crosssectional 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 attained 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 KxBtC
I
1
C , Ttilekness,
6.0
5.5
5.0
4.5
4.0
mm 3.5
3.0
2.5
T O
I 1
Table 3-2 Recommended Slitting Schedule
Coil Width,m 930 1.220 1.220 1,220 1,055 1.2'10 1.210 1.220 1.220 1,220 1.220 1.220 1.220 930 1.220 1,220 930 1.220 930 930 1.220
930
Number of Strip8 2 3 3 3 3 4
4 4 4
4 5
Yield X
94 91 91 91 98 91 91 98 95 90 98
5
98
5 4
90 94 94 93 89 95 93 93 97 89
5 6
4 6 5 6 7 7
DIMENSIONAL TOLERANCES C o l d - F o m d l L i g h t Gage Shapes FORMING TOLERANCES -.
I -
_ Permissible Variations Over and Under Specified DJmensiona H. Depth
I
mm
I I
-8 , Flange Width
!Under 151) ou, excl 1.51 1150 to 300 om, eicl 2.01 1300 as and over 3.01
i i
m
{
Length mm
1.5
I I
-1
I 1
C, Lip mu,
2.0
I
I I I
Out-of-Squareness of Corners mm/mm
I
I
4
I I 1
.. .-
0.076
Permissible Variation Over Specified Length, mma
a -.
(7,000and over lover 7,000
40 + 5 an x (total length in m
--
40 - 7) I . 7 -- -- ..
a
- --
Permissible variation under specified length is (I m for all lengths.
STRAIGHTNESS TOGFX?NCE
OF DlMENSlO S AND PROPERPIES
A S E P "tee1
andbnok
M E P Stael Piandhoak -07..
LC SHAPES Full Swtion
Propratlrr
x103 mm4
'
xl@ n3r.
I
j
r rnm
1
xtd nm4
ASEP Steel Handbook I 4
LC $WAPEIZ Full Swon .FPropwtb*
ASZP Steal Handbook
95
LC SHAPES Fuil Section Proportior
ASEP S t e e l H i 96-
dbook
LC SHAPES Full Seotion
Propwticl,
LC SHhPES Full SraUon Proputbr
LC 8HMES Full W o n Proportlor kdr X-X I
1
I
I
Axis Y-Y
I
1
RSEP St.
s
I
I
1. Han 4-
xxok
LC SHAPES Full S d o n Pro~utirs Radius
R mm
LC SHAPES
Full $&Ion Proporties
3 - 2 4 Ca1.d-Fnrntad 1 , i y h t :;aye
Shapes
LZ SHAPES Full Sao!ion Prapatier
-
Area A mm2 Inm
1,035 1,537 1,418 1.295 1,167
1,038 900 761 61 7 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 ----"
I
1
rnrn
U SHAPES Full Swtlon
Properties Radiun A
Axis 2-2 tan
r
Coin-Fo~mect Light Gage Shapes 3-27
R S E P Steel I' 10'
iribook
3- Z R Cold-Formod tight Gage Shapef*
Pvea A
Radium R
ASEP S1 el Handbook lic
Axir 2-2 tan i r
Cold-Formed L l g t ~ tGage Shapes 3-29
U SHAPES Full Saotlon PropwtlrH
rnm4
rims
mrn
Ms 6 80.5 9.1
58.7 57.I
51.3
57,Q 58.3 58.7
46.2 407 34.0
tja.1
.s.4
35.€I
53,Q
53% I
54 4
32.2 53.7
581)
40.4
45.7
30.2
48.2
544
*.7
ST.0
47.1 47.5 47.9 4.3
34.2 31.8 28.7
93.7 47.2 47.6
21).
s
I
n.a
28,6
35,7 32.Q 29.8
mrn3 ]
mm4
ASEP S"e1
TI'
I0
ndbooh
mrn
1 1
3-30 Cold-Formed Light Gage Shapes
U BHAPES Full Sootion
ASEP S+ ,-eL Handbook OR-
Cotb-Formed Lr ght Gage St~apes ' - 3 1
ASEP Steel Handbook
,nn
3 - 3 2 Cold-k'orared Light Gage Sxnapcs
lei
~ o l ( t - ~m. eor ir Light C a g e Shaves 3- 13
3-34 Cold-For
~ i g h tGage Shapes
iA SHAPES Full Sootlen Prop#tir8
74! 1574
%B)t
St r 42t
34 538 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 S h a p w 3 - 3 5
!A SHAPES ~ u lSwtlon i Prowtmr
--
Radiur of Gmtron
Dlssignatt~n
3 - 3 6 Cold-Formed Light Gage Shapes
LP SHAPES Full SIL7tlon
Wright
h r
Radius
W
A
R
ASEP Steel Ifandbook
Moment ol l n ~ r t r
Cold-Formed Light Gage Shapes 3-13.!
LR SMAPES Full Srckion Frop8rtirs 1
-
8, 1
Rud~tinof C
SIction Modulus
s,
d
xlo9
XI
rnm3
mm3
fx I
rnm
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
--
PART 4 ROLLED SHAPES
CONTENTS Nomenclature ................................................ 'L -2
...................................4-3 Materials .................................................. 4-4 Sectlanal Dimensions and Properties ......................... 4-4 Dimensional Tolerances...................................... 4-5 Scope and Classificat~on
Tables of Dimensions and Properties W-Shapes ...............,.,,..+.......................
4-12
............................................... 4-38 Channels ...............................................4-42 Structural Tees ........................................ 4-46 Angles ................................................. 4-66 .................................................. 4-76 S-Shapes
ASEP Steel Nandbo
.l ? t
Nomenclature ............................................... 4 - l General .....................................................4 - 3
.................................. Materials .....................................+............ 4-4 Sect~onalDimensions and Properties .........................4-4 Scope and Classification
Diatensionai Tolerances
...................................... 4-5
Tables of Dimensions and Properties
.............................................. 4-12 S-Shapes ............................................... 4-38 channels ...............................................4-42 W-Shapes
........................................ 4-46 Angles ................................................. 4-66 Structural Tees
Pipes
.................................................. 4-76
&SRP Steel Nannbo -121
4-2 Rolled Shapes
NOMENCLATURE Units
Definition Cross-sectional area 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
ASEP Sts 1 Handbook 2-
m inches inches
mEl mm3
inches m s
mnl mm
kg/m lbS/ft
mra
mm rad
ROLLED SHAPES
Rolled steel shapes are herein defined to inslude s t r u c t u r a l 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 sections up to n.naximun of 100 aun, square bars up to a maximum o f 25 m. A s a result, the number of sections presented in the 1st gaition was linitad as they were based on locally produced seetiwns. To increase the usefulness of the handbook, Part 4 has keen considerably expanded to include the angles (which can be produced 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 dinzeneions/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 Ilolled Shapes
1
I
) Class
Shape
Designation
Wide Flange S Shapes Channe1s Structural Tees Angles Pipes-standard strength Pipes-extra strength Pipes-double extra strength
W S C WT L PS PE PD
t---------
I 1 Rolled I I I I I I I
dxw dxw dxw dxw HxBxt d d d
I --j 1 I I
I
I
I 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 Construction, 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 A 6 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 ~ led ~1 Shapes
DfMENSXONAt TOLERANCES Rolled Shapes
1
ba(le/Homiaal S h e ,
I i
1-
4
?a:iationr fros Specitin4 Yeb j Pef#isibi) Y a t i a i i o r ~ ~r~ ji F'i ~ , ' ~ e! b t . ~ a i --,. loat-01-1 o f f ioepth aver /Thickness, Over and Under, i n / / Dm 1bqnareb! centac Specified, 1 ---.__.___i ]Over Uader/aar, aej aar,api / #R 1 land 1 Over 5 i Over 10 1
I
I
1
-.-.-
!
i
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
0.8 1.2
0,s 1.1
j 9.8 ; i.?
0.8
j
0.026;
i , E / 0.02.5i
-----
jver 50-75, i excl lover 75-106, j inel jcver i33-l5d,
1
inc:
/at; iyJ
ASEP Steel Nan ~ o u k . I
/
under
1 .t-
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 + F 1 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 mm /m o f depth. Tolerance is given per ~ n nof flange width for S and C shapes.
For unequal angles, the longer leg determines the nominal size classification. Out-of-square tolerance is per mm of leg length.
CUTTING T O L E M C E S
--
r-
Variation Iros Speciized Gi?en teagth, a#
l ~ b a ~ j ~ e m i nsitea: al
I I n a j
1
1
I / I
1
I !
+
75 and
1
over
1
1
--r
* 500 to 3,600 13,000 t o 6,060, i 6,800 t o 9,000, / Y,O@
1
I 1
I
411
1
I
1
i
I I
Over
Bnder
13
6
ex1
1 O w
1 1
I
13
Under
6
/
i
inci O w
Undei
I1
6
I
i
i
Over
I
i I
19
--t o ll,F88 iocl
........ i.i,CM to 15,0?1 inc~
U ~ d e r I Over
6
I
i i I
25
.
BnCci
E
4
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 WII 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 13 mm p l u s 2 ~ B I for each addittomi 1,500 mm or fraction thereof. 4
ASEP S t e Har' -1% I-
;uok
4-8
I.
Rolled Shapes
I
I' 1 7 :
I
Shpc8
1
-1
Pernissible Variation f o r Ends Out-of-Square
nmim
I
o f Depth
a For W shapes, permissible variation is mm/nm of d e p t h o r T i
h~,!th
whichever is greater. For angles, permissible variation is mm/mm ot t h e l o n i r t r
ASEPStc
H -1G
dbook
1t.i.
Lt'ngth.
Rolled Shapes 4-9
STRAIGHTNESS TOLERANCES -
I
i
S4ape
-l-
1 I
Variable
I Canoer and
/ I
Sweep
Sections with flange wiOth less thal 150 mn
Length over 13,120 nu
1
t 1 Camber I
I I 1
Z nm
Sections with a flange u ~ d t h appro:. equal to depth and specified on order as coiunns Length of 13,710om and under 1 m
I
,C,L
Permissible Variations
Section or Noninal Size a mn
(total length in m . j
a
(total,leogth in n.), but over 10 am
t
1
(total length in n - 13.71 0 . ) ) I
(tot.length in I.
