ASEP Steel Handbook.pdf

ANDBOOK

Assaciation of Struct gheers of the Philippines, Inc.

Unit T-10, New Manila Condominium 21 N. Domingo St.. Quezon City

Steel Flat Products 6-47

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

\ Width +10

------i I I

0 I

I I I I

Length t15 1

I I 0

I I I

I I J

Mote: The actual length of coils must not be less than the nominal length.

ASEP Steel wandbook -27.

FOREWORD

PART 1 Built-Up Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 to 1-52

PART 2 Cold-Formed Plate Shapes . . . . . . . . . . . . . . . . . . . . . 2-1 to 2-20

PART 3 Cold-Formed Light Gage Shapes . . . . . . . . . . . . . . . . . . . . . . 3-6 to 3-40

PART 4 Rolled Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4-1 to 4-80

PART 5 Metal Decks . . . . . . . . . . . . . . . . . . . . . . , , . . . . . . . . . . . . 5-1 to 5-22

PART 6 Steel Fiat Products . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 to 6-48

PART 7 Design Examples . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . , 7- 1 to 7-42

PART 8 Welded Joints . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-7 to 8-26

PART 9 Miscetlaneous Tahtes and Data . . . . . . . . . . . . . . . . . . . . . . . 9-3 to 3.430

el0 - cm -

am* - sxct. - &GI. * ila - kefm - klJ - m . -

mex - mtn - m m -

WIPa N Be - psi - rad - sq.m. - temp As - TYP W -

PNS -

center to center centimeter c u b i ~ meter exclusive inclusive kilogram kilogram per meter kiloNewton meter maximum minimum millimeter megapascal Newton Pascal pounds per square inch radians square meter temperature steel typical weight

American Concrete Institute American Institute of Steel Construction Arnerlcan Iron and Steel lnstitute Association of Structural Engineers of the Philippines American Society for Testing and Materials American Welding Society British Standards Japanese Industrial Standards, 1991 National Structural Code of the Philippines, Vol. 1, Fourth Edition, 7992 Philippine National Standards

ASEP Steel Hmdbook . "iij .

GENERAL.

This @EP Steel Handbookis intended primarily to serve as a guide En the se1ec.tict1 and 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 th is handhook corresponrt t o t!lesct classes as follows:

Part 1 Built-Up Shapes Part 2 Cold-Formed Plate Shapes Part 3 Cold-Formed Light Gagc Shapes Part 4 Rol!ec! Shapes Part 5 Metal Decks

Each 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 th 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 ben t shapes has been reduced from 25 to 20 millimeters.

2. The thickness of steel sheets for light gage sectiorrs have heen modified. The adopted thickness range f rom 2.0 to 6.0 millimeters in increments of 0.5 millimetix. This compares witit the thicl~ness used in the first edition which range from 1.2 to 4.7 miil i~neiers w i th varying incren~ents o 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,$ection properties 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~affy vary 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 as wall as i f ) @ NSCP. The discussion on welded ]oints. pteviously presented with the miscell~neaus tabtes and &ate, is presented in a seaerated Part 8 af this handbook. An expanded misceftaneoos tables and data is presented in Part 9.

ASEP Steel tianrievok - 8 -

Foreword

CU\SSIFICATION AND DESIGNATIONS

The folfowing classifications and designations are used for the different structural shapes presented in this handbook.

-- -

Shape Designation Wide-Flange 1 BW H x W

I

-

Heavy Column / BH H x W -- I BWT H x W Wide Flange Tee

Channel 1 BC H x B x t I

Stiffened Cee [ LC H x B x C x t Stiffened Zee I LZ H x B x C x t

Rectangular Tube ---.

LR H x B x t

Square Tube I LS H x B x t --

Wide Fianae I W d x w S-Shape 1 S d x w Channel f C d x w Structural Tee I WT d x w Angfe f L H x B x t

I

Pipe - standard -.

I PS d Pioe - Extra Strona 1 PE d Pipe - Double-Extra I PD d

ASEP Ste Handbook . .

Where: 3 is the aange width of the section; shorter leg of angles; shorter side of tubular sections, in mm. is the overalt depth of lip of tight gage sections, in mm. Is the depth of rolled sections, in inches. #s the depth of the section; tonger leg of angles; longer side of tubular section, in mm. is tho ovoratf widths of ineta8 decks, in mm. is the base metal thickneaur of the section, in mm. 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 to 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 two 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 to the use of plates having a thickness greater than or equal to 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 $6.0 millimeter. Cold-formed tight gage shapes, on the other hand, are prod^ ad from coifs, sheets, or strips with thicknessless than or eq nl to 6.0 mlllit: \tw.

ASEP Steel Handbook xii -

Foreword

For plates, the following thickness, in millimeters, were adopted: 6, 8, 10, 12. 16, 20, 25, 28. 32, 40, 45, For light gage sections the following thickness, in millimeters, were adopted: 2.0, 2.5, 3.0, 3.5, 4.0, 4.5, 5.0. 5.5, 6.0.

Because of the general flexibility of the fabrication methods, an infinite variation of shapes and sections can be produced. The shapes presented have been limited to those con~monly used for each classification.

For the sections, the dimensions were chosen such that the optimum utilization of the available flat products is attained. Furthermore, the dimensions were chosen such that certain limits given in the provisions of applicable codes and specificatioi~s are not exceeded. These limits are discussed more fully in the text accompar!ving each part of this handbook.

Note that the fabr i~a ted sections presented are not standard stock sections. The designer is also in no way limited to the tabulated shapes and sections. Use of special shapes and sections may be advantageous in somfa cases where substantial economy may be derived from its use. Furthermore, special shapes and sections may also be required to meet requirements particular to a given problem.

ROLLED SHAPES

Rolled shapes are defined here as those produced by passina red-hot blooms or billet steel through rolls until the desired shape is attained. Except f ~ r the angles. the shapes and sections adopted are those from the 9 th edition of the AlSC Manual of Steel Construction. The AlSC sections adopted include the W, S, C, W T and pipe sections.

As stated above, the designation used in this handbook is identical to those used in the AlSC Manual, although the section dimensions and properties are presented in the SI units.

SECTION AND PROPERTIES

The sectional properties tabulated were calculated based on generally accepted engineering principles and were generated using micro-computers. Simplifications and/or assumptions particular for each class of shapes arc discussed in the descriptive material pieceeding each part of this handbook.

ASCP Steel UC~wJbook ~ 8 i 1

in calculating the theoretical weight of the sreei sections, a mass density of 7850 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 each cfaslr and shalt be specified by the designer with proper ragard ra f&bication and erection requirements.

STEEL FLAT PRODUCTS

Flat structural steei ~roduets are 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

................................................ Nomenclature

General ......................................................

..................................... Scope and Classifioati on 1-5

.................................................... mterialg 1-6

......................................... Sectional Cimensi~ns 1-6

......................................... Sectional Properties 1-8

Welds ........................................................ 1-8

................................ Comments on the Design Tables 1-4

Dimensiolial Tolerances ....................................... 1-10

Tables of Dimensions and Properties

BW - Shapes ............................................. 1-14

BH - Shapes ............................................. 1-24

BWT- Shapes ............................................. 1-34

Beam Selection able - 1 - 4 4 ........................................

Values of C, Table .......................................... 1-48

Allowable Compressive Stress Table ........................... 1-49

AS; . Steel Handbc k .3 .

NOmNCLATURE

1 Definition

crass-sectional aree Area of cowresstan flmse Ftange width Slenderness ratio of compression elements ae defi~t3 i n Appendix A of 1992 NSCP, Chapter 4. Axial cmapriissivs stress paraittad in a pritmatic

matbar in the abrsence of bending inolwnt specifid nrinlmw yield stress of structural steel Depth of 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 wiath- thicknsaa ratio of unsttdfened elements exceeas flirniting value given in 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~ Elastic section modulus about Y-Y axis T Height of web excluding weid thickness t f Flange thickness t" Web thickness w Minimum fillet weld size W Weight of the section per unit length 2, Plastic section modulus about the X-X axis z~ Plastic section modulus about the Y-Y axils

ASEP Steel H a book -5-

Bui l t -Up Shapes 1 - 5

BUILT-UP SHAPES

Built-up 8hapc.s are herein defined as structural steel sections made up of steel platas with thicknesi* ranging from 5 . 0 nun to 45.0 mm, welded together to form structural ohapas. Considering that locally produced rolled shapes are normally limited to depths of about 200 mm, built-up sections are fre-- quently used as a substitute for rolled sections.

