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ASEP
STEEL HANDBOOI(
Metal Deck - p215
Association of Structural Engineers of the Philippines, Inc. Unit T-10, New Manila Condominium 21 N. Domingo St., Quezon City
The information included in this publication has been prepared on generally accepted engineering principle!' and provisions of applicable codes and standard specifications for steel construction, While the information found herein is believed to be accurate, the Association of Structural Engineers of the Philippines, Inc, strongly recommends that competent professional judgement and verification of the accuracy, suitability and applicability of the given information for the specific application shall be utilized. Anyone makiny use of this information assumes all liability arising from such use.
ASEP STEEL HANDBOOK
Copyright @1994 by Association of Structural Engineers of the Philippines, Inc, (ASEP) Unit T-10, New Manila Condominium 21 N, Domingo St., Quezon City All rights reserved, Printed in the Philippines. This book or any part thereof must not be reproduced in any form without written permission of the publisher.
ASEP Steel Handbook ~ H-
PREFACE
The Association of Structural Engineers of the Philippines, Inc., (ASEP) is a non-profit organization founded in 1961 with the primary objective of upgrading the practice of structural engineering in the Philippines. As part of its efforts to meet this objective, the association published the Handbook of Steel Shapes and Sections in 1987. The main purpose of the original publication was to provide local practitioners, suppliers, and fabricators with a set of produced steel products. With the handbook, the need of substitutions due to unavailability and it'> corresponding cost and delay can thus be reduced 'or eliminated .. Alternatively, it may be used to select substitute sections designed using otr er design manuals and tables. A second purpose for the publication was to provide the local practitioner with a design aid in International System of Units (SI) compatible with the National Structural Code of the Philippines (I\IS). This publicatio 1, ASEP Steel Handbool(, represents the second edition of the 1987 handbook. While its purpose and objectives are basically identical to those of the original publication, changes in the local steel market conditions as well as in design practices and technology necessitated revisions in the shapes and sections. Majol revisions include, for one, modification in the thickness of plates and sheets used for the fabricated shapes to work towards the establishment of a truly metric standard ra ther than a metricized equivalent of english unit standards. Secondly, in an ')ffort to work towards compatibility to current international standards and practices the rolled shape sections have been considerably expandl"!d to include locally available imported sections and metal deck sections has been added. Thirdly, in an effort to increase the usefulness of the handbook, design examples has been added while retaining the design table and data in the original publication. In the preparation of this second edition, both solicited and unsolicited COl'lments and suggestions coming from suppliers and fabricators, as well as designers, were instrumental to some of the revisions presented. As future periodic revisions of this Steel Handbook by a responsible technical committee is expected, comments, corrections, recommendations, additions, deletions and any other relevant information which may be used to improving this handbook continue to be welcomed by the association. Such comments are assured to receive the same careful consideration by the technical committee.
FIDEL R. SARAUSAD Overall Committee Chairman and Vice-President (1994-1995) Association of Structural Engineers of the Philipp'ines
ASEP Steel Handbook ~ iii .
ACKNOWLEDGEMErlT
ASEP acknowledges all those who have contributed to th( publication of this ASEP STEEL HANDBOOK, which is actually an expanded Jersion of the ASEP HANDBOOK STRUCTURAL STEEl. SHAPES AND SECTIONS published in 1987. Special gratitude to Engr. Hermenegildo P. Manzano, Jr. who initiated the project during his tenure as President (1993-1994) and who had been involved ex-officio in the committee deliberations. Sincere thanks to the Directors, incumbent and ex-officio, who read and reviewed the manuscripts and who also offered many helpful suggestions. Credit likewise goes to the following generuus sponsors of the project, through their representatives, for their financial assistance: Sponsor
Representative
Phil. Inst. of Steel Construction National Steel Corporation Engineering Equipment, Inc. PAG-ASA Steel Corporation Capitol Steel Corporation Philmetal Products, Inc. Condeck Interna'tional
Engr. Sam00n P. Lazo, President Mr. Anthony S. Dizon, VP Marketing Engr. Rogelio M. Murga Engr. Gabriel Y. Tong, General Manager Mr. Alvin Cheng, General Manager Mr. Bobby Valdez Mr. James Na
Finally, deep appreciation is due to the Overall Committee Chairman and Vice President, Engr. Fidel R. Sarausad, for his coordination and supervision, and to the val'ious Technical Committee Chairmen, for their dedicated professionalism, hard work, patience and persistence in pushing this project to final fruition.
ROMER S. MONTOYA Exec. Committee Chairman and President (19S4 - 1995) Association of Structural Engineers of the Philippines
ASEP Steel Handbook - iv -
ACKNOWLEDGEMENT
In behalf of the Officers and Directors, we wish. to .express ASEP's sincere gratitude to all those who, one way or the other, made possible the publication of this ASEP STEEL HANDBOOK seven years after the publication of the ASEP HANDBOOK OF STRUCTURAL STEEL SHAPES AND SECTION in 1987. Sincere gratitude goes to the committee that handled this project, chaired by Engr. Fidel R. Sarausad, the ASEP Secretary (in concurrent capacity) and assisted by hand-picked dedicated experts from among the Officers, Directors and of the ASEP. The Committee did an outstanding job in finishing the project according to schedule. It provided once more the adage: "If there is a will, there is away." Credit likewise goes to sponsors of the project: (1) Philippine Institute of Steel Construction (PISC) through its President, Engr. Samson P. Lazo, (2) National Steel Corporation (NSCI through its Marketing Vice President, Mr. Anthony S. Dizon, (2) Engineering Equipment, Inc. (EEl) through its President, Engr. Rogelio M. Murga, (4) PAG-ASA Steel Works, Inc. through its Sales Manager, Mr. Robin Y. Tong, (5) Capitol Steel Corporation through its General Manager, Mr. Alvin Cheng, (6) Phil metal Products, Inc. through its Vice President for Marketing, Mr. Bobby Valdez, and (7) Condeck International through its Vice President for Sales & Marketing, Mr. James Na, all of whom provided the much-needed financial assistance that made possible this handbook's publication. Finally, credit is likewise due to the ASEP Officers and Directors for their patience in reviewing the manuscript, and the pieces of advice given especially on new sections that were included to this handbook.
HERMF.NEGILDO P. MANZANO, JR. Exec. Commi~tee Chairman and President (1993 - 1994) Association of Structural Engineers of the Philippines
ASEP Steel Handbook
-v -
ASEP STEEL HANDBOOK COMMITTEE
Hermenegildo P. Manzano, Jr.
Fidel R. Sarausad
Executive Comrnittce Chairman
Overall Committee Chairrnan
Ernesto F. Cruz Ronaldo S. Ison Alfredo B. Juinio, Jr. Arturo H. Libongco Enrique C. Medina
Romer S. Montoya Hubert M. Palpal-Iatoc Jobelito M. Sta. Ana Mario D. Taruc
1993-94 ASEP OFFICERS and DIRECTORS
Hermenegildo P. Manzano, Jr. President
Romer S. Montoya
Fidel R. Sarausad
Alfredo B. Juinio, Jr.
Vice President
Secretary
Treasurer
Directors Jose S. Abad Antonio A. Abola Rolando E. Cruz
Octavio A. Kalalo Teodoro S. Legua Jose F. N.abanta
Roberto P. Bernardo Ex·Officio Director
ASEP Steel Handbook - vi -
CONTENTS
ABBREVIA TIONS FOREWORD
PART 1 Built-Up Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 to 1-52 PART 2 Cold-Formec: Plate Shapes .... , . . . . . . , . . . . . . . . . . . . . . 2-1 to 2-20 PART 3 Cold-Formed Light Gage Shilpes . . . . . . . . , . . . . . . . . . . . . . 3-1 to 3-40 PART 4 Rolled Shapes
. . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . 4-1 to 4-80
PART 5 Metal Decks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1 to 5-22 PAI:T 6 Steel Flat Products .... , . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 to 6-48 PART 7 Design Examples PART 8 Welded ts
. . . . . . . . . . . . . . 7-1 to 7-42
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , .. 8-1 to 8-26
PART 9 Miscellaneous Tables and Data
ASEP Steel Handbook - vii -
. 9-1 to 9-60
ABBREVIATIONS
c/c cm cU.m. excl. incl. kg kg/m kN m max min mm MPa N Pa psi rad sq.m. temp As Typ
W ACI AISC AISI ASEP ASTM AWS BS JIS NS PNS
center to center centimeter cubic: meter exclusive inclusive Idiogram kilogram per meter kilo Newton meter maximum minimum millimeter mega Pascal Newton Pascal pounds per square inch radians square meter temperature steel typical weight American Concrete Institute American Institute of Steel Constnlr:tion American Iron and Steel Institute 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, 1992 Philippine National Standards
ASEP Steel Handbook viii w
w
FOREWORD
GENERAL
This ASEP Steel Handbook is intended primarily to serve as a guide in the selection and use of locally available structural steel products. These products are divided into five classes based on the method of. manufacture and/or maximum thickness of the section. The first five parts of this handbook correspond to these classes as follows: Part Part Part Part Part
1 2 3 4 5
Built-Up Shapes Cold-Formed Plate Shapes Cold-Formed Light Gage Shapes Rolled Shapes Metal Decks
Each of these parts presents a series of tables of computed and/or compiled data. These data consist of sectional dimensions and properties chosen and arranged to enable rapid and convenient selection of structural steel . For increased usefulness, several other tables, formulas, and design information are presented in Parts 6 to 9 of this handbook. As an updated edition of the ASEP 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 plates for the built-up and bent plate have been modified. The thickness adopted corresponds to the bar sizes of reinf'lrcing steel bars primarily to facilitate recollection. This adaptation eliminates thickness with fractions of millimeters. The maximum thickness adopted for built-up sections was also increased from 44 to 45 millimeters. The maximum thickness used for bent shape~ has been reduced from 25 to 20 millimeters.
2.
The thickness of steel sheets for light gage sections have been modified. The pdopted thickness range from 2.0 to 6.0 millimeters in increments of 0.5 millimeter. This compares with the thickness used in the first edition which range from 1.2 to 4.7 millimeters with varying increments of 0.2 or 0.3 millimeter.
ASEP Steel Handbook . ix
~
Foreword
3.
The range of overall depths of built-up BW and BH sections has been modified. The overall depths of BW sections adopted range from 200 to 1,000 millimeters in increments of 50 or 100 millimeters from the previous range of 100 to 920 millimeters with variable increments. The overall depths of BH sections adopted from 200 to 700 millimeters compared to the previous 195 to 425 millimeters.
4.
Built-up wide flange Tee, BWT, section properties has been added. The rolled shapes and sections has considerably been expanded with the adoption of sections from the AISC Manual of Steel Construction, 9th edition, except for the angle sections. Although the standard AISC designations were adopted, the tabulated section properties are in SI units.
6.
Part 5, presenting two metal deck shapes has been added to the handbook. Metal decks are cold-formed light gage shapes and normally vary with the manufacturer. The handbook limited the shapes to those shapes locally available.
7.
The discussion on steel flat products, originally incorporated within the rolled shapes, has been considerably expanded to include excerpts from standard specifications. This expansion merited the separation of the discussion to a new Part 6 of the handbook.
8.
Design examples has been added in the new Part 7 of the handbook. Each of the five design examples include detailed discussions and references to the different parts of this handbook as well as the NS.
9.
The discussion on welded ts, previously presented with the miscellaneous tables and data, is presented in a separated Part 8 of this handbook. An expanded miscellaneous tables and data is presented in Part 9.
ASEP Steel Handbook
-x .
Foreword
CLASSIFICATION AND DESIGNATIONS The hI/owing classifications and designations are used for the different structural shapes presented in this handbook.
Class
Shape
Built-Up
Wide-Flange
BW
H x W
Heavy Column
BH
H x W
Wide Flange Tee
BWT H x W
Angle
BA
H x B x t
Channel
BC
H x B x t
Stiffened Cee
LC
HxBxCxt
Stiffened Zee
LZ
HxBxCxt
Rectangular Tube
LR
H x B x t
Square Tube
LS
HxBxt
Wide Flange
W
d x w
S-Shape
S
.d x w
Channel
C
d x w
Structural Tee
WT
d x w
Angle
L
H x B x t
Pipe - standard
PS
d
Pipe - Extra Strong
PE
d
Pipe - Double-Extra
PD
d
SD
SD
Nw x t
CD
CD
Nw x t
Cold-Formed Plate
Cold-Formed Light Gage
Rolled
Metal Deck
Designation
ASEP Steel Handbool, . xi .
Foreword
Where:
B
C d H
W
w
is the flange width of the section; shorter leg of angles; shorter side of tubular sections, in mm. is the overall depth of lip of light gafJe sections, in mm. is the depth of rolled sections, in inches. is the depth of the section; longer leg of angles; longer side of tubular section, in mm. is the overall widths of m'ltal decks, in mm. is the base metal thickness of the section, in mm. is the nominal wei(,ht per unit length, in kg/m. is the nominal weight per unit length of rolled sections, in Ibs/ft.
FABRICATED SHAPES The sections and shapes presented in the first three parts of this handbook may be referred to as fabricated shapes as they are made from rolled flat products. These sections are limited therefore by the availability of these flat products, and the availability and limitations of the equipment required in the fabrication of these shapes and sections. There are two general metllods of producing structural shapes from flat . steel products. One is by welding together plates into the desired shape, and the other is by cold-forming plates, coils sheets, or strips. Shapes produced by weldments are referred here as 'Built-Up' shapes and are limited to the use of plates having a thickness greater than or equal to 6.0 millimeters. Shapes may also be cold-formed by ing the flat steel products in rolls until the desired shape is attained, or by press brake bending. For consistency with common practice, however, these shapes are divided into two classes depending on the thickness of the base metal used. Cold-formed plate shapes are produced from plates with thickness greater than or equal to 6.0 millimeter. Cold-formed light gage shapes, on the other hand, are produced from coils, sheets, or strips with thickness less than or equal to 6.0 millimeter.
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. "'or light gage sections the following thickness, in millimeters, were adupted: 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 bo produced. The shapes presented have been limited to those commonly 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 specifications are not exceeded. These limits are discussed more fully in the text accompanying each part of this handbook. Note that the fabrit:ated 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 some cases where substantial economy may be derived from its use. Furthermore, special shapes and section3 may also be required to meet requirements particular to a given protl(>m.
ROLLED SHAPES Rolled shapes are defined here as those produced by ing red-hot blooms or billet steel through rolls until the desired shape is attained. Except for the angles, the shapes and section0 adopted are those from the 9th edition of the AISC Manual of Steel Construction. The AISC sections adopted include the W, S, C, WT and pipe sections. As stated above, the designation used in this handbook is identical to those used in the AISC Manual, although the section dimensions and properties are presented in the SI units.
SECTION AND PROPERTIES The sectional properti(>s tabulated were calculated based on generally accepted engineering princi)les and were generated using micro-computers. Simplifications and/or assun'ptions particular for each class of shapes are discussed in the desGriptive material preceeding each part of this handbook.
ASEP Steel Handbook - xiii -
Foreword
~'''''Incalculating the
theoretical weight of the steul sections, a mass density
ot 7850 l
WORKMANSHIP AND TOLERANCES The dimensions and properties shown on the tables are theoretical values and those of the finished products will be subjected to the usual variatio:ls. Tolerances not covered shall be based on applicable specifications relating to each class and. shall be specified by the designer with proper regard to fabrication and erection requirements.
STEEL flAT PRODUCTS Flat structural steel products are locally available as hot-rolled plates, coils and sheets. In addition, cold-rolled coils and sheets a'e also manufactured locally. The detailed discuJsion on flat products and available sizes can be found in Part 6. The fabricated shapes are based on these products.
i' I
II ASEP Steel Handbook " xiv"
Built-Up Shapesl-1A
PART 1 BUILT-UP SHAPES
ASEP
Steel Handbook -1-
I-IB Built-Up Shapes
NOTES
ASEP
Steel Handbook -2-
Buil t-Up Shapes 1'-1
CONTENTS
Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-2 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " . . . . . . . . . . 1-5 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-5 Materials . . . . . . . . . • . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . • 1-6 Sectional I:imensions . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-6 Sectional Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-8 Welds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-8 Comments on the Design Tables ... , . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-9 Dimensional Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-10 Tables of Dimensions and Properties BW - Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-14 BH - Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • . . . . 1-24 BWT- Shdpes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1- 3 4 Beam Selection Table . . . . . . . . . . . . . . " . . . . . . . . . . . . . . . . . . . . . . . . . 1-44 Values of Ca Table . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-48 Allowable Compress:.ve Stress Table . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-49
ASEP Steel Handbook -3-
1-2 Built-up Shapes
NOMEHCLATURE
Symbol
C'c
Os
Units
Definition
Cross-sectional area Area of compression flange Flange width Slenderness ratio of compression elements as defined in Appendix A of 1992 NS, Chapter 4. Axial compressive stress permitted in a prismatic member in the absence of bending moment Specified minimum yield stress of structural steel Depth of .the section Clear distance between flailges Moment of inertia about the X-X axis Moment of inertia about the Y-Y axis Effective length factor for prismatic member Actual unbraced length of compression member Haximum unbraced length of the compression flange at which the allowable bending stress may be taken as O.66F y based on NS Sect. 4.5.1.4.1 Maximum unbraced length of the compression flange at which the allowable bending stress may be taken as O.60F y Beam reSisting moment Ratio of effective profile area of dn axially loaded member to its total profile area, Appendix A, 1992 NS First moment of area of the beam flange about the neutral axis Axial stress reduction factor where widththickness ratio of unstiffened elements exceeds limiting value given in Sect. 4.9.12, Appendix A of 1992 NS Radius of gyration of a section comprisinrr the compression flange plus 1/3 of the compression web area, taken about an axis in the plane of the web Radius of gyration about the X-X axis Radius of gyration about the Y-Y axis Elastic section modulus about X-X axis ASEP Steel Handbook -4-
mm
mm
mm
N-m
Built-Up Shapes 1-3
Elastic section modulus about V-V axis Height of web excluding weld thickness ~lange 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 V-Y axis
.ASEP Steel Handbook -5-
mm 3
1-4 Built-Up Shapes
NOTES
ASEP Steel Handbook -6-
Built-Up Shapes 1-5
BUILT-UP SHAPES
General Built-up shapes aTe herein defined as structural steel sections made up of steel plates with thickness ranging from 5.0 mm to 45.0 mm, weld~d together to form structural shapes. Considering that locally produced rolled shapes are normally limited to depths of about 200 mm, built-up sections are frequently used as a substitute for rolled sections.
------
Some fabricators use modern equip~ent, such as multiple head gas cutting machines and automatic welding machines, needed in the production of built-up uhapes. These modern equipment have considerably increased the economy and efficiency of production of built-up sections. With the tables presented in this Part I of the Steel Handbook, designers may directly select and specify a built-up section. Alternatively, the tables may be used to facilitate the substitution of built-up sections for rolled sections.
Scope and Classification As defined above, l:here is an infinite number of possible shapes which could be presented. For simplicity, however, this Steel Handbook is limited to the most commonly 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 beam , while the BH sections are normally intended for use as columns. The BWT sections are intended for use as truss top and bottom chord elements. The classification and designation relating to these shapes are given below.
ASEP Steel Handbook -7-
1-6 Built-Up Shapes
Class
Shape
Designation
Built-Up
Wide Flange Heavy Column Wide Flange Tee
BW HxW BH HxW BWT HxW
The designation of built-up sections are based on outside depth and weight per meter length rather than on all dimensions of the built-up section as is used in other standards. The adopted form is simpler and is one which is familiar to local designers. The BW and BH sections are distinguished by the ratio, rx/r y ' of the radius of gyration about the x-x and Y-Y axes, respectively. BW sections have rx/ry ratios greater than or equal to 3.0, while BH sections have rx/ry ratios less than 3.0. The grou'ping, however, does not imply that the BW sections are to be used only as beams, and BH sections as columns. Particular loading or lateral conditions or other requirements may dictate the shape of a given member. The built-up tee (BWT) sections presented are assumed to be obtained by cutting BW sections similar to rolled tee sections. The depth of BWT sections are therefore half of those corresponding BW sections.
The minimum quality requirement for built-up shape fabrica-· tion is structural steel conforming to ASTM A36 and/or JIS G3101 W SS 400 (formerly JI8 G3101 S8 41). .\
ASEP Steel Handbook -8-
Built-up Shapes 1-7
Locally rolled plates are available for these grades of structural steel which have minimum specified yield stresses, Fy ' of 248 MPa and 245 MPa, respectively. The sectional properties and limits of built-up shapes and sections are based on these values. Further information regarding materials for built-up shapes is given in Part 6.
Sectional Dimensions A najor 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 design and to simplify splices between connections, out-to-out" depth at predictable increments is adopted in this Steel Handbook. With the "out-to-()ut" depth, the clear distance between flanges will vary depending on the flange thickness resulting in a lower yield of the web plates. Thi.s situati_oD iE unlike the case of rolled wide-flange and S-shapes whose clear distances between flanges are kept constant for each family of Ul.O nominal depths. The constant clear distance be-tween fl.an"e<\ of rolled sections is due to ehe rolling equipment uEed in its manufacture where sectional differences within i1 family are achieved by modifying the flange dimensions and the web thi.cknesses. Built-up sections, however, are not subject to these limitations. It is believed that the use of a constant "out-to-out" depth would provide greater ease in detailing, fabrication and erection. Furthermore, it is believed that the cited util i zation of plates could still be improved by choosing a proper cutting layout or by using the remaining plate materials for secondary structural elements such as gussets and stiffeners. Aside from the utilization of available plates, the dimensions of the flanges of both BW and BH sections were proportioned to satisfy the limit on the width to thickness ratio for unstiffened elements of the compression flange according to NS Sect. 4.5.1.4.1. This limiting ratio, of l70/IF y ' equals to 10.8 for structural steel conforming_ to ASTM A36.
ASEP
S~eel
-9-
Handbook
1-8 BUilt-Up Shapes
For the web dimensions of BW sections, the thicknesses were limited such that the allowable shear stress may be taken as O.40Fy without. the use of stiffeners. The maximum ratio of the clear distance between flanges to web thickness h/tw equal to lOOO/IF y ' For a yield stress of 248 MPa, this ratio has a value of 63.5. Note that stiffeners should still be provided as required by other provisions of the code, particularly NS Sects. 4.10.5 and 4.10.10. For limi ted does not limi ting MPa.
the web dimensions of BH sections, the thicknesses were so that the depth to thickness ratio of the web, h/tw' exceed the value specified by NS formula 4.5-4b. This ratio, 675/IFy ' has a value of 42.8 fo~ Fy equal to 248
Sectional Properties The properties, ratios, and weights of the sections were computed considering the dimensions of the flange and web plates only. The weld material was excluded. In a competitive design and construction environment, some designers would include the capacity of the weld material. For built-up tees, values of Os and C'c for steel with minimum yield stress, Fy equal to 248 M~a are also tabulated. For sections with width to thickness ratio of unstiffened projecting elements of compression flange exceeds 330/IFy as specified in NS Sect. 4.9.1.2, the allowable stress is governed by the prOV1Slons of Appendix A, Section A2, A5 and A6 of Chapter 4, Part 2 of the NS. Where no values of <)9 and C'c are shown, the built-up tee conforms to NS Sect. 4.9.1.2 and is considered as fully effective.
Welds The dimension "w" given in the tables of dimensions and properties is the minimum leg size of fillet \lields as specified in NS Table 4.l7.2A. The actual size of fillet welds must be specified by the designer. To facilitate this calculation, the quantity Of/Ix are tabulated for each BW and BH sections. Of is ASEP Steel Handbook ·10·
Built-Up Shapes 1-9
the first moment of ared 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.
Comments on the Design Tables Aside from the tables of dimensions and properties, a Beam Selection Table for the BW sections is included to facilitate the selection of flexural designed 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 , a table of the allowable stress as a functioL with the slenderness ratio, K1/r, is also included.
ASEP Steel Handbook ·11-
1-10 Built-Up Shapes
DIMENSIONAL TOLE~\~CES Built-Up Shapes
A. CROSS-SECTIONAL TOLERANCES
I I I
-----------,-1
1
I IVariation from Specified Dimensions I
I I
I
I
I I
I I ~I------~I---------I I I IH,a Depth, mm I B,Flange Width, mm I E, Web IF,b Combined I lOver Under I Over Under IOff Center I Tilt and I I mm I mm I mm I Warpage, mm I I ~I- - - - - - - 1 I I I I I I I I 3 3 I 6 3 I 6 IB/100, but notl I I I Ilessthan6mml I
a
[
H is measured parallel to the web at the web center line. F is the maximum offset at the toe of the flange from a line normal to the plane of the web through the intersection of the web center line and the outside face of the flange.
ASEP Steel Handbook ·12-
I
Built-Up Shapes 1-11
B. STRAIGHTNESS TOLERANCE I
Length nun
IMember
I I
Permissible Variations in Straightness, nun
I I
Less than 9,100 9,100 to 13,700 Over 13,700
1 nun x (total length in m) 10 nun 10 nun + 1 nun x (total length in m - 13.7 m)
IBeams wlo I specified ICamber or I Sweep
All
1 nun x (total length in m)
IColumns
I I
I
C. CAMBER AND SWEEP TOLERANCES I
Member IVariable I I Beams except ICamber below a I I Beams with I top flange I embedded in I concrete b I I I I Sweep I Beams I
I
IPermissible Variations f~'om Specified Camber or Sweep,nun I I I 2 nun x (test length in m), but not I less than 6 nun I I I I 0.5 nun x (total length in m) , but I not less than 6 nun I I 1 nun x (total length in m)
a
Tolerance over specified camber of beams need not exceed the greater of 1 mm x (length to the nearest end in m) or 19 mm. The toler
b
Must not have a designed concrete haunch. Specified tolerance is for over and under specified camber.
ASEP Steel Handbook -13-
I
I I I I I I I I I I I I
1-12 Built-Up Shapes
NOTES
ASEP Steel Handbook ·14·
Built-up Shapes 1-13
TABLES OF DIMENSIONS AND PROPERTIES
ASEP Steel Handbook -15-
1-14 Built-Up Shapes
y
tf~'
I I I
III
x--- : ---x
T hH
"i~t:,=~JJJ
Wt-;=
BW SHAPES Dimensions Proptrties
L_1__-J Deslgnetion HxW
Weight W kg/m
Ivea
A
mm 2
Flal1ge Distances Web w B/~ h H t.", B T ~ mm mm mm mm mm mm '11m
BW 1oo0x x x x x
519 497 463 393 373
517,94 496,51 463,15 393,29 373,03
55,980 63,250 59,000 50,100 47,520
1,000 1, (XX) 1,000 1,000 1,000
BW
900 x x x x x x x x
496 444 410 379 357 330 304 283
495,96 443,53 410,16
900 900
357,33 330,33 300,83 283,39
63,190 58,500 52,250 46,100 45,520 42,090 38,704 36,100
900 x x x x x x
347 315 264 239 225 202
347,28 314,7.9 264,39 237,99 224,(51 202,22
44,240 40,100 33,680 30,304 28,600 25,760
BW
3n.59
35
450
32
936
920
28
4~
45
25
450
40
910 920
900 900 900 900 900 900
25 20 20 20 16 16
450 450 450 450 450 450
35
esc
794 904
35
830
32
836 944 944
914 820 929
82S
850
834
8 5.63 8 6.43 8 6,43 9 7,00 8 8,04 8 8,04 8 9,00
900 900
28
300 300 300 300 300 300
BOO 836 944 944
814 820
e
900 900 900 900
25 20 16 16 16
45 45 40
460
28
28 25 35 32 28
29 25 20
950 960
ASEP Steel Handbook
994
5,00 35,71 5,00 40,00 5,63 40,()() 6.43 50,00 7,00 50,00 9
894 904 914
25 25 20 20
450 450 4BO
8 8 8 8
910 910 920 930
28
~14
82S 82S 934 944
HIt.",
H/At 1/mm
0.049 0.049 0,058 0,063 0,0S9
8 5.00 3;;1,14 0,044 3$,00 36,00 45,00 45,00 45,00 56,25 56,25
0,050 0,r:/S7 0,057 0,063 0,071 0,071 0,090
8 4,29 3;;1,14 4,69 36,00 9 5,36 45,00 9 M6 56,25 9 6,00 56,25 9 7,50 56,25
0,086
0.094 0,107 0,107 0,120 0,H50
Built-up Shapes 1-15
8WSHAPES Dimensions Properties Elastic Properties Axis X-X Axis V-V I SIS x10S x103 r x10s x103 r 4 3 4 3 mm mm mm mm mm mm
Plastic Modulus
z"
z..
Designation HxW
x103 mm 3
x10 3 mm3
25,135 24,514 22,570 19,523 16,320
4,.735 BW 1000 x 4,696 x 4,194 x 3,537 x 3,334 x
0.99 0.69 0.67 0.66 0.95
116.1 10,999 21,999 406.3 119.2 10,611 21,522 413.4 116.0 9,921 19,643 410.1 116.7 6,577 17,354 415.2 117.6 6,115 15,231 413.3
685 685 509 532 467
1.00 0.99 0.95 0.99 0.96 0.95 0.96 0.95
119.2 119.1 117.S 119.6 116.9 117.5 119.7 116.5
370.0 371.6 368.3 377.3 37M 371.1 39:).2 376.6
585 3,044 509 2,705 53:3 2,367 532 2,365 467 2,162 426 1,893 426 1,691 390 1,669
104.1 21,905 100.6 19,693 101.0 17,929 105.2 17,068 100.4 15,994 10o.s 14,549 104.9 13.637 102.61:2,734
4,715 BW 4,176 3,673 3,627 3,324 2,919 2,669 2,566
900 x x x x x
0,66
74.0 74.2
5,264 11,699 345.0 4,835 10,745 347.2 4,197 9,326 353.0 3,996 6,881 363.1 3,691 a,202 359.2 7,049 350.9 3,172
159 1,060 145 967 1';:.7 9¥ 126 942 113 752
so. 0 13,905 SO.2 12,701
1,739 BW 1,571 1,344 1,314 1,179 955
900 x 347 x 315 x 264 x 239
0.95 0.67
0.92 0.69 0.63
75.0 76.9
75.9 73.7
6,S46 7,610 7,007 S,648 S,401 5,794 5,594 5,127
19,219 17,355 15,746 15,219 14,224 12,676 12,430 11,393
3,045 3,043 2,705 2,355 2,153
90
502
101.9 104.0 101.5 100.1 101.2
61.3 10,99S 64.S 10,174 9,.0153 62.6 9,236 59.2
ASEP steel Handbook -17-
516 497 463
393 373
495 444 410 378 357 x :300 x 304
x
m
x 225 x 202
1-16 Built-Up Shapes
y
Ili-:t='c=~r=-TTr x - - - - !J- - - - x
I~ I
T h H
wi~I~~JU
BWSHAPES Dlmen$lons
Propertils
L~~---J Designation HxW
BW
BW
BW
BW
9:Xl x x x x x
Weight W kgfm
296 296.42
275,06 252 251.70 236 235,50 2~
Area
Web FlanQe Distances H B t h T w B/2tf tw f mm mm mm mm mm mm mm
A mm 2
aoo eoo
37,760 35,040 32,064 30,000 27,000
20 20 16 16 12
360 300 360 360 360
16 16
300 300
360 360 360 360
700
20 16 16 12 12
BOO BOO BOO BOO BOO
20 16 16 12 12
360
9:Xl
9:Xl x 212 211.95 27,000 x 100 189,66 24,160
eoo eoo eoo aoo
700 x 281 260,72 85,760
700
212 211.95
x x x x
261 239 219 203
260,75 00,216 239,14 30,464 218,92 27,999 202,53 25,900
SOD x x x x x
244 '227 210 193 166
243,66 226,58 210,38 193,11 165,79
\
,
700 700
700
31,040 28,864 26,900 24,600 21,120
:
,,
32 26 26
25 25 25 20 32 32 26 26 25
360
l
,
360
26 26
360 360
25 25
360
20
,
726 734 734
6 5,63 40,00 0.069 6 6,43 40,00 0,079 6 6,43 50,00 0.079 7,20 50,00 0,069 6 7,20 66,67 0,069
750 760
734 744
6 6,00 50,00 0,107 7,50 50,00 0,100
636
620 620
5,63 35,00 0,061 5,63 43,75 0,061 6,43 43,75 0,069 6,43 59,00 0,069 7,20 $,$3 0,079 6,43 6,43 7,20 7,20
720
726
e e
636 644 644
626 626
650
634
B B 8 8 6
544
526 526 534 534 544
8 B 8 8 8
550 560
!
1/mm
736 744 744 750 750
544 550
i,
H/~
HIt,.,
\
ASEP Steel HanCbook -18-
30,00 0,060 37,50 0,060 37,50 0,067 50,00 0,067 50.00 0,0El3
9.00
,
,
\
\
,I
\
,
Built-Up Shapes 1-17
y
"~~~r-)11
wtL~:_~-W
BWSHAPES Dimensions Properties
a/I
xi 03
/mm
rt mm
l-w
Elastio Properties Axis y-y Axis X-X I S I S 3 s xi OS r x10 r xi 0 xi 03 4 3 4 mm mm mm mm mm3 mm
Plastic Modulus
z" 3
z., 3
xi 0 mm 3
xi 0 mm3
Designation HxW
1.09 1,05 1.09 1.07 1.12
94,4 93,1 95,0 94,0 96,2
4,064 3,591 3,554 3,288 3,126
10,160 9,229 8,895 8,166 7,914
329,1 324,6 332,9 330.0 340,2
249 218 219 195 195
1,385 1,212 1,211 1,091 1,091
81.3 78,9 92,5 eo,6 94,9
11,556 10,549 9,996 9,225 8,663
2,147 BW 1,889 1,962 1,668 1,647
800 x x x x x
1,03 0,97
76,9 74,9
2,916 2,411
7,039 6,027
322,9 315.9
113 90
752 602
64,6 61,1
9,063 6,990
1,173 BW 949
eoo x
1,28 1,32 1.29 1.33 1.31
95,5 97,0 96,1 97,9 87,1
3,001 2,915 2,633 2,644 2,326
8,574 8,329 7,524 7,270 6,645
289,7 296.3 294,0 302,1 300,3
249 249 218 218 194
1,395 1,394 1,211 1,210 1,081
83,5 86.6 84,6 89.4 96,8
9,718 9,313 8,433 8,018 7,343
2,1'37 BW 2,114 1,856 1,839 1,643
700 x x x x x
281 261 239 219 203
1,50 1.55 1,51 1.56 1.51
95,7 97,2 96,4 98,1 96,7
1,919 1,865 1,711 1,655 1,387
6,395 6,217 5,702 5,517 4,624
248,6 254,2 252,6 259.4 25('),3
218 219 195 194 156
1,212 1,211 1,091 1,080 964
83,8 86,9 85,2 89,9 85,8
7,245 6,950 6,395 6,093 5,117
1,859 BW 1,949 1,655 1,640 1,316
600 x x x x x
244 227 210 193 166
ASEP Steel Handbook -19-
296 275 252 236 212
212 x 190
1-18 Built-Up Shapes
"IJ=r ol-n y
x---
I----X T h H
Wt,:c-·---1-__ - --~'-=
i --111
8WSHAPES Dimensions Propwtlu
_ .....
l-~----l Weight W kgfm
Area A mm 2
196,44 169,17 150.41 132,92 117,56
23,750 21,550 19,160 16,920 14,976
600 600 600 600 600
20 16 16 12 12
255 205 255
600 x 157 157,39 20,050 x 140 140,12 17,850 x 123 123.40 15,720 x 101 101 ,11 12,980
600 600 600 600
600 x 90 99,60 x 79 79,13
11,440 10,090
450 x x x x x
23,104 21,400 19,900 16,920 13,790
Designation HxW
BW
BW
8W
8W
BW
600x x x x x
196 169 150 133 119
191 168 155 133 109
191.37 167,99 155.43 132,92 100,17
450 x 101 101.42 12,920 x 95 94,99 12,100 x 63 93,05 10,590
Flange Dietancee Web H tw T w B/~ B tf h mm mm mm mm mm mm mm
5SO
53<1
550 560 560 569
~
255 255
25 25 20 20 16
16 12 12 10
225 225 225 225
25 25 20 16
550 5t'O 560 569
634 534
600 600
10 10
190 190
16 12
569 576
554
450 450 450 450
16
29
12 12 10
300 000 300 300 300
25 25 20 16
3$<, 400 400 410 419
394 404
12 10 10
200 200 200
20 20 16
410 410 419
394 394 404
450 450 450 450
is
ASEP Steel Handbook -20-
544 544 554
544 554
566 378 394 394
HIt,.