1 GIP x (total le~gthin 1 . 1
Due to the extrene variations in flexibility ,f these shapes, tolerances for sweep are subject to negotiations betmeen aanufacturer m d purchaser lor the indi'~idua1 sections
--a
(1 mm
6 01 in any 1,500 ma, or 4 rm 15 and over
Sueep
I0 am
I
-
For L shapes, nominal size pertains to longer leg.
ASEP Stec? Handbook
.
i !
I
I !
-_--__.A
TABLES
OF DIMENSIONS AND PROPERTIES
4-14
Rolled Shapes
W SHAPES Dimensions Properties
Weight W kg/m
Area A mm2
Flange Wdth
"
f
mm
4eo 5
458.8 451.5 446 4 4420 437.4 434.5 4a3 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 -R S E P Steel Handbook -134
Flange rhldcness
tr
mm
Rolled Shapes 4-15
ASEP Steel liandbook '35-
4-16 Rolled Shapes
W SHAPES Dimendons Proprtlrs
Wnb 'hldtnrss tw
in m
50.0 46.0 41.9 38.6 35.1
320 29.5 26.4 24.4 22 1 21.1 19.7 18.2 17.0 16.1 15.4 14.7 14.6 50.0 45.5 41.4 38.1
34 5 31.5 --29.0 ASEP S t e c l Handbook
136
Flange Width bi
mm
429.5 4255 421.4 418.0 414.4 411.5 408.9 408.0 4 M .0 401.4 4G2.8 401.4 388.9 262.1. 2a.8 293.0 292.4
291.6 411.5 406.9 403.0 399.4 396.0 392 9 3 % .a -----
Ihldcnnl/ Flangn
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 23 6 21.6 19.3 17.0 15.5 89,9 83 1 75.9 69.1 63 0 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
Arm
Dwth
Fbnqr Width
A
H mrn
mrn
md
bf
367.8 3%,1 354.7 254.3 255.8 2W,4 233.7 233 0
3m3 354.5
3%. 5 $47.0 343.4
3411.5 337.8 334.4 333.0 330'5 328.9 327.4
32%1 38.7
326,s 323 1 323 9 ---ASEP Steel Nandhook -140-
Rolled Shapes 4-21
I
Y
Elastlo Praprrtlr,
MSX-X I
1
s
1
AXISY-Y i
I
s
i
I
-1
i-2
4-22 Holtea Shapes
ASEP Steel Hmdbc 142
k
Rolled Shapes 4 - 2 3
ASEP Steel Handbook 3%
W BWAPEB Dimenaionr
Pro
Rolled Shapes 4 - 2 5
W 6HAPES Dimensions Praprrtisr
I
Elastic Prepsrtllr, Axis Y-Y
Mr X-X
3m,904 2$3,027
26*,393 2@,257 203,202
183,142 162,746 144,432 1 448 115,712
a,
ASEP Steel haadhc .
2,im.e 1,@40.C
1,748.4 1,SBF)E 1,3983 1,258.7 1,126 7 f,W6.5 908.4
816.3
k
]
Designation
ASEP S tee1 J1~~~3t>rtttk -146-
IS,? 1?,7 taa
NO4 4%-
145
48.28
t5.4 133 toe
SB ll! 3861 $7 3785
s
0
8 I
+-nono crnrnom U)
X X X X X
.--
aai-*
~ -n- 4 o tn o $ j g ~ n
m a n
g w b r n
X X X X X X X
T-
Z
v-
3:
r-
P
X X X X
T W O
X X X X
E %mma
X X X (0
3
rD
a,
3
4-28 Rolled %hapals
Flange Width
wt4xm
x4 s x 428 X
x $90 x $42 ~$11
xaea
x 257
xm
x211 x leg x 176 x 156
x 143 Wl4xf k 120 x loo x w x BO W 1 4 x $2 Y 'P4 x 68
RSEP Stee
-,
Handbook 2-
Fkngs Thldnnm
W SHAPES D~mensions
Proportlrr
---
"
AXISX-X
I
1
i
!
I . . .
-
Eiastic PI
ASEP Sta
Pandbuok .5(1
No1 l e d 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.5 282.0 280.7 259.8 257.3 256 0 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. $
rn~ 182' 1m 1%' ilS,! 159:
RSEP Steel Handb ,k -151-
--
web 'hkkmu
Fkngr width
t
bf
mm
mm
8.9
1n.e
61
I
7.1
1a3.1
n,o
i
-ASEP S t o e l Handbook -1Sli-
Rolled Shapes 4-37
W SHAPES Dimonrionr
Proporllu Ela8t;oProportlo8
M a X-X
Axlr Y-Y
I
A S E P Steel Handbook 15/
ASEP Steel Handbook -1s
Rolled Shapes 4-39
ASEP Steel ~&;tbook t
cn
k# A mn?
6,645 4,813
1256 118,4
4,w
106.9
3,*
101.6
3,794 2,m
980
3,271 2,w
90.8 84.6
2,WQ 1,887
83.4 7a 3
1,QIO
1,456
71.0 67 8
1,426 1,077
8a 7 569.2
aao
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 Etaetlo Proprrtir
1
M e X-X I
I
s
I
221 8 21,t e?i7 .t@,B? 171.4
P I
I
Rl.74
@me
Bas
1,007 LKW 731
/ 1133
arw 85.95
574 487
99 7
6&19
404
in*$
ASEP Steel Handbook -163-
4-44 Rolled Shapets
*
ASEP steel Handbook -164-
Rolled Shapes 4-45
El&
Axis X-X I
xtd
mid
Proper I
xtd
xr d
mm4
mrr? I
7,242 @,a7 $48
3,704
3,FM 3,811
f ,802 770 &St
ASEP Stuef Handbook -165-
4-45 Rolled Shapes
STRUCNRK TEEe Oinrensionr Proputhe Cut horn W S h m
ASEP
:eel Handbook -166-
Rolled Shapes 4-47
8fRUCTURAL TEE5 bimrions
it
PropMrn Cut from W Shbprr
I
980% 07,CIS
$7'36
08.M $3.84 35,$2 94.72
ASEP Steel Handbook 161
WT18x17Q.5x 164 x 150 x 140 xt30
x tns
I
xi15
BTRUCTURPL TEE8 Dimmiom Propwtiw Cut ham W $ h r w
&n
Depth
A
H
mmi
mm
ASEP S tee1 Handbook
-160-
.
.
Ekntlo Propwtlr
I
I
MJd X-X , I
8
1
AX!, Y-Y
I
I
8
xld rnm4 270,134 94,409
gpo, ma,m7 I#,as
m1540
~ a o i
mart #I
1m,w
n,w 1s,m 1 lM,W 148,288
101,MI
i9,8365 1 30,954
ASEP Steel Handbook -169-
I
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 31K3,0 301.2 301.5
289.8
ASEP Steel Handbook
-170-
E l r m Propertin
1
Axlr X-X
s
I
I
P
i-
I
I
e& Ir
30,377
6607
S%MS
eaao
128970
as? awoa
#39
2f,g77
me0
00,w
tH
891,@7 61,185
6758 87.31
70,738
M55 @5,7@
@OlS
?a45 7585 5
24$43 22M5 if@%% 17,190 14,851
?a20 77,72
e m
€a00
y11c
7,159
6,
tm
ASEP Steel Ear book -171-
Rolled Shapes 4-53
DerlgnrUon dxw
I
xl 0'
md M,oae
W9lt 711,338
69,094 02,435 54 1Sl 59,837 52861 43 785 42,872
30,043 31,027 34 423 29,(5234
sq1os 52,eet 4q $32 44 2%m a043 34, a87
ASEP Steel Wmdbaok -173.
14,8
ras
1.1'8 10.0
ASEP Steel Randbook -174-
284.8 2ea 3 m15 280 0
Rollea Shapes 4-55
STRUCTURAL TEE8
Dlmrnaiona PrOprrUr Cut horn W S h a p ~
Y$
Eiraklo Prbprrllw X-X
I
I
I
I
Axlr Y-Y 8
Designation
STRUCTURAL TEES Dimcnaionc Propartbe Cut kern W S h r m
m*
Web 'hldtnrrr
nrn
mm
H
tv
-284.7 2744 285 7 257.0
65.9 80,5
ma
241.8 237.0
$1'2 47.8 480 42 0 89.1 36,8 828 Hi,l) 27.2 24-9 2516, 21.1
212.8 2m.o 2m.7 1B . 8
IS$.% 1 W.3 1 90.2 $87.7
fa2 103.9 181.9 179.8 1 79.1
' qndbook
176-
7r.g
24s 0 232.4 227'8 2P.8 217.4
ASEP Steel
70.0
a.
