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 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

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&

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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

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BTRUCTURPL TEE8 Dimmiom Propwtiw Cut ham W $ h r w

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ASEP S tee1 Handbook

-160-

.

.

Ekntlo Propwtlr

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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

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ASEP Steel Handbook

-170-

E l r m Propertin

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ASEP Steel Ear book -171-

Rolled Shapes 4-53

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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

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STRUCTURAL TEES Dimcnaionc Propartbe Cut kern W S h r m

m*

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mm

H

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-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

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70.0

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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

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ASEP Steel Handbook -179-

STRUCTURK TEE8

Dimrnsion F'roprtkr Cut tom W Bhapau

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ASEP Steel H a - ibook -180-

RoXled Shapes 4-61

liTRUCTURM TEE8 Dimendona Propwtlw Cut kom W Shprr

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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

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Web 'hlcknecr

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64 58 62 58 43

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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

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16.0 16.0 18,O 16.0 t6A

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Rolled Shapos 4-73

4-74

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ASEP

S tee1

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ASEP Steel. Handbook -195-

4-.lt;

4-'76 MoJ.l e d Shapes

21 3

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ASEP Steel H a n d b o o k -196-

Rolled Shapes 4-

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ASEP Steel HanP jook -197-

1

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ASEP Steel Hand1 ok -198-

Rolled Shapes 4 - 7 9

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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