H/Ar 1/mm
9 9 9 9 7
e,10 ~,OO 5,10 37,50 6,39 37,50 6,39 50,00 7,97 50,00
0.094
8 8 8 7
4,50 4,50 5,63 7,03
37,50 50,00 50,00 60,00
0,107 0,107 0,133 0,167
7 5,63 5 7,50
60,00 60,00
0.279
9 8 9 9 7
5.36 6,00 6,00 7,50 9,39
29,13 29,13 37,50 37,50 45,00
0,054 0,060 0,060 0,075 0,094
9 5,00 5,00 7 S,25
37,50 45,00 45,00
0,113 0,113 0,141
e
0,094 0,119 0,119 0,147
0,209
Built-Up Shapes 1-19
II~ x -:..- - -
_I-Iw
Elastio Properties
I
x-x
Plastic Modulus
Axie Y- Y
SIS
xi OS mm s
r mm
69 89 55 55 44
545 543 435 434 347
54,1 56,7 53,9 57,2 54.4
5,179 4,976 4,212 3,999 3,351
48 48
48,7 51.6 49,2 48,6
4,444 4,142 3,551 2,909
668 BW 653 52S 419
600 x 157 x 140 x 123 x 101
173 130
36,9 34,1
2,488 2,100
273 BW 209
600 x 90 x 79
126 113 113 90 72
941 751 750 600 480
73,9 72,5 75.4 73,0 72,3
4,166 3,668 3,094 2,520
1,265 BW 1,151 1,139 915 730
450 x 191 x 168 x 155 x 183 x 109
27 27 21
267 267 214
45,5 47,0 44,9
2,224 2, 140 1,8-26
415 BW 410 330
450 x 101
236.8 243,4 230,8
1,40 1.47 1.40 1.37
57,8 59.4 58,1 57,8
1,152 1,097 93S 787
3,641 3,656 3,109 2,558
239,7 2'17,9 243,S 244,0
38 30
424 423 338 270
1,31 1.19
45,1 43,2
844 533
2,147237,3 l,n8 229,9
18 12
2,13 a09 a15 a07
631
aos
61.8 81,0 82,3 81,2 80,9
51S
3,692 3,893 3,298 2,n3 2,261
1aG,S 188,9 193,S 192,0 193,0
1.96 201 1.92
52,8 53.4 52,3
439 426 362
1,951 164,3 1,900 169 0 1,811 18-'3 1
624
Designation HxW
541
4,439 4,255 3,641 3,44$, 2,931
763
Zy
xi OS mms
600 x 196 x 189 x 150 x 133 x 119
1,332 1,278 1,092 1,034 679
242,3
z.
xi OS mms
64,9 85.4 64,7 66,7 65,1
~47,2
r mm
xi 03 mms
xi OS mm4
1.36 1,44 1.35 1.43 1.36
742
T h H
Wt-;:::
Proper~es
x10 S mm4
i:1- - - - x
Jill II L ~ I
BWSHAPES Dimensions
Axie
TI 11
hSEP Steel Handbook -21-
3,a28
969 BW 848 69S
670
x 95 x
as
1-20 Built-Up Shapes
y
ff i
7-=rl1f x- - -
t
W
-It ---
xT
=J ,_lJ I h H
eWSHAPES Dimensions Properties
w
-l
-'--~T--~-"---'~~
---.- t
L-~--1 Weight W kg/m
Designation HxW
BW
BW
BW
450 x 70 x 55 x 51
70.49 5M1 50.55
9,SSO
450
150
16 12 10
419 426 430
200 200 200
16 15 12
319 216 325
10 9 9
150
10 9 6
150
450
9,580 6,944 7,408
850 :350
6,929 6,240 5,590
350 :350 350
6 180 6 180 6 160
12 10 10
325 330 330
4,390 3,924
350 350
6 120 6 120
10 9
330
51.24 46.91 41.45
6,529 5,976 5,260
300 300
9 6 5
180 180 180
12 12 10
300 x 29 26.89 x 25 25,94 x Zl 22.98
3,660
300 300 300
6 100 5. 100 6 100
10 9 6
294 266
75.20 x 70 70.21
$50 x 75
x 59
58.15
350 x 54 x 49
54.39
ew 350 x
48.96
34 34.39
x 31 30.60 300 x 51
x 47 x 41 BW
A mm 2
Distances Fiance Web h T W B/2tl B H tw ~ mm mm mm mm mm mm mm
7,009 6,440
x 44 43.60
BW
Nee
3,304 2,926
450
350
300
420
7 4.69 5 6.:25 5 7.50
H/~
1/mm
45.00 0.199 56.:25 56.:25
0.250 0.300
7 6.25 7 5.25 5 6.33
35.00 0.109 43.75 43.75
0.109 0.146
320
5 7.50 5 9.00 5 9.00
43.75 43.75 59.33
0.162 0.194 0,194
320 324
5 6.00 5 7.50
59.33 56.33
0,292 0.395
276 275 280
266 266 270
5 7.50 5 7.50 5 9.00
37.50 50.00 50.00
(), 139 0.139 0.167
260
270 274 279
5 5.00 50.00 5 6.25 50.00 5 9.33 50,00
D.300 0,375
334
ASEP Steel Handbook -22-
404 416
HIt.,
304
804 316 316 320
0,500
Built-Up Shapes 1-21
y
:
:----x
x----
BWSHAPES
i -c _
jew
I
~
W
Dimensions Properties
-T1-
~lll=-1-1
Irt=-+= ,~WI
Th H
,ill
I
I
.;---------~
Plastic Modulus
Elastic Proper~es
OJI . x108 /mm
x-x
rt mm
I x10 6 mm4
Axis AxisY-Y SIS x10 8 r x106 xi 03 r mm8
mm
mm4
mm 3
mm
~ xi 08
xi 08
mm8
mm3
Zy
Designation HxW
9,0 6,8 5,6
120 90 75
31.7 31.1 29,6
1,478 1,151 1,030
190 BW 142 119
450 x 70 x 55 x 51
1,174 1,143 916
146,4 21.4 149.6 21,3 147.1 16.0
214 213 160
47.2 48.9 46.5
1,322 1,271 1,024
328 BW 325 245
350 x 75 x 70 x 58
146.5 128.0 122.0
837 732 697
1454 11.7 143.2 9.7 147,9 9,7
130 108
943 830 775
200 BW
350 x 54 x 49
108
41.1 39.5 41.7
30,7 29,9
97,3 74,9
499 427
141,2 13:),0
2,9 2,3
48 39
25,7 24,3
571 496
75 BW 61
3,00 3,11 3. 01
48,0 49.9 48.3
103.6 100.1 86.7
691 669 678
1260 11.7 129.5 11.7 128.1 9.7
130 130 108
42.3 44,2 42.9
774 736 640
199 BW 197 165
300 x x x
51 47 41
2.73 2.56 2.33
25.5 24,9 23,7
53.0 45,6 37,9
854 304 253
120.1 117.4 113,7
33 27 20
21,3 20,1 18.5
408 355 301
53 BW 43 33
300 x x x
29 26 23
1.91 1. 76 1.66
89,1 37,9 36.9
297,0 224,2 199.2
1,276 178.9 997 178,9 861 175,4
2,60 2.67 2,53
53,5 54,3 53.1
205.4 200.1 160.2
2.49 2.39 2,51
47.4 46.6 47,9
2,34 2,20
1.7 1.3 1.0
167 165
-
ASEP Steel Handbook -23-
x 44 350 x 34 x 31
1-22 Built-Up Shapes
y
"~~r=o~m -li 1 w
i-;=
JI~~ ,
6WSHAPES Dimensions Properties
-': -I.
-
L-~---J Designation HxW
SW
SW
BW
8W
8W
Weight W kg/m
Area A mm 2
Distance; Flange Web T w B/2tf t h B ~ f mm mm mm mm mm min mm H
5 6.25 31.25 5 6.25 41.67 5 7.50 41.67
0.139 0.139 0,167
6
234 238
220 224 228
5 5.00 15 6.25 5 8.33
41,67 41.67 41.67
0.250 0.313 0.417
8 150 6 150
12 10
176 180
166 170
5 6.25 5 7.50
25.00 33.33
0.111 0.133
6 120
12 10 9
176 190 194
166 170 174
15 5,00 5 6.00 5 7,ro
33,33 33,33 33,33
0,139 0,167 0,206 i
10 10
180 100 194
170
5 5.00 25.00 15 5.00 33.33 5 6,25 33.33
2ro 2ro 250
9 1ro 6 1ro 6 150
12 12 10
250 x 27 26,53 x 24 23.58 x 21 20.63
3,380 3,004
6 6
6
100 100 100
10 8
~628
250 250 2ro
200 x 39 x 32
5,008 4,080
200 200
200 x 31 30,90 x 27 27,32 x 24 23,74
3,936
200 200
200 x 27 x 24 x 21
3,440 3,080
42.45 39.90
34.38
39.31
32.03
27.00 24.18 21.23
3,490 3,024
~704
H/A, . 1/mm
216 216 220
5,409 4,956 4,380
2rox 42 x 39 x 34
H/~
200
6 120 6 120
200 200 200
8 100 6 100 6 100
e
226 226 230 230
170 174
0.200 0.200 0.250
I
ASEP Steel Handbook ,
,
.Y
;
1
Built-Up Shapes 1-23
m
y
1
IIP-li wi: BWSHAPES Dlmen$lons Properties
y
I Plastic Modulus
Elastic Prerties OJI
xi OS /mm
rt mm
Axis x-x I S x1(f xi OS r 4 s mm mm mm
~ xi 03 mm3
439
22,2 21,1 19,5
319 276 281
52 BW 42 32
250 x 27 x 24 x 21
90 75
36,7 37,1
400 334
138 BW 114
200 x S9 x 32
3,5 2,9 2,3
59 49 38
29,6 29,9 27,6
317 277 235
BW
74 59
200 x 31 x '27 x 24
1.7 1,7 1.3
33
22,1 23,3 22,2
255 239 204
53 BW 52 42
200 x 27 x 24 x 21
1O{, 1 106,1
505
279 239 197
101,6 99,7 96,9
1.1
S3
1.3 1.0
27 20
35,5 30,0
315 SOC
84,2 85,9
6,9 5,6
32,7 32,3 31,7
29,2 '2.1. 6 20,8
Z92 246 208
84,7 94,1
25,9 26,6
22,0 21,0 17,9
220 210 179
79,&
454 394
3,44 8.24 2.98
26,0 25.4 24.4
34,9 29,8 24,6
4,77 4,75
40,7 40,9
4,90
26,0
470 104,2
93,0 82': 81,3
xi 0 mms
Designation HxW
250 x 42
35.4 36,9 35,9
59,7 56,9 49,3
z., 3
139 BW 137 115
90 90 75
40,1 40,9 40,3
4,33 4,58 4,30
AxisY-Y S xi 03 r s mm mm
6,9 6,9 5,6
3,65 3,77 3,65
4,63 4,43
I xi 06 mm4
I
G
S3 27
ASEP Steel Handbook -25-
581
ee
x S9 x 34
1-24 Built-Up Shapes
y
"~~~lr~, rTI wt-c=J:l_
w
BH SHAPES Dimensions Properties
-111
-~--r-··~·m .. _... j
.~"--+
L---~----J Weight Desi gnation HxW
BH
BH
BH
kg/m
Area A mm 2
-w
700 x x x x x x
700 691 629 614 508 484
700,22 691,39 62963 614,26 508,29 483,66
69,200 96,900 90,090 79,250 64,750 61,600
600 x x x x x x
536 524 479 458 413 396
636,00 523,99 479,95 459.44 412,91 3&5,59
68,280 66,760 61,000 59,400 52,600 49,120
450 x 423 423,27 x 412 411,65 x 366 365,50
53,920
52,440 46,560
Dietanoes Web Flanae T w B/2I f H tw B tf h mm mm mm mm mm mm mm
700 700
700 700 700 700
600 600 600 600 600 600
450 450 450
32 29 29 25
25 20 28 25 26 20 20 20 16 12 12
HIt".
H/~
1/mm
21,89 0,020 25,00 0,020 25,00 0,022 29,00 0,022 29,00 0,029 35,(1() 0,029
700 700 700 700 700 700
50 50 45 45 35 35
600 600 610 610 630 630
594 594 594 594 614 614
9 9 9 9 8 8
7,00 7,00 7,79 7,79 10,00 10,00
600 600 600
45 45 40 40 35
610 610 520 520
494 494 504
504
32
530 536
,314 520
8 9 9 9 9 9
6,67 6,67 7,50 7,50 9,57 9,39
21.43 24,00 24,00 30,00 30,00 30,00
0,022 ' 0,022 0,025 0,025 0,029 0.031
40 40 35
370 370 390
354 364
9 7,50 9 7,60 9 9,57
29,13 37,50 37,50
0.019 0.019 0,021
600 600 600 600
600 600
~
ASEP Steel Handbook -26j
Built-Up Shapes 1-25
ITl
y
t4=-:t-=---=:;-r:::=~ x---.
8H SHAPES Dimensions Properties
Q~I
wi-
1
=jl~--=:o-UJ I
L-~-J
Elastio Properties Axis y-y Axis X-X I S S I xi oj xi OS xi 03 xi OS r r 4 3 4 3 mm mm mm mm mm mm
x1(il /mm
rt mm
1.42 1.44 1,41 1.42 1.(37 1.40
1934 194,4 193,5 194,4 192.0 193.9
7,984 7,912 7,297 7,241 5,943 5,939
22,812 22,607 20,950 20,698 16,981 16,693
1.B7 1.59 1.SS 1.69 1.~
100,0 166.9 165.9 167.3 100.3
1.62
16~,7
4,477 4,444 4,083 4,004 3,6Q.4 3,357
14,923 256.1 1,621 14,813 258,0 1,621 13,542 258.1 1,441 13,O~6 261.9 1,440 12,014 261.9 1,260 11,19:) 261.4 1,152
2.35 169.9 2,091 2.37 17M 2,074 2.33 170.2 1,888
I ____ X T h H
299,2 301.9 301.9 304,2 3030 307,9
Plastic Modulus
z" 3
?y, 3
xi 0 mm3
xi 0 mm3
Designation HxW
8,171 8,170 2,~9 2,574 7,353 2,573 7,352 2,002 5,719 2, 001 5,718
179,1 181 ,~ 179,3 191,3 175.9 180,2
25,630 25,270 23,237 22,958 19,773 18,277
12,404 12,368 11,145 11,120 8,673 8,638
8H
700 x x x x x x
700 691 629 614 508 484
5,403 5,402 4,802 4,801 4,201 3,841
154,1 155,9 153,7 157,0 154,8 153,2
16,806 16,611 15,130 14,792 13,270 12,342
8,200 8,180 7,281 7,252 6,353 5,914
8H
600 x x x x x x
536 524 479 459 413 396
163.4 10,388 165,7 10,251 164,5 9,148
7,224 7,213 6,314
8H
450 x 423 x 412 x 365
2,860
9,294 196.9 1,440 4,800 9,219 198,9 1,440 4,800 8,300 20D.3 1,260 4,200
ASEP Steel Handbook -27-
1-26 Built-Up Shapes
y
If9:=
1
I I I
w
~111
X---_.I··---X T h H I
-1~-lU I I
BH SHAPES Dimensions
iL
w
Proper~"
y
B
Designation HxW
BH
8H
8H
450 x x x x
441 430 397 369 x 322 x 007 x 007 x 280
Weight W kgfm
441.17 400,19 397,Oe 399.69 321,96 :306.94 306.94 259.68
Alee. A
x10S
mm 2
(56,200 ~,900
5O,eeO 49,500 41,000 39,100 39,100 33,060
350 x 237 x 226 x 204 x 204 x 198 x 179 x 170 x 142 x 1S7
236,99 00,190 ~,77 29,760 204,41 26,040 204.41 26,040 188.40 24,000 179.98 22,800 169,56 21,600 142,24 18,120 137,38 17,500
350 x 149 x 140 x 128 x 124 x 104
149,02 139,79 128,35 123,64 104.41
18,984 17,808 16,350 16,7!50 13,300
Flange Dililtancee Wflb H Iw B h T w B/2tt ~ mm mm mm rf'lm mm mm mm
450 450 450 450
32 29 29
450 450 450
~
450
450
2!5 20 20 20
450 450 450 450
25
360 360
450 450 450
350 350 350 350 350 350 350 350 350 350
350 350 350 350
20 20 20 20 16 12 12 10 18 12 12 10 10
6') 50 'lei 'Ie ~
35 35 29
HIt,.
H/At 1/mm
14,06 16.07 16,07 19,00 19,00 22,50 22,50 22,50
0.020 0,020 0,022 0,022 0,029 0.029
378
8 4,50 9 4,50 9 e,oo 9 e,oo 8 6,43 8 6.43 8 6,43 8 8.04
28S 296 294 294 300 300 300 810 310
270 270 278 278 284 284 294 294 294
8 8 8 8 8 8 8 8 8
5,63 5,63 6.43 6,43 7,20 7,20 7,20 9,00 9,00
14,00 17,50 17,50 17,50 17,50 21,86 29,17 29.17 35,00
0.030 0,030 0,035 0,035
294
278 278 294 294 294
8 8 8 8 9
4,55 21.88 0,049 4,55 29,17 0.049 e,10 29,17 O.~ 5,10 35,00 O,~ 6.38 ~,OO 0.069
~
350 360 380 300 380 380 394
360 360
32 32 29 29
360 360 350 360
2!5 25 20 20
255
29 29 2!5
294 300
25
300
255 20
310
sec
255 2!55 255
~
ASEP Steel Handbook -28-
334 334 344 344 384 364 3S4
0.029 0,036
0.039 0.039
0.039 0.049 0,049
i
Built-Up Shapes 1-27
-n f x---j:r----x '(
Ift--35-~ir
T h H
wiL~CCjt.~-Jll ,
BH SHAPES Dimensions Properties
OJI . x103 /mm
rt mm
l---~-J
Elastic Properties Axis X-X AxisY-Y I I 8 8 6 3 6 xi 0 r xi 0 x10 xi 03 r 4 3 mm mm mm mf!l4 mm3 mm
Plastic Modulus
z" 3
Zy
3
xi 0 mm3
mm3
xi 0
Designation HxW
124.8 125.4 124,8 125.3 123.8 125.0 125.0 123.6
1,924 1,909 1,776 1,765 1,474 1, 151 -, ,451 1,226
8,550 8,486 7,895 7,844 6,!'i50 6,449 6,449 5,447
185.0 186.7 187.4 188,8 189,6 192,6 192.6 192.5
760 760 684 684 532 532 532 426
3,879 3,878 3,040 3,040 2,365 2,364 2,364 1,891
1j 6.3 117.8 116.3 117,5 1139 1166 116.6 113.4
9,980 9,858 9,108 9,011 7,439 7,258 7,258 6,093
5,152 5,131 4,627 4,613 3,603 3,582 3,582 2,874
BH
2,89 98,9 2,94 99.9 2,87 99,2 2,87 99,2 2,91 99,6 2,96 99.6 2.91 100,6 2,91 99.7 2,85 100.4
633 623 566 566 521 512 503 422 417
3,618 3,562 3,,'136 3,236 2,979 2.927 2,876 2,413 2,385
14'.. 'l 147.2 147,5 147.5 147,4 149.9 152.6 152.7 154.4
249 1,384 249 1,383 218 1,211 218 1,211 195 1,081 195 1,081 194 1,080 156 864 156 864
90.9 93,1 915 91,5 90,0 92.4 94.9 92.7 94.3
4,175 4,072 3,678 3,678 3,375 3,285 3,195 2,664 2,616
2,118 2,102 1,844 1,844 1,650 1,639 1,631 1,307 1,304
BH 350 x 237
2,94 2,90 2,94 2,99 2,79
405 396 364 360 303
2, 314 2,266 2,082 2,056 1,731
146.1 149,2 149,3 151.2 150,9
608 607 542 542 434
63.9 65,9 65,0 662 64.5
2,645 2,558 2,342 2,297 1,923
929 921 824 820 658
BH 350 x 149
2.34 2.36 2,31 2,32 2,22 2.25 2,25 2,17
69.9 70,9 70.4 70,9 70,1
77 77 69 69 55
ASEP Steel Handbook -29-
450 x x x x x x x x
x x x x x x x x
x x x x
441 430 397 389 322 307 307 260
226 204 204 189 179 170 142 137
140 129 124 104
1-28 Built-Up Shapes
y
trt J-=:'-~-lTl x----I ---x
wi~
oj! -iw
L:
1 h H
jJ I
===::::J
BH SHAPES Dimensions Prop$I'ties
_'" __ +
I
__ 8 _ ... _.~
Designation HxW
BH
BH
BH
BH
300 x x x x x x x x x
333 327 300 296 259 250 218 197 191
300 x x x x x x x x
170 163 149 141 119 115
Weight W kglm
Area
332.94 326.56 300.60 295.55 259.74 249.94 217.92 196.56 180.55
42,400 41,600 39,280 37,650 32,960 31,840 27,760 25,040 23,000
A
mm
2
170.19 21,680 162.53 20,704 149.15 19,000 141.30 16,000 119.69 15,120 114.61 14,SOO 96 96.40 12,280 92 92.19 11,744
300 x 85 85.09 x 61 90.99
10,840 10,304
300 x 79 77.56 x 64 64.06 x 60 59.72
9,980 8,160 7,609
Distanoes Flanae Web B tf h H tw T !IW BI2tf mm mm mm mm mm mm mm
300 300 300 300 300 300 300
300 300 300
300 300 300 300 300 300 300 300
300 300
300 300
360 360 3eo
228 228 234 234 244 244 254 254
9 8 8 6 6 8 7 7
254 254
7 7.97 7 7.97
30.00 37.50
254 266
7 7.02 5 9.,19 5 9.39
30,00
300
300 300
28 29 25
800
25
300 300 300 300
20 20 16 16
255 255
16 16
;268
225 225 9 2Z'S
16 12 12
269 276 276
10 10
268 268
:':013
ASEP Steel Handbook
-30-
0.036 0.036 0.040 0.040 0.050 0.050 0.063 0.063
244 244 250 250 260 260
25
10 9
5.36
9 8 8 8
360
20 16 16 12 12 10 10 8
0.017 0.017 0.019 0.019 0.022 0.022 0.026 0.030 0.033
194 194 194 194 209 208 220 228 234
360
360 360 360 360
2661
e 8 8 8 8
HIA, 1/mm
9.39 3.60 3.60 10.71 4.00 10.71 4.00 12.00 4.74 12.00 4.74 15.00 5.63 15.00 6.43 15.00 7.20 15.00
200 200 210 210 224 224 236 244 250
50 50 45 45 39 38 32 28
32 29 28 25 25 20 20 20 20
HIt"
15.00 Me 16.75 6.00 16.75 6.00 25.00 7.50 25.00 7.50 30.00 9.39 30.00 9.39 37.50
0.074 0.074
0,093 30.00 0.111 37.50 0.111
Built-Up Shapes 1-29
y
-~i[=ll1
t(t-- 1_ L I \~r---
x- - -
SH SHAPES Dimensions Properties
Qll x1Q3 /mm
rl mm
w+-.+c
:1- - - - x T h H
1w -:r=-i....
-ilJ
=:-J
'_.
L-~~---l
Elastio Properties Axis y-y Axis X-X I S I S xi 06 xi 06 xi 03 r xi 03 r 4 3 4 3 mm mm mm mm mm mm
PI astio Modu Ius
Z. 3
xi 0 mm3
Zy
3
xi 0 mm 3
Designation HxW
3,80 3,82 3,71 3,73 3,61 3.55 3.53 3,44 3,37
101,0 101.3 100,8 101,1 100,5 101,2 100,5 100,0 99.4
591 589 546 544 496 492 438 398 367
3,942 3,924 3,643 3,627 3,308 8,277 2,917 2,re6 2,449
118,1 119,0 121.1,5 121.3 122,7 124,3 125.6 126,1 126.4
389 389 343 342 296 296 249 218 195
2,163 2,162 1,903 1,902 1,643 1,642 1,383 1,211 1,081
95,8 96,7 95.4 96,2 94,7 96.4 94,7 93,3 92,0
4,820 4,780 4,370 4,336 3,898 3,835 3,366 3,039 2,788
3,291 3,279 2,893 2,ee4 2,497 2,485 2,097 1,839 1,645
SH
3.40 3.45 :3,:38 3,44 3,32 3,3S 3,25 3,30
82,7 83,4 8:3,0 83,9 83,1 83.6 82,9 93,5
336 331 305 300 253 250 210 207
2,240 2,209 2,035 2,000 1,688 1,668 1,399 1,377
124,5 125,5 126,7 129,1 129,4 130,9 130,7 132,6
126 126 113 113 90 90 72 72
841 841 751 750 600 600 480 480
76,3 78,0 770 79,1 77.2 78,5 76,6 78,3
2,582 2,523 2,313 2,250 1,883 1,949 1,543 1,507
1,294 1,276 1,141 1,134 909 907 727 724
3,21 3,25
69,9 70,5
181 178
1,205 1,184
129,1 131,3
44 44
347 347
63,9 65,5
1,338 1,302
3,17 3,00 3,08
51.3 60,0 60,9
151 130 126
1,075 964 840
127,9 125.0 128,7
30 23 28
270 203 203
55,5 52,9 54,7
1,202 968 930
ASEP Steel Handbook -31-
300 x x x x x x x x x
333 327 295 290 259 250 218 197 181
SH
300 x x x x x x x x
170 163 149 141 119 115 96 92
527 524
BH
300 x 85 x 81
412 311 808
SH
300 x 78 x 54 x 50
.
r'. 1-30 Built-Up Shapes
n J[ ---r y
i1rwt- C-r x- - -
-J-
xT
hH
vr~i~--111
SH SHAPES Dim$n$ion$ Prop$l'~n
y
I
B
Weight W kg/m
Area A mm 2
157 143 125 119 100 81 78
157.31 142.56 125.21 119.93 99.85 81.17
77.75
20,040 19,160 15,950 15,150 12,720 10,340 9,904
250 x 67 x 52 x 46
67.35 51.87 45,84
8,580 6,608 5,940
200 x 97 97,34 x 83 82,90 x 78 . 77.87 x 75 75.36 x 63 63.43 x 51 51.50 x 49 48.73
200 x 39 39.31
Designation HxW
SH
BH
SH
SH
I
250 x x x x x x x
x 37 x 32
36.55 32,03
~·Fianae
Distanoes r w B/2tf h H B tf tw mm mm mm mm mm mm mm
H/~
1/mm
255
32 28 25 25 20 16 16
196 194 200 200 210 219 218
170 179 194 184 194 204 204
9 8 8 8 8 7 7
12.50 12.50 15,63 20,83 20,83 25.00 31.25
0.031 0.035 0.039 0,039 0.049 0.061 0.061
10 8 8
200 200 200
16 12 10
218 226 230
204 216 220
7 6.25 25.00 5 8.33 31.25 5 10.00 31.25
0.078 0.10<1 0.125
200 200 200 200 200 200 200
16 16 12 10 10 10 8
200 200 200 200 200 200 200
25 20 20 20 16 12 12
150 160 160 160 168 176 176
134 144 144 144 154 166 168
8 8 8 8 7 5 5
4,00 5,00 5.00 5.00 6.25 9.33 8.33
12,50 12,50 16.67 20.00 20,00 20.00 25.00
0.040
200 200 200
8 6 6
150 150 150
12 12 10
175 176 190
166 166 170
5 6.25 5 6.25 5 7,00
25,00 33,33 33.33
0,111 0,1111 0.133
20 20 16 12 12 10 8
255 255 255 255 255
250 250
12,400 10,560 9,920 9,600 8,060 6,560 6,206 5,008 4,656
4,080
H/t,..,
250
250 250 250 250 250 250 250
255
3.99 4.55 5,10 5.10 6,38 7.97 7.97
O.~O
0,050 0.050 0.063 0.083 0,083
!
.-
ASEP Steel Handbook -32-
Built-Up Shapes 1-31
y
111
tit ~- ---:r---= w
x- - -
BH SHAPES Dim.nslons Properties
Wj
_
OJI
4,32 4,19 4,15 4,22 4,06 8,96 4,02
rt mm
I x10 6 mm4
71.0 20 i,O 70,5 139,0 70.7 172,7
-c'
Jll
.+. !____ ~_.,....~_===:J
,
y
I x10s /mm
:1- -- .- - x T h H
Elastio Properties. Axis y-y Axis X-X S ! S x10" r x10 6 x10s r 3 4 3 mm mm ml':1 mm mm 1,649 101.4 1,512 102.0 1,392 104,1 1,S60 105("1,156 106.~ 964 108.C, 9'50 109.5
B
-l
Plastic Modulus
Z.
Zy
x10 3 mm3
x103 mrn3
Desig nati on HxW
99.6 77.5 69,2 69,1 55.3 44.2 44.2
695 1309 542 542 434 347 347
66.5 65,3 65.9 67,5 65.9 65.4 66.8 !
1,952 1,773 1,594 1,554 1,305 1,074 1,050
1,059 930 826 820 658 526 524
BH
250 x 157 x x x x
143 125 119 100 x 81 x 78
71.4 70,9 70,5 71.1
170.0 144,5 120.5 118.8 96,4 75.7 65,7
771 606 526
106.0 21,4 107,1 16.0 106,1 13,3
214 160 133
49.91 49.2 47,8
868 673 596
325 244 204
BH
3,65
54.7 54,4 53,9
250 x x x
5,36 I· 5,10 5,21 5,26 5,05 4,80 4,89
55,6 54,9 55,6 55.9 55.4 54.5 55,1
91,6 70,5 69,2 69.5 58,3 47,0 46.1
916
81,1 33.4 81.7 26,7 83,5 26,7 84.5 26.7 84.9 21.3 84,7 16,0 86,2 16,0
334 267 267 267 213 160 160
51.9 50,3 51.9 52.7
510 410 406 404 324 244 243
BH
514 49.4 50.8
965 822 797 784 659 529 513
200 x x x x x x
4,77 4,69 4,75
40,7 41,3 40,9
35,5 34,6 30,0
90 90 75
36,7 38,1 37,1
400 385 334
138 8H 137 1j 4
8.88 8.77
705 692 685
583 470 461 355 346
300
84,2 96,2 85,9
6.8 6.8 5,6
ASEP Steel Handbook -33-
67 52 46
97 93 78 75 63 51 x 49
200 x 39 x 37 x 32
1-32 Built-Up Shapes
y
"~45='1r---~1
n
X-----'Ir·'---X T hH
w~=J!L=~J_U j
Y
SH SHAPES Dimensions Proper tin
-1
,
_ _ ll___
.
.
lA, I
Designation HxW
8H
200 x
x
'"'''\:i''' Area ,'_~
W kg!m
27 27,32 24
23,74
A mm 2
3,480 3,024
~
Flange h H tl'! B tf mm mm mm mm mm Web
200
200
6 120 6 120
10
8
180 184
i ASEP Steel Handoook -34-
T
w B!2t f
mm mm
170 174
H!t,.,
H!Ar 1!mm
5 6,00 33,33 0,167 5 7,50
33.33 0.206
i
Built-Up Shapes 1-33
--
lTI
y
t,l wl~c:=-t-=
·:.~l~'lli I J
9H SHAPES Dimensions Properties
Y
+--_..L
Plastio Modulus
Elastio Properties Q/I x103 /mm 4,63
4A:3
AxisY-Y
Axis X-X
rt mm
32.3 31.7
I x10 6 mm4 24,6 20,6
S x10 3 mm3 246 209
__.
r mm 641 63,0
I x10 6 mm4 2.9 2.3
S x103 mm3 46 36
r mm 26,9 27.6
ASEP Steel Handbook -35-
2" 3
x10 mm3 277 235
Dasig nati on HxW
Z"
X103 mm3
-
74 BH 59
200 x X
27 24
1-34 Built-Up Shapes
B
"FFT- -t-r 1
w
I
y
x--- : ---x-l I
-1: -tw I
BWTSHAPES Dimensions Properties
H
I
_~
y
Designation HxW
Weight W kg/m
Area A mm 2
Stem H tw tJ2 mnl mm mm
Area mm 2
Flan> e B tJ2 tl mm mm mm
Dletancsra w h T mm mm mm
10,0 10,0 10,0 10,0
12,500 10,000 10,000 10,000 10,000
450 450 450 450 450
45 45 40 35
22,5 22,5 20,0 17,5 16,0
455 455 460 465 469
4~
e e e e
490
8
12,5 12,0 10,0 10,0 10,0 10,0 9,0 9,0
11,250 11,250 9,000 9,000 9,000 9,000 7,200 7,200
450 450 450 450 450 450 450 450
45 22,5 40 20,0 40 20,0 35 17,5 32 16,0 29 14,0 29 14,0 25 12,5
405 410 410 415 419 <22 422 425
397 402 402 407 410 414 414 417
8
20 10,0 9,00D 20 10,0 9,000 20 10,0 9,000 16 9,0 7,200 16 9,0 7,200 9,0 7,200 16
300 300 300
35 17,5
415 419 422 422 425 430
407 410 414 414 417 422
8WT 500 x x x x x
249 249,26 230 230.40 214 213,52 197 196,64 197 19652
31,625 29,350 27,200 25,050 23,760
500 500 500 500 500
25 20 20 20 20
BWT 450 x x x x )( x x x
238 222 206 199 119 16iS 152 142
239.44 221.76 205.67 198,79 179,67 16iS,16 151.91 141,69
30,375 29,250 26,200 24,050 22,760 21,040 19,352 19,050
450 45,1 450 450 450 450 450 450
25 25 20 20 20 20 16 16
8WT 450 x x x x x x
149 141 132 119 112 101
147,59 140,99 132,19 119,94 112,26 101.11
19,900 17,960 16,940 15,152 14,300 12,980
450 450 450 450 450 450
~2,5
ASEP Steel Handbook -36-
300 300 300
32
32 16,0 29 14,0 29 14,0 25 12,5 20 10,0
447 447 452
e e .i e e e e e e e e e e e
Built-Up Shapes 1-35
,--y=] I 8
lire: ~rI wi
y
,--]:1 . - ,-I ,
BWTSHAPES Dimensions Properties
-~W-Iw
--l
y
C'c = 21T2E -
Elastic P'operties AxisY-Y
Axis X-X H/~
I x106 mm 4
I
r mm
y mm
I x10 6 mm4
S x103 mm 3
r mm
112,4 100.0 104,6 110,3 114,5
104,0 - - - - ---- BWT 108,0 0,845 137 1:,7 105,7 0,845 103,1 0,845 137 137 101,2 0,845
500 x x x x x
248 230 214 197 187
106,1 - - - - ---- BWT 103,8 ---- - - - 107,7 0,951 129 105,2 0,951 129 129 103.4 0,951 0_951 129 946 100,6 150 946 104,9 0,703 150 844 102,6 0,703
450 x x x x x x x x
239
206 189 179 165 152 142
450 x x x x x x
149 141 132 119 112 101
654,9 552,8 545,1 534,6 526,6
1,690 1,382 1,379 1,372 1,366
143,9 137,2 141,6 146,1 148,9
342,3 342,0 304,1 266,1 243,3
1,521 1,520 1,351 1,183 1,081
19,00 19,00 22,50 22,50 22,50 22,50 28,13 28,13
493,~
1,372 1,369 1,119 1,116 1,112 1,105 905 900
126,2 97,5 342,2 129,9 101,6 804,3 123,9 90,4 304,0 128,3 95,2 266,1 131,0 98,6 243,3 134,7 104,3 212,9 129,3 92,5 212,8 132,6 97,3 190,0
1,521 1,352 1,351 1,182 1,081
79,0 72,3 63,3 63,1 56.4 45,1
527 482 422 421 376 301
22,50 22,50 22,50 28,13 28,13 28,13
395.9 '390,7 382,0 323,6 317,5
Designation HxW
S x103 mm3
20,00 25,00 25,()(J 25,00 25,00
476,6 402,5
O,Oly O. = 1.0
354,9 1,005 137,4 116.8 348,9 1,059 139.4 1t'0,7 339,9 1,049 141,9 126,8 290,2 965 139,4 114,3 293,3 957 140,9 119,5 269,5 839 1-14.4 130,2
Where no value of C', 01
O.
64,8 0,951 63.4 0,951 61,8 0,951 64,6 0,703 62,9 0,703 59,2 0,703
C'o
129 BWT 129 129 H50 150 150
C, 10 ohown, the oectlon complies with NS Sectk>n 4,9,1,2 ASEP Steel Handbook -37-
m
1-36 Built-Up Shapes
8
I~-I
c::==:;
~!~
=:::J~"
,x- - - :'f - - - x--+' I - :,- t . tJ w.
:
8WTSHAPES Dimensions Properties
r ~-.------
.
y
Weight
Area
Desl gnatlon HxW
W kg/m
mm 2
8WT 400 x 149 x ~38 x 126 x 118 x 106
149,21 137,53 125.85 117,75 105.99
19,990 17,520
8WT 400 x 106 x 95
10M9 94,93
A
H tw tJ2 mm mm mm
Area mm2
S tf t~2 mm mm mm
w T mm mm
380 3eO 860 860 360
32 16.0 '369 28 14,0 372 29 140 872 25 12,5 375 25 12,5 875
3eO 364 364 387 387
9 9 9 9 8
9,0 6,400 9,0 6,400
300
25 12,5 20 10.0
375 390
387 372
9 9
380 380
16.0 16.0
318 319 322
310
310 314 814 317
9 9 8 9 9
264 364
8
267
9
16,032 15,000 18,500
20 10,0 20 10,0 16 8.0 16 8,0 12 6,0
13,500
400
12,090
400
1e 16
17,990
350
SWT 350 x 140 140,36 x 130 130,37 x 120 119,57 x 109 109.46 x 101 101.27
16,609 15,232 13,944 12,900
350 350 350
20 10,0 7,000 16 9,0 MOO 16 9.0 5,600 12 6.0 4,200 12 6.0 4,200
8WT 300 x 122 121.83 x 113 113,29 x 105 105,19 x 97 96,56 x 93 82,90
15,520 14,432 13,400 12,300 10,560
300 300 300 300 300
20 10.0 6,000 16 9,0 4,900 16 9,0 4,900 12 6,0 3,600 12 6,0 3,600
ASEP Steel Handbook ·38-
h mm
9,000 8,000 6,4C'O 6,400 4,800
400 400 400 400 400
350
Distances
Flange
Stem
300
380
82 32 29 28
360
25 12,5
325
380 380 3eO 360 3eO
28 14.0 29 14,0 25 12,5 25 12,5 20 10.0
272 272 275 275 290
380
14.0 14.0
322
267 272
8
e 8
i
Built-Up Shapes 1-37
8
r--Y-i w! ~~]F I Y 1Ft -'-1
'-----!----X-1 !I -'If I..;
8WTSHAPES Dimensions Properties
-J
I
Y
2E C'o =2rc --
Elastic Properties Axis X-X
HIt".
20.00 20.00
S x10 s mm s
r mm
y mm
I x10 6 mm 4
S x10 s mm s
O.O/y Designation HxW
OR = 1.0 r mm
0,
C'o
---- ----
263.7 257.7 219.0 214.9 173.2
962 956 702 698 540
119.2 121.3 1169 119.7 113.3
94.0 98.9 88.3 92.5 79.2
124.7 109.1 109.0 97.3 97.3
693 606 606 541 540
81.3 79.9 82.5 80.6 84.9
25.00 204.0 25.00 194,2
693 671
122.9 126.8
101.4 110,7
56.4 45,1
376
301
64.6 61.1
180,1 151,9 149.6 119.6 118,1
663 542 540 416 415
~OO.4
95,6 99.1 S2,6 95.7
78,2 69,6 73.2 62.5 65.4
124,6 124.5 109,0 108.9 97.2
692 692 605 805 540
83,5 ---- - - - - 8WT 86,6 0,978 128 84.6 0.978 128 88.4 0.654 156 86.8 0.654 156
15,00 113.7 19,75 9M 19,75 94,7 25.00 75,6 25.00 73,7
487 398 397
85,6 91.5 94,1 79,4 83.6
66,6 59,2 61,9 527 57,7
109.0 109,0 97,3 97,2 77.9
606
83.8 86,9 95,2 89,9 95,8
25.00 25.00 33.33
17,50 21.89 21.89 29,17 29,17
I
I x10 6 mm4
AxisY-Y
306 304
Where no value of C', or
Q,
605 541 540 432
---0.845 0.845 0.501
137 137 178
0.845
137 8WT 137
0,845
---- ---- BWT
---,,- ----
---- ---0,945 137 0,845 137
10 ohown, the oectlon complleo with NS Sect. 4,9,1,2
ASEP Steel Handbook -39-
8WT
---~-
400 x x x x x
149 138 126 118 106
400 x 106 x 95 350 x x x x x
140 130 120 109 101
300x 122 x 113 x 105 x 97 x 93
1-38 Built-Up Shapes
y----r
8
I
,- - r---,--1- ,
"9col~otl I
W
Y
I
8WTSHAPES Dimensions Properties
H
-it- 'w y
;
Deaignalion H ;(W
Welghl W kg/m
Slem H Iw t,)2 mm mm mm
Area A mm2
Area mm2
Flan e 8 I, 1,/2 mm mm mm
h mm
T
w
mm mm
6,000 4,90 4,900 3,600 3,600
255 255 255 255 255
25 25 20 20 16
12,5 12,5 100 10,0 9,0
275 275 290 290 294
267 267 272 272 277
9 9 9 9 7
8,0 4,900 6,0 3,600 6,0 3,600 5,0 3,000
225 225 225 225
25 12,5 22 11,0 19 9,5 16 8,0
275 279 291 284
267 270 274 277
8 8
300 300
16 12 12 10
5,720 5,040
300 300
10 10
es.o s.oOO
190 180
16 12
8,0 6,0
294
277 283
90,69 84,00 77.72 66,41 54,09
11,552 10,700 9,900 8,4S0 6,990
225 225
ao
300 300
29 14,0
197 200 200
225
16 16 12 12 10
50,71 47.49 41,53
6,460 6,050 5,290
225 225 225
12 10 10
$,0 2,700 S,O 2,250 5,0 2,250
eWT 300 x 93 x ~ x 75 x 66 x 59
93,22 94,59 75,20 66.41 59,79
11,975 10,775 9,590 9,460
8WT SOOx 79 x 65 x 60 x 51
79,70 65,05 60.03 50,55
10,025 9,28S 7,647 6,440
eWT 300 x 45 x 40
44,90 39,56
eWT 225 x 91 x94 x 78 x 66 x 54 eWT 225 x 51 x 47 x 42
7,499
300
300 300 300 300 300
300
225 225
20 10,0 16 9,0 16 9,0 12 6,0 12 6,0
5,0 3,000
8,0 6,0 6,0 5,0
3,600 3,600 2,700 2,700 2,250
ASEP Steel Handbook
Ilt~
Distances
AO·
300 SOO
300 200
200 200
25 12,5 25 12,5 20 10,0 9,0 16 20 10,0 20 10,0 16 9,0
299
205 209 205
205 209
7 7
7 ~
199 192 192 197 202
e. 8 e e
197 197 202
e' e
7
7'
Built-Up Shapes 1-39
i-·-'·~·-··-·;·--·-----r
~
I Il r ....WI
:C=::=Jt-= ] I
x--·-
eWTSHAPES Dimensions Properties
1:1
15.00 18.75 18.75 25.00 25.00
S x103 mm 3
101.4 86.6 83.1 67.7 64.8
465 383 378 294 290
r mm
,
92.4 89.7 93.1 89.5 93.0
82.0 73.8 80.1 69.6 76.3
_....__ .