189 If 3 184
15,o 13 3
$23 11.2
Rolled Shapes 4-57
xtd
md 4323,5 2,4 3469.1 3105,B 2774.2
241 ,@ 2318.2 2153.3 1977,2 1B08.2
1%29,0 1321.5 1188.1 1 084,2 972.3 877 5
7u.4 6W1.9
5514 50D 4 4% 2 408 8
aq arg
213 6 m3 80t.2
lii,B7l
1 1Qi.O
3l,6"H
aqen
ma@
44895
I867
lQ000
182.15
r4r2~
t7ix-i 174,c
14,452 ASEP Steel
Iimdt-178-
rk
Rolled Shapcs 4-59
K~V mm'
XI@
mw?
t
mm
Y mm
XI
d
mm'
XI
o3
mm'
ASEP Steel Handbook -179-
STRUCTURK TEE8
Dimrnsion F'roprtkr Cut tom 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 50
6.6 8.0
5.6 5,t
ASEP Steel H a - ibook -180-
RoXled Shapes 4-61
liTRUCTURM TEE8 Dimendona Propwtlw Cut kom W Shprr
Y mm
t
rnm 1
xrd mm'
I
82,831: 71,592
34.29 a251 3a2a m70 27.1.94
eqew 56,193 48,94@
2682 25.~1 25.02
44,~5:! 40,sea 36,298
aare
wm
2531
1qQ37
28.72 2R70 27.43
11,730 10,406 9,157
$a02
5,078 4,246 3,605
3228 31.75 41.40 41.91 44.20 44.70
970 783 587 491
ASEP Steel
-1
landbook
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
rn m
Web 'hlcknecr
L
mrn 91 79 72 72 62
64 58 62 58 43
8.1 66 5.8 68 58 43
s9 61
--7 1 ASEP Seeel Handbc
-Flange Thlcknwa
4
rnm
Rolled Shapes 4-65
STRUCTURAL TEE8 Dimonlions Proputla Cut tam W 8hapor
I
I
M r Y-Y 8
ASEP Steel Handbook -185-
ASEP Steel 't nabnok -I35
Roi led Shapes 4-67
x mm
r mm
tan a
ao 80 0.0
16.0 16.0 18,O 16.0 t6A
BO B0
t6.O
90
&O
tao
ASEP Steel .lC
andbook
Rolled Shapos 4-73
4-74
gWll&
Shapes
ASEP
S tee1
-1r
:aridbook
Rolled Shame
ASEP Steel. Handbook -195-
4-.lt;
4-'76 MoJ.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 a7 38 4 422 48 3
64 3 73 0 Be B 101,8 114.3
ASEP Steel H a n d b o o k -196-
Rolled Shapes 4-
C
r
ASEP Steel HanP jook -197-
1
No.
I
d
PIPES Dimrtuionr Propath8
ASEP Steel Hand1 ok -198-
Rolled Shapes 4 - 7 9
Sohedula No.
ASEP Steel Harlbook -199-
PART 5 METAL DECKS
Metal Decks 5-1
CONTENTS
.................................................5-2 -era1 ......................................................5-3 mtsrial .....................................................5-4 D.pip ....................................................... 5-5 Fireproofing .................................................5-5 nanclat
urO
Wrrosion
....................................................5-6
SD Dtteign Data
...............................................5-8
.................................. 5-9 BD Concrete Volumes and Weighta .............................. 5-9 Allowable Lateral Loads for BD Composite Slab ................5. 10 SD Panel Section Properties
9D Colmpcsite Slab Allowable Superimposed Load
................5-11
.......................................... 5-13 CQ Panel ReactLon Data .......................................5-13 Colqpsrbite Slab Propertlee.................................... 5-14 CD Panel ~ropartica
ASEP Steel Handbook -203-
NOMENCLATURE D.f inition
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 Inside radius of bend 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
ASEP Steel -2C
mdborrk
Units
mm2 MPa MPa NP a m4.
ma4 ma4
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 special 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 structurally, 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 preserve 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 availabla 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 * s l a t n or *soffitm profile 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 minillwr 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 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 RMI 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 ~ ~ t ~ n ~considerations. l i c gh.11
rj;
Pot hot-rolled varieties, the minimmi quality requirement is mtmel conforming to JIS 63101 SS 400, with a minimlu yield stress. Fy, of 245 MPa. -lfied
gtwtural
:i ' ?or gatvaniaed steel varietiee. the minimum quality r-irerrwt ia physical (structural) quality zinc-coated steel c o n f o w t9y t o the requirements of ASW A446 Grades A to F or c o r r e s m + lag tWS 6 7 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, of 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 manuf aoturers. 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 ii 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 posit 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 coldformed 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 trie dmaign of reinforced concr~teflexural members. Design examples o f each Particular metal deck profile are available free from the ra8peCtiVe manufacturers' brochures.
.
Fireproofing Fireproofing is a very critical aspect of metal decks especially if metal decks are used entirely or partially as reinforcement 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.-resistivepaints or coatings. Regardless 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.
all composite concretcr and metal decks slab system, rsquiras the inetallatiOn of positive and permanent methods eP fire protaction. For
,&W!P
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 s a r i n r off-ahor6 structures, and structuree at or near b b o t e s ) , 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 DIMENSIONS AND 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
unm
I
SO
I
NOTE3 : 1 WEIGHTS FOR CONCRETE ONLY
03.6
- NO METAL
--
76
2
W:ICIlTS C h E N INCLUDE ALLOWANCE FOR DEFLECTION
ASEP S t a d Handbook -211-
ALLOWABLE LATERAL LOADS FOR SD COMPOSITE SLAB
LATERAL LOADS f N/m2 f
UWABLE 'COUL SIM
PwIx, mm
I f
I
MKiNAnON
SPAN
NwX L
-
C/C OF SUPPORTS, mill
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%
LW VALUES ARE o o r * ~ oBY s 8 sum *NO ~ S K I A KOF S LOS ANCKLK u u r o ~ N uw o o m COMLJNEU IN RESEARCH RECOMMENDATION No 2757 OF THE INTERNATIONAL CONFERENCE OF BUILDING OfFlilliLS
1. UTW
2. NO KICRWE IN VPLUES %OWN S PERMIXED FOR W!ND OR SEiSMiC FORCES.
3. WELDS TO SUPPORTING MEMBERS S W L HAM
A FUSION A R M '.?UIVALENT TO 1 2 7 m m EFfECTlVE DIAMETER
(COMMONLYREFERRED TO A3 PUDDLE WELD)
ASEP Steel Ha? .book -212-
II
I
Metal D e c k s 5-11
_
-
DESIGNATION
N,, x
t
i !
(\VOMING S T I ~ K S SD E S I G N )
....
.
COMI'OSI'I'I~ SLAB
AI,L.OIVI\I
OFPIH ~
DTAL SLAB EPTH, mrn
$1)
.-
~~
...
NO. OF SPANS
.
SPAN-C/C
.
,
-
--
01.'SI!I'f'ORTS.
-
7 i & l
- . lorn --
~~~~
1~-1.1100 j~Y3.i;";
-~--
/
3.800
NOTES : 1 ONE ROW OF SHORING IS RLOUIRED AT MIOSI'AN FOR VALUE$ 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 W O W 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%
ASEP St, -1 Elandbook 218-
=
25 N/rma2)
Metal Decks 5-17
91n
CONCRSTE SUB
CD COMPOSITE SLAB
PROPERTIES PER METER WIDTH (I'c = 25 N/mm2)
STEEL BASED IrZeXURAL PROPERTIES
I
I
=
BOND DATA (U I
\I
I
0.5 N/mm2) 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 )
ABBP ytrel Handbook -222-
CD COMPOSITE SLAB PROPERTIES PER HEXER WtDTfl ff'c = 40 N/mm 2,
PART 6 STEEL FLAT PRODUCTS
ASEP Steel ' mdbook
---
Steel Flat Products 6-1
CONTENTS
N m n c l a t u r e ................................................. 6-2
re via ti on^ ................................................ 6-2
....................................................... 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 6.nmral
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. s h M t PigQ-rtreWtb l~-.llOy st-1 i J Xn&mtri a1 itltriatEards Pkilipgpiaa Hatianal Staedarde $twtilra1. quality btrosphsrlc corrosion-resistaat osSb-&Wl*d s t m l u plr a161 6312 gtrocturrl quality aOaosghsric corrosion-re8istult ~ s r318 63125 h$-mllod st-1 as p 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 ~ valuaa y guaranteed, as per 31s 63141 Btructural quality Structural steel
ASEP
Steel Wglr8'xtok 930
.
Steel Flat Products 6-3
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, coldrolled 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 ( i n Contrast with the grooved rolls used in the production of tShapeS, such as structural beams) revolving in opposite directlonrr but at the ease peripheral speed. Commercial (CQ) or structural ( S Q ) plates, strip, or sheet are the resulting endproducts.
In cold rolling operations, on the other hand, the hotrolled strip is processed to final ordered thickness without any further heating except for annealing or heat treating purposes. CQ or 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-an6 cold-rolled) products which arrl 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.
-
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.
( 1 ) Not-rollaa
Note:
minimum thickness for S t a x (HSLA) ia 1.8 w.
High-Strength
Low-Alley
-
(3) Cold-rolled sheet flat, cold-rolled Steel c h ~ s i f i e d &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 &#at$
ia (pert 3 ) of this St::
d-f
orawl Jiaht-a
pre-
Handbook, the s e r i a l n q u i n -
lunte involve the following: siiniaw quality steel for structural members shall conform to ASTM A36M and/or JIS G3101 SS400.
(1) ThQ
(2) The minimum quality steel for the non-structural mmbsrg
shall conform to (2.1) JIS 63131 SPHC and/or ASTM A569M for the hotrolled 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
Stcte 1 Handbook
-230-
Steel Flat Products 6-5
( 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 Steel Handbook:
this
(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 2 7 5 MPa or 5 5 0 MPa.
(2) The minimum quality for hot-rolled varieties is structural 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 conforming to the requirements of JIS G3125 SPA-C or SPA-H. with minimure yield stress, F,, of 314 M P a 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 capabilities limit these grades of steel from 1.50 nun up to 12.30 mm in thickness and widths from 660 mm to 1 , 5 2 4 nun, conforming to ASEP Steel Handbook -2 i
6-6
S t e e l Flat Products
~ p d f i c a t i o n s such as JIS G3106, JLS '3125, JIS G3114, J L S G9113, AWI'Pl A607.8Rd their corresponding "near grade equivalentstc F o r reference purposes, a listing of currently laanufacturad t h t stsel products a r e listed in T a b l e 6-1: Locally Available l W 4 S t - 1 ProQucts.