Soma fabricators use modern equipment, such as multiple head gas cutting amchines and automatic welding machines, needed in the production of built-up shapes. These modern equipment have considerably increased the economy and efficiency of production of built-up sections. With the tables presented in this Part 2 of the Steel Handbook, designers may dlrectly select and speclfy a built-up section, Alternatively, the tables may be used to facilitate the substitution of built-up becrions for rolled 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?ese shapes are given below.

1-5 DuiJt-Up Shapes

-- -

I 7

I Class Shapa Oesignaticn ! - - --4 I Bur lt-Up Wide Flanne BW HxW i i Heavy CQ11ma BH HxU 1 I Wide Flange Tee BWT HxW 1

The designation of built-up sections arm based on outside depth weight per meter length rather than on a21 dimensions of the buikt-up section as is used in other standards. The adopted form i s tisimpler and is one which is familiar to local desiw- ers .

The BW and BH sections are distinguished by the ratio, tx/ r y e of the radius of gyration about the %-X and Y-Y axes, rosplctively. EU sectiona have r,/ry ratios gtraater h a or equal to 3.0, while BH sections have r,/ry ratios less than 3.0.

The grouping, however, doe8 not imply that tne EW aectiom are to be used only as beams, and BH sections aa columns. Pap ticular loading or lateral support conditions or other require- abents m y dictate the shape of a given memb%r.

The built-up tee (BWT) sections presented are assumed to be obtained by cutting BW sections similar to rolled tee sections. The depth df BWT soctione are therefore half Of those correapon&. Lng Btt sections,

A total of 255 built-up sections are presented in this st-1 Bandbook. Of these, 88 are SU sections with depths ranging frw 200 1 ~ 1 to 1000 m. There are 81 BH sections with depths ranging from 206 am to 700 m.. There are 86 BW-sections with depthp ranging tram 100 am to 500 mmn.

Materials

The m~nimum quality reqairement for built-cp shape fabrrca.. tion is structural steel coxktoxining to ASTR A36 and/or J f S

~ 3 1 0 1 SS 400 (formerly JTS C3101 SS 41).

3. 'St 1 f?andbook

Locally rolled plates are available for these grades oi mtructural steel which have minimum specified yield stresses, I"., of 248 Wtj aad 245 MPa, respectively. The sectional propertief5 and limits of built-up shapes and sections are based on thcse values. Further information regarding materials for built-up ahapes i s given in Part 6.

Sectional Dimensions

A major consideration in the choice of dimensions of the sections is the optimum utilization of locally available plates. Again, to facilitate easy recall in detailing and deslgn and to simplify splices between connections, out-to-out" depth at pre- dlctable increments is adopted in this Steel Handbook.

With the "out-to-out" depth, the clear distance between flanges will vary depending on the flange thickness resulting in a lower .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-ization of 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 unatiff- ened elements of the compression flange according to NSCP Sect. 4.5.1.4.1. This limiting ratio, of 170/JFg, equals to 10.8 for structural steel coaforming.to ASTM 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 re- quirad by otbr provisions of the code, particularly NSCP Sects. 4.10.5 and 4.10.10.

For ttm ueb dimensions of BH aections, the thickneases were limited so that the depth to thickness ratio of the web, h/t;, Qar not exceed the value specified by NSCP forxala 4.5-4b. This limiting ratio, 675/JFy, has a value of 42.8 for Fy equal to 248 NRa.

ti%ctional Properties

The properties, ratios, and weights of the sections were aemputed cansidering the diQ+amions of the flange and web plates anly. The weld aatarial was excluded. Ifi a competitive design r*nd constmctien environment, some besigners would include the capacity of the weld nmterial.

For built-up tees, values of Q, and C', for Steel with 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 ~ O ~ S of Appendix A, Section A2, A5 and A6 of Chapter 4, Part 2 of the MBCP. Where no values of 9, and C', are shown, the krullt-up tee conforms to NSCP Sect. 4.9.b.2 and is considered as fully effective.

The dtmansion " w " given in the tables of dimensions properties is the minimum Leg size of fillet weld& as Specified in NSCP Table 4 . 1 7 . 2 A . The actual size of fillet welds must be specified by the designer. To facilitate this calculation, the quantity Qf/Ix are tabulated for each BW and BH oectio~~s. Qi i s

ASEP ' eel ,andbook I'

Duilt-Up Shapes 1-9

the first moment of area of a flange about the X-X axis.

Groove welds may also be used to connect the flanges to the web plate. If required, groove welds shall be as specified by the designer.

Co-nts an the Design Tables

Aside ftom the tables of dimensions and properties, a Beam Selaction Table for the BW sections is included to facilitate the sslect2.on of flexural members dtlslgned on the basis of NSC? Sect. 4.5.1.4.1. For ease of use, the quantities required to check the compact section criteria are included, together with the 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

1 I 3

I 6

I i i 1 3 1 6 {B/lOO, but aoti

1 f I I leas than 6 ruJ 5 J

a H is maeured patulle1 to the web a t the ueb center 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 tntessec- tion of the web center l ine and tb outside face c " the flange.

Built-up Shapes :-.I1

B. STIWIGHTMESS TOLERANCE

- ---

I- ------ -7- - 1 1 Member I Length 1 Permissible Variations in Straightness, mm

I I I rrrm I I +-- 1 columns I

-t --I- I I Less than 9,100 1 1 mm x (total length in m) I ( 9,100 to 13,700 1 10 mm

1 10 mm + 1 mm x (total length I i 1 Over 13,700 I in m - 13.7 m) I I I I

I I I I Beams w/o I I I !specified I I I (Camber or I I All I 1 1 mm x (total length in m ) I 1 Sweep 1

C . CAMBER AND SWEEP TOLERANCES

I I i~arlable i Member IPermissible Variations from Specified 1 1 I I C a m b e r or Sweep, IMI I +-------i --I ( C a m b e r lBeams except ( 2 raa, x (test length in m), but not

1 below a I less than 6 mn I I I I I I

/Beams with I I I ltopflange I I I

I lembedded in 1 0.5 mm x (total length in m), but I

1 ( concrete I not less than 6 mm I I I I 1 Sweep 1 Beams I I 1 mm x (total length in m) I I

" 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 i have a designed concrete haunch. c':,ecified tolerance is for over and U P X ~ U K specified camber.

Built-Up Shapes 1-13

TABLES OF

DtMENSlO S AND PROPERTIES

ht kr IgrmMon W A

HxW km mm2 HI4 l lmm

R r n ASEP 2 '%? mdhoo!;

B u r l t - . U p Shapes 1-15

I

BW SHAPES Dlmenalonr Proputlor

8opwkiea I Plmtte Modulus 7 Axis Y-Y I 7

Dwgnrtion H x W

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 H x W

-- -

BW 6 0 0 x It% x 1'39 x 150 x 133 x 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 1 C.1 x % x s.3

ASE itee Handbook

Built-IJp Shapes 1-25

ASEP Steel Handbook "7

Rullt-Up Shapes 1-27

BH SHAPES Dimensions Proputirs

-

AXIS X-X I I S

xll 1 x10: m; m m- heignatinn H x W

*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

:I@ xl03 nm4 rnm3 m m mrn3

-

Deeignation H x W

ASEP Steel Handbi k -31-

1-35 Built-Up Shapes.

BX S W E G Dimensions Proportier

-

Oeelgnabon H x W

BH 2 X ) x :5 x 14 x 12 x i 3 x 10 x 8 x 7

BH 250x 5 x 5 X 4

BH X O x % x 6) x 71

.x 7 x 6 x 5 x 4

BH 2(10x 3 x 3 x 3:

Dcr'lgnrtiien HxW

Bti S W E S Dimensions Prupairiirs

ASCP S t ee i ktnnrlbook 3 -1

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

!