C' a =2rc2E --
Qsaly
Axis y-y
y mm
1
tw
:11
Axis X-X
I x10 6 mm 4
H
--t'Iii: f-
Elastic Properties
HIt"
Y
I----x---l-
I x106 mm 4
S x10 S mm 3
34.7 34.6 27.7 27.7 22.1
272 272 217 217 174
a. = 1.0 r mm
as
54.1 ---56.7 ---53.8 ---57.2 0.845 54.4 0.845
Desl gnation HxW
C'o
----------
BWT
300 x 93 x 95 x 75 x 66 x 59
137 137
I 19.75 25.00 25.00 30.00
83.6 66.5 64.7 54.9
377 291 269 243
91.3 89.6 92.0
30.00 30.00
51.3 47.7
14.OS 14.06 19.75 18.75 22.50 18.75 22.50 22.50
49.7 ---- ---- BWT 137 50.3 0.945 48.6 0.945 137 48.6 0.618 160
300 x x x x
3$.9 34.1
300 x 45 x 40
92.3
79.3 71.4 75.6 741
23.8 20.9 18.1 15.2
212 186 161 135
236 229
94.7 97.3
52.5 91.7
7.8 5.9
87 65
39.9 39,4 31.4 3Q.9 26.1
220 221 170 169 143
58.7 60.7 56.3 6J.4 61.6
44.7 46.1 39.8 42.7 42.1
63.1 56.3 56.3 45.0 36.0
420 375 375 240
73.9 ---- ---- BWT 72.5 ---- -_._75.4 ---73.0 ---- ---72.3 0.951 129
26.0 24.5 23.7
163 138 137
65.9 63.6 66.9
52.8 48.1 52.4
13.4 13.4 10.7
134 134 107
45.5 47.0 44.9
300
0.618 0.618
160 BWT 160
--~,-
---- ---0.951 0.951
129 129
Where no value of C'. or Q, is shown, the section complies with NS Sect. 4.9. 1.2. ASEP
Steel Handbook -41-
BWT
225 x x x x x
79 65 60 51
91 84 78 66 54
225 x 51 x 47 x 42
1-40 Built-Up Shapes
8 I--;----r IfF±= :
=]
":~f,-r ,I - 'k 1
L~
VI
i
8WT SHAPES Dimensions Properties
Ii
____ .
y
Designation HxW
Weight W kg/m
Area
A mm 2
mm
mm
mm
85 x 28 x 25
85,25 27,51 25,28
4,490 3,504 8,220
225 225 225
10 8 8
5,0 2,250 4,0 1,800 4,0 1,900
150 150 150
16 12 10
8,0 6,0 5,0
209 213 215
202 209 210
BWT 175 x 88 x 35 x 29
37,60 35,11 29,08
4,790 4,472 3,704
175 175 175
10 8 8
5,0 1,750 4,0 1,400 4,0 1,400
200 200 200
16 16 12
8,0 8,0 6,0
159 159 163
152 152 158
8WT 175 x 27 x 24 x 22
27,19 24,49 21,90
3,464 3,120 2,790
175 175 175
8 8 6
4,0 1,400 4,0 1,400 3,0 1,050
180 180 180
12 10 10
6,0 5,0 5,0
163 165 165
158 160 160
BWT 175 x 17 x 15
17,19 15,40
2,190 1,962
175 175
6 6
3,0 1,050 3,0 1,050
120 120
10 8
5,0 4,0
165 167
160 162
8WT 150 x 26 x 23 x 21
25,62 23.46 20,72
3,264 2,988 2,640
150 150 150
8 6 6
4,0 1,200 3,0 900 3,0 900
180 180 180
12 12 10
6,0 6,0 5,0
138 138 140
133 133 135
8WT 150 x 14 x 13 x 11.
14,44 12,97 11,49
1,840 1,652 1,464
150 150 150
6
6 6
3,0 3,0 3,0
1no 100 100
10 9
5,0 4,0 3,0
140 142 144
135 137 139
8WT
2~x
900 900
900
ASEP Steel Handbook ·42·
6
HI
22 2S 2S 17, 21,
21. 21.1 21.1 29,' [ 29.1 i 29,1
Built-Up Shapes 1-41
B
-r
· -r= --1
I tp=-_J y
'j--
,----
IV
x---
8WTSHAPES Dimensions Properties
.
]y x--+
H
y
C' a =2rr2E --
Elastic Properties
Ieee w n mm
Axis X-X I xl0 S mm4
HIt."
:10
7 5 5
52 52 58
7 7 5
158 160 100
5 5 5
100 162
5 5
188 138 185
5 5 5
185 187 139
5 5 5
oe
1
->~<-IW
----
02
I I_· __ I
s3
xl0 mm3
r
mm
y mm
AxisY-Y S I xl OS xl0 3 r 4 3 mm mm mm
Q,
Dulgnation HxW
C'o 129 8WT 150 150
225 X 85 X 28 x 25
47.2 ---- - - - - BWT 128 48.9 0.978 128 46.5 0.978
175 x 88 X 85 X 29
0.979 0.979 0.654
129 8WT 128 156
175 X 27 X 24 X 22
24.0 19.8
25.7 0654 24.8 0.654
156 BWT 156
175 X 17 X 15
5.84 5.98 4.96
64.9 64.8 '54.0
42.8 - - - 44.2 0.845 42.9 0.845
BWT
187 187
150 X 26 X 28 X 21
0.84 0.67 0.50
16.7 18.4 10.1
21.8 0.845 20.1 0.945 19.5 0.845
187 BWT 187 137
150 X 14 X 18 X 11
4,52 8.88 2.82
60.2 45.1 87.6
81.7 81.1 29.6
22,50 21,90 182,4 29.18 17.54 106.9 29.1 :3 . 16.78 104.9
69,7 70.9 72.2
00.4 60.7
17,50 11.55 21.99 9.72 21.99 9.89
8:3.7 68.4 67,9
49.1 46.6 508
87.0 10.68 . 106.8 8.2.9 10.67 IOS.7 00,1 86.9 8.01
21.99 21.99 29.17
9.14 9,94 7.15
67.2 1'>6.5 (,,1.5
51.4 5S.2 50.6
88.9 42.0 86.0
5.84 4.87 4.86
64.9 54.1 54.0
411 39.5 41.7
29.17 29.17
6.41 6.09
49.1 48.2
54.1 55.7
44.6 48.7
1.44 116
18.75
25.00 25.00
5.89 4. 71 4.61
49.6 88.2 89.0
42.5 8S.7 41.9
81.4 26.e 29.9
25.00 25.00 25.00
8.95 8.76 8.49
85.6 85.0 88.9
46.8 47.7 49.9
8.S.2 42.7 47.3
6~.1
Q.
O,Oly = 1.0
0.951 0.708 0.708
----
I Where no value of C', or 0,10 ohown, the oectlon complieD with NS Sect. 4.9.1.2
ASEP Steel Handbook -43-
1-42 Built-Up Shapes
BWTSHAPES Dimeniions Properties
Weight Desi gnation HxW
W kg/m
Area A mm 2
Stem H tw lJ2 mm mm mm
BWT 125 x 21 x 19 x 17
21.23 19.45 17,19
2,704 125 2. 479 12!5 2,190125
9 6
BWT 125 x 13 x 12 x 10
1;3,27 11.79 10,31
1,690 1,502 1,314
BWT 100 x 20 x 16
19,66 16,01
BWT 100 x 15 x 14 x 12
BWT 100 x 14
x
12 x 11
Area mm 2
1,000
6
4,0 3,0 3,0
125 125 125
6 6 6
2.504 2,040
100 100
15.45 13,66 11.97
1,969 1,740 1,512
100 100 100
6
30
6
13,50 12,09 10,61
1,720 1,540
100 100 100
9 6 6
~,352
Flan e B tf tf/2 mm mm mm
6,0 6,0 5,0
Distances h T w mm mm mm
113 113 115
750
150 150
12 12
750
150
10
30 3,0 3,0
750
100
10
750 750
100 100
9 6
9 6
4,0 3,0
eon
150 150
12 10
13,0
ee
5,0
90
6
;3,0
8,0
60012012 600 120 10 600 120 8
6,0 5,0 4,0
90 92
4,0 3,0 3,0
800 600 600
5,0 5,0 4,0
90 90 92
600
10010 100 10 100 9
103 108 110
5,0 115 110 4,0 117 112 3,0119114
ee
83 95 93 95 97
85 95 97
HIt,.
(5
5
5
1M3
20,83 20,83 20,83 20,83 20,83
12,50 1M7 16,67 16.67 15,57 12,50
15.57 1S,S7
w ASEP Steel Handbook -44-
Built-Up Shapes 1-43
p l--y----r l:t:==t:..':::::::j:r=:=::::J --It w, I, Y I
x---I:I---x-I
8WT SHAPES Dimensions Properties
H
!I
1
I:,
-t
·~!r\w y
C'o =2n2E -
Elastic Properties
cas
•
Axis X-X
w 'n mm
09 10.
5 5 5
10. 12 14
5 5 5
83 85
5 5
93 95 97
5 5 5
85 95 97
5 5 5
)8
HIt,.,
I x1D 6 mm4
S xi03 mm3
r mm
AxisY-Y
y mm
I xlD 6 mm 4
S x1D3 mm3
O.Oly O. =i.D r mm
O.
Designa~on
HxW
C''0
1M3 20.93 20.93
3.33 2.67 2.62
34.0. 26.2 26.1
35.1 32.8 34.S
269 23.1 24.7
3.39 3.38 2.81
45.1 45.0. 37.5
354 ---- ---- BWT 36.9 ---- ---35.8 ---- ----
125 x 21 x 19 x 17
20.83 20.93 20.93
236 2.27 2.12
25.0. 24.7 24,1
87.4 38.8 40.,1
30..5 33.2 37,0.
0.84 0..67 D. !SO
16.7 13.4 10..0.
22.2 211 19.5
---- ------- ------- ----
BWT
125 x 13 x 12 x 10.
12.50 16.67
1.74 1.37
21.9 16.9
26.4 25.9
20.1 19.2
3.39 2.91
45.1 37.5
36.7 37.1
---- ------- ----
BWT
100. x 20. x 16
lS.67 lM7 lM7
1.32 1.31 1.27
16.4 16.4 16.3
25.9 27.4 29.0.
19.4 20.5
28.8 24.0. 19.2
29.6 ---28.8 ---27.6 ----
----------
BWT
2~.3
1.73 1.44 115
100 x 15 x 14 x 12
12.50. 16.67 16.67
i.54 1,2!S 1.21
20.8 16.1 16.0
29.9 29.5 23.9
25.9 22.5 24.4
0..84 0.93 0..67
16.7 16.7 13.4
22.1 23.3 22.2
---- ------- ------- ----
BWT
100 x 14 x 12 x 11
,
Where no value 01 C', or a,lo ohown, the oeetion eomplleo with NS Sect. 4.9.t.2
ASEP Steel Handbook -45-
1-44 Built-Up Shapes
BEAM SELECTION TABLE F = 248 MPa B/2t, B/2t,
H/~
1/mm
rl mm
Designation H't!N
Sx
xi 03
11.27 11,27 10.02 12,52 11.13 8,76 .
5,72 5,72 5,72 5,72 5,72 5,72
900 x 410 900 x 878
16,231 15,748 15,219
5,72 5,72 5,72
SW BW
900 x 8(17 900 x 380
14,224 12,876
5.72 5,72
119,66 74,02
BW BW
900 x 304 900 x 847
12,430 11,699
5,72 3,81
9.0 5,11 5,1 (
BW BW BW
900 x 283 900 x 815 800 x 296
11,393 10,745 10,160
5,72 3.81 4.57
4,(I( 5,3!
5.00 M3 5,00 5.63 6.43
BW
7,03 6,43 6.43
0,069 0,057 0,057,
117.77 117,63 119,81
BW BW BW
1000 x 373
7,08
0.063
9,04
0,071
118,91 117,45
8.04
0,071 0,086
518 497
0,080
463
496 444 x 393
7,~
6,( 7,~
6,4 7,(1 . 7.2 7,2
0,094. 0,069
118,51 74,18 94,36
5.36 6.43
0,107 0.079
74.96 98,10
BW BW
900 x 264 BOO x 275
9,826 9,229
3,81 4.57
6,43
0.079
94,99
BW
800 x 252
8,995
4,57
7.01
5,36 5,63 5,63
0,107 0,061 0,061
76,91 95,51 97,08
BW SW BW
900 x 238 7r:tJ x 281 700 x 261
8,881 8,574 9,329
3.81 4,57 4,57
5.19 9,16 9,16
6,00 7.20
0,120
75,89 94,00
BW SW
900 x 225 800 x 236
9,202 8,166
3. 81 4,(17
4.64 6,26
ASEP Steel Handbook -46-
6,0 6,0
6,~
9,00 4,69 5.63
0,089
7,:
21,999 21,622 19,843 19,219 17,355 17,554
8W 8W BW BW SW
1000 1000 1000 900 900 1000
x x x x x
118, 11 119,22 117,95 119,25 119,09 118.74
4,29
m
mm3
0,049 0,048 0,056 0,044 0,050 0,063
MO.
L"
L. m
4.& 6.se 6.88 6.00 6.00 M3 7.97
7,50
Built-Up Shapes 1-45
BEAM SELECTION TABLE
6/2tl
L"
H/~
1/mm
m 11,27 11,27
10.02 12,e'~
11.13 8,76 8,01 9,74 9,74 8,90 7,79 7,79 6,49 6.98 5,94 8,01
5,19 7,01 7,01 5,19 9,16 9,16
4,64 6,26
rl mm
Lu
m
m
6,26 8.01
97,86
4,57 4,57 4.57
73.66 73,95 97,14 95.67 97,17
BW BW BW BW BW
900 x 202 800 x 212 700 x 203 600 x 244 600 x 227
7,048 7,039 6,645 6,395 6,217
3.81 3.81 4.57 4,57 4,57
3.71 5.22 7.15 9.35 9,35
800 x 190 600 x 210 600 x 193
6,027 5,702 5,517
3.91 4,57 4,57
4,17 8,35 8,35
4.57 3.24 3.24
6.68 5,91 5.91 5,22
6,43 6.43
0,069 0.069
98,06
7,50
0.150 0,107 0,060
x10 mm3
~
7,814 7,524 7,270
~$,21
6.43 6.43
3
800 x 212 700 x 239 700 x 219
0,089
0.078 0.060
Sx
BW BW BW
7,20
6,00 7.20
Designation HxW
8.01
7,50 7,20 7,20
0.133 0,067 0,067
74,89 96,37
98,10
BW BW BW
9,00
0.083 0,094 0.094
96.68 64,87 66.37
BW BW BW
600 x 136 600 x 186 600 x 169
4,624 4,439 4,255
0,107 0,054
57,85 61,65
BW BW
600 x 157 450 x 191
3,941 3,692
2.86 3.91
10.39
0,107 0,1 '8
59.40 64.74
BW BW
600 x 140 600 x 150
3,656 3,641
2.86 3,24
5,22 4,73
6.00 B.OO
0,118 O.ose O.ose
66.66 81.03 82.32
BW BW BW
600 x 133 450 x 168 450 x 155
3,446 3,393 3,299
3.24 3.81 3.81
4,73 9.27 9.27
5.93
0,133
58,12
BW
600 x 123
3,109
2,86
4.17
7,97 7,50
0,147
65,10
0,075
81,23
BW BW
BOO x 118 450 x 133
2,931 2,773
3,24 3,81
3,79 7.42
5,10 5,10 4,50 5,36
4,50 6,36 6,38
ASEP Steel Handbook -47-
.,.i
1-46 Built-Up Shapes
BEAM SELECTION TABLE Fy = 249 MPa B/2tf
H/~
1/mm
rt mm
Designation HxW
Sx x103 mm3
~
Lu m
m
7,00 9,39
0,167 0,094
57,90 90,93
BW BW
600 x 101 450 x 109
2,556 2,291
2,96 3,91
5.63 5.00 5,00
0.209 0,113 0.113
45.09 52.60 53.36
BW BW BW
600 x 90 460 x 101 450 x 95
2,147 1,951 1,900
2.29 2.54 2,54
B/~
E
7.60 6.25
0.279 0,141
43.23 52,32
ew
600 x 450 x
79 93
1,n6 1,611
2,29 2,54
BW
0,199 0,109 0,109 0.250 0,146
38,12 53,48 54,25 37,75 53,12
BW BW BW BW BW
450 350 360 450 360
x x x x x
70 75 70 55 59
1,276 1,174 1,143 997 916
1. 91 2,54 2,54 1.91 2.54
7,50 7,50
0.300 0.16.2
36,83 47.41
BW BW
450 x 350 x
51 54
991 837
1.91 2.29
9,00
0,194
46,59
BW
350 x
49
732
2,29
9,00 7,50 7.50
0,194 0,139 0,139
47,n 49,00 49.93
BW
"t':
(;1 47
697 691
BW
350 x 300 x 300 x
669
2,29 2,29 2.29
9,00 6.00 6,25 6,25
0.167 0.292 0,139 0,139
48,34 30,68 40,09 40,91
BW BW BW BW
300 x 3~ x 250 x 250 x
41 34 42 39
579 499 470 454
2.29 1.52 1.91 1.91
7,50
0,365 0,167 0,111
29,94 40,32 40,73
ew ew ew
360 x 260 x 200 x
31 34 39
427 894 355
1,52 1.91 1.91
.7,50 6,25
ew
ASEP Steel Handbook -48-
l
•
,
e
S
4.69 6,25 6,25 6,25 8,33
,
e
5 7
a 6.
Hni.lt··Up
~;hapes
1-47
BEAM SEU:iCTION TABLE
B/2t,
· '-""'U
H/~
1/mm
m 3,34 5,94
5,00 6,25 7,50
2,67 4,95 4,95
5,00
2,00 3,96 2,97 5,09 5,09 2.~,
3.82
rl mm
Designation HxW
Lu m
m
200 x 200 x 250 x
29 26 :32 31 27
:354 :304 :300 282 279
1. 27 1,27 1,91 1,52 1.27
1,85 148 4,17 4,01 2,23
BW BW BW BW BW BW
800 200 250 200 200 200
253
x x x
23 27 24 27 24 24
246 239 220 210 208
1.27 1. 52 1. 27 1. 27 1,27 1.52
1.11 3.34 1.78 2,78 2,78 2,67
BW BW
250 x 200 x
21 21
197 179
1,27 1.27
1,34 2,23
0, :300 0, :375 0,1 :3:3 0,1:39 0,250
25.52 24,60 40,92 32,70 26.08
BW BW BW BW BW
:300 x :300 x
7,50
0,500 0.167 0,818 0,200 0,200 0,208
23,7:3 32,30 25,39 25,92 26,57 31.73
833 6,25
0,417 0,250
24,43 26.03
5,00
L"
Sx x103 mm 3
I
8,3:3
6,00 6,25 5,00
5,00
x x x
1.85 3,4:3
2,96 2,66 4,01 4,01 3.:34 1,91 4,01 4,01
I
1. 5:3 3,S4
5.01
ASEP Steel Handbook
·49·
.....
I.
1-48 Built-Up Shapes
VALUES OF e, TABLE For Determining Allowable Stress for Main and Seoondary Wh.n KI/r ~ e, for St,,1 of Any YI.ld 8tress Coy equation F, = e,F ~
tS1Lr. e
,01 ,02 ,03 ,04 ,05
e ,599 ,597 ,596 ,594 ,593
tS1Lr.
tS1Lr.
tS1Lr. e
e ,26 ,27 ,29 ,29
,549 ,(;;46 ,543
,30
,539
,540
e
,e.;1 ,52 ,53 ,54 ,55
e
e
e
.472 .469 ,465 .462 ,459
,76 ,77 ,79 ,79
,375 ,371 ,366 ,362 ,357
,90
2 3 4 5 6
7 ,06 ,07 ,09 ,09 ,10
,591 ,589 ,588 ,586 ,594
,31 ,32 ,33 ,34 ,35
,535 ,532 ,529 ,527 ,524
,56 ,57 ,58 ,59
.455 .451 .447 .444
,60
.440
,91 ,82 ,83 ,84 ,95
,353 ,348 ,344 ,389 ,335
8 9 10 11
.,
1" ,579 ,576 ,574
,521 ,519 ,515 ,512 ,509
,61 ,62 ,63 ,64 65
.436 .482 ,429 .424 .420
,96 ,87 ,99 ,89 ,90
,325 ,321 ,316 ,811
,572 ,570 ,568 ,565 ,563
.41 .42 ,43 .44 .45
,506 ,502 .499 .496 .493
,66 ,67 ,68 ,69
.416 .412 ,408 .404
,70
,400
,91 ,92 ,98 ,94 ,95
,306 ,801 ,296 ,291 ,296
,592
,16 ,17 ,18 ,19
,20 ,21 ,22 ,23 ,24 ,25
,330
,36 ,87 ,39 ,39 .40
,11 ,12 ,13 ,14 ,15
,590
,561 ,558 ,556 ,553 ,551
.489
.46 .47 ,48 .49 ,50
I'm;n widlh 10 IhicknQoo ralioo Qxcood
.486 ,488 .479 .476 :n~
,71 ,72 ,73 ,74 ,75
,396 ,392 ,888 ,394 ,397
,96 ,97 ,98 ,99 1.00
,281 ,276 ,271 ,266 ,261
limits 01 NS Soct. 4,9, uoo (Kllr)/C', in liou of (Kt/r)/C, vatuoo and
aquation F, • C,a,a,F (N6 Appendix Sect AS)
ASEP Steel Handbook -50-
13 14 15 16 17 18 19
20 21
22 23 24
25
Built-Up Shapes 1-49
AI.LOWABLE COMPRESSIVE STRESS TABLE
2 ,375 ,371 ,366 ,362 ,35~
,353 ,348 ,344 ,339 ,335 ,330-,325 ,321 ,316 ,311
3 01 ~
e 7 e
,281 ,276 ,271 ,266 ,261 aD and
66 67 68 69 70
116,03 115.33 114,63 113,93 113,22
96 97 98 99 100
92,89 92,04 91.18 90,32 89,45
147,06 146,74 146,41 146.08 145,74
88
39 40
134,35 133,82 133,29 132,75 132,21
145,39 145,03 144,67 144,30 143,92
41 42 43 44 45
131,66 131,10 130,54 129,97 129,39
71 72 73 74 75
112,50 111.78 111.05 110,32 109,58
101 102 103 104 105
88,58 87,70 86,81 85,92 85.03
143,53 143,14 142,74 142,33 141.91
46 47 48
76
q9 50
128,81 128,23 127,63 127,04 126.43
78 79 80
108,84 108,OS 107,34 106,58 105,82
106 107 108 109 110
84,13 83,22 82,31 81.39 80,46
22
141.49 141.0(;
51 52
23
140,~2
201 25
140,18 139,73
53 54
125.82 125,21 124,59 123,96 123,33
81 82 83 94 85
105,05 104,27 103,49 102,71 101.92
111 112 113 114 115
79,53 79,60 77.66 76,71 75,76
122,69 122,05 121,40 120,75 120,09
96 87 99
101.13 100,33 99,52 98,71 97
116 117 118 119 20
74,80 73,93 72,86 71,89 70,90
9 10 11
12 13 14 1e
16 17
,306 ,301 ,296 ,291 ,286
136,89 136,40 135,90 135,39 134,87
r 61 62 63 64 65
18 19
20
21
36 37
55 56
57 58 59 60
77
89 90
ASEP Steel Handbook -51-
T
1-50 Built-Up Shapes
ALLOWABLE COMPRESSIVE STRESS TASLE F
= 248 MPa
156 157 158 159 16O
51,61 51,27 50,93 50,60 50,29 49,98 49,67 49,39
61.09
161 162 163 164 165
136 137 138 139 140
60,52 59,97 59,43 58,90 58,38
166 167 168 169 170
48,54 48,27 48,01 47,76 47,51
141 142 143 144 145
57,913 57,39 56,9: 56,44 55,98
171 172 173 174 175
47,28 47,04
146 147 148 149
55,53 54,67 54,20
176 177 1'19
179
150
53.95
190
126 127 128 129 130
64,87 63,85 62,86 61.89 60,94,
156 157 158 159 160
42,32 41,78 41,25 40,74 40,23
126 127 128 129 130
131 132 133 134 135
60,01 59,11 58,22 57,36 56,51
161 162 163 164 165
39,73 39,24 38,76 38,29 37,93
131 132 133 134 135
136 137 138 139 140
55,68 54,87 54,08 53,30 52,54
166 167 168 169 170
37,37 36,93 36,49
141 142 143 144 145
51,80 51.07 50,36 49,67 48,98
171
148 147 148 149
48,31 47,6$
176 177 178 179
4702 46,39 45,77
36,06 35,64
173
35,22 34,91 34,41
174 175
33,63
172
190
34,02 33,25 32,87
32,50 32,14 31.79
66,88
66,1'1 65,48 64,80 64,15 63,51 62,88 62,27 61.67
55,10
ASEP S'teel Handbook -52-
49,09 48,81
46.92 46,60
46.38
196 187 188 189 190
IJllilt--Up Shapes 1-51
.ALLOWABLe: COMPRESSIVE STRESS TABLE F , y '" 248 MPa
KI r 181 182 183 184 185
Seoondary KI/r 121 to 200 KI F, (MPa) r 191 45.23 192 45.06 44,89 193 194 44,73 44.58 195
186 187 188 189 190
44.43 44.29 44.15 44.02 43.89
Main KI/r 121 to 200
3.45 3.07 2.69 2,32 i1,96
KI r 181 182 183 184 185
!)1.61 51.27 50,93 50,60 50.29
186 187 188 189 190
~
II
'a
I
F,
!SJ.
F,
(MPa) 31.44 31.09 30,75 30,42 30,09
r 191 192 193 194 195
(MPa) 28.23 27.94 27.65 27,3$ 27,08
29.77 29.45 29.14 28.83 2853
196 197 198 199 200
26,81
I-
I
26.3~
26.27 26.0i 25.75
• 49,98 49,67 49,36 49,09 46,61 48,54 46,27 48,01 47.76 47,51 47,26 47,04 46.62 46,60 46,36 46,16 45,98 45,76 45,59 45,41
ASEP Steel Handbook -53-
193 197 198 199
200
F, (MPa) 43.77 43.65 43,54 43.43 43.;33 43,24 43,15 43.06 42.99 42.91
1-52 Built-Up Shapes
NOTES
ASEP Steel Handbook -54-
Cold Formed Plate Shapes 2-1A
PART 2 COLD - FO RM ED PLATE SHAPES
ASEP Steel Handbook ·55·
""-----_._ ..• _.
.
........
-
.•........
2-113 Cold-Formed l']uLl> Shilpes
NOTES
ASEP Steel Handbook -56-
Cold-Formed Plate Shapes 2-1
CONTENTS
Nomenclature . . . . . . . . '"
. . . . . . . . . . . . . " . . . . . . . . . . . . . . . . . . . . . . 2-2
General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2 - 3 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2-3
Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4 Sectional Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4 Sectional properu.E's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5 Tables of Dimensions and Properties BA-Ghapes (Equal Legs) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-8 BA-Shapes (Unequal Legs) ... . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2-12
BC-Shapes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
2-16
~SEP
Steel Handbook ·57·
- - - - - - - - - - ---_
........ .
T
2~-2
Cold-ForTn(~(j
t)1 ate!
~)lldP(~E;
NOMENCLATURE
Symbol A
B
H
w
W
a
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 i.nertia 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 section 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
Co
rnm rnm MPa rnm 4 rnm 4 rnm 4 rnm4
rnm rnm rnm rnm
Co
Con
45.0 concerns
eating rnm rnm
relative
kg/m
rnm rnm
For the the
rad of Only Part
ASEP Steel Handbook -58-
Cold-Formed Plate Shapes 2-3
COLD-FORMED PLATE SHAPES Units
mm mm
MPa mm 4 mm 4 mm 4 mm 4 mm
mm mm mm
mm mm 3 mm 3 mm 3 mm
mm kg/m mm
mm
General Cold-formed plate shapes are normally used as substitutes for particular families of rolled shapes like angles and channels because of the limit3d 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 ccvered in Part 3 of this handbook. Compared to built-up sections which use plate thicknesses up to 45.0 mm, a maximum plate thicl
rad Scope of Classification (Inly 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.
ASEP Steel Handbook -59-
T
I,
2-4 Cold-Formed Plate Shapes
Class
Cold-Formed Plate
Designation
Shape
Angle Channel
BA HxBxt BC HxBxt 1
A total of 77 bent-plate sections are presented in Steel Handbook. Ofchese, 23 are BA shapes having equal with depths ranging from 50 mm to 200 mm, and 27 are BA having unequal legs with depths ranging from 75 mm to 225 The remaining 27 sections are BC shapes with depths ranging 70 mm to 390 mm. T
Materials The minimum quality requirement for cold-formed plate cation is structural steel conforming to ASTM A36 and/or G3101 SS400 (formerly JIS G3101 SS41). Locally rolled plates available for these grades of structural steel, which have minimum specified yield stress, Fy , of 248 MPa and 245 MPa, respectively. The sectional properties and limits of cold-formej shapes are based on these values. Further informatio~ regarding materials of cold-formed plate shapes is given in Part 6 of this Steel Handbook. SE Sectional Dimensions Sectional dimensIons used in this Steel Handbook are although relatively fewer in number to the sectional adopted from the 1st Edition. A consideration in the choice of dimensions is the uti1iza-:: tion of locally-available steel plates. Yield is computed using 1829 mm wide plates, equal width strips, and an allowance of 3 rom per cut.
ASEP Steel Handbook -60-
"E
Th
ef: fo] seci
Cold-Formed Plate Shapes 2-5
The sectional dimensions are also chosen such that the maximum allowable compressive stress on the unstiffened elements may be taken as 0.60F y based on the AISI provisions. Thus, the legs of the angles and the flanges of the channels were proportioned such that the flat width to thickness ratio, wit, does not exceed 166/fFy' This limiting ratio has a value of 10.54 for Fy equal to 248 MPa.
this legs shapes 15 rom. J from
fabrior JIS es are minirespelate garding f this
similar lens ions
ltilizaI using of 3 mm
In this Steel Handbook, the plate thicknesses of the base now adopts metric dimensions and increments ranging from 1st 6.0 rom to 20.0 rom as compared with 6.3 rom to 25.0 mm in the 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 bending thicker plates to the required radius.
metal
The radii of bends, R, given in the tables are minimum values and are measure,l from the inside face of the bends. In coordination with the metal fabricators, the inside bend radius of these 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 Edition. These limits are 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 with the 1st Edition which were done using selected ASTM A36 steel plates with "English" dimensions and increments. The properties, ratios, and weights of these cold-formed plate shapes are computed using the so-called "area method" 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 these shapes.
ASEP Steel Handhook -61-
2-6 Cold-Formed Plate Shapes
For the angles, the moments of inertia and the radii of gyration about the principal centroidal axes are given. The tangent of the angles made by the x-x axis and the U-U axis are also given in the tables.
ASEP Steel Handbook -62-
Cold-Formed Plate Shapes 2-7
i
:;
of The are
TABLES OF DIMENSIONS AND PROPERTIES
ASEP Steel Handbook -63-
1
2-8 Cold-Formed Plate Shapes
x
y
T r--"trJ "" .
I
"
/
/'(
- fl , I / '~_,_OO'
I x-~w ~1~(~~~, -\-
h
.•. ~ u
/
Xl
;I,'-,_L_." _____, ~-
1
-1".. -------,,::.] Y [J
-
--to
BASHAPES Dimensions Properties Equal Angl ..
'
'1
---,.-"-~-------
C.ntrold W.lght W kg/m
Area A
Radius R
mm 2
x,
mm
SA 200 x 200 x 20 X 16 x 12
!58,29 4$,07
7,171 !5,969 4,501
40.0 32,0 24,0
SA 170 X 170 X 20 x 16 x 12
4$,97 38,(54
29,68
5,971 4,909 3,781
BA 125x 125x 20 x 16 x 12 x 10
32.74 27.23 21.21 18.00
BA 100x 100x 16 x 12 x 10 X 9 75 x 75x 16 X 12 X 10 x -9 X 6
DMlgnatlon Hx B x t
SA
tan
mm
y, mm
OC!,7
OC!,7
~,!5
~,!5
!56,3
40,0 32,0 24,0
4,171 3,469 2, 701 2,293
20,95 16.50 14,07 11.52 14,67 11.79 10,15 8.39 6,48
~,34
a
Axis U-U· I x1(il r mm~
mm
56,S
1.000 1,000 1.000
4!5,729 37,763 29,217
79,9 60,2 60,6
!53.4 51.1 48.8
!53,4 51,1 48,9
1,000 1.000 1.000
27,299 22,679 17,651
67,6 68.0 68.3
40.0 32,0 24,0 20,0
42.4 40,0 37.7 36.6
42,4 40.0 37.7 36.6
1.000 1.000 1,000 1.000
10,092 8,531 S. 742 5,762
49,2 49.6 50.0 50.1
2,669 2, 101 1,793 1,467
32,0 24,0 20.0 16.0
33.9 31.5 30.4
1.000 1.000 1.000 1,000
4,133 3,320 2,958 2, SOC!
39.4
29.2
33,9 31.5 00.4 29.2
1,969 1,501 1,293 1,067 82!5
32,0 24,0 20,0 16.0 12,0
29,0 25,4 24,2 23,1 21.9
29,0 25.4 24,2 23,1 21.9
1.000 1,000 1.000 1,000 1.000
1, !576 1,3ee 1,141 954 7<47
29.0 29,5 29.7 29,9 00,1
ASEP Steel Handbook -64-
39.7
39.9 40,1
9,120 7,961
6,478 5,161 4,600 3,813 1,656 1,561 1,360 1,215 678 623 570 498
212 21~
205 187 157
Cold-Formed Plate Shapes 2-9
,
y
,
I
"l
,I
'u-u r mm
79.9
,
Axis I x1 (il mm4
_
SA SHAPE::S
'I' x
Dimensions Properties Equal MgllS
1.--,.
V-V
t-t"
'"
1:.
u/
"
L
r mm
mm 3
mm
S x1 (il
r
Y
- .....
Axis y-y S
c
-J '
Designation r mm
Hx S x t
mm 3
x10J
1
'>=.:;::::--=---::::---ol" _.