Teblr 6-1: Locally Available Flat Steel Products I
Product Form
I
I (m@) I
I I
I
ASTH A36R-87 JIS G3101-87
1
I
I
I I
It=)
I
1 JIS G3141-90 PNS 127-88
I
,
I 1
I 1
ASTM A446-87 PNS 67-86
1
I
i
Sheets and Strip Cold-Rolled Steel Sheets and Strip Cold-Rolled Carbon Steel Sheets and Strip
I
I
(Oslvanized Steel
I
I
Structural Steel Rolled Steel for General Structures
( JIS G3131-90 ) Hot-Rolled Mild Steel Plates,
I
i
Titles
IMt-Rolled Coil
I I (Cold-Rolled Coil 1 ( I (cw)
I
Standard
I
INot-Rolled Plate
1
I
I
1 1
1 I !
i I
1 Structural Quality Galvanized Steel Sheets/
/
Galvanized Steel Sheets and Coils
?or convmnience, excerpts from these relevant standards i n Tabla8 6-2 t o 6-49.
ASEP Steel Handbook -232-
I
are
Steel F l a t Products 6-7
A S T M A36M-87
Table 6-2: P r e f e r r e d S p e c i f i e d T h i c k n e s s 1
I
Unit:mm 1
5.0
) 16.0 ( 40.0
5.5 18.0 45.0
7.0 22.0
6.0 20.0 50.0
8.0 25.0
10.0 30.0
9.0 28.0
11.0 32.0
12.0 35.0
14.0
1
38.0 1
1
I
I
Table 6-3: Chemical and M e c h a n i c a l Property Requirements 7 I I Tensile Test (Transverse Direction) Chemical Composition.% 1'
I
-+--7---1
I
I t 1 Thick- I (neesCema) 1 I I
C max.
t
1 trZO
10.25
I 1 i
I
S i
HI?
P
I Yield 1 Elongation,% min.*'( [Tensile I Point I-,--+ [Strength( (MPa) [GL-200 mJG1.=50mm
1
S
rnax. max.
1
-
-
>40-50 10.26 0.15 0.80 1 -0.40-1.20
0.04
0.051
I I
0.04
0.051
I
I
I
I
(MPa)
I
I
min.
1
1 I 1
lor 8 in. [or 2 in.
i-------t------ I
I
I
I
I I I
I
I
II
I
I
I
* I . When 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 mm 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 -2:
mdbook
6-8
T&Le
Steel Fiat Products
6-4a: Permiselble Variatxons in Thickness
Unit: am 1
Tolerance Over Specified Thickness for Widths
1,200
and Under
Over 1,200 to 1,500, excl
I i
1.500 to 1,800, excl
1,800 to 2.100, excl
2.100 to 2,400, ucl
(
i i
I-Permissible variation under specified thickness, 0.3 m. WOTI1 %Thickness to be measured a t 10 arsa to 20 lam from the longitudinal edge. NOTC 3-For specified thickness other than Chose s h o w , the next h i g h e r thicknear will apply. NOTE &-For thickness meas*~redat 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. IK)TI1
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 . ) U n i t : lorn I 7
I
1
(
M ISpecified 1 (Thicknesa, 1 mm 1 1 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
1
1
2,400 t o 2,700.
2,700 t o 3,000,
3,000 t o 3,300 t o 3,600 to 3,300, 3,600, 4,200,
excl
excl
excl
excl
excl
I
1
I
I
I
tWrE 1 - P e m i s r i b l e v a r i a t i o n under s p e c i f i e d thickness, 0.3 m . NOTI4 2-Thickness t o be measured a t 10 rn t o 20 cm from the l o n g i t u d i n a l edge, M?TE 3-For
r p e c i f i e d thickness o t h e r than those shown, t h e next higher thickneon will apply. MOTE 4-For thickness measured a t any l o c a t i o n o t h e r than t h a t s p e c i f i e d i n Note 2 , the permissible naximura over t o l e r a n c e s h a l l b e increased by 75% rounded t o t h e n e a r e s t 0.1 mm.
ASEP Steel Handbook 9QC
Steel Flat Products 6 - 4 1
Unit: nun
Table 6 - 3 7 : Width Tolerance A
1
r
I
Division by Nominal width
I
I
I
1
Under 1,250
I
1,250 and over
1
I I
+7 0
I
410
I
0
I I Unit: mm
Table 6-38: Width Tolerance B I
1
I
t I
Division by Nominal Width I
I
Under 1,250
I
P
Table 6-39: Length Tolerance A
1 t I
I
(
Division by Nominal Length
Unit: m m
i i I
Under 2 , 0 0 0
4,000 t o 6 , 0 0 0 , e x c l .
I
1,250 and over
i I
ASEP Steel liand' w k 3267-
Tolerance
+ 10
--
I
I I
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 Universal Hill Plate s 50 mm thick I
I
Ik.cified Riraulaions
Width
I-.
I
I
I
I
1
t I -+ 4-
I
I &QM, 1 1 1 1
I TO 1;500. UC1.
1,560 to 2,100,
ucl.
I 1,lM
to 2,780.1
I
UCl.
I
2,700 a d ever
1
I I I I 1 I I I
I
Variations Over Specified Width and ~ength*for Thickness, nu, and ~quivalentMasses, kg/m2 To 10.5 excl. To 78.5,excl.
I
10.5 to 16,excl.l 78.50 to 125.6, 1 excl I Width Length I
.
Width
Length
10
13
11
l6
11
16
13
l8
13
19
16
22
16
22
19
25
ASEP Steel Handbook .-236-
I I I
I 1 I I I I I I
1
Steel Flat Products 6-11
Table 6-5b: Permissible Variations in Width and Length Sheared Plates 5 40 mm thick: length only of Universal Mill Plate s 50 mm thick (Cont'd.) I
I I I 1I
I
Specified Dimensions
I
1
Length
I I I I C -------t-------IT0 3,000, 1 I
I UC'. I
I
I 1
I I
13,000 to
I
If1.000,
icucl.
I
I
I I
I
I
I I I
Variations Over Specified Width and ~ength*for Thickness, nun and Equivalent Masses, kg/m2
1
Width
To 1,500,
16 to 25, excl. 1 125.6 to 196.2, 1 excl. I Width Length
I
excl. I I 1,500 20 2,100,l 1 excl. I I 2,100 to 2 , 7 0 0 , ) I 6.~1. I ( 2,700 and I over
I
I
1 1 1
To 1,500,
25 to 50, incl. 196.2 to 392.5, excl Length Width
.
13
19
16
25
16
22
19
25
19
25
25
29
22
29
29
32
I
I
I
I i 1 1 I 1
I I
I
I
I I I
I
I I I
axcl. 1,500 to 2,100, 1 excl. 1 ( 2,100 to 2,700,) I sxc1. I 1 2,700 and I 1 over I
lor
16
25
19
29
19
25
22
32
21
29
25
35
22
32
29
35
I
A Permisrible variations under specified width and length. 6 1.
ASEP Str 11'Aandbook -2%-
I I i
I
I
I I I I
1
Steel P l a t Products
T a b l e 6-6a: P e r m i s s i b l e V a r i a t i o n s f r o m Flatness 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 or conparable chemical corpotenmile mtrangth of not more than 400 ,.'IM rition or hardnes8. The limits in the table are increased 50% for plater specified t o a higher minimum tensile strength or coapatible chemirtry or hardness. 3-16 t&le and these notas caver the permissible variations far flatness of ctreular and sketch plates, bared on the maximtun diwnriwlr of those plates.
, k t e l-men
f
1
I I 4 I 1i)p.cifi.d I Specified I P J ~ l c k n m ~ sI, Maom, 1" 1 ro/r2
+-+
I'ZO 6, I "el. 16 to 10, (ucl. I S O to 12, IUac1. ( l a t o 20, mc1. l@ t o 25,
( TO 47.1,
( mxcl.
I
(
1 1 1 1
94.2 t o
I I
I
157.0, axcl.1 157.0 to L l 196.2, excl.1 I 131 to 50, 196.2 to I I"1c1. ( 392.5, excl. 1
I
.
I
1
* Flatness Variations
I
1
( s u r f a c e f o r specified widths, m a A*" ) To 900 to 1 2 0 0 to 1500 to 1800 to ( ( 900. 1200. 1509, 1800, 2100 I 1 ercl. excl. excl. excl. excl. I
) 47.1 to 1 ( 78.5, excl. ) ( 78.5 to i 1 94.2, excl. 1
1
P e r m i e ~ i b l eVariations fron a Flat
l4
19
24
32
35
13
16
19
24
29
13
14
16
16
19
11
13
14
16
16
13
14
16
16
13
13
14
14
l1 lo
I
i f
I I
I I I I
I II I I
for Length - The longer dimension specified is considered the length. and peraiasible variations in flatr~cssalong the length ahould not exceed the tabular a w u n t for the specified width in plates up to 6.000 in length, or in any 4,000 mm of longer p l a b e e . 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
Steel Flat Products 6-13
Table 6-6b: Permissible Variatians trom Flatness (Cont'd.) the longer dimension is under 900 m, the permissible variation should not exceed 6 mm. When ;he 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 t h a t have a specified minimum tensile 8trongth Of not more than 400 MPa or comparable chemical cmposition or herdnese, The limits in t h e 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 dimennionr of thora plates.
, lote 1-When
I
I I Specified /Specified Thickness, 1 Mans, ( kg/m2
P
I
I I
Parmieslble Variations from a Flat Surface for Specified Widths, mm A * B 12100to 2400to 2700to 3000to 3600to 4200 12400, 2700, 3000, 3600, 4200, and lexcl. excL, excl. excl. exc1. over
t----------
t-
l 1 I
38
41
44
48
...
...
1 32 (78.5, excl. 1 110 to 12, ( 7 8 . 5 to 1 22 (ucl. 194.2. axcl. I (12 to 2 0 , (94.2 to 1 l9 I"cl 1157.0, 8 x 1 . 1 120 to 25, 1157.0 to 1 l6
35
38
41
..-
...
25
29
32
48
54
25
25
29
38
51
i$
22
25
35
44
16
16
18
29
38,
ITO
IT0 6 .
. 16 to 10,
. 147.1 to
1excl excl
47.1,
1 axcl
.
.
) oscl.