I 0.951 129 BWT 4 5 0 x 1 4 3 i 0.951 1 29 x 1411

X 1321 0.703 1 % x : I S ; 0,7CQ '$3 .x ?ti?!

x i i X /

1-36 Built-Up Shapes

BW SHAPES Dlmonrlonr Propwllor

I Axie X-x

I ---- BWT 4CCx 14

x :3 x 12t x :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-

Built-up Shapes 1-39

87 3e.S 0638 160 BWT 65 34.1 0.618 7 8 0

150 12 RO 213 MB 5x1 m ao zrs aia

Built-up Shapes 1 - 4 1

BWT SHAPES Dlmenrions Properties

brignation , t ixw 1 1 mm - --

41.1 O.B70 128 BWT 175x 2' 38.5 0.978 128 x 2, 41,7 0,654 156 x 2

I

Where 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 - Elsatlc Proprrtiee I axia X-X Axis Y -Y

Whera no vaius 01 C' cx Q IQ ohown, the mctbn mrnplleo wtitr NSCP ~ s c t . 4.8.1 2 - L A - --

ASEE Steel Handbook -45-

1-44 Built-up Shapes

BEAM SELECTION TABLE

ASCF St.eel Iartdbo . -46-

BEAM SELECTION TABLE

A. E P Stee~ 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,

3 E L l38,8Q 136.40 1 S.QO 1 S639 134,07

134.35 133.82 133.29 132.75 132.21

1 31 ,ss 131,lO 130.54 12m? 129.39

12t.01 128.23 l27,83 l27.Q4 128.43

125.82 12521 124,59 1 23.96 123.33

122.69 122.05 121.40 120.75 12m9 -

F, (M Pa) 11943 118 76 11809 117 41 11672

1 I6 03 11533 11463 113 93 113 22

112 50 1 1 1 78 111 05 11032 109 58

1W04 108 09 10734 10658 10582

10505 104 27 la49 102 71 101 92

101.13 I W.33 98 52 68.71 37.90

. -

ASEP Steel Nandboo -51-

&LOWABLE COMPRESSIVE STRESS T A 9 E

Cold-Formed P1at.c Sbap-1s 2 -1

CONTENTS

Nomenclature ................................................

General .....................................................

Scope and Classificat~on ....................................

Materials ...................................................

Sectional Dlmenslons . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

........................................ Sectional Properties


BA-Shapes (Equal Legs) .................................

BA-Shapes (Unequal Legs) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

BC-shapes ..............................................

ASEP Str 1 Handbook 5 7-

2 -2 Cold-Formed Plate SiiapeS

NOMENCLATURE

Definition

Cross-sectional area Flange width of channel or length of shorter leg of angle Depth of the channel or length of longer leg of angle Specified minimum yield stress of structural steel Moment of inertia about U-U axis Moment of Inertia about V-V axis Moment of inertia about X-X axis Moment of inertia about Y-Y axis Inside radius of bend Radius of gyration about U-U axis Radius of gyration about V-V axis Radius of gyration about X-X axis Radius of gyration about Y-Y axis Elastic sectlon modulus about X-X axis Elastic section modulus about Y-Y axis Base metal thickness Flat width of elements exclusive of fillets Weight of the section per unit length Distance from centroid to outer face of the section along the X-X axis Distance from centroid to outer face of the section along the Y-Y axis Angle between the X-X axis and the principal U-U axis

Units

mm2

mm

mm

MPa mm4 mm 4

mm4 mm4 mm mm

ntm

mm m

mm3 3 3 m m m

mm

mm

kg/m

mm

mm

rad

ASEP Steel ifandboo6

Cold-i'ormed 1' 1at.r. Shapes 2--3

COLD-FORMED PLATE SHAPES

General

Cold-formed plate shapes are normally used as substitutes for particular families of rolled shapes llke angles and channels because .of the limited ranges of sections available for the latter.

Cold-formed plate shapes are defined here as sections made from steel plates with thickness ranging from 6.0 mm to 20.0 mm formed by cold rolling or by press brake bending into the desired shapes. Shapes cold-formed from thinner plates are designated as light gage shapes and are covered in Part 3 of this handbook.

Compared to built-up sections which use plate thicknesses up to 45.0 mm, a maximum plate thickness of 20.0 mm was adopted for cold-formed plate sections. This maximum was adopted due to concerns on possible material damage and the difficulty of fabrl- cating shapes using thicker plates. Furthermore, because of t"o relatively thicker steel material used compared to the light gape shapes only. simple shapes requiring few bends are included i n this handbook.

For the design of cold-formed plate sections, the pronlslons of the American Iron and Steel Institute's (AISI) Specificario~l for the Deaign Of Cold-Formed Steel Structural Members are 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 Shape Designation I 1 Class /I I-,---- --i i 1 cold-~ormaei Angle, EA NxBxt i

Plate Cmnne l BC NxBxt I

I 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 mini- quality rrzquirisanl: for cold-farmed plate fabrr- cation 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 mlnr-

specified yield stress, %, of 248 MPa and 245 MPa, xespec- ly, The aw.?kianal prcpertfera and listits of cold-formsd plate s are W35o8 M these values. Further informatiozi regarding ials of col8-forme4 plate shapes is given in Part 6 of t h i s

R consideration in the chc?ice of dimtlnsions i S "ihe util :.%a- tion of fbcalXy-wai'lahle staa3 plates. Y i e l C t is Camputed 1 1 ? i r ~ 1829 nun wide plates , equal ~ i d t h strips, 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 Fy equal to 248 &pa.

In this Steel Handbook, the plate thicknesses of the hdse metal now adopts metrlc dimensions and increments ranging from 6.0 mm to 20.0 mm as compared with 6.3 mm to 25.0 nun in the Jst Edition. Based on current observations of locally-produced 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.

The radii of bends, R, given in the tables are minimum values and are measured from the inside face 3f the bends. In coordination with the metal fabricators, the inside bend radius of thcse cold-formed plate shapes are now uniformly made as 2.0 times the material thickness compared with the 1.5 times to 2.0 times the material thickness in the 1st Edrtion. These limits arc imposed to avoid "necking" and micro-cracking of the material at the bends during cold-forming.

Sectional Properties

Sectional properties used in this Steel Handbook are now computed utilizing selected metric dimensions and increments based on ASTM A36M-87 steel plates as compared wlth the 1st Edition which were done using selected ASTM A36 st.eel plates with "English" dimensions and increments.

The properties, ratios, and weights of these cold-formed plate shapes are computed using the so-called "area m.,thodw based on the actual dimensions of the section taking into consideration the effect of the bend. The so-called "linear method" normally used for light gage sections is not used for the determination of the sectional properties of tbese shapes.

ASEP :;tee1 H a r book -61

2 - 6 Cold-Formed Plate Shapes

For the angles, the moments af inertia and the radii ot gyration about the principal centroidal axes are given. tangent Q the angles maae by the. X-X a x i s and t he 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

4 2 4 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' -

27,425 22,882 17,648

1 6,225 13,640 10,732

5,874 5,046 4,051 4 4 s

z406 1,972 1,714 1,429

884 761 673 570 432

-

-

I XI d mm' -

7,425 1,882 7,848

6 2 5 3,640 0,732

5,874 3 046 4,051 8 48s

2 408 1,972 1,714 1,429

894 761 673 570 432

3-10 Cold-Fotnrsd Plate Shapes

ist bldiw 8

rnrn -

24.0 m.0 16.0 320

a- - Y,

rnm -

I$*$ 38.2 17.0 1s.e

2-12 Gold-Formed Plate Shams

t

--

tan a -

a258 4251 0.24B

a342 0.333 0,324

0412 0 401 A399 0.306

0 526 RSl4 0 508 a 504

0 880 R6@ Q@M 0.6s

BA SHAPES D~rneneione PropMt~es Unequal Anglm .-

I XI o3

T14

a, 202 Z , 9 1 3 '0,940

17,491 14,920 11,887

1 2.741 10,925 8,740 7,511

6,977 5,610 4,043 4,003

4,575 3.709 3,207 2, ass

2-14 Cold-Forated Platt? Shapfts

AGRP Stsel Handbook --70-

2-1;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 Ha~dimok -74-

Cold Formed Plate Shdpes 2 - 1 9

r rnm

433 44.5 45 7

330 38.3 37,s

23.2 24 5 258

PART 3 COLD- FORMED

LIGHT 6

Cold-Formed Light Gage Shapes 3- 1

CONTENTS

Nomenclature ................................................. 3 - 1

General ...................................................... 3-3

..................................... Scope and Classification 3-4

Materials .................................................... 3-55

...................................... Methods of Cold-Forming 3-5

Sectional Dimensions ......................................... 3-6

S~ctional Properties ......................................... 3-6

Slitting Guide For Lip Sections .............................. 3-7

Dimensional Tolerances ....................................... 3-10


LC-Shapes ............................................... 3-14

LZ-Shapes ............................................... 3-24

LR-Shapes ............................................... 3-34

LS-shapes........... 3-38 ....................................

ASEP S tee l H. Jbook

3-2 Cold-Formed Light Gage Shapes

NOMENCLATURE

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

Units

mm2

mm mm mm

mm

mm

MPa MPa mm4 mm4 mm mm mm

mm mm3 mm 3

mm mm kg/m

mm

mm

rad

ASEP Stee 1 Hand1 ?k nn

Cold-Formed Light Gage Sha~x?s 3 - 3

COLD-FORMED LIGHT GAGE SHAPES

General

This part of the Steel Handbook deals with light gage 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 cold- formed plate shapes and covered in Part 2 of this Steel Hand- book.