I
I x1(il mm4
u
(l
Rj2'(fo}),
i
I x1 (il mm 4
/ / ><
Ij
-):E-- -+- x
I
Axis X-X
I I
eo.2 eo.6
9,120 7,961 6,479
35.7 36.9 87.9
27,42(; 22,962 17,949
196.9 161.8 124.2
61.9 62.4 63.0
27,4215 22,962 17,949
196.9 161.6 124.2
61.9 62.4 63.0
SA 200 x 200 x 20 x 16 x 12
67.6 68.0 68.3
!S, 161 4,600 3,918
29.4 80.6 81.9
16,225 18,640 10,782
189.1 114.7 00.6
~.1
52.7 58.8
16,22!5 18,640 10,732
189.1 1147 00.6
52.1 52.7 58.3
SA 170 x 170 x 20 x 16 x 12
49.2 49.6 50.0 50.1
1,656 1,561 1,360 1,215
19.9 21.2 22.4 28.0
5,974 5,046 4,051 8,499
71.1 59.4 46.4 39.4
37.5 38.1 38.7 39.0
5,974 5,046 4,051 3,499
71.1 59.4 46.4 39.4
37.5 36.1 36.7 39.0
SA 125 x 125 x x x x
39.4 '?Ill 7 39.9 40.1
679 623 570 499
15.9 17.2 17.9 19.4
2,406 1,972 1,714 1,429
86.4
30.0 3O.S 30.9 81.2
2,406 1,972 1,714 1,429
36.4 28.9 24.S 20.2
30.0 30.6 80.9 81.2
SA 100 x 100 x 16 x 12 x 10 x 9
29.0
212 21$ 205 197 157
10.6 12.0 12.6 18.2 18.9
994 761 678 570 452
19.0 15.4 18.8 11.0
21.9 22.5 22.9 28.1 28.4
994 761 678 570 452
19.0 15.4 18.8 11.0 8.5
21.9 22.5 22.9 28.1 28.4
SA
,
,•
-t~--~'~~~'-i-
+___
29.~
29.7 29.9 30.1
28.9 24.S 20.2
M
ASEP Steel handbook -65-
T
20 16 12 10
75 x 7!5x 16 x 12 x 10 x 9 x 6
I 2-10 Cold-Formed Plate Shapes
BASHAPES Dimensions Properties Equal Angles Centroid Designation H xS x t SA
50x 50x 12 x 10
x 8
x 6
Weight Area Radius WAR k m mm 2 mm
7,08 6,22 5,24 oj,12
901 793 667 525
24,0 20,0 16,0 12,0
x, mm
mm
tan a
19,6 18,2 17,0 15,8
19,6 18,2 17,0 15,8
1.000 1.000 1.000 1.000
y,
ASEP Steel Handbook -66-
Axis l/-U I xid' r mrrf mm
331 300 258 'il!J7
11'1,2 19,oj 19,7 19,9
40
42 oj2
39
Cold-Formed Plate Shapes 2-11
y
.+ -----
I I'
,•
r mm
19,2 19,"' 19,7 19,9
Axis I x103 mm4
40
42 42 39
V-V r mm
I xi 03 mm4
6.7 7.3 8.0 8.6
186 171 150 123
fi
I
"1,1I"" :
y:
/'
-r >~::=r~~~~~_ I
-1 (-I
, 1 /45.00'
1 X-·I---->I~--,-X ~
SA SHAPES Dimensions Properties Equal Anglts
u-u
-t~'-,-
/1'
-- u
--r---··--~
1
Y
I
I +
Axis X-X S r xi 03 mm mm 3
6.1 ~.4
4.6 3.6
14,3 14.7 15.0 15.3
-~---
Axis y-y S I r xi 03 xi 03 3 4 mm mm mm
186 171 150 123
6,1 5.4 4.6 3.6
ASEP Steel Handbook -67-
14,3 14.7 15.0 153
.--
H
c
-
J
Designation Hx B x t
SA
50x 50x 12
x 10 x 8 x 6
, 2-12 Cold-Formed Plate Shapes
x
y
I-v, ",
-+---"'-t
L-
I J
/
u
) >< /,, ~':,':"f',
/
v
Ridl('!'o», ~_" -::X-=:J l
}
SA8HAPES i)imensions Propertil'B Unequal Angles
c
",-"
w-J
Centroid Weight W kg/m
Area Radius A R mm 2 mm
BA 225 x 100 x 20 x 16 x 12
44,52 :36.6(5 28,27
5,671 4,669 3,601
SA 190 x 100 x 20 x 16 x 12
39.02 32.26 24.97
SA 170 x 100 x 20 x 16 x 12 x 10
35.88
Designation Hx Sx t
y,
tan
Axis U-U I x10J r mm mm'
x, mm
mm
a
40,0 32,0 24,0
20.4 19,4 18,4
92,0 89,0 86,1
0,256 0,251 0,246
~,OO5
19,989
72,7 73.6 74,5
4,971 4,109 3,181
40,0 32.0 24,0
2;3,3 22.0 20,8
75,8 72,8 70,0
0,342 0.333 0,324
19,314 16,390 12,994
62,3 63,2 63,9
29.75 2309 19.57
4,571 3,789 2,941 2,493
40.0 32.0 24.0 200
25.3 2;3.9 22.5 21.8
66.6 63.8 611 598
0.412 0,401 0.391 0,386
14,634 12,446 9,887 8,469
56,6 57,3 59,0 59,3
SA 145 x 100 x 16 x 12 x 10 x 8
26,61 20.74 17.61 14,34
3,389 2,641 2,243 1,827
32.0 24.0 20.0 113,0
26.7 25.1 24.3 23,5
52,7 501 48.9 47.6
0.526 0,514 0.509 0,504
8,571 6,824 5,853 4,816
50,3 50,9 51.1 5UI
1,219 1,056
SA 125 x 100 x 16 x 12 x 10 x '8
24.00 18,85 16,04 13.00
3,069 2,401 2,043 1,667
32,0 24,0 20,0 16.0
29,5 27,6 26.7 25,7
442 41.6 40.4 39,2
0,680 0,669 (',664 0,659
6,232 4,974 4,270 3,517
45,1 45,5 45,7 45.9
994
ASEP Steel Handbook -68-
T
29,936
942 004
862 795 685
rv,
x
y
_ 't-_C,t'
-)i
V-V
r mm 72,7 73,6 74,5
2,174 1,990 1,533
19,6 20,1 20,6
29,202
62,3 63,2 63,9
1,833 1,627 1,356
58,6 57,3 59,0 58,3
I x10J mm'
/
u
/(
a
- - /'L ) ' -- -- I .- X
X
L /S~~r:~~~
L,;,..1
u
"
}
v
Axis y-y
Axis X-X
Axis I x10J mm'
-t '\. I /
I ~
H
SA SHAPES Dimensions Properties Unequal Angles J-U
"
II I
S
S
. D&$ignatlon Hx Sx t
I x10' mm'
xi oJ mm'
r mm
49,1 40,6 31.6
26,3 26.5 26.8
SA 225x100x 20 x 16 x 12
x10J mm'
r mm
70,5
23,913 18,940
212,1 175.9 136.3
71.6 72.5
3,909 3,271 2,582
19,2 19,9 20,6
17,481 14,920 11,887
153,0 127.4 99,1
59,3 60,3 61,1
3,666 3,097 2,462
47,8 39,7 311
27,2 27,5 27,8
SA 190 x 100 x 20 x 16 x 12
1,613 1,460 1,235 1,091
18,8 19,6 20,5 20,9
12,741 10,925 8,740 7,511
123,3 102,9 90,2 68,1
52,8 53,7 54,5 54,9
3,506 2,981 2,381 2,049
46,9 39,2 30,7 26,2
27,7 28,0 28,5 28,7
SA 1"10 x 100 x 20 x 16 x 12 x 10
50,3 50,9 51.1 51.3
1,218 1,056 942 904
19,0 20,0 20,5 21.0
6,9n 5,618 4,843 4,000
75,6 59,2 50.4 41.1
45,4 46,1 46,5 46,9
2,812 2,262 1,952 1,616
38,4 30,2 25,8 211
28,8 29,3 29,5 29,7
SA 145 x 100 x 16 x 12 x 10 x 9
45,1 45,5 , 45,7 45,9
994 892 795 685
18,0 19,2 19,7
4,575 3,700
20,3
2,659
56,6 44,5 37.9 31.0
38,6 39,3 39,6 39,9
2,651 2, 147 1,859 1,543
87,6 29,7 25,3 20,8
29,4 29,9 30,2 30,4
SA 125 x 100 x 16 x 12 x 10 x 8
r mm
3,207
ASEP Steel Handbook ,69,
2-14 Cold-Formed Plate Shapes
r
y
~.
r "
v
H
, -i
J
t',
1;( I /
/
4~.OO·
-R;1t~~,-I-X
LX .
,
U
J,;'" /
,
.
}
BASHAPES Dimensione Properties Unequai Angies
c
,
l-YI~-1
Centroid DlSlgnatlon HxB xl
SA 100 x 75 x 16 x 12 x 10 x 9 X 6 SA
75 x 50x 12 x 10 x 8 x 6
Weight W kgfm
Area Fladlus A FI 2 mm mm
17,91 14,14 12,11 9,95 7,66
2,269 1,901 1,543 1,267 975
9.43 8.19 6,81 5,30
1,201 1,043 867 675
Xc
Yc
tan
Axis U-U I r x1tY
mm
mm
a
mnl'
mm
32,0 24,0 20,0 16,0 12,0
23,1 21,2 20,3 19,4 19,6
39,5 35.9 34,5 33,2 32,0
0,626
2. 754 2. 2!36
34,9 3M 3M 35,9 36,1
24.0 20,0 16.0 12.0
14.7 13,& 13,C 12,3
00,3 28,8 27,5 26,1
ASEP Steel Handbook -70-
o.eoe o.eOO 0,596
1,959 1,630 1,270
0.524 0.509 0.498 0,495
761 679 579 460
M9S
~,2
25,5 ~,e
26,1
Ax x1(
mn
Cold-Formed Plate Shapes 2-15
,-
r
y
t
Xc
v
r mm
Axis I x10J mm4
$4.9 3M
366
35,6
~O
~.9
36.1
293 233
25.2
sa
25.5 25.9 26.1
345
96 79
EJ8
V-V I
"
u 1 1 / 1 ;(
1'~~~'L'--'c'1 /1'
'lA SHAPi:S Oimensions Properties Unequal Angles
-U
,
I
~'1;olj, ' i"
, - u/
I
y
+ - - - ,... ~
Axis X-~ S x10' mm 3
r mm
x10J mm4
12.7 13.8 14.4 14.9 15,5
2,091 1,740 1,525 1,290 1,006
27.1 23.3 19.2 14.8
8.6 9.1 9.6 10.1
616 557 480 386
13.8 12.1 10.1 7.9
83.8
r mm
Axis y-y I S x10) x10' r i1'1m4 mm mm 3
C
r---"',
-1
v
Designation H xB x t
32.1
1,039 961 754 633 498
20.0 16.0 13.8 11.4 8.8
21.4 21.9 22.1 22.4 22.6
BA 100 x 75x 16 x 12 x 10 x 8 x 6
22.6 23.1 23.5 23.9
233 208 178 143
6.6 5.9 4.9 3.9
13.9 14.1 14.3 14.5
BA
30.3 31.1 31.4 31.8
•
hSEP Steel Handbook ·71-
75x SOx 12 x 10 x 8 x 6
2-16 Cold-Formed Plate Shapes
xy i-" IwX --
1 - 1
*1
_11- - - -
x
J';2t(CM)
H
--J
BC Shapes Dimensions Propllrties
LU
Centroid Designation Hx B x t
Weight W k 1m
Area A mm 2
Radius R mm
x, mm
mm
Y,
BC 390 x 130 x 20 x 16 x 12
89.03 73.31 56.54
11,342 9,339 7,203
40.0 32.0 24.0
35.9 33.8 31.8
195.0 195.0 195.0
BC 310 x 95x 20 x 16 x 12
65.48 54.47 42.41
8,342 6,939 5,403
40.0 32.0 24.0
28.0 23.6
155.0 155.0 155.0
BC 240 x SOx 16 x 12 x 10
44.42 29.72
5,659 4,443 3,785
32.0 24.0 20.0
27.5 25.3 24.3
120.0 120.0 120.0
29
BC 200 x 75 x 16 x 12 x 10
35.63 28.28 24.22
4,539 3,603 3,085
32.0 24.0 20.0
24.5 22.2 21.1
100.0 100.0 100.0
21, 19, 16,
BC 175 x 75 x 12 x 10 x 8
25.93 22.26 18.33
3,303 2,835 2,335
24.0 20.0 16.0
23.7 22.5 21.4
97.5 87.5 87.5
13, 11, 10,i
BO 140 x 70 x 12 x 10 x 8
21.69 18.73 15.50
2, 763 2,385 1,975
24.0
24.2 23.0 21.8
70.0 70.0 70.0
6,1 6,(
34.96
20.0 16.0
ASEP Steel Handbook -72-
25.9
s:: 81
ee 40
33
, 5'
Cold-Formed Plate Shapes 2-17
xy
,(FF:~-\-r \1'.'->: i<-' ! iI
I
X _. -- r-:- --1·- _.... - :<
j
I II I H'f2\(mox)
Be Shapes
"I.:'
,
\ ....:=:~~=::J
Dimensions Prertle$
___...__ .
y I
B
I
I "f-.--.----.---t-
r mm
I xi Ql mm 4
Axis y-y S xi oJ mm 3
r mm
1,115.0 954.2 783.3
139.5 141.2 143.8
15,627 12,607 9,301
188.1 131.1 94.7
37.1 'dI3.7 35.9
Be
390 x 130x 20 x 18 x 12
92,604 81,394 88,999
597.4 525.1 430.3
105.4 108.3 111. 1
5,551 4,881 3,788
82.9 70.8 52,9
25.8 28.5 28.4
Be
310 x 95x 20 x 18 x 12
40,436
337,0 281.8 247,0
84.5 97,2 99,5
3,980 3,050 2,522
63.4 472 39.4
26.15 26.2 25.8
Be
240 x
mm
I x1Ql mm 4
Axis X-X S xi Ql mm 3
195.0 195.0 195.0
217,428 198,071 148,953
155.0 155.0 155.0 120.0 120.0 120.0
:33,797 29,637
100.0 100.0 100.0
21,:336 19,342 18,294
213.4 183.4 182.9
68,6 71.4 72,7
2, 131 1,750 1.471
42.2 33.', 27,3
21.7 22.0 21,8
Be
200 x
75x
97.5 97.5 97.5
13,104
63,0 64.3 85.5
1,702 1,421 1,119
33.2 27.1 20.9
22,7 22.4 21.9
Be
175 x
75x
10,014
149.9 1339 114.4
70.0 70.0 70.0
8,992 8,339 5,494
99.9 f'O.5 ,9.5
50.3 51.5 52.7
1,333 1,112 973
29.1 23.7 19.1
22.0 21.6 21.0
Be
140 x 70x
y,
H
Dee/gnat/on Hx Bx t
OOx x x
16 12 10
,
11,709
ASEP Sleel Handbook ·73-
16 x 12 x 10
12 x 10 x 9 12
x 10 x 8
2-18 Cold-Formed Plate Shapes
y
-+~,;+,
.~'--.---".~, -+~·-·-t·
((-.,--~
-r i
' lw II , .... 1/ I -)0. '(._.
;
I
.\
j.r ~:
1of2t (mm)
t_'",.. L._,._~
----r------" '(
/ t
Il
,
I
,
,', , ,I , i ·-···_-t
8CShapes Dimensions Proplrties
,I Centroid
mm 2
Radius R mm
x, mm
mm
1559 12.99 10.18
1,995 1,655 1,291
20.0 160 12.0
20.6 19.4 18.2
60.0 60.0 60.0
8 6
12.45 10.48 9.25
1,585 1,885 1,051
20.0 16.0 12.0
18.2 17.0 15.9
50.0 50.0 50.0
70 x 40 x 10 x 9 x 6
9.52 7.34 M9
1,095
20.0 i6.0 12.0
16.9 15.5 14.1
85.0 35.0 35.0
Designation Yx Bx t
BC 120 x 60x 10
x x
8 6
BC 100 x SOx 10
x x BC
Weight W kgfm
Area
A
93e: 751
,
I II
y,
i
,
I
,
I
,I
I I
.
, .
ASEP Steel Handbook -74-
,
Cold-Formed Plate Shapes 2-19
Be Shapes D'l1enslons Properties
Axis X-X
r
x1cY
Axis y-y S x1cY
mm
mm 4
mm'
mm
I
Y, nm
r
Deeignation HX B x t
30,0 30,0 50,0
3,722 3,281 2,897
62,0 54,7 45,0
43,3 44,5 45,7
701 558 405
17,8 13,7 9,7
18,8 18.4 17,7
Be 120x SOx 10 x 8 x 6
50,0 50,0 50,0
1,943 1,758 1,479
39,9 35,2 29,6
35,0 36,3 37,e;
395 325 2'10
12,4 9,8 7,0
15,8 15,6 1e;,1
Be 100x 50x 10
35,0
~4
35,0 35,0
23,2 2'1, e;
182 1e;9 121
7,9 6, e; 4,7
12,9 13,0 12,7
Be
~3
16,7 16,1 1'I, 2
'199
2M
ASEP Steel Handbook -75-
x
x 70x
40x
8 6
x
10 8
x
8
2-20 Cold-Formed Plate Shapes
NOTES·
ASEP Steel Handbook -76-
Cold-Formed Light Gage Shapes 3-1A
PART 3 COLD - Fa RM ED LIGHT GAGE SHAPES
ASEP Steel Handbook -7'1-
T
3-1B Cold-Formed LightGage Shapes
NOTES
ASEP Steel HandbooK -78-
Cold-Formed Light Gage Shapes 3-1
CONTENTS
Nomerlclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-2 Gen.eral . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3- 3 and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Kat:erials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 Methods of Cold-Forming . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 ional Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 ional Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 Slitting Guide For Lip
Se~tions
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-7
Dimensional Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10
Tables of Dimensions and Properties LC-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-14 LZ-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-24 LR-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-34 LS-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-38
ASEP Steel Handbook -79-
T ~ '.
3-2 Cold-Formed Light Gage Shapes
NOMENCLATURE
Symbol A B
w W
a
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 section Clear distance between flanges Basic design stress Specified minimum yield stress of strlctural 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 Z-Z axis Elastic section modulus about x-x axis Elastic section modulus about Y-Y axis Base metal thickness of section Flat width 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 princ~pal Z-Z axis
T
mm mm mm mm mm
TI
MPa MPa mm4 mm4
cc
mm mm mm mm mm 3 mm 3 mm mm
Th
kg/m mm mm
ce
rad
ree ign of
ASEP Steel Handbook -80-
Cold-Formed Light Gage Shapes 3-3
COLD-FORMED LIGHT GAGE SHAPES
Uni
rom
mn mM rom rom MPa MPa rom 4 rom4 rom rom rom rom rom 3 rom 3 rom rom kg/rn rom
rom
rad
This part of the Steel Handbook deals with light gage strucsteel shapes cold-formed from coils or sheets which thickranging from 2.0 rom to 6.0 mm. Shapes bent from plates mm to 20.0 mm are designated as coldplate shapes and covered in Part 2 of this Steel Hand-
The use of conve.1tional built-up shapes is uneconomical in cases because of the very low stress developed even for the tnhT~Rt available section. In such situation, light gage secnormally used. The performance of light gage shapes under load, however, differs in several significant respects from that of heavy rolled ions. Because of its slender flat elements, light gage sectend to buckle at stress levels lower than the yield point when subjected to compressive, bending, shear, and bearing .tresses. This local buckling does not, however, necessarily 'Man failure as addi.tional loads may still be carried even by the "buckled" member. The design criteria for these sections are therefore based on the post-buckling strength of the after local buckling has occurred. Furthermore, as these are normally ope,1 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 cnnstruction also differs from that of in the shapes of the sections used, connections, and fabrication practi:es. As a result, design specifications for heavy hot-rolled and built-up steel construction do not apply. The provisions of the !\merican Iron and Steel Institute's Specification for the Design of Cold-Formed Steel Structural are recommended for use in conjunction with the analysis and desi~1 of light gage steel sections.
ASEP Steel Handbook -81-
3-4 Cold-Formed Light Gage Shapes
Scope and Classification Cold-formed light gage structural steel can divided into two product categories: framing and face . The latter are generally used for roof floor decks, wall s, and siding material. Due to the relative ease of producing a great variety cOld-formed sections, several shapes have been developed used. These include cees, zees, angles, hats, tubes, tees, I-sections. Frequently, these sections are stiffened with or other edge stiffeners to inhibit premature local buckling. Because of their wide popularity and usage in the count this Steel Handbook presents only four of the simpler light shapes. Two· of the four shapes, the lip-cee and the lip-zee shapes are primarily used as flexural . The two, the square tube and the rectangular tube sections are es tially utilized as compression . The latter closed tions, however, may also be used as flexural . The sifications and designations relating to these shapes are below.
A total of 281 light gage sections are given in this Handbook. Of these, 107 are LC sections with depths ranging f 65 rom to 255 rom. There are 107 LZ sections with depths ranging from 65 rom to 200 rom. For the tubular sections, 34 are LR . tions and 33 are LS sections. ThG LR sections have depths ranging from 25 IlUn to 175 rom whi te the LS sections have depths from 24 rom to 100 rnm. The latter two closee sections are on the sizes available from local manufacturers.
ASEP Stee: HanQbook ·82·
( (
R
Cold-Formed Light Gage Shapes 3-5
.~
can ,d
jed ~s
I
:h
,ng.
1 io-ze)e', ~mai
TJe
minimum quality requirement for light-gage structural is structural steel conforming to JIS G3101 Light gage shapes are normally manufactured from hotcoils Which are locally available in 930 mm widths and ~1cknesses ranging from 1.2 mm to 9.0 mm. However, to minimize ~T'rn,~ion problems and to insure structural durability, light sections used as structural should not be thinner 2.0 mm. On the other side, to avoid inefficient structural Ilrl,pl~r1ties when inside radius of pressed li.ght gage sections are icated, light gage section plate thickness should not be !:t.l],lCKer than 6.0 mm. To minimize "necking" and micro-cracking at bend radius and prevent change of properties in' the affected of the bent portion, the inside radius (in coordination with fabricators in the country) are made equal to 2.0 times the p'OLcematerial thickness. When strength is not of prime consideration, or for non81;rtlct:ural , the minimum requirement is commercial quali,(CQ) hot-rolled conforming to JIS G3131 SPHC and JIS G3141 (or PNS 127 Class 1), respectively. Further information is in Part 6 of this Steel Handbook.
ltion
3xCxt 3xCxt 3xt 3xt
The
specified yield strength, F y ' of SS 400 steel is taken 245 MPa. For the SPHC and SPCC (or PNS 127 Class 1) steels, specified yield stress, Fy is taken as 1,70 MPa.
Cold-Forming There are two methods generally used in the manufacture cold-formed sections. These are:
of
3
(1) By roll rolling, and (2) By press brake bending.
e
Roll forming is u8ualiy confined to a limited number of because of the cost of the rolling equipment. If the set of rolls needed for each shape is available, the production of large quantities of identical shapes is best accomplished by roll forning. ASEP Steel Handbook -83-
3-6 Cold-Formed Light Gage Shapes
Forming in press brakes, is how3ver, more moderate production runs of limited quantities of a given This is so because, in the semi-manual use of the press only a minimum change of tooling is needed to a"commodate fabrication of a great variety of shapes. lts major are the lower dimensional quality control and the higher tibility to micro-cracking of the materials at the corner which may affect the structural integrity of the shapes.
Sectional Dimensions As with the other f3bricated shapes, one of the siderations in the choice of sectional dimensions is the utilization of locally manufactured sh8ets or coils.The sections could result in an average 93% coil utilization maximum of about 98% and a minimum of about 88%). These ages may, however, will differ because of existing current widths and could be improved by proper y'.anning of fabri procedures. Other considerations in the choice of the sectional 1'< sions are based on the provisions of the AlSI Specifications!. For one, the lip stiffeners of the LC and LZ sections satisfy a minimum overall depth to be considered effective as "lip·stiffener." The IIp dimensions were so chosen that they effectfve for stresses not exceeding O. 60F y' however, under. stresses the full dimensions of the lip mayor may not be effective in the computation of the effective section properti Note that the full unreduced section properties 'used in the calculation of deflections.
are
Sectional Properties The calculation of areas, moments of inertia ·sectional properties are usually done using appropriate ·cations.
ASEPSteelHandbook -84-
.,,"
Cold-Formed Light Gage Shapes 3-7
al for shape. brakes, . te the awbacks :suscepbends
The
section properties of thin-walled shapes .are computed so-called "linear method." In this method, the various elements which compose the section are replaced by straightor curved-line elements. Calculating the total length, of inertia, etc., of these line elements, the appropriate of the actual section can be obtained by these quantities by the thickness. This procedure followed in this Part 7 of the Steel Handbook. It
r .conoptimum :adopted with a ·ercentt coil ication
dimen:ations. 'lS must :'e as a ley are :r these fully )erties. :e
also
other.' lmplifii
"
should be noted that the actual area of thin elements compressive stresses must frequently be replaced by a reduced effective area for calculating the effective crosssectional properties as required by the AISI, and thus should be computed and considered in the design. The computed design stresses based on the effective section properties shall not exceed the basic allowable stresses specified
Guide For Gip Sections The following discussion is intended primarily as a guide to fabricators and manufacturers of light gage sections in the slitting of locally available coil products. Two tables are herein presented giving the theoretical width of strips and the recommended slitting schedule. Table 3-1 gives th! theoretical blank width required for particular LC or LZ section. Note that the width of the increases as the thickness of the steel decreases. This is useful in determining the combination of sections which would optimize utilization of coils. Table 3-2 presents the recommended slitting schedule for coil widths assuming uniform blank wi.dths are to be produced. The table gives the number of identical strips to be cut from the and the expected yield in percent. As shown, the yield be as high as 98%. Note that further economy may be atby combining sections ane, the use of Table 3-1 as noted
.i.
ASEP Steel Handbook -85-
3-8 Cold-Formed Light Gage Shapes
Dimensional Tolerances The tabulated dimensions and propertie.s are values and the finished product will normally have some variations from these tabulations. To guide the designer fabricator, a set of recommended dimensional tolerances are gi below.
ASEP Steel Handbook -86-
Cold-Formed Light Gage Shapes 3-9
Table 3-1 Theoretical Width of Strips ),tical 31ight and r given
I
1Size. mm IHxBxC 1 1255x90x25 InOx75x25 1200x75x25 /200x75x20 /200X70x15 /185x50x20 /175x50x20 /150x75x25 /150X75x20 1150x65x20 1150x50x20 1150X50x18 1125x50x20 1125x50X15 /120x60x20 1120x /,Ox20 1100x50X15 . 1 90x45x15 ) 1 75x38x15 .. 65x30x15 1 I
t. Thickness, moo 4.5 4.0 3.5
6.0
5.5
5.0
435 370
439 374
4/+/,..
1,48
379
~83
3.0
2.5
2.0
460
464 399 379 369
403 383 373
·1 1 /
452 387
/
456 391 371
375
395
/
288 278
292 282
296 286
345 300 290
303 283
287
291
315 295
236 226
261 240 230
/
279
/
284
1 / /
300 290
/ /
240
304 29/,
274 ?44
309 299 279
1
2/,0
/
219
224
228 218
23', 194
239 199
2/,3
1 1 1 1 /
1 1
230 190
203 193 173 1/+!1-
118
232 222 207 197 177 148 12:>
211 201 181 152
126
29/,
308 298
299
303
304
2!~/l
755 215 205
219 209 189 160
185
156 130
13 /,
ASEP Steel Handbook ·87·
I
223 213 193 164 138
3-10 Cold-Formed [,ight Gage Shapes
Tahle 3-2 Recommended Slitting Schedule I
ISize, mm IHxBxC
I
1255x90x25 1220x75x25 1200x75x25 1200x75x20 1200x70X15 1185>:50x20 1175x50x20 1150x75x25 1150>:75x20 1150>:65>:20 1150x50x20 1150 >:50>:18 1125x50x20 1125x50x15 1120x60x20 1120x40x20 1120x40>:20 1100X50X15 I 90x45x15 1 75x38>:15' 1 75>:38x15 1 65x30x15 1 65x30x15
,Number of Strips
Coil Width,mm 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
930 1,220 1,220 1,220 1,055 1,220 1,220 1,220 1,220 1,220 1,220 1,220 1,220 930 1,220 1,220 930 1,220 930 930 1,220 930 1,220
2 3 3 3 3 4 4 4 4 4 5 5 5 4 5 6 4 6 5 6 7 7 8
ASEP Steel ilandbook -88-
Yield %
94 91 91 91 98 91 91 98 95 90 98 98 90 94 94 93 89 95 93 93
f
1
92
89 88
L
Gag~
Cold-Formed Light
Shapes 3-11
DIMENSIONAL TOLERANCES Cold-P0rmed Light Gage Shapes FORMING TOLERANCES
I
ield %
94 91 91 91 98 91 91 98 95 90 98 98 90 94 94 93 89 95 93 93 92 89 88
I I I I I I I I I I I I I I I I I I I I I I I I I I
i
I I
T~rl
I I I I I
{
j):'' ' ;' 'Cif.Jp __
H
J
------------------------
I I
PermIssible VarIations Over and Under Specified Oimensions
I
H, Depth
1---I
I B, Flange WIdth mm
C, Lip
I
mm
I I ·-----1 mm
~I-------~I------~ IUnder 150 mm, excl 1.51 1150 to 300 mm, excl 2.0 I 1300 mm and over 3.0 I
Out-of-Squareness of Corners
mm/mm
1
I
---1------~ 1
2.0
1.5
1
0.026
1
I
TOLERANCES I
;I
Length
"
mm
Permissible Variation Over SpecIfied Length, mm a
:I~------------------------
;J7, 000
and over lover 7,000
1,0 mm +
40 5 rom x (total length in m - 7)
.I~-----------------------------------------------------------------~ !
a
Permissible variation under specified length is 0 mm for all lengths.
,
., STRAIGHTNESS TOLERANCE
Tolerance
2.0 mm x (total length in m).
ASEI'
Ste(~
I Handbook -89-
3-12 Cold-Formed Light Gage Shapes
NOTES
ASEP Steel Hardbook -90-
Cold-Formed Light Gage Shapes 3-13
TABLES OF DIMENSIONS AND PROPERTI ES
ASEP Steel Handbook
-91-
3-14 Cold-Formed Light Gage Shapes
tfr
. . -rot
,~'
c
!
Ie, - '
I
_.' -\)
Hill: , :
,
h i '
X-"'~T---Xj
LC SHAPES Full Stotlon Properties
rn 0.tr'-qzz~
:~ R~it(rn()x) ~
I
~,
!I
Y
B
t--
J
DMlgnatlon HxSxCld LC
2~
l
x90x ~x 6,0 x ~,~ xM x 4,15 X 4,0 x 3.5 x 3,(}v x 2.5 ,
A mm 2
W k~m
2MO 19,97 17,41 1~,91 14,19 12,53 10,93 9,11
A mm
2,611 2,417 2,219 2,0115 1,~07
1,596 1,380 1,161
x.
mm
12,0 11.0 10,0 9,0 9,0 7,0 6,0 5,0
!
.!
2 2
2, 11
l' 1! 'H !.
1i
i .-)
LC220x75x25x6.0 x 5,5 x 5,0 x 4,5. x 4,0 x 3.5 x 3.0 x 2,15 x 2.0
1"1.44 16,16 14,96 13.52 12,115
LC 200 x 715 x 2~ x 3.15 x 3,0 . x 2.5 x 2.0
10,19
. LC 200 x 75 x 20 x 2. ~ x2.0/
7,25 5,96
10,74 9,30 7,93 6,33
2,221 2,059 1,993 1,722 1,547 1,369 1,195 999 f1J7
10,0 9,0 . 9,0 7,0 6,0 M
4,0
1~
1~
13 11 10 9, 9, 7, 5,
1,296 1,1215 949 767
7,0 6,0 5,0 4,0
7, 6,' 5,: 4, ~
923 747
5,0 4,0
5,e
ASEP Steel Handbook -92-
12,0 11.0
4,e
Cold-Formed Light Gage Shapes 3-15
,~-1l '-.: --, j
LC SHAPES Full Seollon Properties
· antroid
xo
mm ~,2
~,3 ~,4
~,4
~,~ ~,5
25.6 25,7
21.7 21.7 21.8 21.8 21.9 . 22,0 22,0 22,1 22,1
'
II 11'{"'O»~ I
':J
ewdp'''''Jd'
_._
~l Axis y-y
I x1 (ii
Axis X-X S x10J
r
I x1 (ii
S x1 (ii
r
mm 4
mm 3
mm
mm 4
mm 3
mm
DMignation HxBxCxt
24,255 22,653 20,976 19,223 17,395 15,490 13,509 11,,151
190,2 177.7 164,5 150,$ 136.4 121,5 1060 89,8
96,4 96,8 973 97,7 98,1 98,5 98,9 99,3
2,,, 57 2,237 2,103 1,955 1,794 1,619 1,430 1,227
36,4 34,6 32,5 303 27,8 251 22,2 19,1
30,0 30,4 30,8 31,2 31,5 31.9 32,2 32,5
LC 255 x 90 x 25 x 6,0 xM x 5,0 x 4,~ x 4,0 x 3,5 x 3,0 x 2,5
14,963 14,025 13,032 11,983 10,978 9,718 9,501 7,227 5,897
136,0 127,5 118,5 108,9 99,9 88,3 77.3 65,7 53,6
82,1 82,5 83,0 83,4 83,8 84,3 84,7 85,1 8SS
1,393 1,331 1,259 1,177 1,096 985 875 754 624
26,1 25,0 23,7 221 20.5 19,6 16,5 14,2 11,8
25.0 25,8 26,1 26.5 26,8 27,2 27,(5 27,8
LC 220 x 75 x 25 x 6,0 x 5,5 x 5,0 x 4,5 x 4.0 x 8.5 x 3,0 x 2,5 x 2,0
7,749 6,785 5,774 4,716
77.5 67,9 57,7 472
77.3 77.7
7e,0
955 848 731
79,4
605
18,4 16,3 14,1 11,7
27,1 27,4 27,8 28,1
LC 200 x 75 x 25 x 3,5 x 3,0 x2.5 x 2.0
5,624 4,595
56,2 460
78,1 78,4
965 552
12,(5 10.4
28,8 27,2
LC 200 x 7(5 x 20 x 2,5 x20
25.4
ASEP Steel Handbook -93-
3-16 Cold-·Formed Light Gage Shapes
xy
-t;~L"", ~y4"
t
-
x- -
I
.- I
-r--l C
_.
-:- - - -..}{..--"'..,H
+("~J~ r .
W,c:7/@
LC SHAPES Full StOtlon Properties
~
L~--J
D$sl~natlon
Hx8xCxt
Area A
W kg/m
mm
2
R mm
Xo
mm
LC 200 x 70 x 15 x 3,0
9,13
1,035
6,0
6,'
LC 195 x 50 x 20 x 5,5 xM x 4,5 x 4.0 x 3.5 x3.0 x 2,5 x 2.0
12,06 11.13 10,16 9.16 8.13 7.07 5.97 4.84
1,537 1,418 1,295 1,167 1,036 900 761 617
11.0 10,0 9,0 8,0 7.0 6.0 5.0 4.0
e, ~
LC 175 x 50 x 20 x 4.5 x 4,0 x35 x 3.0 x 2.5 x 2,0
9.81 8. 6.83 5.77 4,68
1,250 1,127 1,001 870 7St\ 597
9.0 8.0 7.0 6.0 5,0 4,0
LC 150 x 7.5 x 25 x 6,0 x 5,5 x 5,0
14,14 1S,14 12,11
1,901 1,674 1,54:3
12,0 11.0
" LC 150 x 75 x 20 x 6,0 x 5,5 x 5,0 x 4,5 x 3.0
13,67 12,71 11.72 10,69 7,
1,741 1,619 1,493 1,S62 945
12,0 11.0 10,0 9,0 8.0
-1.\ J
7.
ASEP Steel Handbook
-94-
~o,o
e,~
. .. .. ..... '.
5, e 5'" 4,8 4,2 S,5 2,9
5,11 4,51 4,21 S,7: S. 1e 2,8~
5,91 M7 5,20: 5,74; 5,411 '. e,D84 4,88:: ,S73
Cold-Formed Light Gage Shapes 3-17
•
LC SHAPES Full Section Properties
lntroid
I x1dl
AxieX-X S x1dl
mm 4
mm 3
Axis y-y I x1 dl
mm
Designation Hx8xCxt
S x1 dl
mm 3
mm 4
mm
1e,5
6, 11 0
61.1
76,9
575
11.2
23,6
LC 200 x 70 x 15 x 3,0
13,5
72,9 69,3 63,4 58.0 52,2 46,0 39,4 32.4
66,2 66,8 67,3 67,8 69,3 68.8 69,2 69,7
374 363 349 328 304
10.2 10,0 9,5
241 202
9,3 7.5 6.6 5.6
156 160 16,4 16.8 17,1 17.5 17.8 18.1
LC 195 x 50 x 20 x 5,5
13,5 13,6 13,6 13,6 13,7 1,3,7
6,741 6,:321 5,962 5,366 4,831 4,258 3,846 2,998
13,9 14,0 14,0 14,1 14,1 14,1
5,100 .01,680 4,217 3,720 :3, 199 2,621
59,4 53,5 48,2 42,5 36.4 30,0
639 6.01,4 6.01,9 65,4 65,8 66,3
342 323 298 270 237 199,
9.5 9.0 8,3 7,5 6,6 5,5
16.5 16.9 17,3 17.6 17.\1 19.3
LC 175 x 50 x 20 x 4,5
26,0 26,1 26,2
5,912 5,571 5,202
79,9 74,3 69A
57,3 57,7 59,1
1,213'
24,(3 23,7 22,5
25,9 t'I:),3 26,7
LC 150 x 75 x 25 x 6,0 x 5,5 x 5,0
5,747 5,419 5,06.01 4,693 3,373
76,6 72,3 67,5 62,4 45.0
57A 57,9 58,2 59,6 59.7
1,081 1,039
699
11.0
24,9 25,3 25,7 26,1 27,2
LC 150 >< 75 x 20 x 6,0 x 5,5
989 929
21.'l 20,6 19,6 19.5
1U
274
1,160 1,099
g,O
xM
x 4,5 x 4.0 x 3.5 x30 x 2.5 x 2.0 x4.0 x 3.5 x 30 x 2.5 x2.0
x 5,0 x 4,5 x 3,0
ASEP Steel Handbook -95-
'''"---------- - - - - - - - - - -t- ------,,,,
3-18 Cold-Formed Light Gage Shapes
Cold-Formed Light Gage Shapes 3-19
xy -t--<'·-
7;z}(""W2P~
1- i - I
Jl
J
x - - : -:- - - - x
~ R_:21('~
LC SHAPES Full Seo1ion Proper .:ies
entroid
I xi OS mm 4
16,4 16,4 16,5 16,6 16,6 16,7 16,7
AxieX-X S x10S mm 3
"'"*"'" l-~ r mr1
Axie Y-Y S xi OS
I xi OS mm 4
mm 3
D9Si~nation
Hx6xCxt
r mm
4,945 4,539 4,206 a47 $,461 3,049 2,609 2, 142
64,6 60,5 56,1 51.3 46,2 40,7 34,8 28,6
58,7 57,1 57,5 57,9 59,$ 58,7 59,1 59.4
710 690 643 599 548 491 426 355
16,0 15,3 14,5 13.5 12,4 11.1 9,7 8,1
21,7 22,1 22,5 22,8 23,2 23,5 23,9 24,2
LC 150 x 65 x 20 x M x 5,0 x 4,5 x 4,0 x $,5 x :3.0 x 2,5 x 2.0
4,191 8,988
55,9 53,1
53,9 54,4
354 349
10,1 10,0
15,7 16.1
LC 150 x 50 x 20 x 6,0 x 5,5
3,914 2,525
52,2 33,7
54,4 56,8
325 243
9,2 6,9
15,7 17,6
LC 150x50x 19x5,5 x 3,0
2,524 2,396 2,230 2,05'3 1,964 1,654 1,425
40,4 39,2 35,7 32,9 29,8 26.5 22,9
45,7 46,2
326 317 305 299 2fl7 241 212
9,7 9,5 9,1 9,6 9,0 7,2 6,4
16.4 16,9 17,2 17,6 18,0 18,3 19,6
LC 125 x 50 x 20 x 5,5 x 5,0 x 4,5 x4,0 x 3,5 x 3,0 x 2,5
2, 139 1,975 1,793 1,593
34,2 31,6 29,7 25.5
46,7 47,2 47,6 49,0
259 246
7,4 7,1 6,6 6,0
16,2 16,7 17,1 17,4
LC 125 x 50 x 15 x 4,5 x4,0 x 3,5 x3,0
~,7
47,1 47,5 47,9 49,3
~30
210
ASEP Steel Handbook -97-
H
3-20 Cold-Formed Light Gage Shapes
LC SHAPES Full Section Properties
Area A mm 2
w
Deslgnetlon Hx8xClIi
kg/m
11 mm
1,391 1,299 1,193 1,092 765
12,0 11.0 10.0 6,0
, 2,3 1,7
LC 120 x 40 x 20 x S,O x 5,5 x 5,0 x 4,5 x 4,0 x3,5
1,141 1,069 993 912 927
12,0 11.0 10,0 9,0
1,9 1,9
739
7,0
x 3.0
645 B49
6,0 5,0 4,0
LC 120 x 60 x 20 x 6,0 x5,5
xM
x4,5
x 3,0
x25 x20
447
9,0
xM
703 615 523 427
7,0 6,0 M 4,0
x2.5 ~ x2.0
ASEP Steel Handbook -98-
\
9,0
I
ze
1,8: 1,7"
9,0
967 797
I}"
Eoj
Z~
9,0
"-... LC 100 x50 x 15 x 4,5 x 4,0
x $,0
.
1,51 1,4e
1,26 1, 1~ 93 16, 16,
1e,
17, 17,1 '. 17,1
1,24
1,15: 1,05' 931 91l
6n
Cold-Formed Light Gage Shapes 3-21
x
y
i-'~t
l";tffZ~Q-r ~
l
I
x - -; --:- - - - x
LC SHAPES Full Section Properties
20,6
20,7 20,9 20,9 21.1 12,9 12,9 12,9 13,0 13,0 13,1 13,1 13,2 13,2 16,7 16,9 16,9 17,0 17,1 17,1
I xi OS
Axie X-X S x10S
mm 4
mm 3
2,775 2,640 2,497 2,319 1,705 1,995 1,919 1,828 1,717 1,693 1,452 1,294 1,120 930 1,241 1,152 1,051 939 912 675
I
0'~
I .f
H
I
. ~\;~;-,~p·Bz;~;1 ~~_~.