1196.2, excl.1
125 to 50, 1196.2 t o l6 Iucl. 1392.5, excl.1
I
L
I
I
I
A Flatness Variations for Length
-
The longer dimension specified is conaidared 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. The flatness var~iations across the w i d t h Platnese Variations for width Should not excped the tabular amount for the specified width.
-
ASEP Steel Handbook .710.
ASEP Steel 1 ~ d b o o k -74
Steel F l a t Products 6-15
Unit: nm
Table 6-8: Preferred Standard Thicknesses -I 11.2
3 . 6
Jll.0 122.0
1
1.4 4.0 12.5 25.0
( 2 . 6 ) 2.8 6.3 7.0 8.0 16.0 (17.0) 18.0 36.0 38.0 40.0
2.5
1.8 2.0 2.3 5.0 5.6 6.0 12.7 13.0 14.0 15.0 25.4 28.0 (30.0) 32.0 1.6
4.5
(2.9) 9.0
3.2{ 10.0)
19.0
20.0)
45.0
50.0) J
Rssark:
The standard be used.
thicknesa
not
i n parentheses
Table 6-9: Preferred Standard Widths
should
preferably
Unit: m
I
-1
Ramark: For
p l a t e , the standard widths of 914 mm, 1.219 mm and mu or over s h a l l be applied. steel
T a l e 6-10: Preferred Standard Lengths
1,400
6-16
St-1
B1.t
Products
'fable 6-11: Chemical P r o p s t y Rapuir-nta
-
-
-
I
0.050 mu.
-
-
0.050 max.
0.050
-
-
0.050 mar.
0.050
0.30 rex. 1.60 max. 0.010 l a x .
Wto:
0.050 max.
f
I I max. 1 I I max. 1
0.040 nax.
I 1 I
Allgiw e l n a n t a other than in above table can be added to SS540 acc o d & q to r ~ u i r e m n t a .
ASEP Steel Handbc ~k -242-
Steel F l a t Products 6-17
Table 6-12a: Mechanical Property Requirements T e n s i l e Test 1
Yield. Point or / T e n s i l e Yield 1Strength Strength / */m2I ~ / m m ~ 2 0 5 min.
I-"-1 330-630 1 I
I f
I
Elongation I
I
Dimensions .of Rolled S t e e l , =
I
I
Test
1
Piece
I
%
i
t--4 1
. S t e e l s h e e t or s t r i p has a thickness of n o t more than 5 mm +Steel plate o r s t r i p has a thickness of over 5 to 16 i n c l .
N0.5
/ 26
No.5
f 19 min.
sin.
* S t e e l sheet or s t r i p haa a thickness of n o t sore than 5 mu @ S t e e lp l a t e or s t r i p h a s a thickness o f over 5 to 16 i n c l .
I
* S t e e l a h e a t or s t k i p has a thicttalhdO tr* n o t more than 9 am * S t e e l p l a t e or s t r i p has a thickness o f over 5 t o 16 i n c l .
1 I 1
* S t e e l s h e e t or s t r i p ha8 a thicknese o f R o t more than 5 mm *Steel p l a t e o r s t r i p has a thickne&s of over 5 t o 1 6 f n s l .
j
I
E
No.5
[ Ilo.XA
I
5
j
15 mtn.
i
1
1
1
Po.LA
I
I 1
I
I i
] 16 Bin.
I
f
f 13 min.
1
I
8-18
Steel F l a t Products
TgLlo 6-12b: mechanical Propslrty R6quirement.s (Cont'd.) I
4"
:I S
\
1
I 1
I I I
1
Bcqding Test I
I I Ihr&ms
Angle
Inner Diameter
1 I I
Test Piece
I
I
I
I __C____i
I
NO. 1
I
I I I I I
I
NO. 1
I
I I
NO. 1
1
,I
ASEP Steel Handbook A.
Steel Flat Pxoducts 6-19
Unit: ma
Table 6-13a: Tolerance on Thickness I
I I(Thickness
1 , 6 0 0 or
Width
ovar to and excl. 2,000
1 2,000 or 1
over t o and e x c l . 2,500
1 1
--14.00 or over I t o L . p C 1 * 5.00 (5.00 or over I t o & excl. 6 . 3 0 14.30 or over ( to 6 ucl. 10.0
~0.55
110.0 or over 1 to L ercl. 16.0 116.0 or over
*0.65
(
iO.60 20.65
10.75
to C mxcl. 25.0
*o. 80
125.0 o r ovar
I
to L rxcl. (40.0 or over I to &. excl 163.0 o r over ( to C u c l . 1100 0s ova* 1 t o G ercl. (160 or over ) to C exu1. 1108 ot over I to C u e l . (250 or avrr 1 t o 6 ucl. 1300 or w a r ( t o O iacl.
40.0
t0.95
. 63.0
il. 1
100
11.5 160 il.8
200 *1.9
250 22.1 300 22.3 350
L
L u r k a 1. Lither plur aide or minus aide of the thickness tolerances given in tha above Tabla m y ba lhited on request. The total tolerances, in thi8 cane shall be equal to those given in Table. 2. Thicknes~ shall be measured at any point inward the scheduled cutting lfaa concerning width for the as-rolled steel plate (with untrimed edge), and at any point not less than 15 am from the aforementioned line for the cut edge p l a t e .
ASEP Gteol :landbook -7dF-
6-20
Steel F l a t Products
Table, 6-13b: Tolersncs on Thickneee (Cont'd.) I
I
I
Unit:
t
1
2,50;39 or
I
I
1
1
1 3,150 or 1 I over to and 1 over to and ( I I f Phiekneosr I arcl. 3,150 / axcl. 4,000 f 1 t - - - . - i F - i t 0 . 65 I 1 Mi%tIth
1
4,0000s over t o and excl. 5,003
-
1
I 1
I
I
Ramarks 1. Either plus s i d e or ninus aide o f the t h i c h e r r tolardnces g i v e n in the above Table lay be l i a i t e d en request. The total toierances, i n t h i a case s h a l l be equal t o those given i n Table. 2. Thiclrnesa shall be measured a t any Ipoint inVIlrd the scheduled W t i n g l i n e concerning width for the as-rolled steel plate [with untrimed edge), and at any polnt not less than 15 p. from the aforementioned l i n e for the cut etlge p l a t e .
ASEP Steel H a n mok -246-
Steel F l a t Products 6-21
I
I
Length
I 1 I I
I
I
Thickness
------+
i-i
26300
uni t: mm
Tolerance on Length
Table 6-14:
I 1 I I
<6
26
I
I
I I I
Tolerance
---I
I
+0.5% 0
+0.5% 0
.$-I-
1
---------+10 I 0 I I +15 I I 0 I I 1
I r u r k : Toler*nca 8 doas not apply t o thickneas of 220 m.
ASEP Steel Handbook
I
6-22
Steel F l a t Products
Unit: mm
Table 6-15a: Tolerance on Width I
,&i 1 ,.
$..k. 1 1
I
:I
]Width )
I II
1 1
.
,
:I..
i ! '
I p h r 6 0
I I
I '
1 .
(as rolled ((with
Juntri-d
I
Resheared \Slitted \ or fine i edge 1
(length8 1 (therefrom1
cut edge
I \
I I I I
-
I
& e x e l . 6.00 ! 6 . 0 0 o r rjver t o
20.0 or over
I I
0 + Not
specified
I
I
(
i2
1630
I s I
1
I
I
I
1
.
-
1
10
I
I
I
H
2.0
1
I
3.0 0
1
I
2.0 3.0
1
-
1 1
t0.4 e0.5
I
I
4.0 0
1 1
1
I
1
-
I
I
-
15
I I I
-
I
-
0
1
io.5
I
4.0 0
1
t-0.3
I
-
I
-___(
I I I
1
5
2.n
I s
3.0
I
1
1 I
I
I 10
i-____I(I I I 1 I h s x c i . 6.00 I 0 1 16.00 or over t o I + Not 1 ( h excl. 20.0 I specified I 120.0 or over I I L
-
/ m r L tesC1.
-
5
i__l_f-
I
I
C
(sfrip and\ Normal 1 cut I cut edge
4-+___1-___(
1160 or13.15 or over t o J m r & e r c l , 6.00 I (.to C (6.00 or over t o c . 1 L crcl. 20.0 , 1190 120.0 or over !
I
I
B
A
Iedge ) + I4-------I (Under 3.,15 I I 1 5 13.15 o r over t o I 1 I S I I 6 ezcl. 6.00 I 1 t2 1 10 1 b .00 or over to' I I I 1 c e ~ c l .20.0.I I I I 10 120.0 or over
C----i 1 /Under 3.15
,.
i
.I
( S t e e l pLateIStee1
II
Cut edge
I
Mill edge I
Thickness
I
Tolerance
I
I
;
Ii s
1
I I
.,.)