The use of conventional built-up shapes is uneconomical in some cases bscause of the very low stress developed even for the lightest available section. In such situation, light gage sections are normally used.

The performance of light gage shapes under load, however, differs in several significant respects from that of heavy rolled sections. Because of its slender flat elements, light gage sections tend to buckle at stress levels lower than the yield point

, when subjected to compressive. bending, shear, and bearing i stresses. This local buckling does not, however, neceasariiy mean failure as additional loads may still be carried even by the "buckled" member. The design criteria for these sectlons *re therefore based on the post-buckling strength ~f the members after local buckling has occurred. Furthermore, as these are normally open sections, torsional buckling or torsion-flexural buckling may be significant depending on the relationship of the shear center to the centroid of the section.

Light gage steel construction also differs from that of heavy steel in the shapes of the sections used, connections, and fabrication practices. As a result, design specifications for heavy hot-rolled and built-up steel construction do not apply. The provisions of the American Iran and Steel Institute's Speci- fication for the Design of Cold-Formed Steel Structural Members are recommended for use in conjunction with the analysis and design of light gage steel sections.

ASEP Steel Handbook 0.

3-4 Cold-For@& Light Gage Shapes

9wp and Clalaapiification

cold-formd light gage atructural steel me-rs can be Uivibed into two product categories: fraraing members and nur- face rpsmbars. The latter are generally used for roof decks, floor decks, wall panels, and siding material.

Due to the relative ease of producing a great variety of cold-fornred sections, several shapes have been developed and us&. These include cees, zeee, angles, hats, tubes. tees, and I-oactLone. Frequently, these sections are stiffened with lips or other edge atiffenem to inhibit premature local buckling.

Because of their wide popularity and usage in the Country, this Steel HdndWak presents only four of the simpler light gage shapes. Two of the lour shaves, the lip-cee and the lip-me shapes are primarily used as flexural members. The remaining two, the square tube and the rectangular tube sWti0ns are esaen- tially utilized as compression members. The latter closed see- tions, however, may also be uned as flexural members. The classifications and designations relating to these shapes are given tm(IDI0w.

I 1 1 Class Shape Designation I C----------- 4 i I [Gold-Formed L i p-Cee LC HX B X C X ~ i ltight Gage Lip-Zee LZ HxBxCxt I Rectangular Tubing I LR HxBxt 1 I Square Tubing LS HxBxt I L- -------J

A total of 281 light gage sections are given in this Steel Handbook. Of these, 107 are LC sections with depths ranging from (5% m to 255 r m . There are 107 LZ sections with depths ranging from 65 mnt to 200 mm. For the tubular sections, 34 are LR sections and 33 ara LS sections, The LR sections have depths ranginq from 25 mm to 175 m while the LS sections have depths ranging from 24 mm to I D 3 ma. The latter two closed sections are based on the nixes av ,~ i l able from local manufacturers.


Materials

The minimum quality requirement for light-gage structural framing members is structural' steel conforming to JIS G3101 SS400. Light gage shapes are normally manufactured from hot- rolled coils which are locally available in 930 mm widths and thicknesses ranging from 1.2 mm to 9.0 mm. However, to minimize corrosiqn problems and to insure structural durability, light gage sections used as s-tructural members should not be thinner than 2.0 m. On the other side, to avoid inefficient structural properties when inside radius of pressed light gage sections are fabricated, light gage section plate thickness should not be thicker than 6.0 mm. To minimize "necking" and micro-cracking at the bend radius and prevent change of properties in the affected zone of the bent' portion, the inside radius (in coordination with Steel fabricators in the country) are made equal to 2.0 times the plate material thickness.

When strength is not of prime consideration, or for non- structural members, the minimum requirement is commercial qrlali- ty (CQ) hot-rolled conforming to JIS G3131 SPHC and JIS G3141 SPCC (or PNS 127 Class I), respectively. Further information is given in Part 6 of this Steel Handbook.

The specified yield strength, Fy, of SS 400 steel is taken as 245 MPa. For the SPHC and SPCC (or PNS 127 Class 1) steels, the specified yield stress, Fy is taken as 170 MPa.

Mthods of Cold-Forming

There are two methods generally used in the manufacture of cold-f armed sections. These are:

(1) By roll rolling, and ( 2 ) By press brake bending.

Roll forming is uaualiy confined to a limited number of shapes because of the cost of the rolling equipment. If the special Set of rolls needed for each shape is available, the production of large quantities of identical shapes is best accorc- plish@d by roll forming.

ASEP St el Handbook .Q?.

Forming in press brakes, is however, more economical fox maderate production runs of limited quantities of a given shape, Thta is so because, in the semi-manual use of the gresa brakes, mPy a minimum change of tooling i s needed to accommodate t h ~ f&arication of a great variety of shapes. Its mdjor drawbacks a m the lower dimensional quality control and the higher suscep- tibility to micro-cracking of the marerials at the corner bends which may affect the structural integrity of the shapes.

Sectional Dimensions

As with the other fabsicated shapes, one of the major con- siaarations in the choice of sectional dimensions is the optimun, utilization of locally manufactured sheets or coils.The adopted anetions could result in an average 93% coil utilization (with a ra%ximum of about 98% and a minimum of about 88%). These percent- ages may, however, will differ because of existing current coil width8 and could be improved by proper planning of fabrication procedures.

Other considerations in the choice of the sectional 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~ve as a * l i p stiffener." The lip dimeneions were so chosen that they are effective for stresses not exceeding 0.60Fy, however, under theee stresses the full dimensions of the lip may or may not be fully effective in the computation of the effective section properties.

Note that the full unreduced section properties are also used in the calculation of deflections.

Sectional Properties

The calculation of areas, n~oments of 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 stralqht- line or curved-line elements. Calculating the total lengtn, moments of inertia, etc., of these line elements, the appropriat-e section properties of the actual sectlon can be obtained by multiplying these quantities by the thickness. This procedure was followed in this Part 7 of the Steel Handbook.

It should be noted that the actual area of thln elements under compressive stresses must frequently be replaced by a reduced effective area for calculating the effective cross- sectional properties as required by the AISI, and thus should be computed and considered in the design. The computed deslgn stresses based on the effective section properties shall not exceed the basic allowable stresses specified

Slitting Guide For Lip Sections

The following discussion is intended primarily as a guide to fabricators and manufacturers of light gage sections in the vlitting of locally available coil products. Two tables are herein presented giving the theoretical width of strips and the recommehded slitting schedule.

Table 3-1 gives the theoretical blank width required for each particular LC or LZ section. Note that the width of the strips increases as the thickness of the steel decreases. This table is useful in determining the combination of sections whict would optimize utilization of coils.

Table 3-2 presents the recommended slitting scheclulc? for coil widths assuming uniform blank wigths are to be produced. The table gives the number of identical strips to be cut iron the coil and the expected yield in percent. As shown, the yield could be as high as 98%. Note that further economy may be 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 C , Ttilekness, mm 5 . 0 4 . 5 4 . 0 3.5 3 .0 2 . 5

I I KxBtC 1 6.0 5 .5 T O 1

Table 3-2 Recommended Slitting Schedule

Coil Number of Yield W i d t h , m S t r i p 8 X

930 2 94 1.220 3 9 1 1.220 3 91 1,220 3 9 1 1,055 3 98 1.2'10 4 91 1.210 4 91 1.220 4 98 1.220 4 95 1,220 4 90 1.220 5 98 1.220 5 98 1.220 5 90 930 4 94

1.220 5 94 1,220 6 93 930 4 89

1.220 6 95 930 5 93 930 6 93

1.220 7 97 930 7 89

DIMENSIONAL TOLERANCES C o l d - F o m d l Light Gage Shapes

FORMING TOLERANCES

-.

I--

_

Permissible Variations Over and Under I Out-of-Squareness Specified DJmensiona I of Corners

-- I mm/mm H. Depth I 8 , Flange Width I C, Lip I

mm I m I mu, I I { -1 4 . . .- !Under 151) ou, excl 1.51 1150 to 300 om, eicl 2.01 1.5

I 1 2 . 0 I I 0.076 1300 as and over 3.01 I 1

i Length Permissible Variation Over Specified i mm Length, mma a- - -. -- (7,000 and over 40 lover 7,000 40 + 5 an x (total length in m - 7) I.7---

-- - -- . . --

a Permissible variation under specified length is (I m for all lengths.