L:~-l Axis y-y r
I xi OS
S xi OS
r
mm
mm 4
mm 3
mm
Designation Hx8xCxt
526 506 491 872
13,7 18,4 12,9 12,8 9,6
19,9 20,2 20.6 21.0 22,0
LC 120 x 60 x 20 x 6,0 xM x 5,0 x 4,5 x 8,0
41.9 42.4 42.9 43.4 48,9 44,3 44.9 45,2 45,6
170 172 171 167 160 150 137 122 103
6.3 6.3 6.3 6,2 5,9 5,6 5.1 4.5 3.9
122 12,7 13.1 13.5 13.9 14,2 14,6 14.9 15,2
LC 120 x 40 x 20 x 6.0 x 5.5 x 5.0 x 4.5 x 4.0 x 3.5 x 3,0 x 2,5 x 2,0
87,8 39,3 00,7 39,0 39,4 89,9
239 227 212 194 171 145
7,1 M 6.4 5,9 5,2 4.4
16,6 17,0 17,4 17,7 19,1 19,4
LC 100 x 50 x 15 x 4,5 x 4,0 x 3,5 x 3,0 x 25 x 2,0
46,3 44,0 41.5 89,6 29,4
44,9 45,3 45,7 46,1 .<17,2
540
38,3 32.0 30.4 28,6 26.5 24.2 21,.6 18.7 15,5 24,9 28.0 21.0 19,9 16,2 3,5
ASEP Steel Handbook ~99-
L
,3-22 Cold-Formed Light Gage Shapes
~-F-r
I __ I
i
X - - / -1- -- - - X
H
RJ21{mO~ +,zy,_
LC SHAPES FJII Seotlon Properti.s
L-~-J Des! gnation Hx8xCxt
W kg/m
FI mm
A mm 2
6,10
777
707
X 2,0
5,55 4,97 4,36 3,71 3.04
LC 75 X 38 x 15 x 4,5
5,08
x 4,0
464 418 366 3,14 2,56
LC SO X 45 X 15 X 4,5 x4,0 X 4,5 X 3,0
x2,5
x 3,5 x3,0 x2,5 x 2,0 LC 65 x 30 X 15 x 4,5 x4,0 xM x3,0 X 2,5 x2,0
633 555 473 367 647' 591 532 466
Xo
mm
9,0 6,0 7,0 6,0
M
4,0 9,0
,
6,0
<
7,0
~
6,0
S 3 2
401
5,0
329
40
530
9,0 6,0 7,0 6,0
487
441 390 336 277
ASEP Steel HandJ)ook -100-
I xiC
21 2( 2·
5,0
Z it
4,0
i€
Cold-Formed Light Gage Shapes 3-23
LC SHAPES Full Section Propertie$
ntroid I x1~
mm 4 1e>. e; 1e>. e; 15.6 1e>. 7
1M 15.9 13.9 13.9 13.9
14.0 14.0 14.1 11.2 11.3 11.3 11.4 11.4·
11.5
Axis X-X S x1 ~ mm s
Axis y-y I
r mm
S x1 ~ mm s
xll)~
mm 4
19.5
33.6
171
920
19.2
752 674 597 490
16.7 15,0 13,0 10, 9
34.0 34,5 34.9 35.2 35,6
164 155 142 127 108
491 454 421 392 335 282
12,9 12,1 11 ,2 10,2 9,9 7,5
27,3 27,7 28,1 28,6 28,9 29,3
99 97 93 86 78 67
267 258 243 223 199 169
9,2 7,9 7,5 6,9 6,1 5,2
22,5 23,0 2M 23,9 24,3 24,7
46 47
979
47 44 41 36
Designation HxBxCxt
r mm
16,7
LC 90x 45 x 1e; x4,5 x4,0 x4,5 x3.0 x2.5 x2,0
4,1 4,0 3. 8 3,6 3,2 2,8
12,3 12,9 13,2 13,6 139 14,3
LC 75 x 38 x 15 x 4,5 x4,0 x3,5 x3,0 x2,5 x2,0
2,5 2,5 2,5
9,3 9,8 10,3 10,7 11,0 11.3
LC 65x 30 x 15 x4.5 x4,0 x 3,e; x3,0 x2,5 x2,0
5,9 5,6 5,3
4.9 4,3 3.7
2,4 2,2 1.9
14.9 15,2 156 16,0 16.4
ASEP Steel Handbook -101-
i
3-24 Cold-Formed Light Gage Shapes
y
z,i~"
><
-r , 11
a
X - - -""--
- - X
H
LZ SHAPES Ful Seotion Properties
t- - '\.
R~21(m~L,;
LJ I
C
"
-
'z
Weight W kg/m
Deeignation Hx8xCxt
°
Area A mm 2
Fladiue FI mm
AxisZ-Z tan r a mm
8,18
1,085
6,0
0,287
18,99
e
LZ 185 X 50 X 20 X 5,5 X 5,0 X 4,5 X 4,0 X 8.5 X 8,0 X 2,5 X 2,0
12,06 11,18 10,16 9,16 8,13 7,07 5,97 4,84
1,587 1,418 1,295 1,167 1,086 900 761 617
11,0 10,0 9,0 9,0 7,0 6,0 5,0 4,0
0,212 0,215 0,219 0,222 0,225 0,228 0,231 0,285
12,74 13,12 13,47 13,81 14,1:3 14,43 14,72 15,00
6
LZ 175 X 50 X 20 X 4,5 X 4,0 X 8,5 X 3,0 X 2,5 x20
9,91 8,95 7,96 6,83 5,77 4,69
1,250 1,127 1,001 870 786 597
9,0 9,u 7JJ 6,0 4,0
0,237 0,240 0,243 0,247 0,250 0,253
13,53 13.97 14,19 14.49 14,79 ' 15,06
2,e
LZ 150 X 75 X 25 X 6,0 X 5,5 X 5,0
14,14 13,14 12,11
1,801 1,674 1,548
12,0 11.0 10,0
0,488 0,491 0,494
19,64 19,99 20,31 '.
5,9 5,5 ' 5,2
LZ 150 x75x 20x 6,0 X 5,5 X 5,0 X 4,5 X 3,0
13,67 12,71 11.72 10,69 7,42
1,741 1,619 1,493 1,362 945
12,0 11.0 10,0 9,0 6,0
0,461 0,465 0,469 0,472 0,482
19,73 ' 19,10 19,46 ' 19,79 ' 20,71
LZ 200 X 70 X 15 X 8,
5,0
ASEP Steel Handbook -102-
~
5, 5, 4, 4, 3, ~
5, 4,1 4,: 3, j 3,1
Cold-Formed Light Gage Shapes 3-25
y
-t-B_j-
z'r:~:'l ', .
LZ SHAPES Full Section Properties
r mm
I xi OS mm 4
Axis x-x S x10S mm 3
1 ' 11
x-·-·-c!----x I-I - , R~'l(~ ~,
L::J"~ r mm
I xi OS mm 4
Axis y-y S xi OS mm 3
r mm
Ii
c
.Designation HxBxCxt
18,99
6,110
61.1
76,8
875
12,8
29,1
LZ 200 x 70 x 15 x 8.0
12,74 18,12 13,47 18,81 14,13 14,43 14,72
72,9 68,3 63,4 58,0 52,2 46,0 89,4 32,4
66,2 66.8 67,3 67,8 68,3 68,9 69,2 69,7
550 535 513 484 449 407 358 802
11.6 11.3 10,7 10,1 9,8 9,4 7,3
H5,00
6,741 6,321 5,862 5,366 4,881 4,258 3,648 2,996
6,~
18,9 19,4 19.9 20,4 20,8 21.3 21.7 22,1
LZ 185 x 50 x 20 x 5,5 x 5,0 x4,5 x 4,0 x 3,5 x 8,0 x 2,5 x 2,0
13,53 18,87 14,19 14,49 14,79 15,06
5,109 4,690 4,217 3,720 3,199 2,621
58.4 53,5 48,2 42,5 36.4 30,0
63,9 64,4 64,9 65,4 65,8 66,3
513 484 449 407 358 302
10,7 10,1 9,3 8.4 7,3 6,2
20,3 20,7 21.2 21.6 22,1 22,5
LZ 175 x 50 x 20 x 4,5 x 4,0 x3,5 x 3,0 x 2,5 x 2,0
19,64 19,98 20,81
5,912 5,571 5,202
78,8 74,3 69.4
57,3 57,7 58,1
2,167 2,072 1,963
30, 1 28,7 27,1
34,7 35,2 35,7
LZ 150 x 75 x 25 x 6,0 x 5,5 x 5,0
18,78 19,10 19,48 19,79 20,71
5,747 5,419 5,064 4,683 3373
76.6 12,3 67,5 62,4 45,0
57,4 57,9 58,2 58,6 59,7
1,881 1,806 1,718 1,615 1 218
26,1 25,0 23,7 22,2 16,6
32,9 33,4 33,9 34.4 (35,9
LZ 150 x 75 x 20 x 6,0 x 5,5 x 5,0 x 4,5 x 3,0
ASEP Steel Handbook -103-
3-26 Cold-Formed Light Gage Shapes
y
[l i----t
Z'~fJa, ,
l
a-
':
',< -
X - --
- - - X
H
LZ SHAPES Full Section Properties
, Ro1'('~'1 j1
t-
-"
c
~,
I
LJ~j
,,- .
'z
Weight W kg/m
Designation HxBxCxt
°
Area A mm 2
Radius R mm
a
20.50 18.97 17.41 15.81 14.19 12.53 10.83 9.11
2,611 2,417 2,218 2,015 1,807 1,596 1,380 1,161
12.0 11.0 10.0 9.0 8.0 7.0 6.0 5.0
0.297 0.300 0.302 0.304 0.307 0.309 0.311 0.314
LZ 220 X75 X25 X 6. X5.5 X 5.0 X4.5 X 4.0 X3.5 X3.0 X2.5 X2.0
17.44 16.16 14.86 13.52 12.15 10.74 9.30 7.93 6.33
2,221 2,059 1,993 1,722 1,547 1,:369 1,195 999 807 1
12.0 11.0 10.0 9.0 9.0 7.0 6.0 5.0 4.0
0.292 0.294 0.297 0.300 0.302 0.305 0.307 0.310 M13
l' , i~
LZ 200 X 75 X 25 X 3.5 x3.0 X2.5 X2.0
10.19 9.93 7.44 6.02
1,298 1,125 948 767
7.0 6.0 5.0 4.0
0.347 ').349 0.352 0.355
7, 6, 5,
r)f LZ 200 X 75 X 20 X 2.5
7.25 5.96
923 747
5.0 4.0
0.335 0.339
LZ 255 X90 x 25 X 6. X 5.5 X 5.0 X 4.5 X 4.0 X 3.5 X 3.0 X 2.5
°
X
2.0
ASEP Steel Handbook -104-
24.08 24.41 24.74 25.06 25.37 25.67 25.96 26.24
2 2;
21 1!
r
1i 1: l'
1~
11 10
9
9 7 5,
! '
4, 5, 4,
Cold-Formed Light Gage Shapes 3-27
y
8 I z'h;:fiTH~,
I
~,
>(
"
,
x - - --" ----x
d,', t~1t(1J
LZ SHAPES Full Seotion Propertin
I~
.
I xi OS mm 4
S xi OS mm
3
- 11~
H
,-
~
L~J
'1
Axie Y-Y
Axis X-X
r ·mm
-r
..
r mm
I xi OS mm 4
S xi OS mm 3
Designation
HxBxCxt
r mm
°
24.09 24.41 24.74 25.08 25.37 25,67 25,96 26,24
24,255 22,653 20,976 19,223 17,395 15,490 13,509 11, ~51
190.2 177.7 164.5 150.8 136.4 121.5 106.0 89.8
96.4 96,8 97.3 97,7 98,1 98,5 98.9 99,3
3,646 3,464 3,261 8,037 2, 791 2,523 2,233 1,920
41 9 39.7 37.3 84.6 31.7 28.6 25.2 21,6
37,4 37,9 38.3 38.8 39.3 39,8 40.2 40,7
LZ 255 x 90 x 25 x 6,
20,12 20,46 20,79 21,11 21,42 21,72 22,01 22,29
136,0 127,5 118,5 108.9 98,9 98,3 77.3 65,7 53,6
82,1 92,5 93,0 93,4 8:3,8 84,3 84,7 95,1 8M
2,167 2,072 1,963 1,838 1,699 1,544 1,373 1,186 983
30,1 29,7 27,1 25.3 23,3
22,~
14,963 i 4,025 13,032 11,983 10,878 9,718 8,501 7,227 5,897
31,2 31,7 (32,2 32.7 33,1 33,6 34,0 84,5 34,9
LZ 220 x75x 25x 6,0 x 5,5 x 5,0 x4,5 x 4,0 x 3,5 x 3,0 x2,5 x 2.0
21,71 22,00 22,29 22,55
7,749 6,795 5,774 4,716
77.5 67,9 57,7 47.2
77.3 77.7 78,0 78.4
1,544 1,373 1,1 ee 983
21.1 18.7 16.1 13.3
34.5 34,9 35.4 35.8
LZ 200 x 75 x 25 x 3,5 x 3, x 2,5 x 2.0
21.49 21.n
5,624 4,595
56.2 46.0
78,1 78.4
1,055 877
14.3 11.8
33,8 34.3
LZ 200 x 75 x 20 x 2,5 x 2,0
21.1 18,7 16,1 13.3
x 5.5 x 5.0 x 4.5 x4.0 x 3,5 x 3,0 x 2,5
°
ASEP Steel Handbook -105-
.,
I
3-28 Cold-Formed Light Gage Shapes
B Y
-t-t
-1
Z'~ ,
a'
><
,,
x---
1-
- - - - X
R~'~
I~
1_B.1
'"
Jl
H
L.Z SHAPES Full Seotlon Properties
_.
'z j
j
W kg/m
Designation HxBxCxt
A mtn 2
R mm
a
mm
X
m
LZ 150 x 65 x 20 x 5.5 x 5.0 x 4.5 x 4.0 x 3.5 x 3.0 x 2.5 ." x2.0
11.85 10.93 9.98 9.01 7.99 6.95 5.87 4.76
1,509 1,393 1,272 1,147 1,018 885 748
11.0 10.0 9.0 8.0 7.0 6.0 5.0
0.394 0.398 0.401 0.405 0.409 0.412 0.415
607
4.0
0.419
LZ 150 x 50 X 20 X 6.0
1,441 1,344
12.0
0.283
xM
11. 31 10.55
11.0
0.297
L.Z 150 X 50 X 19 X 5.5 X 3.0
10.39 6.15
1,322 793
11.0 6.0
0.277
L.Z 125 x50x20x 5.5 X 15.0 X4.5 x 4.0 x 3.5 x 3.0 x 2.5
9.47 9.77 9.04 7.28 6.48 5.65 4.79
1,207 1,119
11.0 10.0
1,025
9.0
927 826 720 611
8.0 7.0 6.0
5.0
L.Z 125 x 50 x 15 x 4.5 x 4.0 x 3.5 x3.
0.297 0.371 0.375 0.379 0.383
0.387 0.391 0.394
,
~
,2 2, 2, 2, 1,
1, 1, ' 2,'
ASEP Steel Handbook -106-
Cold-Formed Light Gage Shapes 3-29
8
y
z,-t------"-c:::i ~;
!@\<
1 R~'~"~ jJ W'"
0-
,
x- -..,.::: !----x
LZ SHAPES Full Seotion Properties
I x1dl mm4
mm
16.79 17.16 17.50 17.93 19.15 19.44 19.73
Axis X-X S xi dl mm 3
H
.1-
r mm
I xi dl mm 4
Axis y-y S xi dl mm 3
r mm
Designation HxBxCxt
825 719 600
19.1 18.2 17.2 158 14.6 13.0 11.3 9.4
28.1 28.6 29.1 29.6 30.1 30.5 31.0 31.4
LZ 150 x 65 x 20 x 5.5 x 5.0 x 4.5 x 4.0 x3.5 x 3.0 x2.5 x 2.0
53.9 54.4
559 550
11.9 11.6
19.7 20.2
LZ 150 x 50 x 20 x 6.0 x 5.5
52.2 33.7
54.4 56.8
506 381
10.7 7.9
19.6 22.0
LZ150x50x18x5.5 x 3.0
2,524 2,386 2,230 2,056 1,864 1,654 1,425
40.4 38.2 35.7 32.9 29.8 26.5 22.6
45.7 46.2 46.7 47.1 47.5 47.9 48.3
550 535 513 484 449 407 a56
11.6 11.3 10.7 10.1 9.3 6.4 7.3
21.3 21.9 22.4 22.9 23.3 23.6 24.2
LZ 125 x 50 x 20 x 5.5 x 5.0 x 4.5 x 4.0 x 3.5 x3.0 x 2.5
2, 139 1,975 1,793 1,593
34.2 31.6 29.7 25.5
46.7 47.2 47.6 48.0
420 400 374 341
9.8 6.3 7.7 7.0
20.7 212 21.7 22.2
LZ 125 x 50 x 15 x 4.5 x40 x 3.5 x 8.0
64.6 60.5 56.1 51.8 46.2 40.7 34.9 29.6
56.7 57.1 57.5 57.9 59.3 58.7 59.1 59.4
1,190 1,139 1,077 1,004
19.00
4,945 4,539 4,206 3,947 8,461 3,049 2,609 2,142
12.46 12.99
4,191 3,993
55.9 53.1
12.51 14.29
3,914 2,525
12.95 13.24 13.61 13.95 14.27 14.57 14.96 12.70 13.09 13.44 13.77
~21
ASEP Steel Handbook -107-
3-30 Cold-For:med Light Gage Shapes
LZ SHAPES FuliSeoticn
Propertle.
Designation HxBxCxt
i W kgjm
a
mm
LZ 120 x60 x 20 x 6.0 x 5.5 X 5.0 x 4.5 x 3.0
10.84 10.12 9.36 8.57 6.01
1,381 1,289 1,193 1,092 765
12.0 11.0 10.0 9.0 6.0
0.479 0.400 0.487 0.491 0.502
LZ 120 x40 x 20 x 6.0 x 5.5 x 5.0 x 4.5 x 4.0 x (j.5 x 3.0 x 2.5 x 2.0
8.96 9.39 7.79 7.1 e 6.49 5.80 5.07 4.30 a51
1,141 1,069 993 912
12.0 11.0 10.0 9.0 8.0 7.0 6.0 5.0 4.0
0.296
LZ 100 >t 50 x 15 x 4.5 x4.0
6.81 6,19 5.52 4.83 4.11 3.35
967 787 703 615 523 42.7
)( S,5
xs,o x 2.5 x 2.0
627 739 645 549 447
9.0 8.0 7.0 6.0 E.O
4.0
ASEP Steel Handbook ·108-
Q.3oo 0.304
Moe 0.313 0.317 0.321
0.325
i
1 1 1 1 1 1 1 1,
0.329 0.470 0.475 0.480 0.485 0.490 0.494
1, 1, 1,
Cold-Formed Light Gage Shapes 3-31
l.Z SHAPES Full Section Properties
Axie
x-x I
r mm
14.00 15.20 15.57 15.92 16.85
9.60 10.09 1M1
2,775
46.3
2,640
44.0
2,<,87 2,318
41.5 38.S
1,705
28.4
1,995 1,919 1,826 1,717 1,593
33.3 32.0 30.4 28,6 26.5 24.2
10.90 11.26 11.60 11.91
1,452 1,294
12,20 12,47
1,120 930
19.7 15.(5
12,42
1,241 1,152 1,051
24.8 23.0 21.0
938
18.0
812 675
16.2 13.5
12,00 13.15 13.49
13.79 14.07
21.6
r
x1 cfl
mm
mm 4
Axie y-.y S x1 cfl
mm 3
. D0si 9nation HxSxCxl
r
I1'1m
969
17.0
941 905
16.4 15.7
26.5 27.0 27.5
859
14.9
28.0
665
11.4
29.5
41.8
281
7.6
15.7
42.4
282 279
7.6 7.4 7.2 6.9
5.8 5.1 4.4
16,2 16.8 17.3 17.7 19.2 18.6 19.1 19.5
8.8 9.3' 7.7
22.0 22.(5 23.0
7.0
23.5
6.2 5-2
24.0 24.5
44.8 45.3 45.7 46.1 47.2
42.9 43.4
43.9
272 280
44.3 44.8 45.2 45.6
245 224 200
37.9 39.3 38.7 39.0 39.4 39.8
420 400 374 341 302 256
170
6.~
ASEP Steel Handbook ·109-
LZ 120 x 60 x 20 x 6.0 x 5.5 x 5,0 x 4.5 x 3.0 LZ 120 x40x 20x 6.0 x 5.5 x 5.0 x 4.5
x 4.0 x 3.5 x 3.0 x 2.5 x2,0 LZ 100 x50x 15x 4.(5
x 4,0 x 3.5 x 3.0 x 2.5 x 2.0
3-32 Cold-Formed Light Gage Shapes
''
"
".
--I
"" x-----" 1 ._- -- -- x 1-
I
')
, 0
":,~"~' ~2ZZJt.
H
-
" _
LZ SHAPES Full Section Properties
~
L_G j'z Designation Hx8xCxt
Weight W kgfm
Area A mm 2
m
Radius R mm
AxisZ-Z tan r a mm
LZ90x45x15x4,5 x4,0 x3,5 x3,0 x2,5 x2,0
6,10 5,55 4,97 4,36 4,71 3.04
707 633 555 473 007
9,0 8,0 7,0 6,0 5,0 4,0
0.409 0.484 0.489 0,484 0,499 0,504
11,10 11.49 11,45 12,19 12.'19 12,79
LZ75x38x15x4,5 x4,0 xM x3,0 x2,5 x2,0
5,09 4,64 4,19 3,69 3,14 2.59
647 591 532 469 401 329
9,0 9,0 7,0 6,0 5,0 <1,0
0,504 0,515 0,520 0,526 0,531
9,19 9,62 10,00 10,3t5 10,00 10,94
LZ 65 X 30 X 15 X 4,5 x4,0 X 3,5 . )( 3,0 . x2,5 x2,0
4,16 3,93 3.45 3,06 2.63 2.17
~O
9,0 9,0 7,0 5,0 5,0 4,0
0.471 0.476 0,492 0.49S 0,493 0,499
7,04 7,55 7,98 9,35 aS8 9,99
497 441 390 336
277
ASEP Steel Handbook -110-
MOO
Cold-Formed Light Gage Shapes 3-33
1
y
_I
8
z,' ~£zz@
I
t:,'""-:~
,
"I:o"(~ 11
x---~
LZ SHAPES Full Seo!lon Properties
Axis X-X S x1(f mm 3
I x1(f mm 4
r
mm
----x
H
1-)':'
I<~
LLl
r mm
Axis Y-Y S xi (f mm 3
I x1 (f mm 4
r mm
"'-
'z
Designation HxBxCxt
19,9 20,4 20,9 21.4 21,9 22.3
LZ 90x 45 x 15 x4.5
254 226 193
7,2 6,8 S.4 5,8 5.2 4.4
8,9 7,5
27,3 27,7 28,1 29,6 28,9 29,3
164 179 171 159 143 123
5,2 5,0 4,7 4,4 3,9 3,3
16,9 17.4 17,9 18,4 18,9 19,3
LZ75x38x15x4,5 x4,0 x3,5 x3,0 x2,5 x2,0
8,2 7,9 Hi 6.9 6,1 5,2
22,5 2(:l,0 23,5 23.9 24,3 24,7
89 89
3,2 3,2 3,1 2,9 2.6 2.3
;2,9 13,2 14.0 14,5 15.0 15.4
LZ 65 x 30 x 15 x 4,5 x 4,0 x 3.5 x3,Q x2,5 x2,0
11.10 11,49 11.45 12,18 12.49 12,78
878 820 752 674 587 490
19.5 192 16,7 15,0 1M 10,9
9,19 9,62 10,00 10,35 10,00 10,94
481 454 421 382 335 282
12,8 12.1 11.2
7,04 7,55 7,98 8,35 aS8 8,98
267 258 243 223 199 169
;0,2
33,6 34,0
306 294
34.5
277
34,8 35,2 35,6
67 92
75 00
x4,Q x3,5 x3,0 x2,5 x2,0
ASEP Steel Handbook -111-
T >-
•
3-34 Cold-Formed Light Gage Shapes
y
t-
I I I --1--
--r
-
x-
-x
I 'Z%
1
B
LR SHAPES Full Seotlon Properties
I
R::2!(moxt. y
H
---I-
J
Designation Hx8xt
Weight W kg/m
Area A mm 2
Moment of Inertia Ix Iv x10S x10S mm 4 mm 4
Radius R mm
LR 175x50x4,0 x 3.5 x3,0 x2.5 x 2,0
13,09 11,56 10,01 8,42 6,80
1,667 1,473 1,275 1,073 867
8,0 7,0 6,0 5,0 4,0
5,500 4,935 4,335 3,701 3,0:31
LA 100 x 50 x 3.0 x 2.!5 x 2.0
6.48 5.48 4.45
825 698 567
6,0 M 4.0
1,024 994 7:32
LA 50 x 40 x 4.0 x'M x :3.0 x2,5 x 2.0
4.61 4.15 3.65 3.13 2.57
597 529 4b!5 3.99 327
9.0 7.0 6.0 5.0 4.0
174 164 150 134 114
LA 50 x 20 x 2.5 x 2.0
~,34
1.94
299 247
M 4.0
77 69
LA 40 x 25 x3.5 x 3.0 x 2,5 x 2.0
2,77 2.48 2,14 1.78
353 315 273 '227
7,0 6.0 5.0 4.0
57
LA 4Ox20x2.5
1,95 1.62
249 207
5.0 4.0
42 37
x 2,0
55 51 45
ASEP Steel Ha,dbook -112-
J
.
2S 2S 24 21 14 12
x' m
Cold-Formed Light Gage Shapes 3-35
y
tc
~~ 1 - 1
LA SHAPES Full Section Properties
Section Modulus Sx x10' mm 3
1
1 --1--
x-
-x
.
, R::2\(mox(
1
,I
y
B
I
Radius of Gyration
Sv x1 mm 3
as
rx mm
Dttignation HxBxt
rv mm
745 S74 599 514 425
62,as 56,40 49,55 42,30 34,65
29,80 26.98 23,90 20,58 16,99
57,4 57,9 58,3 58,7 59,1
21.1 21.4 21,6 21.9 22,1
LA 175 x 50 x 4,0 x 3,5 x 3,0 x 2,5 x 2,0
349 303 252
20.47
35,2 35.6 35,9
20,6
17,68 14,64
13,96 12,12 10,09
21.1
LR1 00 x 50 x 3,0 x2,5 x2,0
91
6,95 6,55 6,01 5,35 4.55
6,10 5,77 5,31 4,73 4,04
17,2 17,6 16,0 19,3 18,7
14,4 14,8 15,1 15,4 15.7
LR 50 x 40 x 4,0 x3,5 x3,0 x2,5 x2,0
19 16
309 2,71
1.76 1,57
16,1 16,6
7,7 8,0
LR 5Ox20 x2,5 x 2,0
26 26 24 21
2,85 2,74 2,54 2,23
2,11
8,6
1,93 1,71
12,7 13,2 13,6 14,0
9.4 9,7
LR 40x25 x3,5 x 3,0 x 2,5 x 2,0
14 12
2,10 1,87
1.37 1,25
13,0 13,5
7.4 7,8
LR 4Ox20 x2,5 x 2.0
122
m
106
95
2,07
20,8
g,O
ASEP Steel Handbook ·113-
T
H
J
1
3-36 Cold-Formed Light Gage Shapes
y
#'~!::Z'1~
---r
~ x-,--:--,-x r t- ''-
I
I I , I '
LA SHAPES Full Section Properties
R"21(mo<21~ ';:Jy ,,;' dodf3?@?'
L'Jl._-J,
...- --_. t
Designation HxBxt
Weight W kg/m
Area A mm 2
Radius R mm mrr
LR 40 x 18 x 2.5 x 2.0
1.87 1. 56
238.2 198.8
5.0 4.0
38.4 :.l4.5
LR 40 x 16 x 2.0
1.50
190.8
4.0
31.S
LA 38 x 18 x 2.5 x 2.0
1. 79 1.50
228.2 190.8
5.0 4.0
33.3 30.1
LR 32x25x3.5 x 3,0 x 2,5 x 2,0
2.33
7,0
30,0
S.O
1,83 1.53
297.4 267,4 233,2 194.8
5,0 4,Q
2S,8 28,2
LR 32 x 16 x 2, 0
1.25
158.8
4,0
172
LR 28 x 18 x 2,5 x 2,0
1,40
178.2
5.0
1.18
150,9
4.0
14,; 13,3
LA 25 x 16 x 2. 0
1. 03
130.8
4.0
8.7
2.10
ASEP Steel Handbook -114-
25,3
Cold-Formed Light Gage Shapes 3-37
r YZk -I y
t: '-1 ..J-;;;7 "
. I x- >--1-- ",-x • I
LR SHAPES Full Seotion Froperties Inertia Iv x103 mm 4 10,5 9,6
7,2 9,9 9,1
I
L---.~-l
Radi us of G ra ti on
Section Modulus Sy x103 mm 3
Sx x103 mm 3
R= 2\(mox~;;
"%?}zz:..W&u>-,
Designation HxBxt
ry mm
rx mm
1,92 1,73
116 1,07
12,7 132
6,6 7,0
LR 40x18 x2,5 x 2,0
1.58
0,90
12,9
6,1
LR 40x 16 x2,0
1,75 1.58
1,10 1. 01
12,1 12.6
6,6 6,9
LR 38 x 18 x2,5 x 2.0
1.88 1.86 1.76 1,58
1.60 1.60 1,53 1,38
10,1 10,6 11.0 11.4
8,2 8,7 9,0 9,4
LR 32x25 x3.5 x 3,0 x 2,5 x 2.0
1.07
0,70
1C,4
6.0
LR 32x16 x2.0
1.01 0,95
0,76 0,73
8,9 9,4
6,2 6,6
LR 28 x 18 x2,5 x 2,0
0,70
0,53
8,2
5,7
LR 25x16 x2,0
ASEI' Steel Handbook ·115·
H
I
3-38 Cold-Formed Light Gage Shapes
y
I I r!f&>ZH.fZXZ$:;
t_~IJ ~"-2~f:o~ ; I
x - .'
x
I I
y
8
r
t-i
,
$".tK:z'it<
1
- ,.. ~
x-
III
LS SHAPES Full Seotlon Properties
-----r
1
Designation HxBxt
J Weight W kgJm
Area A mm 2
r R mm
Ix=~
Sx=Sy x10' mm 3
x1 mm 4
rx=ry mm
LS 100 x 100 x 4,0 x :3,5 x 3,0 x 2,5 x 2,0
11.52 10,19 9,93 7.44 6.02
1,467 1,299 1,125 948 767
9,0 7,0 6,0 5,0 4,0
2,166 1,966 1,729 1,478 1,212
43,76 39,32 34,59 29,56 24,24
L.!
LS 75 x 75 x 4,0 x3,5 x 3,0 x 2,5 x 2,0
9,38 7,44 6.49 5,49 4,45
1,067 949 925 698 567
9,0 7,0 6,0 5,0 4,0
859 779 692 599 495
22,99 20,79 19,46 15,94 13,19
L.S
LS 50 x 50 x 4,0 x 3.5 x3.0 x 2.5 x 2,0
5,24 4,70 4.12 3.52 2.98
667 598 525 448 367
8.0 7,0 6.0 5,0 4.0
216 201 183 162 137
8,64 9,06 7.34 6,47 5.47
LS32x32 x 4.0 x 3.5 x30· x 2.5 x 2.0
2,98 2.72 2.43 2.10 1.75
379 346 309 268 223
8.0 7,0 6.0 5.0 4,0
40 40 39 36 32
2,49 2,50 2.41 2.24 1.97
LS
ASEP Steel Handbook -116-
19, 18, 19, 19, 19,
Cold-Formed Light Gage Shapes 3-39
'.
y
I ,
ITII I
-
I
~"~;i:o~: -x
x-
"'~ I
LS SHAPES Full Seotion Properties
-
I y
I
8
I
Designation HxBxt
Weight W kg/m
Area A mm 2
Radius R mm
I
S
r
IX=J
Sx=Sy x1 (iI mm 3
rx=ry mm
Xl
mm 4 39,6 39,9 39,2 39,5 39,9
LS29x28 x 4,0 x 3,5 x 3,0 x 2,5 x 2,0
2,49 2,29 2,05 1.79 1,50
315 290 261 229 191
8,0 7,0 6,0 5,0 4,0
222 23,4 23,4 22,3 20,0
1,59 1.67 1. 67 1.59 1. 43
9,4 9,0 9,5 9,9 10,2
29,3 29,7 29,0 29,3 29,5
LS25x25 x3,5 x 3,0 x 2,5 x 2,0
1. 95 1.77 1. 56 1. 31
248 225 199 167
7,0 6,0 5,0 4,0
14,3 14,9 14,7 13,5
1.14 1.19 1.17 1. 09
7,6 9,1 9,6 9,0
LS 24 X24 x 3,5 x 3.0 x 2,5 x 2,0
1.94 1.67 1. 48 1.25
234 213 189 159
7,0 6,0 5,0 4,0
11,9 12,6 12,6 11.7
0,99 1.05 1.05 0,97
7,1 7,7 8,2 9,6
190 13.3 18,7 19,0 19,3
103 10,7 11.2 11.6 11.9
.
ASEP Steel Handbook -117-
3-40 Cold-Formed Light Gage Shapes
NOTES
ASEP Steel Handbook -118-
Rolled Shapes 4-IA
PART 4 ROLLED SHAPES
ASEP Steel Handbook -119-
4-1B Rolled Shapes
NOTES
ASEP Steel Handbook -120-
CONTENTS Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2 General ........ " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-3 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-3 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 Sectional Dimensions and Properties .. '"
. . . . . . . . . . . . . . . . . . . . 4-4
Dimensional Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-5 Tables of Dimensions and Properties W-Shapes . . . . . . . . . . . . . . . . . ~ . . . . . . . . . . . . . . . . . . . . . . . '"
... 4-12
S-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-38 Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " ... 4-42 Structural Tees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-46 Angles . . . . . . . . . . . . . . . . " '"
" . . . . . . . . . . . . . . . . . . . . . . . . . . 4-66
Pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-76
ASEP Steel Handbook -121-
4-2 Rolled Shapes
NOMENCLATURE
Symbol A
B
bf d H I
PS PD PE r
r
S
w x
y
u
t
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 Vleight pipe Designation for double-extra strong pipe Designation for extra strong pipe 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 sect .on 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 Z-Z axis with respect to Y-Y axis
ASEP Steel Handb00k -122-
....
-
mm
mm
mm mm 3 iuc:u.,~
mm mm mm
kg/m
mm 'I
mm
rad
gi
Rolled Shapes 4-3
ROLLED SHAPES Units
rum inches inches rum rum!'
rum
rum rum 3 inches rum rum rum kg/m Ibs/ft
rum
General Rolled steel shapes are herein defined to include structural steel sections produced by ing red-hot blooms (for larger sections) or billets (for smaller sections) through rolls until the 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 rum, flat bars up to a maximum size of 100 mm, angle sections up to a maximum of 100 rum, square bars up to a maximum of 25 rum. As a result, the number of sections presented in the 1st Edition was limited as they were based on locally produced sectiom. To increase the usefulness of the handbook, Part 4 has been considerably expanded to include the angles (which can be produced locally up to 100 rum) and the AISC Standard W shapes, WT shapes, S shapes, and pipes. All designations are identical to the AISC Manual of Steel Construction, 9th Edition but the dimenSions/elastic properties and weight are converted to S.l. units
Scope and Classification The following stiuctural steel rolled shapes normally produced abroad and imported in the country are: wide flange, WT, S, channel, angle nnd pipe sections. The classification and designations relating to these shapes are given below.
rum rad
ASEP S1:ee1 Handbook -123-
I
4-4 Rolled Shapes
I
I Class I I I Rolled I I [
I I I I
Shape
Designation
Wide Flange S Shapes Channels Structural Tees Angles Pipes-standard strength Pipes-extra strength Pipes-double extra strength
W S C WT L PS PE PD
dxw dxw dxw dxw HxBxt d d
d
A total of 674 steel sections are presented in this Handbook. Of these, 291 are W shapes, 31 are S shapes, 29 channels, 206 are WT shapes, 80 are angles and 37 are pipes. shapes have depths ranging from 105.7 ffiffi to 1,016.0 ffiffi. S have depths ranging from 76.2 ffiffi to 622.3 ffiffi. Channels depths ranging from 76.2 ffiffi to 381.0 ffiffi. WT shapes have ranging from 52.8 ffiffi to 475.0 mm. Angles have depths ranging 20.0 mm to 200.0 ffiffi. Pipe sections have depths ranging from mm to 304.8 mm.
Materials The minimum quality requirement for rolled shapes is tural steel conforming to the billet specifications for PNS Grade 230 (structural Grade, formerly PTS 230). Locally rolled shapes are available only for structural steel minimum specified yield stress, Fy ' is 230 11Pa. Sectional Dimensions and Properties Except for the angles which can be locally produced up to maximum depth of 100 mm, the shapes, dimenSions, and propert· of steel sections presented in this Part 4 of the Steel are based on the data compiled from AISC, Manual of Steel struction, 9th Edition but converted to S.l. units.
ASEP Steel Handbook -124-
11
Rolled Shapes 4-5
I I I I I I I I I Steel are ~9 les. W shapes :;
have
depths ng from m 12.7
For the locally produced angles, the adopted sections have dimensions which are in increments of 25 mm. The increment of angles' thicknesses were made to be similar to that of the plate thicknesses of thebuil t-up shapes to facilitate easy recall in detailing and design.
Dimensional Tolerances The
tabulated dimensions and properties are theoretical and the finished product will normally have some slight variations. To guide the designer and fabricator, a summary of the dimensional tolerances as given by the ASTM Specifications A6 is 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. 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.
struc,PNS 49 ;lroduced' whose
;up to a· ·operties :Handbook 'e1 Con-
ASEP Steel Handbook -125-
4-6 ROlled Shapes
DIMENSIONAL TOLERANCES Rolled Shapes ROLLING TOLERANCES
I
Nom
i
I 1 I Permissible Variations a F + F'I E, Web IShapelNominal Size, 1_ _ _ _ _ _ _ _ _ IOut-of-1 off I I mm I ",mm I B,mm 18QUarebi center i I lOver Under lOver Under[max, mwl max,mm I I I I I I f-f-----f-----f----f---f IW IUp to 310 i4 3 I 6 5 I 6 I IS 175-1BO,incl i 2 I 3 J 1 O.OJ 1 lover IBO-360 i J i 4 il 0.03 I I Ie Ito and under I 1 I I I 0.03 I I lover 40-75, i 2 I 2 I 0.03 I I I excl I I I I [75-180, incl i 3 I 3 I 0.03 I I I lover 180-360 i 3 I J 4 I 0.03 I c IL 125 and under I 0.8 0.8 I 0.8 O.B I 0.0261 I lover 25-50, I 1.2 1.2 I 1.2 1.2 I 0.0261 I I incl I I I I lover 50-75, i 1.6 1.6 I 1.2 1.2 I 0.0261 I I I ml i I I I lover 75-100, 1 3. 2 2.4 3.2 2.4 I 0.0261 I I I I I I inc! lover 100-150,1 3.2 J.2 3.2 3.2 I 0.5901 I I I I I I incl I lover 150 1 4. 8 J.2 4.B 3.2 0.5901
I G,max IDepth over I Specified, I mm I I I I I
ASEP Steel Handbook -126-
I Variations from Specified Web IThickness, Over and Under, mm 1_________________ 1 I 5 and lOver 5 I under I to 10 f---I--I I I I I 0.2 0.4 I 0.4 0.5 0.5 I I I I 0.2 0.2 I 0,2 0.2 0.3 I I 0.3 0.4 0,4 I I I I I I
61
7
a b 9, ( . fOl ': c
; var 1,5
Holled Shapes 4-7
a H is measured at center line of web for Wand S shapes; at the back of web for C and L shapes. Measurement is overall for C shapes under 75 mm. B is. measured paralle" to flange. G is measured parallel to web. b F + F' applies when channel flanges are toed in or out. For channels 16 mm and under ir depth, the permissible out·-of-square is 0.047 mm/mm of depth. Tolerance is given per mm of flange width for Sand C shapes.