1
I
I
is
I +20 0
1
1
15
I 4.0 0
-
1
3.0
lo
3.0
l5
0
5.0 0
-
-24a
idbook
I
I
-
I 1
I 1 1 I
I I I
ASEP Steel r'
t0.5 1 i0.5 1
-
. -1
0 '
110
I 1
0
1
~ 0 . 5
i0.5
I
I 1
1 I
-
1
-
I I I
Steel Flat Products 6-23
Unit: raa
T a b l e 6-15b: Tolerance on Width (Cont'd.)
r
1
iI
I
1 1 1-1
Tolerance
I
I
I
I
Thickness
I
I t-------~-----l [Steel plate(Stee1 I 1
1
iJwidth I( I
I
1
I
Ira rolled (with
1
luntrilrwd edge)
I
I
I
I
(rttip m d l (cut
I
A Normal cut edge
I (lengths I lthereftoml
+
1
+25 0
1
B
-
----------I ---------1 -------I I I 1 lo I 1 lo
(Under 3.15 1630 or13.15 or over to1 Iwer & axcl. 6.00 1 0 (to L 16.00 or over to1 + Not (excl. ( h excl. 20.0 f specified 11.000 I20.0or over (
1
Cut edge
Hilt edge
Resheared ISlitted or fine edge
I cut edge I + - 1
C---
I I II I
4.0 4.0
I 1 I
6.0 0 I 10 0 I I I 15 I i-t ---------.1 -------i -(1,000 (Under 3.15 1 I I'-----------A lo 4.0 I (or 13.15 or over to] 4.0 I 1 10 I lwer 1 & excl. 6.00 1 0 I +30 1 I (to.& (6.00orovartol + N o t I 0 (15 0 6.0 0 1 J e x ~ l .I & excl. 20.0 ( specified ( I I J1.250 120.0 or over I I I l5 I H -----------1 -------+ ------I -----i-(1.250 (Under 3.15 I I 1 lo 4.0 I lor 13-15 or over t o ) 4.0 1 1 lo I lover I & excl. 6.00 1 0 I +35 I (to & (6.00or over to1 + Not I 0 1 15 0 6.0 0 II Iercl. 1 & 8 x 1 . 20.0 1 specified I I I 11.600 120.0 or over I
H -'-------I I (Under 3.15
I
----+
I 1 ---A 1 1
I
I
13.15 or over to1 11.800 1 & excl. 6.00 ( 0 (or ~ 6 . 0 0 o r o v e r t o ~+ N o t lover 1 & excl. 20.0 1 specified
I
I
I
~20.0orcver
1
11
------------A
1 +40 0
I
15
1
lo
lo
(1.2% 0
I
I
1.2%
ASEP Steel Handboo!
4.0 4.0 6.0
-
0
I I I 1 I
I
-
6-24
Steel Flat Products
rl
6-16:
Prfb.sEerrab T h i c k ~ o ~ a(for s SPHC)
Unit:
lp
Eeoarkr: 1. 'fha
thickncrr not
otandard
be u d . 2. Per tha
in parenthercr
should preferably
clte
thicbarror af V d & a 6-17:
Proirrr.d Stamlard Width.
Unit: r
I
1
steel strip and cut lrwythr therefrom. the rtuul.rd widths of 2.000 m 0r urrd.r rh.11 h a@licd.
m r k : Par
ASEP Steel Ha ibook -2517-
Steel Plat Products 6-25
Table 6-18a: Chemical and Jfechanical Property Requirements
r
I
I
I
t
I
I
I
I
(Strength
1
--t
(MPa)
*
I
P
/ ( 1
IS
I max.1 max.1
I I
JBPHD 10,040)0.040( 270 rain.[ IIB?RE I10.03010.0351 mx.1Pia;c. I 270 min.1 I I max.1 max.) I
L
I
I
I
1
-I
Elongation %
----I
I
Thickness 1.6 nun to 2 . 0 nun excl
Thickness 2 . 0 mm to 2.5 nun
I 1 I
mln.
29 min.
29 min.
i 1
30 m i n .
32 min.
33 min.
II
31 min.
33 m i n .
35 rnin.
I
Thickness 1.2 mm to 1 . 6 mm excl.
I I H 4 -------I JSPHC )0.05010.0501 270 min.1 27 I
I
1
I/Tensile I1
Deeig-1 Chemical nation( Compo1 . mition,% I
I
Tenslle Test
.
excl .
I
I
I _ I J
I
Raarke: 1. The C and tin contents are not specified, but SPHC i s manufactured f r w carbon ateel having a C content of 0.152 or below and an Mn content of 0.60% or below. SPHD and SPHE are manufactured from carbon rtael having r C cantent of 0.10% or below and an Un content of 0.50% or below. 2. Nechanical test values do not apply to abnormal parts of at both M a ateel atrip (coflii).
ASEP Steel Handbook -251-
6-26 Steel Plat Products
TsPale 6-lab: Chemical and (Cont'd.)
Mechmical
Property
Requirements
P
I
1
I
I
Tensile Test
C
.
i
Elongation %
i
ch.ntioal C W -
( Thickna8s Thickness Thickness
8ition.8
/
1-
P
I
S
2 . 5 ap to 3 . 2 aun
3.2 mm to 4.0 excl
.
( excl.
__(I 0.05010.0501 29 nin. 31 nin. ==.I WU.1 0.040~0.040) 35 min. 37 rin. uu.Iaw. I 0.03OJb.0351 37 min.
u*.Iur. .IO.EQ.
39 min.
4.0 aa and
and over
--
31 min.
No. 5
39 min.
Rolling
41 min.
Direction
1
eonteats are not specified, but SFHC is manufactured arbst stanl havia( r C content of 0.15% 0s helor and an ibr frcm cansul: of 0 . m or b l o w . SNU) and S W are ~ ~ u f ~ t u r ferda carhen rtoel havisyl r C centant of 0.10% or below and an ih contQ4tt 0 Z 0 . a or b.10~. 2 . kmcbmical teat values Qs not apply to abnorul part8 of at both 1.
C a d Ibi
.atk steel mtrip (coils);
ASEP Steel .2E
mdbook
Steel F l a t Products 6-27
Unit: mm Table 6-19: Thickness Tolerance _ I 71,600 to 1 2,000 t o Under WiCth I 2,000 excl. 1 2,500 excl. 1,600 I ) Thickness I ______) I--/ U n d e r 1.25 I ( 1 . 2 5 to 1.60 ~ x c l . I *0.23 I 1 1.60 to 2.00 excl. 20.25 1 2.00 to 2.50 excl. I k0.29 i0.29 1 2.50 to 3.15 excl. I to. 34 1 20.34 1 3.15 to 4.00 excl. to. 55 I i0.55 1 4.00 to 5.00 excl. i0.60 1 t0.60 1 5.00 to 6.30 excl. 20.65 I k0.65 1 6.30 to 10.0 e x c l . 1 *O. 65 i0.65 ( 10.00 t o 16.0 e x c l .
-
-
I
-tee:
X . The values of tolerance in the table are unchangeable on plus or minus side provided that the overall tolerance range is left unchanged. 2. The position of thickness measurement shall be taken on an arbitrary point inside not l e a 8 than 25 ma away from the edge for mill edged steel atrip and cut plate therefrom of not less 50 mm in width. the central position for less than 50 mm in width, an arbitrary point inaide not less than 15 rpm away from the edge fcr cut edged strip and cut plate from it of not less than 30 nuu in width and the central position for Law? than 30 mm in width. It shall be an arbitrary point inside of the aeeumed cutting line for as-rolled steel plate having r i m and an arbitrary point not less than 15 n m inside of the edge for cut edged steel plate.
ASEP Steel "xndbook -2~
6-28
Steel Flat Products
--
Table 6-20: Length Tolerance "
ib EL W
Unit: mm I
I
I
t h
#! lk.
I Th'ickneas I
I
1
I
I
I
/Under 6.00
I
I
[Undcr 6,300
1
I I
I I
16.00 and over
I I
IUndNr 6 .OO
I (6,300 and over 1
I
A (Ordinary Cutting)
1
L
I
lB (Re-cutting or1 ]Precise Cuttingjl
------------4 P t25 1 +5 I 0 0 I I I ! I 1 +25 +10 I I I 0 I 0 I -------------1 -----1 I
+0.5% 0
I
' 16.00 and over
I
I
-I
I
Tolerances
+0.5% 0
I
.andbook -
I I
I
ASEP Ste
I
.
I
I
+10 0 +15 0
I
I I
I
I
S t e e l F l a t Products 6-29
Unit: mm
Table 6-2la: Tolerance on Width
r'
I I
1
Ititth
1 I i t I
1
I
I I
i
1
Hill Edged
I
plate# s t t a ~s t t i p i s Rolled 136 Cut Plate (Raving R i l ) tbcrefror
1
I
.)(IYu
+ - - - - - t 9tetl I I I- -] I
-
3.15 to 6.00 8rcl.l
1 1.00 Lo 20.0 c1c1.l 1 10.00 uld ovrr / I I I I 1 under 3.15 1 1 (110 ( 3.15 to 6.00 excl. 1 Jtc 150 1 6.00 to 20.0 t r c l . lucl. ) 10.0 and over I I I I I I tneer 3.15 1 (250 1 1.15 t o L O O rrcl. i
t2
-
!2
1
) ~ l 1. 10.0 and over
I
I ( 1
1
1
0
15
i
1 I I l&r 3.15 1 I 168 to I 3.15 to 6.90 excl, 1 11,000 1 6.00 to 20.0 ercl, I pel. 1 10.0 ud ore1 J I I I
i1
5
5
5
I1
l5 lo
rpeclflbd
0
1 1 I
I
0
Not epocltlcd
t30
t
0
1 I
1
I J
lo lo 15
I
1
1 I I
0
lo 10
lo '5
I I
/ 1
0
0
0
Hanabook ;5-
2.0
0
3.0
1.0
' I
I 1
ta.4
1 0
3.0 4.0
4.0
1
6.0
1
1 4
; j
I I
t0.5
-
1
!o,5
I 1
I
1.0
1
4
j0.5
I
1 /
]
t0.3
-
4.0
-
I ---1
1
0
3.0
1 I
I I
I I 1 3.0 1 3.0 1 5.6 1 I 1 4.0
-
ASEP Ster
i
c
0
I
1 4.0 I -
lo 15
10
420
I
0
5
s
t
llrecls~Cutting\ /(Slitting1 1
10
1
0 t Not
t
I I
1 '
lo
NO^
I
-
1 1 I 1 I
specifled
I
-
i
- - - - - - t i 5 1
1 I
I
Under 3.15 1400 3.15 t o 6.00 crcl. ) t o 630 ) 9.00 to 20.0 exel. I 1 ( 10.0 lad over 1
t
I
I
I ~ C ~ O6.00 O to 20.0 ~ Y C I .
l
Cut Edged L(Ord1nary Cuttlag)
I I
l
)1b0
I
I
I
I 1 H I Dm1 3.15 I
1-r
I
Tolerance8
I 0
1 1 1 1
I
I 0
;
I I ! I
I
f0.5
I '
-
-
II
!0.5 tO.3
1 1
-
1 1 II
-
I I I
I
I
2
S-m
Steel F l a t Products
%
Unit:
T a b l e 6-21b: Tolerance on Width (Cont'd.)