STRAIGHTNESS TOGFX?NCE

OF DlMENSlO S AND PROPERPI ES

ASEP "tee1 andbnok

M E P Stael Piandhoak -07..

LC SHAPES Full Swtion Propratlrr

x103 ' x l@ I r xtd mm4 nm4 rn.3 j rnm 1

ASEP Steel Handbook I 4

LC $WAPEIZ Full Swon .FPropwtb*

ASZP Steal Handbook 95

LC SHAPES Fuil Section Proportior

ASEP Stee l H i dbook 96-

LC SHAPES Full Seotion Propwticl,

LC SHhPES Full SraUon Proputbr

LC 8HMES Full Won Proportlor

kdr X-X I Axis Y-Y I I 1 I I 1 s I

R S E P S t . 1. Han xxok 4-

LC SHAPES Full S d o n Pro~ut i rs

Radius R

mm

LC SHAPES Full $&Ion Proporties

3-24 Ca1.d-Fnrntad 1 , iyht :;aye Shapes

-

Area A

mm2

1,035

1,537 1,418 1.295 1,167 1,038

900 761 61 7

1,250 1,127 1,001

070 736 597

1,801 1,674 1,543

1,741 1 6 ' 9 1,493 1 352

5.45 ----"

LZ SHAPES Full Sao!ion Prapatier

Inm I 1 rnrn

U SHAPES Full Swtlon Properties

Radiun Axis 2-2 A tan r

Coin-Fo~mect Light Gage Shapes 3-27

R S E P Steel I' iribook 10'

3- Z R Cold-Formod tight Gage Shapef*

Pvea Radium Axir 2-2 A R tan i r

ASEP S1 el Handbook lic

Cold-Formed L l g t ~ t Gage Shapes 3-29

U SHAPES Full Saotlon PropwtlrH

rnm4 rims mrn mm4

Ms 6 58.7 80.5 57. I 9.1 n. a 51.3 57,Q 46.2 58.3 407 58.7 34.0 tja. 1 28,6 .s.4

35. I 53, Q 53% I 54 4

32.2 544 53.7 581) 40.4 45.7 30.2 48.2 35,7 *. 7 32. Q 47.1 29.8 47.5 21). s 47.9 ST. 0 4 . 3

34.2 93.7 31.8 47.2 28.7 47.6

mrn3 ] mrn 1 I 1

ASEP S"e1 TI' ndbooh I 0


U BHAPES Full Sootion

ASEP S+ ,-e L Handbook OR-

Cotb-Formed Lr ght Gage St~apes ' -31

ASEP Steel Handbook , nn

3 - 3 2 Cold-k'orared Light Gage Sxnapcs

lei

~ o l ( t - ~ . o r m e r i Light Cage Shaves 3- 13

3-34 Cold-For ~ight Gage Shapes

iA SHAPES Full Sootlen Prop#tir8

74! 1574

%B)t St r 42t

3 4 538 2%

l2E l l t I& R 81

18 I @

#I #1 24 21

14 12

ASEP S t t b 1 Eiandhook ' 12-

Cold-Formed Light G a q e Shapw 3 - 3 5

!A SHAPES ~ u l i Swtlon Prowtmr

--

Radiur of Gmtron Dlssignatt~n


LP SHAPES Full SIL7tlon

Wright h r Radius W A R

Moment ol l n ~ r t r

ASEP Steel Ifandbook

Cold-Formed Light Gage Shapes 3-13.!

LR SMAPES Full Srckion Frop8rtirs

1 SIction Modulus Rud~tin of C -

8, xlo9

s, XI d fx

rnm3 mm3 rnm 1 I


-

Radius R

mrn

8.1 7. c 6. t 5, 4.t

7. [ 6. t 5. I 4. (

7 1 6. C 5. C 4' C

--

PART 4 ROLLED SHAPES

CONTENTS

Nomenclature ................................................ 'L -2

Scope and Classificat~on ................................... 4-3

.................................................. Materials 4-4

......................... Sectlanal Dimensions and Properties 4-4

Dimensional Tolerances ...................................... 4-5


W-Shapes ...............,.,,..+....................... 4-12

S-Shapes ............................................... 4-38

Channels ............................................... 4-42

Structural Tees ........................................ 4-46

Angles ................................................. 4-66

4-76 ..................................................

ASEP Steel Nandbo . l ? t

Nomenclature ............................................... 4 - l

General ..................................................... 4-3

Scope and Classification ..................................

Materials .....................................+............ 4-4

Sect~onal Dimensions and Properties ......................... 4-4

Diatensionai Tolerances ...................................... 4-5


W-Shapes .............................................. 4-12

S-Shapes ............................................... 4-38

channels ............................................... 4-42

Structural Tees 4-46 ........................................

Angles ................................................. 4-66

Pipes .................................................. 4-76

&SRP Steel Nannbo -121

4-2 Rolled Shapes

NOMENCLATURE

Definition

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

Units

m

inches inches

mEl mm3 inches ms

mnl mm

kg/m

lbS/ft

mra

mm

rad

ASEP Sts 1 Handbook 2-

ROLLED SHAPES

Rolled steel shapes are herein defined to inslude structural steel sections produced by passing red-hot blooms (for larger sections) or billets (for smaller sections) through rolls until tke desired shape is attained.

The available shapes and sizes of locally produced rolled shapes are limited. These include channel sections up to a depth of 150 m, f l a t bass up to a maximum s i z e of LOO mm, angle sections up to n.naximun of 100 aun, square bars up to a maximum o f 25 m. As a result, the number of sections presented in the 1st gaition was linitad as they were based on locally produced see- tiwns.

To increase the usefulness of the handbook, Part 4 has keen considerably expanded to include the angles (which can be 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 dinzen- eions/elastic properties and weight are converted to 8.1. units

Scope and Classification

The following structural steel rolled shapes normally produced abroad and imported in the country are: wide Flange, WT, R, channel, angle and pipe sections.

The classification and designations relating t> these nhapes are given below,

4-4 Iloll ed Shapes

I 1 ) Class Shape Designation I t--------- --j I W dxw 1 1 Rolled Wide Flange

S dxw I

I S Shapes Channe 1 s C dxw

I I

Structural Tees WT dxw I

I Angles L HxBxt

I I

Pipes-standard strength PS d I

I Pipes-extra strength PE d

I I

Pipes-double extra strength PD d I

I I

A total of 674 steel sections are presented in this Steel Handbook. Of these, 291 are W shapes, 31 are S shapes, 29 are channels, 206 are WT shapes. 80 are angles and 37 are pipes. W shapes have depths ranging from 105.7 nun to 1,016.0 mm. S shapes have depths ranging from 76.2 mm to 622.3 nun. Channels have depths ranging from 76.2 mm to 381.0 mm. WT shapes have depths ranging from 52.8 mm to 475.0 nun. Angles have depths ranging from 20.0 nun to 200.0 nun. Pipe sections have depths ranging from 12.7 nun to 304.8 mm.

Materials

The minimum quality requirement for rolled shapes is structural ateel conforming to the billet specifications for PNS 49 Grade 230 (structural Grade, formerly PTS 230). Locally produced rolled shapes are available only for structural steel whose minimum specified yield stress, Fy, is 230 MPa.

Sectional Dimensions and Properties

Except for the angles which can be locally produced up to a maximum depth of 100 nun, the shapes, dimensions, and Properties of steel sections presented in this Part 4 of the Steel Handbook are based on the data compiled from AISC, Manual of Steel Con- struction, 9th Edition but converted to S.I. units.

ASEP ' ' eel Handbook -124

For the locally produced angles, the adopted sec:tions have leg dimensions which axe i,n increments of 25 mm. The increment of the angles' thicknesses were made to be similar to that of the plate thicknesses of the built-up shapes to facilitate easy recall in detailing and design.