I
I I
c For unequal angles, tre longer leg determines the nominal size classification. Out-of-square tolerance is per mm of leg length.
I
I I
I I I I I
CUTTING TOLERANCES I
[ied Web I der, mm I
--I
Over 10 I
I --1 I I I I 0.5 I I I I I
0.3 0.4
,
I
Variation from Specified Given Length, mm IShapelNominal Sizeal , mm I I I I 11,500 to 3,000 13,000 to 6,000. 6,000 to 9,000, 9,000 to iI,OOO 112,000 to 15,000 I I exel incl incl incl I i I Over Under Over Over Under Ove r Under Under Over Under I I
I I
I
I I I I I
I
f-I
Ii I
610 and I under I All columns
I I I I IS,C, LI Under 75 I I
I I
75 and over
10
10
10
10
10
10
I.
, Ib
10
( Ib
10
13
13
13
13
13
13
( Ie
13
(ic
13
16
0
25
0
38
0
51
0
64
0
13
6
13
6
19
2\
6
13
a Nominal size pertains to greatest sectional dimension. b W shapes with a nominal size of 610 mm and under with lengths over 9,000 mm, permissible variation over specified length. 10 mm plus 2 mm for each additional 1,500 mm or fraction ttlereof. c W shapes used dS columns with lengths over 9,000 mm permissible variation over specified length. 13 mm plus 2 mm for each additional 1,500 mm or fraction thereof.
ASEP Steel Handbook -127-
4-8 Rolled Shapes
END OUT-OF-SQUARE TOLERANCES r---.----------.-------------------
I
Shapes
I
I
I
Permissihle Variation for Ends Out-of-Square mm/mm of Depth
I
Ir-----~------------------------------------------~I a W 0.016 I·
I
°
I
I S O . 17 I C 0.017 b I 0.026 ~
_ _ _ _ _L -___________________________________________
I
I ~
a for W shapes, permissible vari?tion is mm/mm of depth or flange whichever is greater. b
for angles, permissible variation is mm/mm of the longer leg 1
I I I I I I I I I I Shape I I I
I
~
I
IW
I -I I I
I I I I
I I I I I I
I I I I I I IC I I I I SI I
S,C, L
I
I
I
a
ASEP Steel Handbook -128-
Rolled Shapes 4-9
STRAIGHTNESS TOLERANCES ~---------
r-
" """ ,,-"
f-,,-
I H
-s."p
"" "" "
,.)
NOt flN,q
L
H
I
(C) (lwmn
(S) S>W1:
(l) NlC(I
-~I------r'-----""------------------,----' ------ .. ---..---
-------1
1-1
',g length.
I Shape I I I
Slc'ion or
Sections with flange .idth less than 150 II
and
Sweep
I
,
r:
I
mm x (total length In m.1
Sections with a flange width appro!. equal to depth dnd specified on order as columns; i Length of 13,710 I. and nuder ,;1 ". x (total
I
I I leng~ll
in •. ), but over 10 mm
,
I Length
IS, C, L
I Cambe r
I
I
I
I
Nominal Size , a mm
I Camber
I I I I I I I I I
Permissible Vlriations
-----fl---------r--------------
1-:
Ii
Variable
I
I
over 13,720
Unde:' 75 mm 75 aiJd over
II
11C
II I
I 16
II
(1 mm
I
(total length in
I -
13,72 m,))
I I I I I I I
in any 1,500 mm, or 4 II x (tot,length in m.)1
12 mm x (total length in m.l
I
I I Ali I Sweep ,Due to the extreme variations in flexibility I I iof thrse shapes, tolerances for sweep are I I I [,ubject to negotiatIons between manufacturer I I I jand purchaser for th;: individual sections I I L __....l_________....!.___.. ____________ ......J____ .... ____.....____..... _____..______________
I
i
a
i
For L shapes, nominal size pertains to longer leg.
ASEP Steel Handbook -129-
4-10 Rolled Shapes
NOTES
ASEP Steel Handbook -130-
Rolled Shapes 4-11
TABLES OF DIMENSIONS AND PROPERTIES
ASEP Steel Handbook -131-
4-12 Rolled Shapes
,
".: -r
'f
r~r""
k1
~..::~
i
i I
x . _...
dl I
x
~.
:'w
.•.. __ .__.. _, .. _ c=: __ ~~-==:J
l__~f Designation dxw
--
IT
W SHAPES Dimensions Properties
, ---.-- -l k
-I ~
Weight W kg/m
Area A mm2
Depth H mm
Web Thlokness tw mm
Flange Width bf mm
454,9
mm
120,1 119, 118, 117, 11 ~, 112,52 .
x1 ml ,
50,0 4M 40,9 37,1 34,0 81.0 28,4 25,4 28,6 21.1 19,1 16,5 165
429,5 423,9 419.4 415,5 412,5 409,4 406,9 404,0 402,0 402,1 400,1 400,1 400,1
99,9 92,0 78.9 67,1 61.0 55,9 51,1 46,0 41.9 40,0 :36,1 81.0 27,1
3,815 2,026 10,655 9,656 9,115 9,116, 8,951, ,6,201,
16.5 16,5 16.0
300.0 3(10,0 300,0
31.0 26,0 21.1
4,828,: 4,070,'
62,198 56,516 50,839 46,258 41,806 :36,452
1,016,0 1,008,1 1,000,0 992,1 982,2 970,3
28,1 21,1 19,1 18,0 18,0 18,0
W 40x 655 x 531 x 480 x 436 x 397 x 362 x:324 x 297 x 277 x249 x 215 x 199
974,:3 983.0 791,6 710,4 649,5 588,6 587,9 488,6 443,5 412,6 872,0 321.2 296.3
128,971 112,258 100,645 90,322 92,590 74,889 68,397 61,484 56,387 52,452 47,290 40,839 37,677
1,107,9 1,091,9 1,075,4 1,062,0 1,050,0 1,040,1 1,000,0 1,020,1 1,011.9 1,009,1 1,000,3 990,1 982,2
W 40 x 193 x 167 x 149
272,5 249,2 222,3
34,645 31,677 28,258
990,1 980,2 970,3
4~2,9
ASEP Steel Handbook
,
rt
450,9 449,8 449,8 449,8
489,2 444,5 399,9 868,8 :328,8 286,7
-132-
~ mm
43,9 40,0 85,9 82,0 27,1 21.1
W 40 x 828 x298 x 268 x 244 x 221 x 192
x~9:3
Thlokness
1,11 10,Oi 8,~
'7,99 '6,90 ~,61
23,51 20,971 18,431 1~441
1,1,73'
~,535,
Rolled Shapes 4-13
W SHAPES Dimensions Properties
S xi 03 mm 3 120,14 119,39 118,62
117,60 115,82 112,52 112,52 111.2~
109,98 108,71 107,70 105,93 105,92 105,16 104,39 104,90 104,14 103,99 102,62
i
Designation dxw
S
xi 03 mm3
mm
415,65 406,54 392,62
690,944 620,185 549,425 486,991 411,237 320,498
3,037,8 2,738,7 2,437,0 2,165.4 1,828,5 1,425,1
105.40 104,76 103,96 102,60 99,18 93,77
W 40 X 328 x 298 x 268 X 244 x 221 X 192
10,655,524 9,656,569 9,115,468 8,116,513 6,951,065 6,201,848
1,190,422 1,040,903 915,709 807,489 715,918 640,996 574,399 507,802 453,692 432,881 385,430 331,320 289,281
5,556,2 4,946,6 4,866,8 3,886,8 3,471,1 3,131.4 2,823,3 2,513,9 2,257,2 2,153,1 1,926,7 1,656,2 1,446,0
98.03 96,66 95,39 94,55 93,11 92,55 91.65 90,88 89,70 90,85 90,28 90,07 87,62
W 40 x 655
25,611.8 23,357,5 20,891,1 19,086,0 18,084,5 16,228,2 14,041,1 12,628,5
435,72 432,29 428,03 426,65 422.41 421,87 419,4,) 416,30 413,83 416,88 41 4,29 412,56 405,72
M3t5,878 4,828,285 4,070,743
11,182,5 9,851,6 8,390,7
399,74 390,41 379,55
139,854 117,793 95,317
932,4 785,3 635,4
63,54 60,98 58,08
W 40 X 183 x 167 X 149
11,155,002 10,072,800 8,948,976 7,991,643 6,909,442 5,619,124
21,958,7 19,983,7 17,898,0 16,110,6 14,069,3 11,582,2
23,517,076 20,97e,064 19,439,052 1M41,141 14,734,592 13,319,406
42,453.4 38,424,9 3',292,5 :)0,962,6
1~029,088
28,065,9
3
xi 0 mm'
mm 423,51 422,17 419,~5
ASEP Steel Handbook -133-
X 593 X 531
X 480
x436 X 397 X 362 x324 X 297 X 277 x249 X 215 X 199
-
1
4-14 Rolled Shapes
W SHAPES Dimensions Properties
Designation d~
Weight W kg/m
Area A mm 2
Web Thickness
Depth H mm
mm
Flan!;ll Width bf mm
tw
Flange Thickness ~
mm
W 36x B48 X 798 x720 x650 X 588 X 527 x 485 X 439 X 393 x 359 X 328 X 300 x 280 x 260 X 245 x 230
1,263.6 1,187.4 1,070.7 964.2 872.8 781.5 720.6 649.5 593.6 532.8 499.2 449.1 418.1 389.2 365.9 343.0
160,645 150,967 136,129 122,580 110,968 99,355 91,613 82,580 74,193 67,742 62,193 56,969 53,161 49,355 46,516 43,613
1,078.2 1,066.0 1,046.2 1,027.9 1,011.9 995.9 984.0 971.9 960.1 950.0 942.1 933.2 927.6 921.0 916.4 911.9
64.0 60.5 55.0 50.0 45.5 40.9 38.1 34.5 31.0 28.4 25.9 24.0 225 21.3 20.3 19.3
460.5 456.9 451.5 446.4 442.0 437.4 434.5 430.9 427.5 424.9 422.4 42:3.0 421.5 420.4 419.4 419.3
115.1 109.0 99.1 899 820 73.9 68.1 62.0 5M 51.1 47.0 42.7 39.9 36.6 34.3 32.0
W 36 X 256 x 232 x 210 X 194 X 192 x 170 x 160 x 150
392.6 345.6 313.6 299.2 272.0 253.7 239.5 224.3
49,645 43,935 39,871 36,774 34,581 32,258 30,323 29,518 613
950.7 942.9 931.9 926.9 922.9 918.7 914.7 910.6 903.0
24.4 22.1 21.1 19.4 18.4 17.3 16.5 15.9 15.2
310.3 307.8 309.4 307.7 306.7 305.6 304.9 304.2 303.5
43.9 39.9 34.5 32.0 30.0 27.9 25.9 23.9 201
ASEP Steel Handbook -134-
7,5 353,7 "', 8, i 06,0 1 " M41,61
"'·6,992,69 . '" 6,243,47 '.,'.5,494,251 5,036,401 4,703,4H 4,370,43( , 4,tee,25! " 3, 782, 73~
Rolled Shapes 4-15
y
114==1 R~ 1 1 x ____ 1
W SHAPES Dimensions Properties
11 dJ
---x T
-:-Iw
l==~-===.l
_
k
d
.
L~ Designation
dxw
I x10 3 mm4
rt mm
x10 3 mm3
mm
28,053,9S18 26,056,097 23,017,599 20,353,717 1e, 106,067 15,941,664 14,443,230 12,903,174 11,446,364 10,322,539 9,365,207 9,449,499 7,866,n4 7,200,904 6,701,326 6,243,471
52,038.6 49,995,7 44,002.3 39,602,5 35,796.3 32,014.6 29,366,2 26,555,2 23,944,1 21,731.7 19,991,6 19,109.( 16,961.6 15,686,9 14,625,3 13,693,3
417.89 415,45 411.20 407.49 403.94 400.56 397,U6 396.29 392,79 390.36 399,05 395. 1~ 394.69 381.97 379,56 379.36
1,893,863 1,749,172 1,531,132 1,344,429 1,196,260 1,036,416 936,621 929,301 729,405 663,483 591,049 541,101 499,479 453,692 420,394 391,258
8,225.2 7,652,3 6,785.1 6,023.4 6,367,7 4,739,0 4,310.8 3,944,6 3,407,7 3,075.9 2,799,5 2,559,4 2,370.0 2,159.4 2,004,7 1,870.7
108.58 107,61 106,08 ' 104.73 103,39 102,13 101. 11 100.16 99.09 98.22 97,49 97,46 96.93 95.99 95,07 94.72
W 36 x 848 x 799 x 720 x650 x 599 x627 x486 x 439 x 393 x 359 x 329 x 300 x 290 x 260 x245 x230
6,992,699 6,243,471 5,494,255 e,036,400 4,703,415 4,370,430 4,De8,256 3,762,732
14,710,6 13,244.5 11,791.5 10,969.4 10,193.9 9,514.4 9,973,4 9,264,3 7,190.7
379,14 376.97 371.22 370.07 369.90 369.08 365,93 363,25 356,03
219,770 194,796 171 ,071 156,097 144,432 133,194 122,799 112,392 652
1,416,5 1,265,7 1,105.8 1,014.5 941.9 871.7 905,7 739,9 617,1
67,21 66,59 65.50 65.15 64.63 64.26 63,63 62. 79
W 36x256 x 232 x 210 x 194 x 182 x 170 x 160 x 150 136
ASEP Steel Handbook -135-
4-16 Rolled Shapes
y
It-
=tkl i-;:---If [
(-~-I
R [
=0
[ [
x---
[
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.-
k
W SHAPES Dimensions Properties
.
G-J Designation dxw
Weight W kg/m
Area A
Depth H
Web Thick less tIl
mm2
mm
mm
Flange Width bf
mm
Flange Thickness ~
mm
868.2 861.8 855.5
46.0 41.9 38,6 35,1 32,0 29,5 26.4 24,4 221 21.1 19,7 18,2
423.5 421.4 418.0 414.4 411.5 408,9 406,0 404,0 401.4 402,8 401.4 399,9
89.9 83.1 75,9 69,1 63,0 57,9 53,1 48,0 43,9 39,9 35.6 32.4 29,2
31,935 28,839 26,839 24,710 22,387
859.0 850,6 845,8 840,5 834.6
17.0 16,1 15.4 14,7 14.0
292,1 293,8 293,0 292.4 291,6
31.0 26,8 24.4 21.7 18,8
1OS,677 99,355 90,322 81,935 73,548 67,097
898,9 882,9 868,9 855.0 843,0 833,1
50.0 45,5 41.4 38,1 34,5 31,5
411,5 406,9 403,0 399.4 396,0 392,9 ,4
89,9 82,0 74,9 68.1 620 56,9 52.1
W 33 x 619 x 567 x 515 x 468 x 424 x 387 x 354 x 318 x 291 x263 x 241 x 221 x 201
918.5 842.4 766.3 695.2 629.2 573.4 527,8 474.5 434,4 392,8 359.8 329,8 299,9
116,774 107,097 97,419 88,387 80,000 72,903 67,097 60,322 55,226 49,93(: 45,742 41,935 38,129
W 33 x 169 x 152 x 141 x 130 x 118
251.2 226.8 211.1 194.4 176,1
W30x581 x 526 x 477 x 433 x 391 x 357 x
862,7 781,5 710,4 644.5 578,5 527,8
962.9 948,9 935.0 923,0 913,1 903,0 893.1 884,9
8n.1
ASEP Steel Handbook -136-
Rolled Shapes 4-17
=n
y
1.111-
R~ I I I
x---~i -~--11
W SHAPES Dimensions Properties
1 w I
k
L~-J I x10 3
rt
mm
1,194,584 1,073,977 953,170 844,950 749,217 674,295 607,698 536,939 482,929 429,719 387,928 349,634 311,757
101.14 100,14 99,92 97,77 96,77 96,17 95,17 94.35 93,50 92.66 92.09 91.31 90,42
W33x619 x567 x 515 x 469 x424 x 387 x354 x 318 x 291 x 263 x 241 x 221 x 201
347,97 3<13.19 3(39, ~1 3(36,20 331.20
129,032 113,631 102,393 90,739 77,935
893,5 773.5 699,9 620,6 5(33,9
63,56 62. 77 61,77 60,60 59,96
W 33 x 169 x 152 x 141 x 130 x 119
353,99 350,35 346,91 343,30 342.27 3(39,69 3(36,54
1,053,066 928,196 919, ~76 729,405 645,159 579,562 51 127
5,119,2 4,562.3 4,069.4 3,647,5 3,259,4 2,945.1 ,644,1
97,99 96,66 95,29 94,29 93,66 92.86 91.43
W 30 x 561 x526 x 477 x 433 x 391 x 357 x 326
5,910,496 5,327,762 4,786,661
35,612,5 32,593,1 29,564,9 26,799,1 24,261.4 22,154,0 20,189,3 1("176,0 .6,651.1 14,995.9 13,615,5 12,364.3 11,190,3
3,866,790 3,396,448 3,100,924 2,792,913 2,45!i,765
9,003,0 7,996,0 7,332,5 6,645,9 5,994.9
13, 735,637 • 12, 195,581 10,863,640 9,856,569 8,615,991 7,741,905
30,561,0 27,626.2 25,005.5 22,588,5 20,441.3 19,585,9 1 993,2
M76,~7
688
S x103
mm3 5,562,7 5,047,6 4,523,9 4,042,8 3,615,9 3,277.3 2,972,4 2,645,0 2,390,2 2,136,1 1,926,2 1,742.1 1,559.2
mm 386,UO 382,78 379.46 376,49 374,11 372,49 369,59 366,81 365,24 362.91 359,46 356.41 354,31
. 17,398,474 15,691,925 14,026,999 12,528,566 11,196,625 10,114,424 9,115,469 8,116,513 7,367,296
Designation dxw
ASEP Steel Handbook -137-
T
---
4-18 Rolled Shapes
y
tf
f= c:::_ '
11 x---_i.:--' IJ I
R I I
W SHAPES Dimensions Properties
y
1
b,
Dulgnatlon d~}
1 Weight W kg/m
Depth H mm
Area A mmz
47.0 . 41.9 39.1 33.4
392.0
30.1
39o.e 266.2 267.9 267.1 266.6 266.1 265.4 264.2
27.1 30.0 25.4 23.6 21.6 19.3
50.0
93,549 84,516 76,774 69,677 63,677 59,193
926.0 812.0 798.1 794.1 771.9 762.0 752.1
53,290
744.0
48,839 44,591 41,161
729.0
46.0 41.9 39.6 35.1 32.0 29.5 26.9 24.9 23.1
722.1
21.1
397.5 383.4 379.5 375.9 372.5 369.4 366.9 364.5 362.5 360.4 358.5 356.5
160.9
20,452
147.7 134.0
19,774 17,032
W27 x 539 x 494 x448 x407 x 368 x 336 x 307 x 291 x 258 x 235 x 217
901.9
101,935
735.8 664.9 603.9
323.9
~ mm
397.5 394.9 392.4 393.7
55,290 49,494 44,516 40,000 36,193 32,774 29,064
350.7
Flange Thickness
25.9 23.6 21.1 19.7 19.0 16.6 16.5 15.6 14.9 14.4 13.9 13.2 11.9
434.9 399.2 350.1 314.6 294.7 257.9 220.7 197.4 195.2 173.5
500.9 457.7 419.2 384.1
tw mm
Flange Width br mm
813.1 902.9 795.0 795.9 779.3 773.2 779.0 769.9 766.3 762.3 757.7 753.1 . 750.1
W30x 292 x 261 x 235 x 211 x 191 x 173 x 149 x 132 x 124 x 116 x 109 x 99 x SO
549.0
Web Thickness
25,097 23,549 2:;064
738.1
19.1
ASEP Steel Handbook -138-
17.0 15.5 99.9 83. ·1 75.9 69.1 63.0 57.9 53.1
49.0
Rolled Shapes 4-19
y
,i---- ~--::J , 'I- - -
- I
Rl1,
---
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W SHAPES Dimensions Properties
~)!-I:-
x-
11 k
-lI
J~-J rt mm
S x103 mm3
I x103 mm4
mm
Desillnation dxw mm
6,201,848 5,452,632 4,869,908 4,287,184 3,616,842 3,413,099 2,780,426 2,401,655 2,231,000 2,052,021 1,860,554 1,660,763 1,506,758
15,254.8 13,582,3 1g251.3 10,910.3 9,795.6 9,929.5 7,138.4 6,239,9 5,922.9 5,383.8 4,911.1 4,410.5 4,017.5
334.92 331.J5 330.75 327.38 324,74 322.71 314.76 309.35 307,90 304.96 301,62 297,42 297.43
457,855 399,166 355,878 315,087 260,124 249,906 94,495 81,591 75,339 68,262 60,770 53,279 47,867
2,363.1 2,074,1 1,861.3 1,642.4 1,466.6 1,309.0 709.9 609.3 564,1 512.1 456.7 401.5 362.4
91.00 89.81 89.41 88.75 87.99 97.15 58.02 57.01 56.56 55.62 54.51 53.27 5301
W 30x 292 x 261 x 235 x 211 x 191 x 173 x 148 x 132 x 124 x 116 x 109 x 99 x 90
10,613,901 9,531,700 8,491,121 7,533,789 6,701,326 6,035,356 5,452,632 4,953,154 4,495,299 4,020,796 3,691,973 930
25,699.5 23,477.1 21,278.3 19,216.4 17,363.2 15,840.8 14,499.9 13,314,9 12,213.8 11,046.1 10,225,7 117.5
322.69 319.20 316.97 313,26 310.12 307.86 306, ~ 0 8C'4,97 303.39 300,32 299.49 297.51
979,249 786,677 695,106 616,023 545,263 486,991 437,043 396,669 357,543 319,666 293,027 257
4,532.9 4,103.7 3,663.3 3,277.6 2,927.6 2,636.7 2,392.4 2,176.5 1,972.7 1,774.0 1,634.7 1 443.1
92.92 91.70 90.69 99.58 88.46 87.45 96.66 86.29 85.56 84.68 94.37
W 27 x 539 x 494 x 448 x 407 x 368 x 336 x 307 x 281 x 258 x235 x 217 x1
ASEP Steel HAndbook
~
~
-139-
___ ,. -, ____ "·'r""
..
T
I
4-20 Rolled Shapes
y
IfF
R I
=n dJ
x--- : ---x r
:-Iw I
y
1
bf
Deslgnetlon
dxw
d
W SHAPES Dimensions Properties
k
1 Weight W kg/m
Aree A mrrr
mm
Flenge Width bf mm
Web Thickness
Depth H mm
t,.
Flenge Thickness ~ mm
W 27x 178 x 161 x 146 x 129 x 114 x 102 x 94 x 84
265.4 240,5 217.7 191.8 170.0 152,2 140,6 125.9
88,742 80,581 27,677 24,887 21,618 19,855 17,871 16,000
705.4 700,8 695,5 701.8 693,2 698,1 688.8 679.4
184 16,t/ 15.4 15,5 14,5 18,1 12.4 11,7
857.8 856,1 854,7 254,8 255.9 254,4 258,7 253,0
80.2 27,4 24.8 27.9 28.6 21.1 18.9 16,3
W24x 492 x450 x408 x 870 x885 x306 x279 x 250 x 229 x207 x 192 x 176 x 162 x146 x 131 x 117 x 104
780,7 669,8 603.9 548,0 499,8 455,7 416.1 373,0 341.0 808,0 285,7 262,4 242,1 218,2 195.4 174,6 155,8
92,908 85,161 76,774 69,677 68,484 57,935 52,908 47,419 43,355 39,161 36,323 33,355 30,774 27,742 24,839 22, 194 1 742
758,1 738,9 724,9 710,9 699,0 6139,1 678,9 669,0 660,9 658,0 648,9 641.1 685.0 628.4 621,8 616,2
50,0 46,0 41,9 88,6 85,1 32.0 29,5 26,4 24,4 22.1 20,6 19,1 17,9 16,5 15.4 14,0
859,5 354,5 350.5 847,0 848,4 340,5 387,9 884,9 333,0 880,5 328,9 327,4 329,1 827,7 326.5 325,1 828,9
89,9 83,1 75,9 69,1 68.0 57,9 58.1 48,0 43,9 89,9 87,1 34,0 81.0 27,7 24.4 21.6 19,1
ASEP Steel Handbook -140-
·7,950, 7,117, 6,285,
5,577,~
' 4,958, 4,453,' 8,995,1 3,538,1 3,194,' 2,839,1 2,605,\ 2,864,' 2,151,!
Rolled Shapes 4-21
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=n
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W SHAPES Dimensions Properties
k
L_:LJ
Desl gn ati on rt mm
)
l 1 :l 9 9 1
°°
.7 .4 ,6
I x103 mm4
dYJN x103
x103
r
r mm
2,909,458 2,613,933 2,343,383 1,981,262 1,702,387 1,506,758 1,361,077 1,196,260
f..,237.4 7,459.9 6,738.7 5,646.2 4,911.7 4,379.5 3,980.9 3,497,2
293.64 292.36 290.98 285.03 280.6: 279,01 275.97 272,29
231,008 206,867 184,391 76,587 66,181 57,856 51,613 44,121
1,291.3 1,161.8 1,039.7 602.3 517.4 454.8 406.9 349.8
82.74 82.25 81.62 56.04 55.34 54,67 53.74 52.51
W 27 x 178 x 161 x 146 x 129 x 114 x 102 x 94 x 84
7,950,020 7,117,557 6,295,095 5,577,501 4,953,154 4,453,676 3,995,822 3,533,905 3,194,170 2,838,698 2,605,609 2,364,194 2,151,916 1,906,340 1,673,250 1,473,459
21,112,8 19,265,3 17,340,6 15,691.4 14,172.1 12,926,1 11,771,5 10,564.4 9,635,9 8,694,3 8,055.7 7,375.4 6,777,7 6,067,S 5,382,0 4,792.4 222.9
292,53 289,10 286,12 282.93 279,32 277.26 274,83 272,99 271.01 269,24 267,83 266,23 264.44 262,14 259,55 257,66 255.65
695,106 620,185 549,425 482,828 428,718 382,517 342,558 301,352 270,967 240,582 220,603 199,375 184,391 162,746 141,519 123,621 107,
3,877.9 3,498,9 3,135,1 2,782,9 2,496,9 2,246,9 2,027,6 1,799.7 1,627.4 1,455,9 1,341,5 1,217,9 1,120.6 993.3 866.9 760,5 665.7
86.50 85,34 84,60 83,24 82.18 91.26 80.47 79.72 7906 78.38 77.93 77.31 77.41 76.09 75,48 74.63
W 24x 492 x450 x408 x370 x335 x 306 x279 x 250 x 229 x 207 x 192 x 176 x 162 x 146 x 131 x 117 x
ASEP Steel Handbook -141-
I
4-22 Rolled Shapes
y
Iii
~i
:0
--n
'-1:i WC~ =-~ t"-..I -«
-
W SHAPES Dimensions Properties
"
-I
c--
L~l Designation dxw
Weight W kg/m
Depth H mm
Area A mm 2
mm
Flange Width bf mm
Web Thickness
tw
Thlokness ~ mm
W 24 x 103 x 94 x 64 x 76 x 66 x 62 x 55
153,6 140,6 125,3 113,7 102,0 92,4 82,2
19,546 17,671 15,935 14,452 12,966 11,742 10,452
623,1 617,5 612,1 607,6 602,7 603.0 598,7
14,0 13,1 11.9 11.2 10,5 10,9 10,0
226,6 230,3 229,1 228,3 22'.',7 179,9 177.0
24,9 22,2 19,6 17,3 14,9 1s.o 12.8
W 21 x 402 x 364 x 333 x 300 x275 x 248 x 223 x 201 x 182 x 166 x 147 x 132 x 122 x 111 x 101
599,9 543,0 496,9 447,6 410,0 369.4 331.9 300.4 272,0 247.6 219,2 196.9 182.2 165.9 151,2
76,129 69,032 63,161 56,903 52,129 46,968 42,193 39,193 34,581 31,484 27,871 25,032 23,161 21,097 19,226
660,9 646,9 635,0 623,1 612,9 603,0 593,1 595,0 577.1 571.0 560,3 554,5 560.7 546,4 542.5
43,9 40.4 37,1 33,5 31.0 27,9 25.4 23,1 21,1 19,1 16.3 16.5 15.2 14,0 12,7
340.5 336,9 333.5 329,9 327,4 324,5 321.9 319.4 317,5 315.5 317.8 31M 314,7 313.4 312,2
79,5 72,4 66,5 60,5 55,6 50,5 45,5 41,4 37.6 34,5 29,2 26.3 24.4 22,2 20.3
rt mm 1,246, L123, '988, . a74, 761, . 645,' 551,(
91.1 90.1 99, aa 97, ge, 95. 95, 84, 94.
ASEP Steel Handbook -142-
.
--- - -
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71,S 2,613,7 2,476,5 >2,210,1 i 1,958,7 1,781,4' 1,510,9: 1,340,2! 1,232,0< ,111,~
1,OO7,2E
y
llj=~y==n x -- -
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T
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L_~L.J I x103 mm4
S x10 3 mm 3
I x10 3
Designation dX'N
S x10 3 mm3
mm
1,248,694 1,123,825 996,468 874,086 761,704 645,159 561,912
4,008.0 3,639.9 3,223.2 2,877.2 2,527.6 2,139,9 1,877.1
252.74 250.77 248.81 245.93 242.36 234.40 231.86
49,532 45,369 39,292 34,339 29,303 14,360 12,112
433.4 394.0 343.0 300.8 257.4 160,6 136.2
50.34 50.39 49.66 48.74 47,54 34,97 34.04
W 24 x 103 x 94 x 84 x 76 x 69 x 62 x 55
5,078,023 4,495,299 3,999,994 3,529,642 3,171,683 2,813,724 2,476,577
15,367,0 13,898.0 12,598.4 11,329,3 10,349.8 9,332.4 8,351.3 7,556.2 6,823,0 6,239,8 5,393,3 4,834,1 4,474,5 4,067,9 3,713.5
259,27 255.18 251.65 249,06 246.66 244,76 242,27 240,5E 2S860 237,87 232,93 231.39 230,64 229,52 228,89
529,614 466,179 413,734 363,370 326,742 288,865 253,485 225,597 201,040 191,061 156,503 138,605 126,951 114,047 103,225
3,104.9 2,767.5 2,481. 2 2,202,9 1,996.0 1,780.4 1,574,9 1,412.6 1,266.4 1,147,9 984.9 877.2 906.9 727,9 661,3
93.33 82.18 80,93 79,91 79.17 78.42 77.51 76.86 76.25 75,93 74.94 74.41 74,04 73,52 73.27
W 21 x 402 x364 x 333 x300 x275 x 248 x 223 x 201 x 192 x 166/ x 147 x 132 x 122 x 111 x101
2,210,189 '. 1,968,775 1,791,471 1,510,920 1,340,265 1,232,045 1,111,339 1,007,280
mm4
ASEP Steel Handbook -143-
mm
4-24 Rolled Shapes
y
IIF=-1R I I I
x----i
=n k
-~-dJ
W SHAPES Dimensions Properties
I --tw I
k
y
bl
DeslQnatlon dx!N
W 21 x 93 x 93 x 73 x68 x52 x57 x50 x44
WelQht W kQ/m
Aria A
Web Thlcknln
Depth k mm
mm2
mm
Width bl mm
Thickness ~ mm
t,.
100.5 123.3 109.1 101.5 92.9 94,7 74.6 55.0
17,613 15,677 13,871 12,903 11,806 10,774 9,484 9,397
549.1 544,3 539.5 536,7 533,1 534.9 529.1 524,9
14.7 13,1 11, t) 10.9 10,2 10,3 9.7 c,9
213.9 212,2 210.7 210.1 209,3 11lS,5 1SS.9 16(5,1
23,6 21.2 19.8 17.4 15.6 16.5 13,6 11.4
464.3 422,2
566.9 555.0 545,1 524.9 525,0 516,9 509.0 500,9 '19M 499.0
38.6 35,6 32.5 29,5 26.9 24,4, 22.6 20,6 19.5 17.0
304.9 302,0 299,0 295,9 293.5 291,0 288,9 287.0 283.5
69.6 53,5 59.4 53,6 49.5 44,5 40.4 36.6 3M 30,5
491.8 475,7 472.2 467,1 462,5
16.6 15.0 13.6 12.2 10,9
286,1 284,5 283,1 281.7 290,3
26.9 23,9 22.1 19,6 17,3
W18x311 x 293 x 259 x234 x 211 x 192 x 175 x 158 x 143 x 130
349.1 315.1 296,2 260.3 235.0 213.6 193.8
59,032 53,677 49,958 44,397 40,064 36,397 33,097 29,871 27,161 24,645
W19x119 x106 x 97 x 86 x 76
178,1 157,8 144,6 129,4 113,2
22,645 20,054 18,387 15,323 14,397
3~,2
2~,0
ASEP Steel Handbook -144-
86 1,5 , L 56 611 " 55: 491 I
40~
35e 2,99E 2,56~ 2,29~
2,036 1,902 1,510 1,435 1,273 1,144, 1,023, 911, 795, 728, 1635 -.. "'.~ ! 553,i
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L-_'L_ I ,
S :3
Y
xi 03 mm4
mm
mm W 21 x 93 x 93 x 73 x 68 x 62 x57 x 50 x 44
350,993
22117 220,48 219,12 218,50 216,34 212,60 207,81 204,54
38,668 33,981 29,386 26,930 23,933 12,737 10,364 9,616
3616 319,3 278,9 256,4 228,7 153,0 124,9 104,4
46,86 46,49 46,03 45,68 45.02 34,38 33,06 3205
2,896,971 2,563,996 2,293,435 2,039,534 1,802,282 1,610,816 1,435,998 1,273,668 1,144,636 1,023,929
10,220,4 9,239,6 8,414,7 7,625,9 6,865,8 6,232,6 5,642.4 5,085,5 4,624,8 4,187,8
22153 218,56 216,41 214,36 212,10 210,40 208,30 206,49 205,29 203,83
330,904 293,027 261,393 232,257 205,202 183,142 162,746 144,432 129,448 115,712
2,170,6 1,940,6 1,748,4 1,569,8 1,398,3 1,259,7 1,126,7 1,006,5 908,4 816,3
74,87 73.89 73.06 72,34 71,57 70,94 70,12 69,54 69,04 68,52
W 18 x 311 x 283 x 258 x234 x 211
911,547 795,002 728,405 1636,834 553,588
3,783,9 3,342,5 3,085,2 2,726,8 2,393,9
200,63 199,06 199,04 197,52 196,16
105,307 91,571 83,663 72,840 63,267
736,2 643,7 5910 517,1 451,4
68,19 67,56 67,45 66,80 66,31
W18x119 x 106 x 97 x 86 x 76
40~,572
1
jJ
3,138,2 2,798,9 2,468,8 2,295,6 2,076,9 1,820,9 1,548,2 1,337,2
861,599 761,704 , 665,970 616,023 553,598 498,991
j
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T
ASEP Steel Handbook -145-
x 192 x 75 x 158 x 143 x 130
-
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W SHAPES Dimensions Properties
y
Designation dlNl
Weight W kg/m
Web ThloknesJ
Depth H mm
Area
A
mn-r
Flange Width
til'
mm
mm
x1
20,6 19,1 17,7 16,0 14,5
3~
153,9 152,9 152,4
15,4 13,3
29 25
10,8
21
14,9 13,3 11.6 10,0·
264,8 263,3 261.5 260,0
25,0
10,9 9,7 8,9 7,7·. 7,5 7,0/ 6,4
199,8 179,6 178,7 1n,7 1n,4 140,3 139,7
18,2
W 18 x 71 x 65 x 60 x 55 x 50
105,5 96,9 89,3 82,2 74.6
13,419 12,323 11,355 10,452 9,484
466, 1 463,3 460,0 456,9
11.4 10,5 g,g 9,0
192,8 191,9 191,3 190.4
W18 x 46 x 40 x 35
68,5 59,9 52,3
8,710 7,613 6,645
458,7 454,7 449,6
9,1 8,0 7,6
149,2 133,0 114,7 100,0
18,968 16,903 14,581 12,710
431.0 425,5 419,6 414,9
85.3 74.6 67,5 59,9 53,9 46,3 39,0
10,839 9,494 9,591 7,613 6,839 5,994 4,955
417,3 413,0 409,7 406,7' 403,4 399.5
1,091.0 139,709 994,6 126,451 90U 114,838
569,5 549,7 531,4
,
Flange Thickness ~
3i
"7"'"'\ ,
W1~ x 100 . x 89
x 77 x 6,7 W16 x 57
x 50
"x~-45
x 40 x 36
x 31 x 26 W 14 x 730 x 665 x605'
402,8
454,4 449,3 44?,3
ASEP Steel Handbook -146-
22.2 19,3 16.9
3H
16.0 14,4 12.8 10,9 11.2
a,a
124,7 114,8 105,7 97,0
27'
2~
..