1
Cut Edged
Hill Kdptd
-
I
$tee1 ~lites S t d Strip a$ Rolltd ad Cat Plat6
(Baring Ria) ?barefro8
0 t lot c p c i f ied
A(0rdlnarg Cutting)
s\ra
)(Re-totting or / C rtclsa Cutting) /(Slitting)
I
I
I
t
il
Fb. %+lermuaoa steal a t r i p sill W and cut platdm therefrom loan than 400 r tr width u i l l B. allorad t o l i m i t t h rims aide o t toloraeu te mro. In tbne c i n e , the tolermcar on plun ni& #lull bs twiee tke WLW #ivm i n above table.
ASEP Stet
IanBbook 6-
Steel Flat Products 6-31
J I S G3141-90
Table 6-22: Preferred Standard Thickness
Unit: mm t
I
1
0.40 11.60
0.50 1.80
0.60 2.00
0.70 2.30
0.80 2.50
1.20 1.40 J (2.90) 3.201
0.90 1.00 (2.60) 2.80
Note: The standard thickness not in parentheses should preferably be used.
Tabla 6-23: Chemical Composition ( % ) I
1
I
Quality
I
+ I
I
I
c
Mn
_I__j
1 I I
I
I
SPCC
SPCD SPCE
[Informative reference]
I 1 I 0.10 max. 1 I 0.08 max. 1 0.12 mar.
P -.____I
0.50 max.
0.040 nex.
0.45 max.
0.035
0.40 max.
0.030 max.
I
I
I
1
I MX.
1
I
1
s 0.045 max. 0.035 max. 0.030 max.
I
I 1 1 I 1
I 1
I I
Rearrk: For steel sheets and coils of grade 1/8 hard, 1/4 hard, 1/2 hard and full hard, increase in hardness is achieved by sometimes changing their chemical composition instead of by temper rolling.
ASEP Steel Handbook -157
pmla 6-24a: mcwical Properties I
t
1
i
reasion test
I
1
Elonqatioo Win, Vaiee (t1
1.
t o 10.10 t o 10.60 tb j ~ . o . t o j1.i to j I W)' j[@.Blil lit-OZl) /(1,03+) 118.863) / 2 , 5 & i rd/O.lOuel/l.Oerel 11.6 azcl 12.3 u c l I(0.091) li) l ( o , t ~ j(Q.039) [i@,otli I(@.PW l w e i ,I
i
34
I
I
I
IWltf
i
I,
lPrsrl4I%fep 1 ' s
'I
I
; w mI
'1*1m I 1,
:
I
I
'1 S i ( 1
I
1 1 I /
I 1
- I1 '27%I -
1 I' ILZU
1 'I
/ I
I 1.
1 .
34
I j
36
I I 3/
1 ,!
1
36
f / I
38
j
40
I
38
I
1.
I
,-+;J-.
1
I I
/ I
I 1. 1
'1
37
39
1 39
I /
40
I I 41
1 I
,I.
!2
I
1 I i I I I
36
1 1
11
j
j
13
I I
I I
I
j
I
I
-1
, r i ~ ) ~ l p l e tension , twt value8 r h r l l not apply to STCC, but v b a r*i~ei$ by the cwt-t tba valuer i n the prarratharis ahall
1 1
*rJ. t e e a i m t e a t vrlrwa o r Erichsan valusr or h t h are yaraotm$ fog U)DC i n eaepli.sca with a customer's rectutrt, t&c 8 u f f i r T *If. & sivwr to th* *i#KuItioIl: SPCn: 3. In prineipla, tSro u n 8 i a b test r h a l l be m t t t d f o r tbicImer8 lass tk8n e.BO m. 4. For §FOB#, non-ming shall be guaranteed f o r a period of mix mearks from thc date of ahipsent from the works. Ron-agutim fadieatas p e r f o t u n c e i n which s t r e t c h e r s t r a i n does not occur during Working proceurr. The bending test s h a l l be w i t t e d f o r standard tempering. 2. Ilhem
Steel Flat Products 6-33
Table 6-24b: Mechanical Properties (Cont'd.) Tens!os test
Eesdicg ?e:!
!
----
-4-
ensile
I
trength j in { W a ) itppe an3 A ~ i r c c t i e of n japticirjens
I
I
i
:Bending anq!e /Inside radios i ! IType 326 /lending aagle tinside radios IDirecticn of !
i
lsperinens
,25 and 1
:I
I
I
1
I
I
0.0iO) ver
I
i
------i-. (rU0j
' I
i I
I 1-
I
2270
j
i
2218
Roiling /direction
1
I
I
1
18b'
i
--.---I-------
-'
I
,i Closing I
Tiqhtly
i
Remarks: 1. In principle, tension test values shall not apply to SPCC. but whm rr~uiredby the customer the values in the parenthesis ahall apply. 2. When tension test values or Erichsen values or ~ o t hare guaranteed for SPCC in compliance with a customer's request, the suffix 'f shall be given to the designation: SPGCT 3. Xn principle, the tension test shall be omitted for thickness leas than 0.60 m e . 4. For SFCEN, non-ageing shall be guaranteed for a period of six mnths from the date of shipment from the works. Nan-ageisg ~ndfcatea performance in which stretcher strain does not occur during warking processi. The bending test shall be omitted for standard tempering.
Table 6-25.: r
?
-
blschanical Properties, SPCC, Temper-Designated I
I
Hardness
1
1
Bending test
I
Inside radius
I I
tightly
I
Cloaing tightly
I I
Closing
i
Ii//Hazd
1
1
2 r
I 1 I
t
IltarQ
I 1
1
I
T-lm
4
2 1
I
1 I
I 1 I
65-80 74-89
85 rin
6-25b: Mechanical (Cont 'd. )
t
I
1 I
1 1
I
135-185
1 I 1
180'
170 min
I I
-
1115-150
1 *emmr 1
Propclrtles,
SPCC,
Tsnsile Strength
294-412
-dl1
1
I
I I
iI
1
I
373-490 441-588 550 mln.
ASEP Steel Handbook -260-
iI I I 1 I
I Tamper-Designated I
270 min.
i
0.5 time. the thickness 1.0 t i m e the thicknems
180'
I
1
I
1
I
(
1
Elongation,%
I
i----32 min. I I 1 I
25 min.
I
10 min.
1 I
-
i I
I I
I
II 1
I I
I
1
S t e e l F l a t Products 6-35
Tolerance on Thickness Table 6 - 2 6 : Thickness. Tolerances A 1
Nominal f Width I [Mominal Thickness
1
I
I 1
Unit: mm
Under 630
630 to 1000 to 1250 to 1600 1 1000, excl. 1250, excl. 1600. excl. and over(
1
I
1
I
I
[Lees than 0.25 10.25 to 0.40, exci. 10.40 to 0.60, ercl. 10.60 to 0.80, excl. 10.80 to 1.00, excl. (1.00 to 1.25, excl. (1.25 to 1.60, excl. 11.60 to 2.00, excl. /2.00 to 2.50. excl. 12.50 to 3.65, ercl. 15.15 and over L
Remarks: 1. Tolerance on thickness. width and length are usually in accordance with Table A. 2. When tolerances stricter than those in Table A are specified, the tolerances shall comply w i t h Table 8.
ASEP Steel Haridbook -9Rl.'
6-36
Steel Flat Products
.
Tabla 6-27: Thickness ~olerancesB k
Unit: mm
I
I
Nominal Width I jhainal ~htclrnaes
j h s s than 0.lO 10.10 to 0.16. sxcl. (8.16 to 0.25. excl.
19.25 to 0.40. 1O.u) to 0.60, 10.60 to 0.80, 10.00 to 1.00. ) l . W to 1.25, 11.25 to 1.60, 14.to 2.00. 12.00 to 2.50, j2.W to 3.15. 19.15 ancl over
axcl. excl. excl. excl. ~xcl. encl. axel excl. escl.
Under 160
/ i
1
160 to 250, excl.
tO.010 t0.015 20.020 t0.025 ~0.035 rO.040 t0.04 t0.05 tO.05 t5.W t0.07 t0.M :0.09
I I I 1 (
I
I I I
I
1
*O .020 t0.020 t0.025 to. 030 SO.040 t0.045 20.05 to. 05
iO.06
:0. 07 +a-0s to. 09 to. 10
250 to 400, excl.
400 to 630. excl.
-
-
-
-
t0.030 to.035 t0.040 to.045 tO.05 *O .06 t0.06 t0.08
to .030
t0.035 to.040 r0.045 t0.05 to.05 to.06 tO.08 t0.08
to .09
tO.09 20.10
tO.10 tO.ll
I
I
I
-1
M ~ s k s :1. Tolcrmeo on thickmaan, width and length are usually in mace with Table A. 2. When tolerances stricter than those in Table A are 6-Nrd,
accordthe
tolerancer shall ccap1.1 with Table 6 .
1"' .larimel width
/ I
Length Tolerances A
Length Tolerances R
1 @riaor1,250
I
+7
+3
I
i
-0
-0
II
I
+I0
+4
I 1
1
6
I
j;;;,r
I I ( I
Unit: mm
: Tolerance oar width
@#I$* ;.
1,250 and
~terial
wer
1
-0
I
ASEP 5 eel Handbook -262-
-0
I
I
I I I
I
Steel Flat Products 6-37
Unit: mm
T a b l e , 6-29: T o l e r a n c e on Length
r
I
I'
Length Tolerances A
Material
\
IWominal Length
Length
Tolerances B
I IUnder 1,000
I
I11,000
II
t o 2,000, excl.
I2,OOO t o 3,000, excl.
I
(3,000 td 4 , 0 0 0 , e x c l .
I
14,000 t o 6,000, excl.