Dimensional Tolerances

The tabulated dlmennions and properties dre theoretical values and the finished product will. normally have some slight variations. To guide the deslgner and fabricator, a summdry a i the dimensional tolerances as given by the ASTM Specifications 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 ~ ~ 1 led Shapes

DfMENSXONAt TOLERANCES Rolled Shapes

1 ba(le/Homiaal S h e ,

I i I

-1 -.-..- jllp to 318 175-l80,inti !over 180-360 i t 3 and under 1we1 10.15, 1 e a t : i%-1BQ, incl lover 180-369 115 tnd nodes /ever 25-50, I i n c l jver 50-75, i excl lover 7 5 - 1 0 6 , j inel jcver i33-l5d, 1 i n c : /at; iyJ

- 4 Pef#is ibi ) Y a t i a i i o r ~ ~ ~ i r j F'i ~ , ' ~ e b ! t . ~ a i ?a:iationr fros Specitin4 Yeb j

--,. 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 l and 1 Over 5 i Over 10 1 1 I i ! / under 1

.t-

0.8 0,s j 9.8 0.8 j 0.026; --- 1.2 1.1 ; i.? i , E / 0.02.5i - - -

ASEP Steel Nan ~ o u k . I

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,is overall for C shapes under 75 mm. 0 is oaeaaured parallel to flange. G is measured parallel to web.

F + F1 applies when channel flanges are toed in or out. For channels 16 mi and under in depth, the permissible out-of-square is 0.047 m/mm of depth. Tolerance is given per ~ n n of flange width for S and C shapes.

For unequal angles, the longer leg determines the nominal size classification. Out-of-square tolerance is per mm of leg length.

CUTTING TOLEMCES

r- -- l ~ b a ~ j ~ e m i n a l sitea: Variation Iros Speciized Gi?en teagth, a# I I n a + 1 I --r --- .. . .. . .- . j I 4 11 * 500 to 3,600 13,000 t o 6,060, i 6,800 t o 9,000, / Y,O@ t o ll,F88 i.i,CM to 15,0?1 . 1 ! 1 1 ex1 1 inci i i oc l i n c ~ 1 I 1 Over Bnder 1 O w Under / O w Undei Over U ~ d e r I Over BnCci

I I i 1 I I / 1 75 and I 13 6 1 13 6 i I1 6 i 19 6 2 5 E 4 i I 1 over I I i I i I 1 I I

a Nominal size pertains to greatest: sectional dimension.

W shapes with a nominal size of 610 mm and under w i t h lengths over 9.000 map, permissible variation over opecifled length = 10 ma plus 7 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 4 13 mm plus 2 ~ B I for each addittomi 1,500 mm or fraction thereof.

ASEP S t e Har' ;uok -1% I-

4-8 Rolled Shapes

I. I I I' Shpc8 1 Pernissible Variation f o r Ends Out-of-Square 1 7 : I nmim o f Depth -1

a For W shapes, permissible variation is mm/nm of depth o r T i h ~ , ! t h whichever is greater.

For angles, permissible variation is mm/mm ot t h e lon i r t r 1t.i. Lt'ngth.

A S E P S t c H d b o o k - 1 G

Rolled Shapes 4-9

STRAIGHTNESS TOLERANCES

I -

i S4ape 1 Variable

I ----l----- I Canoer and

/ Sweep I I

1 t

,C,L 1 Camber I I I 1 Sueep

Section or Noninal Size a mn

Sections with flange wiOth less thal 150 mn

Sections with a flange u ~ d t h appro:. equal to depth and specified on order as coiunns Length of 13,710 om and under

Length over 13,120 nu

15 and over

Permissible Variations

Z nm I (total length in m . j

1 m a (total,leogth in n.), but over 10 am

I0 am t (1 mm 1 (total length in n - 13.71 0 . ) )

6 01 in any 1,500 ma, or 4 rm I (tot.length in I.

1 GIP x (total le~gth in 1 . 1

Due to the extrene variations in flexibility i ,f these shapes, tolerances for sweep are ! subject to negotiations betmeen aanufacturer I m d purchaser lor the indi'~idua1 sections I ! - -- - . -_--__.A

a For L shapes, nominal size pertains to longer leg.

ASEP Stec? Handbook

TABLES OF

DIMENSIONS AND PROPERTIES

4-14 Rolled Shapes

W SHAPES Dimensions Properties

Weight Area W A

kg/m mm2

Flange Wdth " f

mm

-

4eo 5 458.8 451.5 446 4 4420 437.4 434.5 4 a 3 427.5 424. Q 422.4 423.0 421.5 420.4 419.4 410.3

310,3 307.8 309.4 307.7 306.7 3m. 6 304 B 3W.2 303.5 --

Flange rhldcness

tr mm

RSEP Steel Handbook -134

Rolled Shapes 4-15

ASEP Steel liandbook '35-

4-16 Rolled Shapes

W SHAPES Dimendons Proprtlrs

Wnb 'hldtnrss

tw in m

50.0 46.0 41.9 38.6 35.1 32 0 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

--

Flange Width

bi mm

429.5 4255 421.4 418.0 414.4 411.5 408.9 408.0 4M. 0 401.4 4G2.8 401.4 388.9

262.1. 2a.8 293.0 292.4 291.6

411.5 406.9 403.0 399.4 396.0 392 9 3% .a -----

Flangn Ihldcnnl/

ASEP Stecl Handbook 136

4-18 Rolled Shapes

W SHAPES Dimenrioncl Proput i r

F lanp '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 A H md mrn

Fbnqr Width

b f mrn

367.8 3%,1 354.7 254.3 255.8 2W, 4 233.7 233 0

3 m 3 354.5 3%. 5 $47.0 343.4 3411.5 337.8 334.4 333.0 330'5 328.9 327.4 32% 1 3 8 . 7 326,s 323 1 323 9 ----

ASEP Steel Nandhook -140-

Rolled Shapes 4-21

I Y I

i-2 -1 Elastlo Praprrtlr,

MS X-X 1 AXIS Y-Y I 1 s i I s i

4-22 Holtea Shapes

ASEP Steel Hmdbc k 142

Rolled Shapes 4-23

ASEP Steel Handbook 3%

W BWAPEB Dimenaionr Pro

Rolled Shapes 4-25

W 6HAPES Dimensions Praprrtisr

Elastic Prepsrtllr, I Mr X-X Axis Y-Y ] Designation

3m, 904 2,im.e 2$3,027 1 ,@40.C 26*,393 1,748.4 2@,257 1,SBF)E 203,202 1,3983 183,142 1,258.7 162,746 1,126 7 144,432 f,W6.5 1 a, 448 908.4 115,712 816.3

ASEP Steel haadhc k .

IS ,? N O 4 1?,7 4%- taa 1 4 5 48.28

t5.4 SB ll! 133 3861 t o e $7 3785

ASEP S tee1 J1~~~3t>rtttk -146-

+-n

on

o man aai-*

~-

-o

no

$jg

~

cr

nr

no

m

TW

O

gw

br

n

nn

4t

m a

s 0

-

E%m

X

XX

XX

X

XX

X

XX

X

XX

XX

XX

X

XX

XX

U

) a,

(0

-

T-

rD

v-

P

.--

r-

3

3

Z

3: 8

I

4-28 Rolled %hapals

w t 4 x m x 4 s x 428 X x $90 x $42 ~ $ 1 1 xaea x 257 xm x211 x leg x 176 x 156 x 143

W l 4 x f k 120 x loo x w x BO

W 1 4 x $2 Y 'P4 x 68

Flange Fkngs Width Thldnnm

RSEP Stee Handbook - , 2-

W SHAPES D~mensions Proportlrr

-

---

Eiastic PI AXIS X-X

I 1 "

i ! I...

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' 1 m 1 % ' il S,! 159:

RSEP Steel Handb ,k -151-

--

web 'hkkmu t

mm

8.9 6 1

7.1

-

Fkngr width

b f mm

1n.e I n,o

1a3.1

i

- -

ASEP S t o e l Handbook -1Sli-

Rolled Shapes 4-37

W SHAPES Dimonrionr Proporllu

Ela8t;o Proportlo8 M a X-X I Axlr Y-Y

ASEP Steel Handbook 1 5 /

ASEP Steel Handbook -1s

Rolled Shapes 4-39

ASEP Steel ~&;tbook t cn

k# A

mn?

6,645 4,813

4,w 3,*

3,794 2 , m

3,271 2, w

2, WQ 1,887

1 ,QIO 1,456

1,426 1,077

1256 118,4

106.9 101.6

980 aao

90.8 84.6

83.4 7a 3

71.0 67 8

8a 7 569.2

ASEP Steel Nandb, k -160-

Rolled Shaws 4-41

ASEP Si'ecll Handbook 161-

4-42 Rolled Shapes

ASEP Steel H a n hook -162-

Rolled Shapes 4-43

CHANNELS Dimrnsiane Properties

Etaetlo Proprrtir M e X-X 1 P

I I s I I I

221 8 Rl. 74 1,007 21,- t e?i7 @me LKW .t@,B? 171.4 B a s 731

in*$ / arw 574 1133 85.95 487 99 7 6&19 404


4-44 Rolled Shapets

*

ASEP steel Handbook -164-

Rolled Shapes 4-45

I xtd mid -

7,242 @,a7 $ 4 8 3,704 3,FM

3,811 f ,802

770 &St

El& Proper Axis X-X I

xr d xtd mm4 mrr?