21~
. 18E . 1SS : 125
Rolled Shapes 4-27
=n
y
Ir1=
R II
W SHAPES Dimensions Properties
I
W
I
I
y
br
_k
I Designation dm
r
mm
)
i4 ,9
is i2
is
,
445,369 409,572 370,446 332,995
1,911,0 1,769,1 1,610,6 1,457,6
,50 190,11 199,92 199,26 197,39
299,357 254,734 212,279
1,292,2 1,120,4 944,3
194,46 192,92 179,73
9,365 7,950 6,SS9
121,7 104,1 93,6
32. 79 32.32 30,96
W1Sx 46 x 40 x 35
620,195 541,101 462,017 397,095
2,977.9 2,543,4 2,202,2 1,914,6
180,92 179, Ei2 179,01 176,75
77,419 67,946 57,440 49,532
584,7 515,4 439,3 391.0
63,99 6:3. 35 62,76 62.43
W16x100 x 99 x 77 x 67
315,503 274,297 243,912 215.609 186,472 158,097 125,296
1,512,1 1,329,8 1,190,7 1,060,3 925,9 773,9 629,9
170,61 170,06 1-69,60 169,29 16t.12 162,97 159,01
17,940 15,494 13,652 12, 029 10,199 5,161 ' 3,992
199,5 172,4 152,9 135,4 115,0 73,6 57,2
4M9 40,41 39,99 39,75 39,62 29,62 29,38
W16x x x x x x x
22,909 20,953 19,699 16,691
x x
119,01 117,16 115,49 113,77 ASEP Steel Handbook -147-
57 50 45 40 36 31 26
W14x730 x665 x 605 x 550
-
1
4-28 Rolled Shapes
y
W SHAPES Dimensions Properties
Designation
dxw
Weight ,W kg/m
Area A mm 2
Web Thlokness (, ". ----------til" ,: mm I
Depth H mm
Flange I bf
W 14 x 500 x 455 x 426 x398 x 370 x342 x 311 x283 x 257 x 233 x 211 x 193 x 176 x 159 x 145
746,0 680,0 634,3 593,7 553,1 512,5 463,8 422,7 383.6 3476 314,6 288,2 262,9 237,0 216,7
94,839 86,451 80,645 75,484 70,322 65,161 58,968 53,742 49,774 44,193 40,000 36,645 33,419 30,129 27,549
497,8 483,1 474,2 464,6 455,2 445,5 434,8 425,2 415,1 407,4 399,3 393,2 386.6 380,5 375.4
55,6 51.2 47,6 45,0 42,0 39,1 35,8 32,8 29,8 27,2 24,9 22,6 21.1 18,n 17.3
432,1 427,6 424,1 421.4 418,5 415,5 412,2 409,2 406.:3 400,6 401.3 399,0 397,5 395.4 393,7
W'14 x 132 x 120 x 109 x 99 x 90
196,9 179,1 162,4 147,7 134,5
25,032 22,774 20,645 18,774 17,097
372.4 367,8 363,7 359."1 356,1
16.4 15.0 13,3 12,3 11.2
374,0 372,6 371.0 370.0 368,8
W14x 82 x 74 x 69 61
122,3 110,6 101,5
15,548 14,064 12,903
363,5
ASEP Steel Handbook -148-
Flange
T~~~$S
rt mm
x10 3 mm4
88,9 81,5 77.1 '72.3 67,6 62. 7 57.4 52,6 48,0
1,598,G 1,4HS, 1
43,1
t~.~
39,6 36.6 38.3 30,2 27,7
1,107,·
26,2 23,9 21.8 19,8 18,0
636,E
21.7 19,9 19,3 16,4
3,417,~
2,992, i 2,747,1 2,497,~ 2,264,~
2,039,E 1,e02,~
998,1 990,~
790,( 711, j
574,~
516,1 462,C 415,9
Rolled Shapes 4-29
11 If~~ iC-x y
~
I
Tk
d
-:tdJ
W SHAPES Dimensions Properties
I .
k
L~ I
xi 03
r :l
3 4
I
xi 03
xi 03
x103
4
mm 3
r mm
mm'
r mm
3,417,260 2,9')2,704 2,747,127 2,497,389 2,264,299 2,039,534 1,a02,282 1,599,329 1,415,187 1,252,857 1,107,176 999,955 890,735 790,840 711,756
13,729.4 12,389.6 11,586.4 10,750.7 9,949.6 9,156.2 8,290.2 7,519.0 6,902.1 6,150.5 5,545.6 5,091.2 4,609.0 4,156.9 3,792.0
189.82 196.06 184.57 181. 89 179.44 176.92 174.82 172.46 170.34 168.37 166.37 165.11 163.26 162.01 160.74
1,198,747 1,065,552 982,306 903,222 829,301 758,379 670,133 599,373 536,939 478,666 429,719 397,511 348,802 311,341 291,799
5,5485 4,993.9 4,632.4 4,286.8 3,958.4 3,626.4 3,251.5 2,929.5 2,643.1 2,372.0 2,136.6 1,942.4 1,755.0 1,574.8 1,431.5
112.43 111. 02 110.37 109.39 109.53 107.53 106.60 105.61 104.92 104.07 ·103.53 102.93 102.16 101. 65 101.14
W14x500 x 455 x 426 x 398 x 370 x342 x 311 x 293 x 257 x 233 x 211 x 193 x 176 x 159 x 145
636,934 574,399 516,127 462,017 415,915
3,420.2 3,123.4 2,838.2 2,568.9 2,335.4
159.50 159.91 158.11 156.87 155.95
229,095 206,035 186,055 167,325 150,676
1,219.8 1,003.0 904.5 817.1
95.46 95.12 9493 9441 93.99
W 14 x 132 x 120 x 109 x 99 x 90
153.66 153.49 152.72 151. 88
61,602 55,775
478.8 436.1 395.2 350.8
62.94 62.97 62.48 62.10
W14x 82 x 74 x 68 61
mm4
102.97 102.62 . 102.11 101. 10t
Designation dxw
mm
50,364
,537
1,105.9
ASEP Steel Handbook -149-
4-30 Rolled Shapes
y
IfF =fccc-o R/ :
-Ik-r ~.
I
x--- : ---x T
d
W SHAPES Dimensions Prop'lI'tles
-l-~:':J =Ll
L~L-J Designation dxw
, W 14 x x x x x
Weight W kg/m
Thlcknesll
Depth H mm
Area A mm2
t"
mm
53 49 43 39 34 30 26 22
79,2 71.6 63,9 56,9 50,7 44,9 39,0 32,9
10,064 9,097 9,129 7,226 6,452 5,710 4,961 4,197
353,6 3!5Q,3 347,0 359,1 355,1 351.5 353,3 349.0
W 12 x 336 x 305 x 279 x 252 x 230 x 210 x 190 x 170 x 152 x 136 x 120 x 106 x 96 x 97 x 79 x 72
501,4 ' 454,7 415,6 37e.o 343,5 313,6 293,2 253,7 ' 226.9 202,5 179,1 159,3 143,1 129,9 117,7 107,1
63,742 57,906 52,839 47,906 43,677 39,871 36,000 32,259 29,939 25,742 22, 774 20,129 19,194 16,516 14,969 13,613 1
427,2 414,5 402,6 391.4 392,3 373,6 365.3 356,4 348,2 340,6 333,2 327.4 322,9 319,3 314,5 311,2 307,8
x x x
9.4 9,6 7,7 7,9 ' 7,2 6,9 6,5 5,8 45,1 41.3 38,9 35,4 32.6 30,0 26,9 24.4 22.1 20,1 1BO 15.5 14,0 13,1 11.9 10,9 9,9
Flange Width bf mm
~.-,----"
~
mm
204,7 204,0 203,1 172,0 171,3 170,9 127,6 127,0
16,9 15,1 13,5 13,1 11,6 9,9 10,7 9,5
340,0 336,2 333,8 330,3 327,5 324,9 321,9 319,3 317',0 315,0 ' 312,9 310.4 309,9 308,0 306,9 305,8 304,8
75,1 68,7 62.7 57,2 52.6 4a3 44,1 39,6 35.6 31,9 29,1 25,1 22.9 20,6 18,7 17.0 15.4
ASEP Steel Handbook -150-
Flange Thickness rt mm
2~
201 17E 16C , 141 121 101 92,
1,699, 1,477, ' 1,294, 1,132, 1,007, 890, 786,1 696,' 595,: 516,' 445,: 3ae,~ ~4S,i
309,C 275,~
248,4
Rolled Shapes 4-31
y "'>1
11f-
I
11
,--Ji~-dJ
W SHAPES Dimensions
.
Propertle~
I
k
Y
bl
I x103 mm 4
3
Designation dxw x10 3 mm 3
x10 mm3
mm
225,181 201,972 179,147 160,249 141,519 121,123 101,977 92,930
1,273.6 1,152,6 1,026.8 895.0 797,1 699,2 577.3 474,7
149.58 149,97 149,04 148,92 149,10 145,t':I4 H3.37 140,65
24,017 21,394 18,814 11,113 9,699 9,159 3,709 2,914
234.7 209,7 185.3 129.2 113,2 95,5 58.1 45,9
48.85 49,49 48.11 39.22 39,77 37,90 27.34 26,38
W14x x x x x x x x
1,689,900 1,477,622 1,294,490 1,132,149 1,007,280 990,735 788,677 696,782 595,211 516,127 445,368 399,344 346,721 308,011 275,545 249,490 ,851
7,911. 5 7,129,7 6,430,6 5,795,1 5,269,6 4,769.4 4,307.0 3,854.0 3,419,9 3,030.7 2,673,3 2,372,3 2,149,2 1,935.4 1,752,3 1,597,0 1 441.5
162,82 159,99 156.52 153,89 151.86 149,47 147.82 145.91 143,66 141. 60 139.84 139,90 139,05 136.56 135.63 135, :; 134,18
495,315 437,043 390,009 344,640 308,844 276,379 245,160 215,192 199,969 165,660 143,600 125,296 112,392 < '1{), 31 2 99,906 91,165 424
2,913.6 2,599,9 2,336,8 2,086,8 1,886,1 1,701.3 1,523.7 1,347.9 1,192.2 1,051.8 917.9 807,3 727,6 651.4 596,1 530,9 475,2
88,15 86,95 85,91 84.91 84.09 93,26 82,52 81.68 90,95 80.22 79.41 79.99 78,59 77.93 77.50 i7,22 76.66
W 12x336 x 305 x 279 x 252 x230 x 210 x 190 x 170 x 152 x 136 x 120 x 106 x 96 x 87 x 79 x 72 x 65
ASEP Steel Handbook -151-
mm 53 49 43 38 34 30 26 22
\
l
4-32 Rolled Shapes
y
4--~r
lk-r
x---l---x
JL dJ
=~~:-~
T
d
-I,
.
W SHAPES Dimensions Properties
L~J Weight W kg/m
Designation dxw
;
W 12)( x x x x x x x x x x x
I
iI
)i
l i
:,.'
,
~,",
Depth H mm
Area A mm 2
Flange Width bf mm
Flange Thickness
~ mm
rt mm
,io
58 53 50 45 40 35 30 26 22_ 19 16 14
W10x112 x100 x x 77 x S8 x 60 )( 54 x 49 x 45 )( 39 x 33 x 30
Web Thlcknen t\\l mm
86.3 79,2 74.6 67,0 59,9 52,3 44,6 38,9 32,9 28.3 23. 9 21,1
10,968 10,064 9,484 8,516 7,613 6,645 5,671 4,935 4,181 3,594 3,039 2,694
309.6 306,3 309.6 306,3 303.3 317,5 313,4 310.4. 312,7 308,9 304,5 302,5
167.0 149,2 131.4 114,7 101. 5 99.3 80,2 73,1 67,5 58,4 49,3 44,9
21,226 19,969 16,710 14,581 12,903 11,355 J0, 194 9,290 8,581 7,419 6,265 5,703 910
299.5 291.9 275.3 269.2 264,2 259,6 256,3 253,5 256.5 252,0 247,1 265,9 262.4
9.1 §,~
9,4 8,5 7,5 7,6 6,6 5,9 6,6 6,0 .5,6 5,1 19,2 17,3 15,4 13,5 11.9 10.7· • 9.4 9,6 8,9 9.0 7.4 • 7,6 6,6
254.3 2'53.9 205,2 204,3 203,3 166.6 165.6 102.4 101.7 101.3 100,9 264,5 262,6 260,7 258,8 257,3 258,0 254,8 254,0 203, i' 202,8 i02,2 147,6
ASEP Steel Handbock -152-
16.3 J<),6 16,3 14,6 13,1 13,2 11,2 9,7 10,8 8,9 6,7 5,7 31.8 29,4 25,1 22,1 19,6 17,3 15,6 14,2 15,7 13,5 11.0 13.0 1.2
.
197, 176,
1'6'3, .145, 129, 119, 99,.1
,(94,~ ,- -..... ,".
64,S 54,1 42.E 36,E
298,0 259,3 222,2 189,3 163,91 141,9: 126,1 : 113,21 103,2, 86,99 70,75 . '70,75
Rolled Shapes 4-33
y
W SHAPES Dimensions Properties
Designation dxw
mm
2 7 8 9
7 7 .8 .4 ,.1 :.1 1,6
197,710 176,999 11)3,995 145,681 129,082 118,626 ,99,063 \ 94,91.1 " 64,982 54,110 42,872 36,979
1,277.2 1,155,1 1,059.4 951.2 95Q.9 747,3 632.2 / 547.1 415.8 350.3 291.6 243,8
134.26 182,56 131.50 130.79 130,19 183.61 132.17 181.17 124.62 122.70 118,77 117,22
44,537 89,875 23,434 20,812 18,856 10,198 8,449 7,201 1,940 1,565 1,174 982
350.3 814.1 228.4 203.7 190,6 122.4 102.0 87.4 37.9 30.8 23.2 19.5
6372 62.95 49.71 49.44 49.10 39.18 38.60 88.20 21.54 20.87 19,65 19.18
W 12 x 58 x 53 x 50 x 45 x 40 x 35 X 30 x 26 X 22 x 19 X 16 X 14
299,022 259,312 222,268 199,385 168,995 141,985 126,118 113,215 108,225 86,992 70,759 '70,759
2,066.0 , 1,889,7 1,614.7 1,407.0 1,241.4 1,098.5 984.1 898.2 904,9 690.4 572.7 582,2 456.6
118.49 116,92 115.38 113.91 112,74 111. 80 111. 28 110.89 109.68 108.28 106,27 111. 39
98,231 96,160 74,505 64,100 55,775 48,283 • 42,872 38,976 22,227 18,730 15,284 6,951 ,869
742.8 656,2 571.6 495.4 433.5 377.2 336.5 306.1 218.2 184.7 150.7 94.2 80.1
68.03 67.40 66.77 66.30 65.75 65.21 64.85 64.69 50.8S 50.25 49,31 34.91 34.57
W10x112 X 100 x 88 x 77 x 68 x 60 X 54 -x 49 X 45 X 39 X 88 X 30 X 26
1
ASEP Stnel Handbook -153-
4-34 Rolled Shapes
y
'IIF 1
x---
-: -I",
(==:.:~_.,_."...::)
L~LJ Designation dxw
W10x 22 x 19 X
17
x 15 x 12 W 8x x x x x x x -,x )"
'.-....:~.
x x x x x
W6x x x x x x
=nLt-
I·____
87 56 49 40 35 31 28 24 21 18 15 13 10 25 20 15 16 12
x
T
d
W SHAPES DimElnsions Properties
= k
Weight W kg/m
Thlokness
Depth H mm
Area A mm 2
t,. mm
Flange 'Mdth be mm
Flange Thickness ~ mm
32,9 28,5 25,3 22,4 18,0
4,187 3,626 3,219 2,845 2,284
258,3 260,1 256,8 253.7 250.7
6,1 6,4 6,1 5,8 4,6
146,1 102,.1 101,9 101.6 10o.s
9,1 10.0 8,4 6,9 5,3
49,1 - 40,01 34,01 2EW 22,3!
100,0 86.9 71.6 59,4 92,3 46.3 41.9 35,9 31.3 26,7 22,5 19.5 15,0
12,710 11,032 9,097 7,549 6,S45 5,890 5,323 4,568 3,974 3,394 2,865 2,477 1,910
228,6 222,3 215.9 g09,§ 206,2 203.2 204.7 201,4 210,3 206.8 206,0 202.9 200.4
14,5 13.0 10.2 9,1 7,9 7,2 7.2 6.2 S.4 5.8 6,2 5.9 4.3
210.3 209,9 206.0 205,0 '--' -..203.7 203.1 166,0
23,7 20,S 17,4 19 12.S 11.0 11,8 , 10,2 10,2 9.4 8.0 6.5 5.2
113,2 94,91 76,51 60,7",
'-"
165.0~
133:9 133.4 102.0 101.6 100.1 154.4 152,9
4,735 3,797
ASEP Steel Handbook -154-
11.S 9,3 6,6 10,3 7,1 5.5
'~2,e!
45,7! ,40,71 34,41 31,3' 25,7E
HI,9j 1S,4E 12,8~ 22,2~ 17,2~
12, 11 13,3E
9,1.6
e::
Rolled Shapes 4-35
y
,--1, , ~~dJ
'"-~=J1 11-
W SHAPES Dimensions Properties
R~ I -
k
L~-1
S x103 mm3
rt Y mm
)
, )
)
3 2 2 4 0 5 2 6 .3 .6 .3 .1
S x10 3 mm3
1
x10 m
Designation dxw
3
49,115 40,093 34,099 28,678 22,393
/seo.S 309.2 265.5 226.1 179.6
100.SI 1u~.14 102.91 100.40 99.02
4,745 1,786 1,482 1,20S 907
65.0 35.0 29.1 23. 7 18.0
SS.66 22.19 21.46 20.56 19.93
W10x x x x x
22 19 17 15 12
11 S,215 94,901 76.597 60,770 ~2,961 45,795 40,791 S4,464 31,342 25,765 19,979 16,493 12,820
990.5 953.9 709.5 579.9 512.7 450.6 398.5 342.2 298.1 249.2 vl94.0 162.5 127.9
94.S8 92.75 91.75 89.73 99.19 99.17 97.54 86.86 99.91 87.13 9S.51 81.57 81.98
36,878 31,259 25,349 20,437 17,731 15,442 9,032 7,617 4,067 S,317 1,419 1,136 870
350.7 299.4 246.1 199.4 174.1 152.1 109.8 92.S 60.7 49.7 27.8 22.4 17.4
5S.87 53.23 52.79 52.0S 51.66 51.20 41.19 40.8S 31.99 31.26 22.26 21.42 21.34
W 8x x x x x x x x x x x x x
67 58 48 40 35 31 28 24 21 18 15 13 10
22,227 17,232 12, 112 13,361 9,199
274.2 .-219.9 159.3 167.5 120.1 91.1
69.5', 67.46 65.10 66.10 63.38 83
7,118 5,536 3,879 1,944 1,24!: 912
92.2 72.4 51.0 36.0 24.5 1
39. 77 39.23 36.84 24.56 23.32 22.97
W6x x x x x x
25 20 15 16 12 9
ASEP Steel Handbook -155-
4-36 Rolled Shap0R
y
tli-
R~
91j I
I I I
x---_:_~--x
I W I -'k c=::::.l---=:l -
W SHAPES Dimensions Pro ptlrtles
.
0L-J Designation
dxw
Weight W kg/m
Area A mm 2
Web Thlokness
!;lepth H mm
Flan~e
Width bf mm
t" mm
Flange Thiokness rt mm
4
mm
I
x1Q3 mm'
W5x 19 x 16
28.1 23.7
3,574 3,019
130.8 127.3
6.9 6.1
127.8 127.0
10.9 9.1
35. 34.
10 6
W 4x 13
194
2,471
105.7
7.1
103.1
6.6
27.
4
ASEP Steel Handbook -156-
Rolled Shapes 4-37
W SHAPES Dimensions Properties
Designation
dxw
rt
I
S
I
mm
x10' mm4
x10' mm3
x10' mm4
mm
xi 0' mm 3
8,866
166.7 189,8
55.24 54,19
8,800 3,126
59.5 49,2
82.61 32,18
W5x 19 x 16
4,703
89.0
48,68
1,607
31.2
25.50
W4x 18
10,905
ASEP Steel Handbook -157-
4-38 Ro.lled Shapes
S SHAPES Dimensions Propertie$
Designation dxw
Weight W kg/m
Aria
Depth H mm
A mm2
Thioknen t..v
mm
bf mm
Thiokness ~ mm
S 24 x 121 x 106
180.7 158,3
22,968 20,129
622.3 622,3
20,3 15,7
204,5 199,9
27,7 27,7
S 24 x 100 x 90 x 60
148.7 134.5 119,2
18,903 17,097 15,161
609,6 609.6 609,6
18,9 15,9 12.7
184,0 161.0 177.6
22,1 22,1 22,1
S 20 x 96 x 66
143,1 129.4
19, 194 16,323
515,6 515,6
20,3 166
162,9 179,3
23,4 23.4
S 20x 75 x 66
111.6 99.4
14,194 12,516
509,0 506,0
16,1 12,9
162,2 156,9
20,2 20,2
S 18 x 70 x 54,7
104.5 81.7
13,290 10,367
457,2 457.2
19,1 11.7
158,8 152.4
17.6 17.6
S 15x 50 x 42,9
74.6 63,9
9,484 9,129
381.0 361.0
140 10,4
143.3 139,7
15,8 15,6
S 1.2x 50 x 40,6
74.6 60,9
9,464 7,742
304,8 304.9
17,4 11.7
139.1 133,4
16.7 16,7
S 12 x 35 x 31.6
52.3 47.4
6,645 6,032
304,8 304,6
10.9 6,9
129.0 127,0
13,8 13,6
ASEP Steel Handbook -158-
't
mm
994,' 936,! 674,( 695,1
657,e 532,7 495,3 395,4: 334,61 2J2,21 166,0~
126,ge 113,21
95,31 90,731
Rolled Shapes 4-39
y
4
'
I( = C _ I
R( )
,I S SHAPES Dimensions Properties
x---:-_:, Grip
1 S x10' mm'
I x10' mm 4
-:--11 w
b,
k
1 Designation
I I x10' mm4
k
I y
rt mm
R'11
:Y
dxw
S x10' mm'
1,815,291 1,228,720
4,227,2 3,932,9
289,80 246,56
84,672 32,091
889,1 321,1
89,95 39,93
S 24 x 121 x 106
994,793 936,521
3,263,9
229,40 234,04
874,096
2,867,7
240,11
19,854 19,699 17,565
215,9 206.5 197,6
32,41
3,072,6
33,06 34,04
S 24 x 100 x 90 x 90
195,46 200,72
20,895 19,490
229,5 217,3
33,99 34.55
S 20 x 96 x 96
29,56
695,106
2,696,3
6~,646
2,551,0
532,776 495,315
:,097,5
1,950,1
193,74 199,93
12,404 11,530
152,9 145,1
30,35
S 20x 75 x 66
895,430
334,650
1,696,0 1,463,9
170, 179,4')
10,031 9,658
126,3 11 S,6
27,47 28,87
S 19 x 70 x 54,7
202,288
1,061,9
146,05
196,055
976,7
151, 29
6,535 5,994
91,2 958
26,25 27,15
S 15 x 50 x 42,9
126,951 113,215
933,0
6,535 5,661
94.0 94,9
26,25
742,9
115,70 120,93
27,04
S12x 50 x 40,9
95,317 90,739
625,4 595,4
119,77 122,65
4,109 3,896
63,7 61,4
24,96 25,41
S 12 x 35 x 31,9
ASEP Steel Handbook -159-
4-40 Rolled Shapes
y
11f=- ~-":) R( I
X----: c<;pi -
-l~1
_.
I
---x r
d
S SHAPES Dimensions Properties
l~~~ --lJ
l-~l-J Desl~nation
dxw
Weight W kg/m
Area A mm2
Depth H mm
Web Thioknen t.,., mm
lange Thickness bf mm
~ mm
rt mm
S 10 x 35 x25,4
52.3 37,9
6,645 4,813
254.0 254,0
15.1 7,9
1256 118.4
1.2.5 12,5
61, 51,
S 8 x 28 x 18,4
34,4 27,5
4,368 8,490
203,2 203,2
112 6,9
105.9 101.6
10.9 10,9
27, ·23,
S 7 x 20 x 15,3
29.8 22,9
3,794 2,903
177,9 177.9
11.4 6,4
98.0 93,0
10.0 10,0
17, 15,:
SSx17.25 x 12,5
25.7 19,6
3,271 2,369
152.4 152,4
11.9 5.9
90.S 84,6
9.1 9,1
10,1 9,·
S 5 x 14,75 x10
22.0 14.9
2,800 1,897
127.0 127,0
125 5.4
83.4 76,3
8.3 9,3
S,1
S 4 x 9,5 x 7,7
14,2 11.5
1,800 1,458
101.6 101.6
8.3 4,9
71.0 67,6
7,4 7,4
2,e 2,E
S 3 x 9.5 x 5,7
11.2 8,5
1,426 1,077
76.2 76.2
8.9 4.3
63,7 59,2
6.6 6,S
1,2
ASEP steel Handbook -160-
St~
1,0
Rolled Shapes 4-41
II
t=-c:::
y
II
R{ I
I
"11 -"
k
-u
x----'----X T
S SHAPES Dimensions
-:-Iw
Proper~es
I_~ _
Griri=--
d
k
U~ Duignation
dxw
I
rt
xi 03
mm mm
xi 03 mm3
mm'
mm
61,186 ei1,613
481.8 406.4
95.96 100.56
3,480 2,826
55.4 47.7
22.88 24.23
S 10 x 35 x 215.4
27,013 23,97ei
265.9 23M
78.64 82.98
1,794 1,553
33.9 30.6
20.27 21.09
S 8x23 x 19.4
17,648 1ei,276
198.5 171.9
69.::0 72.154
1,319 1,099
269 236
18.65 19.46
S 7 x20 x115.3
10,947 9,199
143.7 120.7
57.95 62.33
961 758
21.2 17.9
17.14 17.99
S6x17.25 x 12.5
6,327 5,120
99.6 90.6
47.54 51.95
695 509
16.7 13.8
15.75 16.86
S 5 x 14.75 x10
2,926 2,531
55.6 49.8
39.62 41.66
375 316
10.6 9.3
14.43 1472
S 4 x 9.5 x 7.7
1,220 1,049
32.0 27.5
29.25 31.21
246 187
7.7 6.3
1313 13.18
83 x 9.5 x 5.7
ASEP Steel Handbook -161-
I
- -, 4-42 Rolled Shapes
CHANNELS Dimensions Properties
Desillnation dxw
Weight W kg/m
Area A mm2
Depth H mm
.:,i"
bf mm
mm
x
C 15 x 50 x 40 x 33.9
74.6 59.9 50.5
9,484 7,613 6,426
381.0 381,0 381.0
18.2 13,2 . 10.2
94.4 89,4 86.4
C 12 x 30 x25 x 20.7
44.8 37.3 309
5,690 4,742 3,929
304,8 304,8 304.8
13,0 9,8 7.2
60,5
747
C 10 x 30 x 25 x 20 x 15,3
44,8 37.3 29,8 22,8
5,690 4,742 3,794 2,897
254,0 254.0 254,0 254.0
17.1 13.., 9,6 6,1
73.3 69,6 66,0
C9x20 x15 x 13.4
29.8 22,4 20.0
3,79~
2,845 2,542
228.( 228,6 229.6
11.4 7,2 5,S
67.3 63,1 61.9
14,91 • 14,98
C 8 x 1.8,75 x 13,75 x 11,5
28,0 20.5 17.2
3,555 2,606 2,181
203,2 203,2 203,2
12.4 7,7 5,6
64,2 59,5 57,4
. 14,35 14,05 14,50
C7x14,75 x 12,25 x 9,8
220 18.3 14,6
2,794 2,323 1,852
177.8 177.8 177.8
10,6 8.ll 5,3
58,4 55.7 53,1
13,51 13,34 1:1,72
ASEP Steel Handbook -162-
n4 no
20.27 19,7~
.19,96 12,7 1a7 12.7
17,12 17,12 17,73
11.1 11.1 11.1 11.1
16.48 15.67 15,39 16,10
15,~7
Rolled Shapes 4-43
- y
q~'=n ':~t!····11 f
-
k
Rfl
CHANNELS DimensiCJr's Propertin
-
I
Gr ip.i=:--
---
~:=--=.::J
k
e9U~-l Designation dxvv
, ilokness ~ mm
x
mm
x103 mm4
mm
x10 3 mm4
m
mm
20,27 19,74 19,99
168,157 145,265 131,113
882,7 762,5 688,3
133,16 138,13 142,84
4,579 3,842 3,384
625 55,8 51.6
21.97 22,46 2295
C 15 x 50 x 40 x 33,9
12,7 12,7 12,7
17,12 17,12 17,73
67,429 53,694
442,4 393,3 352,3
108,86 112,43 116,90
2,139 1,861 1,615
34,1 31.2 28,7
19,39 19,81 20,27
C 12 x 30 x 25 x 20,7
11.1 11.1 11.1 11,1
16,48 15,67 15,:39 ' 16,10
42,872 37,960 32,841 28,054
337,6 298,9 258,6 220,9
86,80 89.47 93.04 98.41
1,640 1,399 1,170 949
274 24,6 21.8 19,2
16,98 17,18 17.56 19,10
C 10 x 30 x 25 x 20 x 15,3
10,5 10,5 10,5
14,81 14,88 15,27
25,348 21,228 19,937
221.9 185,7 174,4
81.74 86,:38 88,56
1,007 803 733
19,4 16,9 15,9
16,29 16,80 16,98
C 9 x 20 x15 x 13,4
9,9 9,9 9,9
14,35 14,05 14,50
18,314 15,026 13,569
1eo,3 147,9 133,6
71,77 7593 78,88
824 637 549
16,7 14,2 13,0
15,22 15,63 15,87
C 8 x 18,75 x 13,75 x 11,5
9,3 9,3 9,3
1:3.51 13,34 13,1'2
11,321 10,073 8,866
127,3 113,3 99,7
63,65 65,85 69,19
574 487 404
12,9 11,6 10,4
14,33 14.48 14,77
C 7 x 14,75 x 12,25 x 9,8
5~,,~37
ASEP Steel Handbook -163-
!
4-44 Rolled Shapes
- y
~ 111=
x- w
t
:
~
il
_1- - - -
-:1
~==--...:J
Grip
xT
j
-.
d
1
CHANt-.E'LS DimE'nsiona Properties
___ k
eJ~_J DlSlgnlltion dxw
Weight W kg/m
A mm2
Depth H mm
Area
Web Thickness
t,. mm
FI Width be mm
Fillnge Thlckne .. ~ mm
C 6 x 13 x 10,~ x 6,2
19,4 1~, 7 122
2,471 1,994 1,548
152.4 1~2.4 152,4
11,1 6,0 5,1
54,8 51,7 48,8
8,7 6,7 8,7
13.06 12,67 1298
C ~x 9 x6,7
. 13,4 10,0
1,703 1,271
127,0 127,0
6,3 4,6
47,9 44,5
6,1 9,1
12.14 12.29
C 4 x 7,2~ x ~,4
1M e,1
1,374 1,026
101,6 101.6
9,2 4,7
43,7 40,2
7,~
11.66 11.61
C3x 6 x ~ x 4,1
6,9 7,5 6,1
1,135 948 781
76,2 76,2 76,2
9,0 6,6 4,3
40,5 3e,0 35,6
6,9 6,9 6,9
ASEP Steel Handbook -164-
7,~
11,~6
11,13 11,07
Rolled Shapes 4-45
=n
- y
~
1(;=="Rl-! '. 1
x- -
CHANNELS Dimensions Pr-,pertles
_1- - - -
Iw'
-
i
xT
d
lk I
2J
Grip,t==t'.':::i==
e~!L~-l ;:Iang. ,iokness
D.slgna~on
dxw
I
~ mm
x1Q3
8.7 8.7 8.7
1S.06 12,67 12.98
8.1 8.1
12.14 12.29
3,704 3,118
58,3 49,1
7,~
11.66 11. 61
1,911 1,602
37,6 31.5
11.~6
862
11.13 11.07
691
22.6 20,2 18.1
7,~
6,9 6,9 5,9
7,242 6,327 5,453
95.0 83.0 71.6
54.14 56.33 59.35
437 362 287
r
10.6 9,4 8.1
1 :3.30 13.47 13.62
C 6 x 13 x 10.5 x 8.2 •
770
262 200
7,4 6,3
12.40 12.54
C5x 9 x 6,7
37,29 39,51
179 133
5,6 4.7
11.41 11. 39
C4x7,25 x5,4
27,56 28,50 29,74
125
4.4 3.9 3.4
10,49 10,47 10.31
C3x 6 x5 x 4.1
104 83
ASEP Steel Handbook -165-
4-46 Rolled Shapes
'" r---y-----1 -+------'I -~ 'I:dl x-------::,.x b,
'=1f
"."--t..
_,_,1-
,.
' ~
--"",.
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
, ,
.....•.
_---;
y
Deslgnetlon dxw
Weight W kg/m
Area A mm 2
Depth H mm
Web Thlokness tw mm
mm
mm
WT 18 x 179,5 x 164 x 150 x 140 x 130 x 122,5 x 115
267.4 244,6 223,8 209.1 193,8 192,7 171,5
34,000 31,097 28,452 26,581 24,645 23,226 21,806
475.0 470,9 466,6 463,8 460,5 456,2 455.8
28,4 25,9 24,0 225 21.3 2O,3 19,3
424,9 422,4 423,0 421.5 420.4 419.4 418,3
51.1 47,0 427 39,9 3ae 34,3 320 .
WT 18 x 128 x 116 x 105 x 97 x 91 x 95 x 90 x 75 x 67.5
191,3 173.0 156.8 144,6 136.0 126,9 119,2 112,1 101,0
24,323 22,000 19,935 18,397 17,290 16,129 15,161 14,258 12,939
475,<. 471.4 466,9 463,3 461.5 459,2 457,2 455,2 451.4
24,4 22.1 21,1 Hl,4 17.3 113.5 15,9 15,2
310,3 307,8 31>9.4 307,7 306,7 305,6 304,9 304,2 303.5
43.9 39,9 34,5 320 30,0 27,9 2e,9 23.9 20,1
WT16,5x 177 x 159 x 145,5 x 131 ,e x 120.5 x 110,5 x 100,5
264.4 237.0 217,2 196.4 179.6 164,9 149,7
33,613 80,129 27,613 24,969 22,939 20,969 19,032
,;51.4 446.5 442,5 438,4 434.1 430,9 427,7
29,5 26.4 24.4 221 21.1 19,7 19,2
408,9 406,0 404,0 401,4 402,9 401.4 399,9
53,1 4QO ' 43,9 39,9 35,S 324 29,2
ASEP Steel Handbook -166-
~9.4
,347 ,912 •. 511,965 ,504 ,20e 414,1eO 300,760
' '. . .
. 549,425 ,829 ,043 ,506 538 ' 3:32,e69 '.• 301,769
Rolled Shapes 4-47
I~
tft- ": X--~
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
tf mm
mm
3
~I
___
I
-i-,
d
Iw
-1
y
S
xi 03
:
:::iTt
y
Designation dxw
I
S
xi 03
xi 03
r mm
mm
mm
4
mm
3
r mm
51.1 47,0 42.7 39,9 36.6 34,3 32.0
624,347 581,912 511,965 474,504 441,205 414,150 398,760
1,710,5 1,543,8 1,415,5 1,316,5 1,233,7 1,163,8 1,098,0
135,51 134,42 134,14 138,61 138,80 133 53 133,52
1OS,98 106.93 104,90 , ')3,38 102,87 102,36 101,85
327,158 295,941 269,718 249,323 226,846 211,029 1!?5,629
1,539,9 1,401.2 1,275,3 1,183,0 1,079,2 1,006,3 935,4
98,09 97,55 97,36 96,85 95,94 95.32 94,72
WT 18 x 179,5 x 164 x 150 x 140 x 130 x 122,5 x 115
43,9 39,9 34,5 32.0 30.0 27,9 25.9 23.9 20.1
499,478 449,530 409,938 37M25 351,716 327,158 309,011 290,530 '265,139
1,426,0 1,298,1 1,198,3 1,099,6 1,033,4 964,8 914,5 870,5 914,9
143,30 142,94 143.41 142,92 142,63 142,42 142,53 142,75 143,70
124,97 122,43 123,70 121,92 121 ,16 120,14 120,40 121,41 125,98
109,885 97,398 95,744 77,935 72,424 66,597 61,196 56,191 47,034
708,3 632,9 554,3 505,9 472,3 435,8 401,5 369.4 3OS,9
67,21 66,54 65,59 65,06 64,72 64.26 63,53 6278 60,53
WT 19 x 128 x 116 x 105 x 97 x 91 x 85 x 90 x 75 x 67,5
53.1 4QO 43,9 39.9 35,6 32.4 29.2
' 549,425 492,828 437,043 392,506 382,539 332,569 301,768
1,589,3 1,401.8 1,276,4 1,151.5 1,078,0 995,7 909,7
127,85 126,59 125,81 125.39 125,99 125.94 125,92
105,66 102,11 100,08 97,54 97,79 96.77 96.01
303,433 268,469 241,930 215,192 193,964 174,017 156,087
1,484,1 1,322,5 1,197,2 1,072,2 963,1 971,0 780,6
95,01 WT 16,5 x 177 94.40 x 159 93,58 x 145.5 92,84 x 131,5 x 120,5 92,16 91,31 x 110,5 90,56 x 100,5
ASEP Steel Handbook ·167·
I
4-48 Rolled Shapes
r
bl
I
y
'~~1=31 x--~ ---x-l : I
i-,
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
d
tw
-1
y
Designation dxw
Weight W kg/m
Area A mm z
Depth H mm
Thickness
Iw
I Width bf
mm
84.5 76 70.5 65 69
125.8 113.7 105.5 97.4 87.8
16,000 14,452 13,419 12,387 11,161
429.5 425.2 422.9 420.1 417.3
17.0 16. 1 15.4 14.7 14.0
.1 293.8 293.0 292.4 291.6
WT 15 x 117.5 x 105.5 x 95.5 x 86.5
175.1 157.3 142,6 128.9
22,258 20,000 18,129 16,387
397.5 392.9 389.6 386.6
21.1 19.7 18.0 16.6
382.4 383.7 382.0 380.6
2SO,54C 253,901 228,511 206,867
WT15x x x x x x
74 66 62 58 54 49.5
110,1 98.4 92.4 66.8 80.7 73.6
14,000 12,516 11,742 11,032 10,258 9,355
389,4 384.8 383.0 381.0 378.7 376.4
16.5 15.6 14.9 14.4 13.8 13.2
266,2 267.8 267.1 266,6 266.1 265.4
93,964 175,233 164,828 155,254 45,265
WT13.5x 108.5 x 97 x 89 x 80.5 x 73
161.9 144.6 132.4 120,3 109.1
20,581 18,387 16,839 15,290 13,871
360.9 358.9 353,1 35Q.3 347.7
21.1 19.1 18.4 16.8 15.4
358.5 358.5 357.8 356,1 354.7
; 200,948 .184,807 72,320 1501,838
WT 16.5 x x x x x
ASEP Steel Handbook -168-
Rolled Shapes 4-49
b, ~
Y
S x103 mm3
mm
'--"j: .--,-1 -i- --1 I
,
y
I
y
x103
mm
mm4
731.8 690.2 642.6
129.94 1SO.~9 1SO. 85 131.29 182.2~
106.93 109.20 108.97 110.74 113.54
64,516 56,607 51,196 45,369
900.1 929.2 750.3 693.9
112.27 112.67 112.27 112.36
96.87 96.36 95.09 94.07
1n,731
664.6 613.2 590.4 552.7 524.7 491.8
117.71 119.32 119.48 119.63 119.00 119.69
200,949 184,807 172,320
741.1 519.0
1
1~,939
7
139,854
564.4 512.7
100.76 100.25 101.16 100.63 100.41
290,540 2~,901
229,511 206,967 ,
l
30.0 254 23.8 21.6 19.3 17.0
193,964 175,233 164,928 1~,254
145,265 134,027
837.4
7n.3
6~.3
d
Iw
mm
270,134 2<16,409 229,760 213,527 1~,21 3
~
tip":
STRUCTURAL TEES Dimensions Properties C: It from W ShepGs
S x10 3 mm3
Deslgnetion dxw mm
441. 7 39M 3495 310.3 267.2
6S50 62.59 61.77 60.52 59.08
139,954 124,453
929.6 920.1 782.2 654.0
99.36 99.69 97.93 97.15
WT15x117.5 x 105.5 x 95.5 x 96.5
97.54 99.06 99.06 100.09 101.85 100.89
47,034 40,791 37,627 34,173 30,395 26,597
353.4 304.6 281.7 256.4 229.4 200.4
57.96 57.09 56.61 55.66 54.42 53.32
WT15x x x x x x
78.99 79.76 77.47 75.95 74.93
146,513 128,616 115,712 100,225 92,403
817.4 721.5 646.9 579.8 521.0
94.37 WT 13.5 x 108.5 83.64 x 97 92.90 x 99 92.17 x 90.5 x 73 91.62
38,9~9
1~,335
ASEP Steel Handbook -169-
I
WT 16.5 x x x x x
84.5 76 70.5 65 59
74 66 62 59 54 49.5
4-50 Rolled Shapes
tfF
I
y
:
R 1
x- --
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
1 1
- I - tw 1
,1 y
Designation
dxw
Weight W kg/m
Area
A
mm z
Depth H mm
t\ll
mm
WT13.5x x x x x
64,5 57 51 47 42
95,9 85,8 75,1 70,0 52,9
12,194 10,9:39 9,677 8,908 9,000
850,8 846,7 844,2 841.9 :3:39, 1
15,5 14,5 18,1 12,4 11.7
254,8 255.9 254.4 258,7 258,0
WT12x x x x x x
88 91 78 65,5 59,5 52
180,9 121.8 109,1 97,9 97,:3 77.6
16,646 15,419 18,97"1 12,452 11,097 9,971
820,5 817,5 :314,2 810,9 808,1 :30M
19,1 17.9 16.5 . 5,4 14,0 12,7
827.4 :329,1 827,7 826.5 :325,1 :32:3.9
WT12x x x x x
51.5 47 42 88 :34
76,6 70,0 62,9 56,8 50,7
9,742 9,90:3 8,000 7,226 6,452
811,4 :308,9 806,1 808,8 301,2
14,0 1:3, 1 11,9 11.2 10,5
228,6 2:30,,:3 229,1 228,8 227,7 '
WT12x 81 x 27,5
46,2
5,877 5,226
801.5 299,2
'10,9 10,0
178,8 177,9
41.1
ASEP Ste.el Handbook -170-
448 20,291 07,888 99,479 89,906
32,778 21,956 09,995 99,058 89,241 ' 79,668 94,911 77,419 69,094 62,851 57,024
Rolled Shapes 4-51
y
tl'f= ":
-tki1 x--~j:----Z-l' I dI
STRUCTURAL TEES Dimensions Properties Cut /rom W Shapes
,I
Designation dxw
mm
134,443 120,291 107,388 99,479 99,906
509.0 462.9 415.3 389.7 358.6
105.00 105.35 105.34 105.71 106.01
86.11 86.87 95.60 86.61 88.39
38,377 33,049 28,970 25,806 21,977
301.8 258.4 227.8 203.4 173.7
56.10 55.22 54. 71 53.84 52.41
WT13.5x x x x x
64.5 57 51 47 42
:. 132,778 121,956 109,885 99,063
529.1 489.9 44M 406.7 365.3 328.1
89.31 88.94 89.01 89.19 89.17 89.27
69.60 68.58 67.56 67.31 66.55 65.79
99,896 91,987 81,165 70,759 62,018 54,110
610.2 559.0 495.4 433.4 381.5 334.1
77.47 77.24 76.49 75.38 74.76 74.04
WT12x x x x x x
88 81 73 65.5 58.5 52
361.4 332,4 299.6 276.2 255.1
93.36 93.25 9293 S3.26 94.01
76.45 75.95 75.44 76..20 77.72
24,849 22,685 19,646 17,190 14,651
217.4 197.0 171.5 150.6 128,7
50.50 50.49 49.56 48.77 47.65
WT 12x x x x x
51.5 47 42 38 34
255.3 231.6
96.32 96.53
87.89 99.90
7,159 6,035
90.1 67.9
34.90 33.98
WT12x 31 x 27.5
e~241
7M69
,.