IL
+3
-0
-0
+15
+6
+15
-0 +8 -0
-0
+ 10
I I I 1 I I I
I
-0
+10
+4
-0
-0
-
*20 -0
-
28ble 6-30; T o l e r a n c e pn Flatnerrs I
U n ~ t :mm
I
--1
I
I
1
I 1 Xind of ----,--1{--INominal Strain 1 Bow I Wavy I Center I Bow I Wavy I Center IWidth 1 I Edge 1 Buckle I ( Edge I Buckle ------I ------I -----i 4------I /under 1,000 1 1 2 1 $ 1 6 I 2 1 2 1 ~ i , o o o t o 1 , 2 s o , e r c i . 1 15 1 9 8 j 3 1 2 1 2 ~1,250ta1,600.e1cl.( 15 1 1 1 1 8 1 4 1 3 1 2 Flatness A
Flatness B
------+
11.600 I
and over
l
z
O
l
l
3
l
9
1
5
1
4
1
2
I
,
1 I
1
I
I I
Ih..rka: The specification shall apply to cold-rolled steel sheets 500 mm or more in width of standard temper grade. Unless otherwise specified, Flatnear A shall apply.
ASEP Steel Handbook -263-
6-38
Steel Flat Prociucts
PNS 127-88
Unit: m
tabla 6-31: Preferred Standard ~hickness
Table 6-32: Chemical Propertiem,%, m x .
I
1 class [---------I 1 I I
1
2
3
I
I
I
c I m --------I 0.12 1 0.50 I 0.10 0 .45 I I 0.08 0.40 I I
I
I
P
1
0.030
I
I
I s I --I ---------I 0.040 1 0.045 I 1 0.035 0.035 I I 1
I
0.030
Table 6-33: Tensile Strength and Elongation of Tempers 1, 2 , 4 aada
r
I
I I I
P*rgar
1
8
r---------I1
1
I
4 2 1
I t 1 1 1 I
I
1
Tension Test Tsneilo Strength, MPa 294-412
I I
373-490 441-588
I
549 =in.
ASEP f t c
j I
1.
Handbook '64-
Elongation,% 25 min. 10 rain.
-
I i I
--I
1 I I I A
Steel Flat Products 6-39
Table 6-34: Tensile Strength and ÿ long at ion of Tempere A and S I
I I I I
I
7 ;
1
bylTensile
-
I
t------4 1 0.25
I Class
(
I
over
t----------1 I 1 1
275
1
275
2
1
Tension Test
1 1 I
275
&
1 1 I I 1 1 1
I I
Elongation.%, min.
NominallStrength Thickness,(SPa, sin.\
1
3
1
I
I t------4 1 Division
0.25 to
0.40 to
0.60 to
1.00 to 1.60 to
0.40, excl.
0.60. excl.
1 .OO. excl.
1.60. excl.
ercl.
37 39 41
38 40 42
32 34 36
34 36 38
36
38 40
I
2.50.
I -I
2.5 & ( over I
I
39
41 A3
1
I I i
Notes: 1. The tension teat values do not usually apply to Class 1 , unless specified by the purchaser. 2. Table 6-34 applies to steel sheets and strips 30 mm or more in width but does not apply to those less than 0.60 mm in thickness. 3. For teuper S, Class S where non-ageing of the aheet/strip is designated. the material shall have a six-month guarantee after delivery by the manufacturer.
ASEP Steol Handb >k -265-
6-40
S t e e l F l a t Products
-
Unit:
able 6-35: Thickness Tolerance A
r
I
t
Division by/
I1Ttivtrrien mminal by
width1
I
~NetnlnalTbicknesa
1
lVlldar 0.25 10.25 to 0.40, 10.40 to 0.60, 10.60 t o 0.80, 10.80 ta 1.00, 11.00 to 1.20, fl.20 to 1.60, 11.60 to 2.00, /2-00 to 2.50, 12.50 t o 3.20, 13.20 and over
1
exc1.j 6xcl.l
excl.1 excl.1 excl.1 exel,/ sxcl.1 exc1.1 axcl
1
inn
1
660 to
1,000 t o 1,250, excl
.
1,000, sxcl.
x0.03 $0.04 i0.05 t0.06 r0.07 fO.08 ~0.10
20.03 10.04 *0,05 *O .06 rO.08
k0.09 iO.ll k0.12 t0.14 ~0.16 10.19
kO.ll
tO.13 20.15 r0.17
1,250 to 1,600, excl
.
1,600 and over
-
-
t C 37 10. 09 10.10 tO.12 k0.11 10.16 LO. 18 to. 20
iO.08 10.70
i0.06
r o . 12
Under 160
160 t o 250, BxCf.
Unaar 0.10 0.10 0.16 0.25 0.40 0.60 0.80 1.00 1.20 1.60 2.00 2-50 3.20
to 0.16, e x c l . to 0.25, e x c l . t o 0.46, e x c l . to 0.60, excl. t o 0.80, e x c l t o 1.00, e x c l . t o 1.20, e x c l . to 1.60, e x c l . t o 2.00, e x c l . t o 2.50, e x c l . t o 3.20, e x c ~ . and over
ASEP Steel Hand >ok -266-
250 to 400. exc1.
I I
t f 1 1
t0.14 ] r0.16 I 10.18 ( ~0.20 1
-
Table 6-36: Thickness Toleraacs B Divl.sion by Naainal iJidth Division by Nominal Thickness
1 I 1 1
400 t c 630, exc1.
I
6-42
Steel Plat Products
Unit:mm
?awl. 6-40: Length Tolerance B
Ff_
I
Division by Worinal Length
1
Tolerance
I
+3
I1
0
Wk 5-41: F h t a u o Tolrranm
-
I Clu~iiicetionl Pucklf8wd
1
Io-8: '.
Unit: u
-
I
1. Buckling
wave
is
I
1
1
I
1
1
I Elongation I Elongation I
the warpage of the entire width o f the sheet or
strip. 9 . L l ~ s t i o nof edge is the uarpage o f edges of the5 aheet or atrip.
3. dlosgaticxa of strip.
center
i r the warpage of the center of the Sheet or
ASEP Steel Handbook
-268-
Steel F l a t Products 6-43
ASTM A446M-87
iI - -
--
-
--
Rec6.y1ended
Recamended
Thicknesses, nun
Widths, m
ASEP Steel Yandbook -269-
Recommended Lengths, nun
i
I
t
I
1 1 1
i d a r b , mas.
aphorus, M x .
i
(Sulfur,
MX.
I
when copper 1 steal is ipecified, mint
I
I
{So--par.
I
Grade
0.20 0.04 0.04 0.20
0.20 0.10 0.04 0.20
0.25 0.10 0.04 0.20
0.40 0.20 0.04 0.20
0.20 0.04 0.04 0.20
0.50 0.04 0.04
I 1 1 1
0.20 (
t I
A Class 1 and 2 .
table 6-41: Machsnical Rsquirements, Base Metal I
I Grade
1
Yield Point, win MPa (ksi)
1
Tansils, Strength, Elongation in 501 ain MFa (kai) as (2 in.) min, I
I I
1 1
li in l C.
I
f3118
.....
$1 ?1 \
,
230 (33) 255 (37) 275 (40) 34 5 ( 50 ) 343 ( 5 0 ) !KMS(.@0)
310 360 380 450
(45) (52)
.
,
20 18
(55)
16
(65)
12 12
...
570 (82) 460 6 7 0 )
@
I
%
... 12
I I I I I 1 I
ff the lodsrrll 6 reeult is 85 or k1lh.r. no tensiaa t e a t i; required. ~lu sir14 miat apgworck.~ttm w i l e mtr-th and sire* tkmw i a so *rlt in the g y r er &rap in tha be-, the yield point s k f d h taken PI tRe strrres at 0.5% elengation, under load.
ASEP Stan1 landbook 1-
Steel Flat Products 6-45
Table 6-45a: Thickness Tolerances of Hot-Dip Galvanized Sheet '
j
A
1
j
Thickness Tolerance, Plus and Minus, nun
I
I For Spacif fed Thickness, mB
I
I I
Over 0.4 Through 1.0
S m c i f i o d Width, mm
1
Over
A
Through
Through 0.4
Over 1.0 Through 1.5
1 1 i I 1
Thickness is measured at any point across the width not less than 10 mm from a side edge. Regardlela o f whether total thickness tolerance is specified equally
' or unequally, o w r and under, the total tolerance
should be equal to twice
the tabular tolerances. Fable 6-45b: Thicknees Tolerances of Hot-Dip Galvanizad Sheet (ContId. ) I
I
I
A
I
1 Thickness Tolerance, Plus and Minus. mm 1 I 1 For Specified Thickness, nunB f M -1 1 Over 1.5 Over 2.0 Over 2.5 I I Through 1 Through 2.0 Through 2.5 Through 5.0 I I -= i I ... 1.500 I 0.15 0.20 0.23 I 1 1,500 ... I 0.15 0.23 0.23 I Specified Width, mm
I
Thiclulcar is measured at any point across the width not less than 10 mm from r side edge. Regardless of whether total thickness tolerance is specifled equally or unequally, over and under, the total tolerance should be equal to twice the tabular talerancee.
a $eta:
I
The nominal thicknem of sheets and coils is the thickness of the base metal in millimeter measured prior to galvanizing.
Unit: nun
T a l e 6-47: Standard Width and Length
18tandard Width
.i
Standard Length
-
T a b l e 6-481 l$ickne8s Tolereace t
i
I
Width 1
Unit:
UnQcr 1,000
I
1
1,000 to1,220
?&mtaal
*afekoesl
[@Mar 0.25 18.25 to 0.40, 10.40 t o 0.60, jQ.60 to 1.00, 11.00 to 1.60,
11.60
II 1 I
excl. eacl. axcl. 1 excl. (
I I
II 20.04 e0.05 t0.06 * O . 07 *O. 09 20.12
I
i
I 1 I
1
I
I
i0.04 20.05 20.06 r0.07 iO.10 t0.13 J
Ilote: 1. Thickness is measured at any point across the width not less than 50 m from the side edges.
ASEP S t e e l F -272
ndbook