I

ASEP Stuef Handbook -165-

4-45 Rolled Shapes

STRUCNRK T EEe Oinrensionr Proputhe Cut horn W S h m

ASEP :eel Handbook -166-

Rolled Shapes 4-47

8f RUCTURAL TEE5 it bimrions PropMrn Cut from W Shbprr I

980% WT18x17Q.5- 07, CIS x 164 $7'36 x 150 08.M x 140 $3.84 x t 3 0 35, $2 x tns 94.72 I

x i 1 5

ASEP Steel Handbook 161

&n Depth A H

mmi mm

BTRUCTURPL TEE8 Dimmiom Propwtiw Cut ham W $ h r w

ASEP S tee1 Handbook -160-

Ekntlo Propwtlr .

MJd, X-X AX!, Y-Y . I I 8 I 1 I I 8 I

xld rnm4

270,134 94,409 gpo, ma,m7 I #,a s m1540 ~ a o i mart

#I

1m,w 1 n,w lM,W 1 s,m 148,288 101,MI

i 9,8365 1 30,954


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


Elrm Propertin I Axlr X-X I P

1 s I I i-

e& I r 30,377 6607 S%MS eaao 128970 as? awoa #39 2f,g77

me0 00,w tH 891,@7

6758 61,185 87.31 70,738 M55 @OlS @5,7@ y11c

?a45 24$43 7585 22M5 5 if@%% ?a20 17,190 77,72 14,851

e m 7,159 a 00 6, tm

ASEP Steel Ear book -171-

Rolled Shapes 4-53

I xl 0' md -

M, oae W9lt 711,338 69,094 02,435 54 1 Sl

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

DerlgnrUon dxw

ASEP Steel Wmdbaok -173.

14,8 284.8 ras 2ea 3 1.1'8 m15 10.0 280 0

ASEP Steel Randbook -174-

Rollea Shapes 4-55

STRUCTURAL TEE8 Dlmrnaiona PrOprrUr Cut horn W S h a p ~ Y $

Eiraklo Prbprrllw X-X Axlr Y-Y Designation

I I I I 8

STRUCTURAL TEES Dimcnaionc Propartbe Cut kern W S h r m

-

m* H

nrn

-

284.7 2744 285 7 257.0 24s 0 241.8 237.0 232.4 227'8 2P. 8 217.4 212.8 2m.o 2m.7 1 B . 8 IS$.% 1 W.3 1 90.2 $87.7

f a 2 103.9 181.9 179.8 1 79.1

Web 'hldtnrrr

tv mm

-

70.0 7r.g 65.9 80, 5 ma $1'2 47.8 480 42 0 89.1 36,8 828 a. Hi,l) 27.2 24-9 2516, 21.1 189 I f 3 184 15,o 13 3 $23 11.2

ASEP Steel ' qndbook 176-

Rolled Shapes 4-57

xtd md 4323,5

2,4 3469.1 31 05,B 2774.2 241 ,@ 2318.2 21 53.3 1 977,2 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

3l,6"H 213 6 aq m3 arg 80t.2 aqen 1 ma@ lii,B7l 1Qi.O 44895 I867 lQ000 182.15 r 4 r 2 ~ t7ix-i 14,452 174,c

ASEP Steel Iimdt- rk -178-

Rolled Shapcs 4-59

K ~ V XI@ t Y XI d XI o3 mm' mw? mm mm mm' mm'


STRUCTURK TEE8 Dimrnsion F'roprtkr Cut tom W Bhapau

20.1 1 a0 155 140 rat

11.1) 1 au

9.8

0.1 8.8

8.4 8.5 7.5

7.8 6.6 5 0

6.6 8.0 5.6 5, t

ASEP Steel H a - ibook -180-

RoXled Shapes 4-61

liTRUCTURM TEE8 Dimendona Propwtlw Cut kom W Shprr

t Y xrd rnm mm mm'

1 I 34.29 82,831: a251 71,592 3a2a eqew m 7 0 56,193 27.1.94 48,94@

2682 44,~5:! 2 5 . ~ 1 40, sea 25.02 36,298

aare w m 2531 1qQ37

28.72 11,730 2R70 10,406 27.43 9,157

$a 02 5,078 3228 4,246 31.75 3,605

41.40 970 41.91 783 44.20 587 44.70 491

ASEP Steel landbook - 1

4-52 Rolled

ASBP Steel Handbook -18%-

Rolled Shapes 4-63

ASEP Stc r IIandbook 183

4-64 Rolled Shapes

STRUCTURAL TEES Dirnsnrion~ Propwtkr Cut from W S h a p

Depth H

rn m

Web 'hlcknecr

L mrn

9 1 7 9 7 2

7 2 6 2

6 4 5 8

6 2 5 8 4 3

8.1 6 6 5.8

6 8 5 8 4 3

s 9 6 1

7 1 --

--

Flange Thlcknwa

4 rnm

ASEP Seeel Handbc

Rolled Shapes 4-65

STRUCTURAL TEE8 Dimonlions Proputla Cut tam W 8hapor

Mr Y-Y I I 8


ASEP Steel 't nabnok -I35

Roi led Shapes 4-67

x r tan mm mm a

ao 16.0 90 16.0 &O 18,O 80 16.0 0.0 t6A BO tao B 0 t6.O

ASEP Steel andbook . l C

Rolled Shapos 4-73

4-74 gWll& Shapes

ASEP S tee1 :aridbook -1r

Rolled Shame 4-.lt;

ASEP Steel. Handbook -195-

4-'76 MoJ. l e d Shapes

21 3 aat 3 a 4 422 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 -


Rolled Shapes 4-

C r 1 No. I d

ASEP Steel HanP jook -197-

PIPES Dimrtuionr Propath8

ASEP Steel Hand1 ok -198-

Rolled Shapes 4-79

Sohedula No.

ASEP Steel Harlbook -199-

PART 5 METAL DECKS

Metal Decks 5-1

CONTENTS

................................................. nanclat urO 5-2

-era1 ...................................................... 5-3

mtsrial ..................................................... 5-4

D.pip ....................................................... 5-5

Fireproofing ................................................. 5-5

Wrrosion .................................................... 5-6

SD Dtteign Data ............................................... 5-8

SD Panel Section Properties .................................. 5-9

BD Concrete Volumes and Weighta .............................. 5-9

Allowable Lateral Loads for BD Composite Slab ................ 5.. 10

9D Colmpcsite Slab Allowable Superimposed Load ................ 5-11

CD Panel ~ropartica .......................................... 5-13

CQ Panel ReactLon Data 5-13 .......................................

Colqpsrbite Slab Propertlee 5-14 ....................................


NOMENCLATURE

D.f inition

Crosa-mectionrl area Concrsts strength at 28 days Rblnforci'ng bsr yield ettength SpecifFe8 y ie ld 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

Units

mm2 MPa MPa NP a m.4 ma4 ma4

ASEP Steel mdborrk -2C

Metal Decks 5-3

METAL DECKS

Metal decks or panels, generally considered as part of the family of cald-fornned structural steel members, are categorized under the classification of surface members. Roofing, siding or wall and floor panels of various profiles, coating and base waterials, belong to this classification. Materials used are normally steel, aluminum and sometimes stainless steel (for 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 structur- ally, as a composite alternative to conventional wood or metal formworks. However, unlike conventional formworks, metal decks are permanent and therefore not reusable.

For composite systems, the metal decks have positive bond enhancements between the concrete and the metal profile to pre- serve the integrity of the composite action. For "trapezoidal profile" metal decks used in composite slabs, indentations along the longitudinal elements are provided. For "othern profiles, vertical folds or stiffened webs are totally embedded in the concrete to provide the necessary grip for composite action.

Similar to cold-formed light gage frame members, metal decks are manufactured from galvanized-coated continuous coils or cut sheeta. Cold-forming may be done using press brakiog/bending Rathods in the manufacture of "special" profiles. Generally, bowaver, roll forming is employed by most manufacturers for mass production.

Regarding the architectural aspect, metal decks are avail- abla either in "ribbedn profiles or with "flatn soffits. In the absence of a ceiling, metal decks with flat soffits are desirable over the ribbed type. Metal deck products are mostly proprietary in nature. The manufacturer usually holds a patent for each particular metal deck profile being produced.

ASEP Steel I mdbook -20

The metal deck profiles featured in this Part 5 of the Steel Blur.dbk ara only those available locally. The "trapezoidaln or ."rilpb&" profile is .available from Philmetal Products while the *slatn or *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 mini- llwr of three apanm. Very long apana may be limited by transport limitations. Metal decks lass than three spans shall be check4 for both bending stresses and deflections-

The basa metal quality requirement for metal (floor) decks gh.11 be colg-rolled steel having a minimum yield point of 206 a , conforming to the requireraents of JIS G3141 SPCC-8 and/or PWS 127 Class 1-8. Specified ID deClDKIls and very seldom in wire end sheet metal gages, thicknesses of metal decks range from 0.75 m to 3.20 nm (wherein 0.75 RIM to 1.60 nun are locally avallabla) ir 914 and 1219 lea\ widths. Metal decks floor slab systems are rWar locally available in specified minimum yield strengths, F of 275 Wa and 550 MPa, and whose choice is norafilly dictated rj; ~ ~ t ~ n ~ l i c considerations.

Pot hot-rolled varieties, the minimmi quality requirement is g t w t u r a l mtmel conforming to JIS 63101 SS 400, with a minimlu -lfied yield stress. Fy, of 245 MPa. :i

' ?or gatvaniaed steel varietiee. the minimum quality r-ire- rrwt ia physical (structural) quality zinc-coated steel c o n f o w t9y t o the requirements of ASW A446 Grades A to F or corresm+ lag tWS 67 squiwalsnt.

Par atmospheric corrosion-resistant steels, the minimu quality requirement is high-strength low-alloy (HSLA) st-1 conforming to the requirements of JIS G3125 SPA-C or SPA-H, with minimum yield atress. Fy, of 314 MPa and 343 MPa, respectively.


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 posi- t i v e moment zeinforcament, the design calculations for metal becks are more complicated.

The NSCP and its referral codes, the AISC fox steel, Ameri - can Concrete Institute (ACI) for concrete and AlSX for cold- formed members are silent on this aspect of design involving natal decks. Furthermore, each manufacturer has its o m carnposlte dasign method usually based on Allowable Stress Design or Strength Design . The basic principles used are usually the X I Code or the British Standard (BS) Code of practice for trie dmaign of reinforced concr~te flexural members. Design examples of each Particular metal deck profile are available free from the ra8peCtiVe manufacturers' brochures.

Fireproofing

Fireproofing is a very critical aspect of metal decks espe- cially if metal decks are used entirely or partially as 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.-resistive paints or coatings. Regard- less of this claim, ASEP requires that for metal decks used as total or partial reinforcement for composite sections, they must

ha provided with a permanent effective fireproofing.

For all composite concretcr and metal decks slab system, ,&W!P rsquiras the inetallatiOn of positive and permanent methods eP fire protaction.

Corrosion

Another very important aspect of nbatal decks if used structural reinforcement tor concrete slabs is the corrosion factor. For structures built in corrosive environments (lika sarinr off-ahor6 structures, and structuree at or near bbotes) , and structures having acidic or abrasive enviranmnts ( l i k e , manufacturing plants), astal decks should at best be used wily as a rrsplacentant to fonaiorks.

ASEP Steel Hanctbook -208-

Metal Decks 5-7

TABLES OF

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 03.6 76

I NOTE3 : 1 WEIGHTS FOR CONCRETE ONLY - NO METAL 2 W:ICIlTS C h E N INCLUDE ALLOWANCE FOR DEFLECTION ASEP S t a d Handbook

-21 1-

ALLOWABLE LATERAL LOADS FOR SD COMPOSITE SLAB

UWABLE LATERAL LOADS f N/m2 f

'COUL SIM M K i N A n O N SPAN - C/C OF SUPPORTS, mill PwIx, mm N w X L 1.W 2,100 2,400 2,700 3,000 3,300 3,600

@ Oil0 X 0.80 26.120 25,240 24.510 23.950 23.490 223.200 22;910

58 SW X 1.00 26.990 25.820 24.950 24,370 23,780 25.360 23.0%

I 1. UTW LW VALUES ARE o o r * ~ o BY s 8 sum *NO ~ S K I A K S OF LOS ANCKLK u u r o ~ N u w o o m COMLJNEU IN RESEARCH RECOMMENDATION No 2757 OF THE INTERNATIONAL CONFERENCE OF BUILDING OfFlilliLS I

f 2. NO KICRWE IN VPLUES %OWN S PERMIXED FOR W!ND OR SEiSMiC FORCES. I I 3. WELDS TO SUPPORTING MEMBERS S W L HAM A FUSION A R M '.?UIVALENT TO 1 2 7 m m EFfECTlVE DIAMETER (COMMONLY REFERRED TO A3 PUDDLE WELD) I

ASEP Steel Ha? .book -212-

Metal Decks 5-11

_ ~~ .- $1) COMI'OSI'I 'I~ SLAB

- OFPIH AI,L.OIVI\I

CD PANEL PROPERTIES

( PER METER rmx )

CD PANEL REACTION DATA

ASEP Steel Iianiibook .21%

CONCRETE SLAB

CD COMPOSITE SLAB P R O P E R T I E S

PER METER WIDTH (I'c = 20 N/mm 2)

ASEP S t c fam~dhook ..

CD COMPOSITE SLAB PROPERTIES PER METER WIDTH

(rSc = 20 N/mm 2,

CD COMPOSITE SLAB PROPERTIES PER METER XfBYB

(2% = 25 N/rma2)

ASEP St, -1 Elandbook 218-

Metal Decks 5-17

91n CONCRSTE SUB

CD COMPOSITE SLAB PROPERTIES

PER METER WIDTH (I'c = 25 N/mm2)

STEEL BASED IrZeXURAL PROPERTIES BOND DATA (U = 0.5 N/mm2)

I I I \ I I I DESIGNATION

ca couposrm SLAB PROPERTIES

ASEP Steef Handha k .%.%A

Metal Decks 5-19

CD COMPOSITE SIAB PROPEKTIES

PER METER WIDTH (f'c = 30 N/mm 2 )

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 ---


CONTENTS

................................................. Nmnclature 6-2

................................................ re via ti on^ 6-2

....................................................... 6.nmral 6 - 3

Scope and Classification ..................................... 6-3

.................................................... mtariale 6-4

ASTM A36M-87 ............................................ 6-7

JIS G3101-87 ............. ................................ 6-15

............................................ JIS G3131.90 6-24

JIS G3141.90 ............................................ 6-31

PNS 127.88 .............................................. 6-38

ASTM A446M-87 ........................................... 6-43

PNS 67-86 ............................................... 6-46

ASEP Steel Handhnok -227-

Units

MPa

hriccm Society for Te6ting and Materials C rcial quallty mid-rolx~a coil Cold-rolled sheet srclusiv. me-roll& coil Rot-rolletl plate %at-rotTu4. shMt PigQ-rtreWtb l~-.llOy st-1 i J Xn&mtri a1 itltriatEards Pkilipgpiaa Hatianal Staedarde $twtilra1. quality btrosphsrlc corrosion-resistaat osSb-&Wl*d stml u plr a161 6312 gtrocturrl quality aOaosghsric corrosion-re8istult h$-mllod st-1 as p~sr 318 63125 Carrrcial qmalfty arrl&rolled stksl r s per JKS 63141 Braniq qurlity cold-relled steel a6 par JIS G3141 .

dlr&wfng qyalitp cold-rolled steel as mr 31s G314l )Ilea-aqming. 6.rp drllrinp quality cold rolled steel as per JI$ 63141 C m r e i a l quality cold-rolled steel, tension and f o ~ i l i ~ y valuaa guaranteed, as per 31s 63141 Btructural quality Structural steel

ASEP Steel Wglr8'xtok 930


STEEL FLAT PRODUCTS

Flat rolling or processing may be considered to involve those operations in steel plants associated with the conver~lon of slabs, either continuously or ingot-cast, into finished plates, sheeta, an8 strip products, including hot-rolled, cold- rolled and/or coated sheets. Conveniently, it is classified into hot-rolling and cold-rolling operations which results to a final product with a width to thickness ratio which is usually fairly large.

The process of hot rolling consists of passing xed-hot ductile steel slabs between two large, cylindrical steel rolls ( in Contrast with the grooved rolls used in the production of tShapeS, such as structural beams) revolving in opposite direc- tlonrr but at the ease peripheral speed. Commercial (CQ) or structural ( S Q ) plates, strip, or sheet are the resulting end- products.

Documents

ASEP Steel Handbook.pdf