-_.
y
tl
I
1
- I1·-1 W
. 94,911 77,419 69,094 6~851 ~7,024
ASEP Steel Handbook -171-
I
-r
4-52 Rolled Shapes
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
D8Slgna~on
dxw
Weight W kg/m
Area
A mm 2
Depth H mm
Web Thickness
tw mm
Flange Width bf mm
WT10.5x x x x x x
83 73.5 66 61 55.5 50.5'
123.8 109.6 98.4 90.8 82.7 75.6
15,742 1:3, 935 12, 516 11,548 10,516 9,613
285.5 290.2 277.1 275.:3 273.1 271.3
19.1 18.3 16.5 15.2 14.0 12.7
315.5 317.8 316.0 314.7 313.4 312.2
94,C 84,9 ,75,3 '69,0 62,4 . 56,1!
WT10.5x x x x x
46.5 41.5 36.5 34 31
69.5 61.9 54.3 50.7 46. 3
8,839 7,871 6,903 6,452 5,890
274.6 272.0 269.7 268.2 268.4
14.7 1~.1 11.6 10.9 10.2
213.9 212.2 210.7 210,1 209.3
.59,9: 52,8! 45,71 42,8i
WT 10.5 x 28.5 x 25 x 22
42.5 37,3 32.9
5,4C0 4,748 4,187
267.5 264,4 262.4
10.3 9,7 8.9
166.5 165.9 165.1
33,42 29,59
WT 9x 71.5
106.6 96.9 88.8 79.2 72,6 64.5
13,548 12,323 11,290 10,064 9,226 8,194
247.4 244.13 240.8 237,7 236.0 233.4
18.5 17.0 16.6 15.0 13.6 12.2
285.0 283.5 286.1 284.5 283,1 281.7
,.59,10 52,86 '49,53: 43,281 39,04: 34,29;
x x x x x
65 59.5 53 4M 43
ASEP Steel Handbook -172-
. 39,O~
37,6~
Rolled Shapes 4-53
bj
I
31 x--~ : ---x-1' y
114== STRUCTURAL TEES Dimensions Propertle$ Cut from W Shapes
I - I -I I W I
,
y
Flange Thickness
d
-1
Designation dxw
~ mm mm 34,5 29,2 26.3 24,4 22.2
";
20,3
~6,191
419,5 398.9 345,7 317,9 299,5 260,3
23,6 21,2 18.8 17,4 15,6
59,937 ~:; 961 45,795 42,972 39,043
292,4 259,5 224,9 211. 9 194,3
91.44 91.52 91.42
16.5 13.6 11.4
37,627 33,423 29,594
192,9
93,47
175.9
93,90 94,07
94,069 94,911 75,339
69,094 62,435
159,5
xi 0' mm 4
51,613
69,60 67,56 6604 65,79 6553
19,313 16,941 14,693 13,496 11,946
190.6 159,7 139,5 129,'; 114,2
46,74 46,39 46,14 45,72
72,39 74.42 75,69
6,369 5,203 4,297
76,5 62,7
53,09
64,932 57,956 52,445 45,795 41,623 36,462
90,322
77.59 77.35 77.05 76.45
59,19 57,91 56,64 55,37
69,094
92,35
52,961 49,532 43,299
66,05 65,50
39,043
209,3
34,297
194,2
6:;,05 64,70
66, 65.59
mm 75,75 WT10,5x 93 74,94 x 73,5 74,30 x 66 74,02 x 61 73,64 x 55,5 73,27 x 50,5
60,71 60,71
9~,35
xi 0' mm' 572,6 492,5 437,3 402,1 363,9 330.6
77.30 7906
304,2 273,5 261.9 230,6
59,105
y mm
51,31 51.56 50,04 49,51 47,24
79,252 63,267
57,024
51.9
34.34
i
455,'i' ' 4092 36(" IS 321.9 294,1 259,9
ASEP Steel Handbook -173-
45,04
1
33,10 32,00 69,23 69,52 69,16 67,45 67,17 66,71
WT 10,5 x x x x x
46,51 41,5 36,5 34 31
WT10,5x 29,5 x 25 x 22 WT 9x x x x x x
71.5 65 59,5 53 49,5 43
4-54 Rolled Shapes.
b
I-~---I If~ -r-- =+-RI I x--- :1
=t-t-l -~
k'
----x-1
- \ -Iw
,1 '(
Designation dxw
STRUCTURAL TEES Dimensione Properties Cut from W Shapes
d
--J Weight W kg/m
Area A mm 2
Depth H mm
Web Thlokness Iw mm
lang' Width bf mm
Fill Thl If mm
38 35,5 82.5 30 27,5 25
56,8 52,8 48.5 44,8 41.1 37,2
7,226 6,710 6,161 5,690 5,226 4,729
231,1 234.4 232,9 231.6 229,9 229,3
10,8 12,6 11.4 10.5 9,9 9,0
290,3 193,9 192,8 191.9 191.3 190,4
29,88 32,54 29,421 28,931 24,761 22,261
WT 9x 23 x 20 x 17,5
34.4 29,9 26,1
4,369 3,794 3,323
229,4 227,3 224,8
9,1 9,0 7,6
153,9 152,9 152.4
21,68~
1B,64, 16,691
WT 9x x x x
50 44,5 38,5 33,5
74,6 66,5 57,3 49,9
9,4~4
8,452 7,290 6,349
215.4 212.9 209,8 207,3
14,9 133 11,6 10,t,)
264,9 263,3 261,5 260.0
31,967 27,971 23,684 20,229
WT 8x x x x x
28,5 25 22,5 20 19
42,5 37,4 336 29,9 26.9
5,406 4,755 4,277 3,800 3,406
208,5 206.5 204,7 203,2 201.4
10,9 9,/ 8,8 7,7 7,'!>
180,9 179,6 178,7 177.7 1i7.4
20,270 17,607 ,15,734 13,777 12,737
WT 8x 15,5 x 13
231 19,5
2,942 2,477
201.7 199,1
7,0 M
140,3 139,7
11,405 9,791
WT 9x x x x x x
ASEP Steel Handbock -174·
T"'-'- - - - - - - - - -
Rolled Shapes 4-55
11(-0. L-
Ii
mm
kr
' R~r
y
'--l,:]
eTAUCTUAAL TEES Dimensions Properties Cut from W Shepes Flange Thlokness
r----;-r =f; ,
y
Deslgne~on
I x103
mm4
dxw xi 03 mm3
y mm
m
xi 03 mm4
xi 03
mm3
mm
20.6 19,1 17.7 18,0 14,15
29,A95 32,l549 29,429 28,930 24,766 22,269
181.2 193,9 188,2 152,3 141. 5 127,6
84,31 89,85 89,11 89,90 69,94 69,82
45,72 57,40 55,98 54,98 54,96 153,95
31,717 12,529 11,405 10,408 9,365 9,325
228.3 129,2 119.3 108,5 97,9 97.4
88,25 43,21 4303 42,76 42,33 41.96
WT 9x x x x x x
15.4 13,3 10,8
21,696 19,647 18,891
127.4 110,2 101.1
70.46 70,11 70,97
59,19 59,17 80,71
4,703 3,975 3,192
61.1 52,0 41,9
32,81 32,37 30,99
WT 9x 23 x 20 x 17,5
31,967 27,971 23,884 20,229
197,3 184,9 140,6 120,7
59.06 57,53 57,00 51),45
44.70 43,18 41.40 39,62
39,751 33,840 28,803 24,766
292,7 257,0 220,3 190,5
63,92 63,28 82.86 62,46
WT 9x x x x
50 44,5 38,5 33,5
20,270 17,607 15,734 13,777 12, 737
127,3 111.1 99,9 97,6 92,9
61.23 60.95 60,65 60.21 61.15
49,28 49,01 47,24 45,97 4775
9,991 7,742 8,928 5,994 M79
99,5 96,2 76,4 67,5 57,2
40,79 40,35 39,95 39,72 39,61
WT 9x x x x x
29.5 25 22,5 20 19
11,405 9,791
75,9 67.0
82,26 62,94
51.31 53,09
2,591 1,999
36,9 29,6
29,62 29,40
WT 9x 15,5 x 13
17.3
ASEP Steel Handbook -175-
T
•
39 35.5 32,5 30 27.5 25
•
4-56 Rolled Shapes
b,
1,-1
"tc~r =+'1 R I
-.
Y
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
X----I--·--X-f· I d
i, tw
--1
y
Web Thloknen tw mm
Flange Width bl mm
Designation dxw
Weight W kg/m
WT 7 x 265 x 332,5 x 302,5 x 275 x 250 x 227,5 x 213 x 199 x 195 x 171 x 155.5 x 141,5 x 128,5 x 116,5 x 105,5 x 96,5 x 88 x 79,5 x 72,5
543,0 496,3 451,1 410,5 373,0 339,5 317,7 296,9 276,1 255,3 231.9 211,1 191,8 173,5 157,3 144,1 131.4 119,7 109,1
69,032 63,097 57,355 52,193 47,419 43,161 40,387 37,742 35,097 32,452 29,494 26,939 24,387 22,064 20,000 18,323 16,710 15,097 13,742
284,7 274,8 265,7 257,0 249.9 241,6 237,0 232,4 227,6 222,8 217,4 212,6 208,0 203,7 199,6 196,6 198,3 190,2 197,7
78,0 71,9 65,9 60,5 55,6 51.2 47,6 45,0 42,0 39,1 35,9 32.9 29,8 27,2 24,9 22,6 21,1 19,9 17,3
454.4 449,3 442,3 436,9 432,1 427,6 424,1 421,4 419,5 415,5 412,2 409,2 406,3 403,6 401.3 399,0 397,5 395,4 393,7
99,4 99,9 81,2 74,1 67,0
12,516 11,419 10,323 9,419 9,516
196,2 183,9 181,9 179,9 179,1
16,4 15.0 13,3 12,3 11.2
374,0 3]2,6 371.0 370,0 368,9
WT 7x x x x x
66 60 54,5 49,5 45
Area A mm 2
Depth H mm
ASEP Steel Handbook -176-
1 11 105, 97,0 . 9aS .• 91,5 77.1 72.3 67,6 " 62. 7 I
57.4 .• 52.6' 4aO' 43,7 39,6 . 36.5 33,
30.2 27,7
~07,e
259,E 218,1 193,9 156,0 133,6 119,4 . 106,9 9M 94,4! 73,21 .63,61 55,3! 48,21
42,4~
. 37,3i 33,5C 29,21 ,26,01
' .24,OS ,". 21,51 18,85 17,02 . 15,15
Rolled Shapes 4-57
r~1
',j~~r,~l[
STRUC1URAL TEES Dimensions
-i,
Proper~es
Cut from W Shapes
r mm
mm
124.7 1, 14.9 105.7 97.0 89.9 81.5 77.1 72.3 67.6 62.7 57.4 52.6 48.0 43.7 39.6 36.8 33.3 30.2 27.7
307,595 258,896 218,105 183,974 156,087 133,610 119,458 106,971 95,317 84,495 73,257 63,683 55,359 48,283 42,456 37,378 33,507 29,219 26,014
1584.6 1346.5 1158.8 996.3 861.9 751.5 678.7 614.8 554.3 498.0 437.7 395.1 338.4 298.4 265.7 235.4 213.5 187.4 167.9
24,058 21,519 18,855 17,024 15,151
1'SU.8 141.2 123.1 112.8 100.8
66.75 64.06 61.67 5:1.37 57.37
y mm
I xi 03 mm 4
Designation dm
8 xi 03 mm3
mm
54.39 53.24 52.11 51.03 49.85 48.71 47.64 46.78 46.07 45.17 41, 78 43.99 43.51
88.14 92.55 77.47 72.39 67.92 63.75 60.96 58.42 55.63 53.09 50.04 47.24 44.45 4UI1 39.88 37.85 36.32 34.29 32.77
982,306 865,761 765,866 678,457 599,373 532,776 491,153 453,692 413,734 375,857 335,899 300,519 268,469 239,749 213,527 193,964 174,401 i 55,671 140,686
4323.5 3962.4 3463.1 3105.8 2774.2 2491. 9 2316.2 2153.3 1977. 2 1809.2 1629.8 1468.8 1321.5 1188.1 1064.2 972.3 877.5 787.4 714.7
119.29 117.14 115.56 114.01 112.43 111.10 110.28 109.64 109.57 107.62 106.74 105.82 104.92 104.24 103.33 102.89 102.16 101. 54 101.18
43.84 43.41 42.74 42.51 42.18
32.77 31.50 29.72 28.96 27.69
i 14,047 102,809 92,820 83,663 75,338
609.9 551.8 500.4 452.2 408.6
95.46 94.89 94.82 94.25 94.06
55.6~
-1
y
Flange Thlokness tf
lw
ASEP Steel Handbook ·177·
WT 7 x 265 x 332.5 x 302.5 x 275 x 250 / x 227.5 x 213 x 199 x 185 x 171 x 155.5 x 141.5 x 128.5 x116.5 x 105.5 x 96.5 x 88 x 79.5 x 72.5 WT 7x x x x x
66 60 54.5 49.5 45
4-58 Rolled Shapes
STAUGTURAL TEES Dimensions Properti", Cut from W Shapes
Designation
dxw
Weight W kg/m
Area A mm 2
Depth H mm
Web Thlokness
tw mm
Fla.nge Width br mm
41 37 34 30,5
60,9 55,3 50,7 45,5
7,742 7,032 6,445 5,781
181.6 179,9 179,3 1763
1(3,0 11.4 10,5 9,5
257,(3 255.9 254,9 253,9
WT 7x 26,5 x 24 x 21.5
39,6 35,9 32,0
5,039 4,561 4,071
1769 175,0 173.5
9,4 8,6 7,7
204,7 204,0 203,1
WT 7x 19 , x 17 x 15
28,3 25,4 224
3,600 3,226 2,952
179,1 177.5 175,9
7,9 72 6,9
172,0 171,3 170,9
WT 7x x x x
11,491 10,36, 9,11 i 9,691 e,69~
7,901 WT 7x 13 x 11 WT 6 x 168 x 152,5 x 139,5 x 126 x 115 x 105 x 95 x 95 x 76
19,5 16.5
2,484 2,097
176,5 174,5
6,5 5,9
127,6 127,0
250,7 227,3 208,1 187,8 172,0 156.8 1416 126.9 113,7
31,871 213,903 26,452 23,871 21,971 19,935 18,000 16,129 14,452
213,6 207,3 201.2 195,6
45,1 41.3 38,9 35.4 32,6 30,0 26,9 24.4 22,1
340.0 1336,2 333,9 330,3 327,5 324,9 321.8 319,3 317,0
ASEP
°
191. 19B,7 18~,S
178,1 174,0
St~el
Handbook
-178-
7,201 e,1eC 75,1 69,7, 62,7 57, 526 493 44,1· 39,6 3M
79,09~
67,425 ' 5~ee5 50,~e4
44,121 39,335 32,992 ,29,220 24,350
Rolled Shapes 4-59
I~I
"~~rJ
STRUCTURAL TEES Dimenaionli Properlles CuI from WShapes
,
'(
If mm
xi 03 3 mm
)
l 3
3 J
r mm
y mm
I xi 03 mm4
Desillnation dx# xi 03 mm 3
r mm
17,149 14,984 13, (,"69 12,029
117,2 102,4 93.2 83.2
47,06 46,16 45,88 45,62
35,31 33,53 32,77 31,75
30,884 27,846 25,265 22,352
240,1 217,7 198,2 176,1
63,16 62,98 62,61 62,19
WT 7x x x ,x
11,489 10,364 9,115
91,1 73,7 65,0
47,75 t;7,67 47,32
35,05 3429 33,27
11,997 10,697 9,407
117,1 104,9 92,6
49,77 48,43 49,07
WT 7x 26,5 x 24 x 21,5
9,698 9,699 7,909
69,3 62,7 59,3
51,90 51.93 52,66
39,12 39,96 40,13
5,536 4,970 4,075
64,4 56,9 47,7
39,21 39,95 37,90
WT 7x 19 x 17 x 15
7,201 6,160
54,2 47,5
53,84 54,20
43.69 44,70
1,852 1,457
29,0 22,9
27,31 26,36
WT 7x 13 x 11
79,084 67,429 .'. 5~699
510.4 442,5 393,6 343,1 304,7 269,1 232.4 202,4 176.9
49,91 49,30 47,10 4E,93 4491 43.95 42.74 41,93 41.05
58,67 54,96 52,07 48,77 46,23 43,69 41,15 39,61 36,32
246,825 219,521 195,213 172,320 154,422 139,199 122,788 107,904 94,495
1451.9 1299,9 1169,6 1043.4 943.0 950,7 763,1 675,3 596,1
88,00 96,95 85,91 8496 94,03 93.26 82,59 91,75 90,86
WT 6 x 168 x 152,5 x 139,5 x 126 x 115 x 105 x 95 x 95 x 76
50,364 44,121 39,335 32,882
,29,220 24,350
ASEP Steel Handbook -179-
41 37 34 30,5
4-60 Rolled Shapes
I~I
tlF ,;
=trt-r
I
d
,"~: --,-J
-i-,
tw
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
-1
y
Web Designation dxw
Weight W kg/m
Area
A mm
2
Depth H mm
Thiokm~S$
tw mm
FIMge Width bl mm
II mm
69 60 53 49 43,5
101.5 99,3 79,2 71.6 65,0
12,903 11,355 10,064 9,097 9,259
170,2 166.6 163,6 161,3 159,0
20,1 19,0 15,5 14,0 13,1
315,0 312,9 310.4 309,9 309.0
31,8 28,1 25,1 22.9 20,6
WT 6x 39,5 x 36 x 32,5
59,9 53,9 49.4
7,494 6,939 6,155
157,2 155,7 153,9
11.9 10,9 9,9
306,9 305.9 304,9
1B7 17,0 15.4
WT 6x 29 x 26,5
43,2 39,5
5,497 5,019
154,7 153,2
9,1 9,9
254,3 253.9
7,95 7,36
WT 6x 25 x 22,5 ( x 20
37,2 33,5 29,9
4,735 4,265 3,900
154,7 153,2 151.6
9,4 9,5 7,5
205,2 204,3 200,3
7,79,
WT 6x 17,5 x 15 x 13
26,2 22,3 19.4
3,335 2,939 2,465
159,9 156,7 155,2
7,6 6,6 5,9
166,6 165,6 164,9
WT 6x 11 x 9,5 x ,9 x 7
16,4 14,2 12,0 10,6
2,090 1,900 1,523 1,342
156,2 154,4 152,1 151,1
6,6 6,0 5,6 5,1
102,4 101,7 101.3 100,9
WT 6x x x x x
ASEP Steel Handbook -180-
21,01
l8,O! 15,1 ( 13,31 12,0~
10,73 9,65 9,57
6,901 5,99-
e.s6( 5,611 4,97( 4,97C 4,20~
3.621 3,192
Rolled Shapes 4-61
I
r mm
:31.8 29.1 25.1 22.9 20.6
21,061 19,064 15,109 1:3,:319
18.7 17.0 15.4
I
y
,2f-,-r, -i- -1
IfP=;: =~
STRUCTURAL TEES Dimensions Properties Cut from W Shapes Flange Thickness t, min
bl
Iw
,
y
y mm
I x103 mm4
S x103 mm3
Designation dxW mm
1~029
155.0 1:34.7 11:3.:3 100.5 91.9
40.40 39.99 :38.75 38.26 39.17
:34.29 32.51 30.2:3 28.70 27.94
82, 8:30 71,592 62,851 56,191 49,949
525.9 457.6 405.0 363.8 324.3
80.12 79.40 79.0:3 78.59 77.77
WT 6x x x x x
10,739 9,657 9,574
92.4 74.4 66.5
37.98 37.59 37.32
26.92 25.91 25.02
44,953 40,593 36,295
293.0 265.4 239.2
77.50 77.03 76.79
WT 6x 39.5 x 36 x 32.5
7,950 7,367
61.9 57.9
39.03 39.31
26.16 25.91
22,269 19,937
175.1 1!'7. 0
63,65 63.03
WT 6x 29 x 26.5
7,784 6,909 5,994
62.:3 555 43.3
40.55 40.25 39.72
29.72 29.70 27.4:3
11,738 10,406 9,157
114.4 101.9 90.1
49.79 49.39 49.09
WT 6x 25 x 22.5 x 20
6,660 5,619 4,870
53.0 45.1 39.5
4'!.69 44.49 44.45
'33.02 82.26 .31.75
5,079 4,246 3,605
61.0 51.3 43.8
39.02 39.67 39.24
WT 6x 17.5 x 15 x 13
4,870 4,204 3,621 3,192
42.4 :37.4 33,5 30.0
49.27 48.33 49,76 49,77
41.40 41.91 44,20 44,70
970 78:3 597 491
19.9 15.4 11.6 9.7
21.54 20.86 19.63 19,13
WT 6x 11 x 9.5 x 9 x 7
ASEP Steel Handbook -181-
68 60 53 48 43.5
-!
4-62 Rolled Shapes
r,~--l
x--~ :----x-r "Fl~~tr --1 I
STRUCTURAL TEES Dimensions Properties Cut /rom W Shapes
d
-: -tw
,
y
Designation
dxw
Weight W kg/m
Area A
mm z
Depth H mm
126.0 123,4
8,9 9,0 7,4
203,7 202,9 202,2
4,24 3,67 3,20:
2,852 2,459 2,090
132,8 131,1 129,0
7,6 6,6 6,1
147,6 146.6 146,1
3,86: .,3,27: 2,86-
14,3 127 11,2 9,0
1,913 1,613 1,426 1,142
130,0 128,3 126,7 125,2
6,4 6,1 5,8 4,8
102,1 101.9 101.6 100.6
2,79( ' 2,26E 1,911
49,9 43,4 35,8
6,348 5,516 4,549
114,3 111,,3 109,0
14,5 13,0 10,2
210,3 209,8 206.0
4,537 3,796 2,951
50 44 38,5 34 30 27 24,5
WT 5x 22,~ x 19,5 x 16.5
33,6 29,1 24,6
4,277 3,697 3,129
128,31
WT 5x 15 x 13 x 11
224 19,3 16,4
9,5 8,5 7,5 6
WT 4x 33,5 x 29 x 24
x x x
mm 11,9( 10,H
144,3 141,0 137,7 134,6 132,1 129,9 128,0 126,7
WT 5x
bf
mm
264,5 262,6 260,7 259,8 257,:;: 256.0 254,8 254,0
10,645 9,494 9,823 7,290 6,445 5,690 5,103 4,652
x x x x x x x
Width
19,2 17.3 15.4 13,5 11,9 10,7 9,4 9,6
83,7 74,6 65,5 57,3 50,7 44,9 40,1 36.6
WT 5x 56
Thlokneu tw mm
ASEP Steel Handbook -182-
eS!: ,
7,2;: 6,2C
5,36 4,62 4,16
2,52~
Rolled Shapes 4-63
bl 1
y
1
c::---'C ~ "j:'l --,J
1-IlL-
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
-,
k
d
-"~ 'I J W
' y
.
Designation r
mm
11,904 10,198
104.8 78.2 66,2 57.2
17.3
8,658 7,242 6,202 5,369
15.6 1<1.2
4,620 <1,162
43.3 39.2
4,246 3,679 3,209
35.5 31.7
3,B63 3,:272 2,864
2,790
31.8 2Q<1 25.1 0.0 19.6
i xi 03
2,522 . 2,268 1,911 4,537 3,796 2,951
90.9
33.44 82.79 32.25 31.52
30.73 28.70
dY::w
xi 03
67.93 67.23 66,83 66,22 65.69 65.19 64.94 64.64
WT 5x x x x x x x x
109,1 92,4 75.3
50.97 50.33 49.34
WT 5x 22.5 x 19.5 x 16.5
47.1
34.91 34.55 33,72
WT 5x 15 x 13 x 11 WT 5x x x x
49,115 42,972 37,169 31,967
371.4 326.5 295.1
27,904 24,193 21,519 19,439
216.1 189.9 169,9 153.1
31.02 30.72 30,09
26,92 25.15 23.67 22,45 21.23
29.91
20.50
31.51 31.55
23.04 22.25
32.02
22.07
11,113 9,365 7,617
36,8 31.4 28,1
36.80
27.94 26.92 27.18
3,476 2,934 2,377
28.5 26.6 24. 7
3~.16
32.51 33.53
17.5 14,5 11.9
22,22 21.43
3454
895 741 604 454
9,0
19,94
26.73 26.23
23,77
18,439
22.20
15,609
53,90 53.20
25.04
19.74
12,695
175,4 149.5 123.3
50.0
40.3
20.0 50,1 42.6 32.3
3(:),49
37,02
39.54 39,89 39.82
34.80
247.0
40.0 32.5
ASEP Steel Handbook -183-
20,58
52.93
56 50 44 38,5 34 30 27 24.5
9.5 8,5 7.5
6
WT 4x 33,5 x 29 x 24
4-64 Rolled Shapes
STRUCTURAL TEES Dimensions Properties Cut from W Shapes ~--------~------~------r-----~~W·e~b~~~~~~
Weight W kgjm
Designation dxw
Dept" H mm
Area
A mm 2
Thickness
tw mm
bf mm
WT 4x 20 x 17,5 x 15,5
29,8 26,1 23,1
3,787 3,316 2,942
104,9 103,1 101,6
9,1 7,9 7,2
205,0 203,7 203,1
WT 4x 14 x 12
20,9 19,0
2,658 2,294 .
102,4 100,6
7,2 6,2
166.0 165,0
WT 4x 10,5 x 9
15.6 13.3
1,997 1,697
105,2 103,4
6,4 5,9
133,9 133,4
7,5 6,5 5
11.3 9,7 7,5
1,432 1,239 955
102,9 101,3 100,1
6,2 5,8 4,3
102,0 101.6 100,1
WT Sx 12,5 x 10 x 7,5
18,6 14,9 11.2
2,369 1,897 1,426
81.0 78,; 75,9
8,1 6,6 5,8
154,4 152,9 152,1
wT
WT 4x x x
3x x x
8 6 4,5
12,0 9,0 6,8
1,529 1,148 865
79,8 76,5 74,9
6,6 5,8 4,3
102,4 101,6 100,1
WT 25 x x
9,5 8
14. 1 11.9
1,787 1,510
65,3 63,5
69 6,1
127,8 127,0
WT 2x
6,5
9,7
52,8
7,1
ASEP steel Handbook -184-
.
- ----------. -.
...---------------~------.-- .
2,SE 2,QC 1,7E 1,~
1,46 1,62 1,41 i 1,36l 1,20( 8ll! 946
73:: 587
703 549 395 420 350
Joo Rolled Shapes 4-65
IfF STRUCTURAL TEES Dimensions Properties CuI from W Shapes Flange Thickness If mm
bl
I
I
y
, I
R' I
X ---
I I - I I I
d
tw
,
y
__ -xtll
-l
Designation
r
y
I x103 mm~
~
x10 3
m
2,395 2,002 1,781
27,7 23.4 21.0
25.10 24,57 24.60
18,67 17.49 16.04
10,198 9,OOe 7,700
99.5 97,0 75,9
51.89 51,71 51.16
WT 4x 20 x 17,5 x 15,5
1,756 1,469
21,0 17,7
25,70 25,36
19,64 17,65
4,495 3,904
54.2 46,1
41.12 40,91
WT 4x 14 x 12
1,623 1,419
19,3 17,3
29,59 29,92
21,11 21,19
2,035 1,657
30,4 24.9
32,00 31,25
WT 4x 1Q.5 x 9
[6 ,1
0
1,365 1,203 995
17,6 16,0 11.8
30,97 31.16 80.61
25,35 26,16 24,21
709 570 437
13,9 11.2 8,7
22.24 21.45 21,39
WT 4x x x
4 '.9 1
949 733 597
14,5 11.4 9,5
20.02 19.66 20,29
15.49 14,22 14.17
3,550 2,764 1,940
46.0 36.2 25,5
39,72 38,17 36.98
WT 3x 12,5 x 10 x 7,5
.4 .6 ), 1
703 549 395
11.2 9,3 6,7
21.44 21.87 21.37
17.17 17.20 15.92
920 624 459
19,0 12,3 9,2
24.53 23,31 23,01
WT 3x x x
8 6 4,5
7.8 1,0
420 350
7,9 6,7
15,33 15,22
12.37 11. 63
1,898 1,561
29.7 24,6
32.59 WT 2.5x 32.15 x
9,5 9
13.39
11.18
903
15,6
25,53
6,5
l
.4
221
ASEP Steel Handbook -185-
WT 2x
7,5 6,5 5
I
4-66 Rolled Shapes
y
z,
-r1 I
l L";~ -- -~ t \ 1
x
y
H
~,'\Rl
ANGloES EqulIll.egs Dimensions Properties
k
--I::::\~ I Y
--
\
-T.'~Q
1 J\'
- - §Y -
Weight W kg/m
Designation HxBxt
Area A mm 2
Depth H mm
·Width B mm
Thickness t mm
mm
0.88
112.31
20.0
20.0
3.0
1. 75
1.215 x 25 x 3
1.12
14Z31
25.0
2M
3,0
1.715
lo30 x 30 x 3 x5 )( 6
1.36 2,18 2.56
173.68 277.68 326.68
30.0 30.0 30.0
30.0 30.0 30.0
3.0 5.0 6.0
2150 2,50 2.50
lo40x 40 x 3 x 5 x 6
1.84 2,97 3.52
234.86 378,86 44786
40,0 40.0 40.0
40.0 40.0 40.0
3.0 5,0 6,0
3000 3.00 8.00
x 6 x 8 x 10
2.33 3.77 4.47 5.82 7.11
296.26 480.26 559.26 741. 26 905.26
50,0 50.0 50.0 50,0 50.0
50,0 50.0 50.0 50.0 50.0
3,0 5,0 6.0 8.0 10.0
3.50 3.50 3.50 3.50 3.50
1.65 x 6!5 x 5 x 6 x 8 x 10 x 12
4.97 5.91 7.73 9.49 11.18
633.69 752:69 984.69 1,209.69 1,424,69
65.0 65.0 65.0 65.0 65.0
65.0 65.0 65.0 65.0 65.0
M
4.50 4.50 4.50 4.50 4.50
.'
..
x5
6.0 8.0 10.0 12.0
ASEP Steel Handbook
--
A2
mm
lo20 x 20 x 3
lo50 x 50 x 3
i
Aj
-186-
:i
.8.0:
"
1<1.~ 21.~
2<1.9<: 34.41: . 54.27 63.14 68.61 109.64 12Q41 162.83 193.60 247.<14 291.97 374.99 450.93 520.45
Rolled Shapes 4-67
ANGLES EO,ual Legs Dimensions Propertie$
I x10S mm~
S x1o' mm 3
r mm
x mm
y mm
tan mm
Deslgnlltlon Hx8xt
a
3,92
0,29 5,90
5099
3,92
0,29 5,90
5,99
3,93 1,000
L20x 20 X 3
9.03
0,45 7,51
7,23
9.03
0,45 7,51
7,23
4,94 1.000
L25x 25 x 3
1<4,05 21,64 24,94
0,65 9,99 1,04 8,83 122 8,74
9,35 9,18 9,56
14,05 21,64 24,94
0,65 9,99 104 8,8:3 122 8,74
9,35 9,18 9,56
5,91 1,000 5,75 1,000 5,75 1,000
L30 X30 X 3 I X5 x6
:34,46 54,27 63,14
1.18 12,11 10,73 1.91 11.97 1~';2 2,26 11,87 12,02
:34,46 54,27 63,14
1.18 12,11 10,73 1,91 11,97 11,62 2,26 1.87 12,02
7,83 1.000 7,7:3 1,000 7,70 1.000
L40x 40 X 3 X5 X6
68,61 109,64 128.41 162. 83 193,60
13,08 14,04 14,45 15,24 15,99
9,86 9,73 9,68 9,63 9,63
1.000 1,000 1,000 1.000 1.000
L50x50x :3 X5 X6 X8 X 10
19,76 17,58 19,69 19,04 19,51 18,89 19,31 19,66 19,11 20,41
12,74 12,69 12,59 12,53 12,51
1,000 1.000 1,000 1.000 1,000
L65x 65 X 5 X6 X9 X 10 X 12
"
sa,61 109,64 129,41 152.83 193,60 247.'14 291.97 374,89
450,9S ~O,45
1,86 :3,05 3,61 4,68 5,69
15,22 1:3,08 15,11 14,04 15,02 14,45 14,92 15,24 14,62 1M9 17,59 19,04 19,99 19,66 20,41
247.44 5,22 291.97 6,21 374,89 9,13 450,93 9,94 520.45 11,67
ASEP Steel Handbook -187-
4-68 Rolled Shapes
l
z,
y
I
~I
\ 1
H
x·yt Rt~~~ ~J I
ANGLES Equal Le!;ls Dimensions Properties
Y
-,-« \ Y
\
J-[~-J '2 Weight W k!;l/m
D.sl!;lnatlon HxBxt
Depth H mm
Area
A mm
2
Thicknee! t mm
Width B mm
R1
R2
mm
mm
11.07 13,09
735.73 974.73 1,146.73 1,410.73 1,666,73
75.0 7M 75.0 75,0 75,0
ns.\l nsJ') 75.0 75.0 75.0
9,0 10.0 12,0
5.0 5.0 5,0 5.0 5,0
6 8 10 12
8.30 10.90 13.45 15.98
1,056.98 1,888.98 1,712.98 2,028.98
90.0 90.0 90.0 90.0
90.0 90.0 90.0 90.0
6.0 8.0 10.0 12.0
5.5 5.5 5,5 5.5
L100x100x6 x8 x10 x12 x14 x16 x19
9. 12.18 15.04 17.88 20.56 23.23 25,94
1,179.45 1,551.45 1,915.1\5 2, 271.45 2,619.45 2,959.45 8,291.45
100.0 100.0 100.0 100.0 100.0 100.0 100.0
100.0 100.0 100.0 100.0 100.0 100.0 100.0
6.0 8.0 10.0 12.0 14.0 16.0 1e.o
6.0 6.0 6,0 6.0 6.0 6,0 6.0
12,0 12,0 12,0 12,0 12,0 12,0 ),2,0
L125 x 125 x 8 x10 x12 x14 x16 x19 x 22
1M4 18.99 22.56 26.09 29,58 32.92 39,52
1,954.13 2,418.13 2,974.13 3,322,13 3,762,13 4,194.13 5,084,13
125.0 125.0 125.0 125.0 125.0 125.0 125.0
125.0 12M 125.0 125,0 125,0 125.0 125.0
9,0 10.0 1'2.0 14,0 16.0 19,0 22.0
6.5 6.5
13.0 13.0 13.0 13.0 13.0 13,0 13,0
L75x 75 x 5 x6 x 9 x 10 x 12 L90 x 90 x x x x
5.79 6.97
g.OO
5.0 M
6.5 6.5 6,5 6,5 6.5 •
ASEP Steel Handbook -188-
~--"'.~~.-------.-.----
...
---------
.........
---------~~
Rolled Shapes 4-69
ANGLES
Equal Ltg. Dimensions Properti"
R2
S
mm
x1dl mm 3
mm
y mm
I x1(P mm 4
Designation Hx8xt
S xtdl mm 3
mm
tan
x mm
mm
a
10,0 10,0 10,0 10,0 10,0
395,1 45!5,7 eea7 711,9 925. 7
19,95 20,4;) 21.30 22,11 22,SQ
395,1 455,7 599,7 711,9 925,7
19,95 20,43 21,30 22,11 22,99
14,n 14,70 14,59 14,51 14,4$
11,0 11.0 11.0 11.0
903,2 1,269,2 1,490,8
24,05 803,2 24,96 1,043,8 25,90 1,269 2 26,59 1,4OO,S
24,05 24,96 25,90 26,59
17,76 1,000 17,62 1.000 17,52 1.000 17,44 1.000
15,1 1,110,5 1,449.4 ' 19,9 1,766,9 24,6 29,1 ~0S6,9 17 33,5 29,95 ~350.0 37,7 29,74 ~e17.4 ~e70,2 41,9 29,53
26.4<1 27,87 29,22 29,03 29,91 30.156 31,30
1,110,5 1,449,4 1,766,9 2, 06{),9 2,850,0 2,617,4 2,970,2
26.42 27,87 29,22 29,03 29,81 30,(56 31.30
19,79 19,64 19,52 19,48 19,86 19,82 19,30
33,50 34,39 35,21 36.01 36,79 37,54 39,01
2,901,2
33,50 34,39 35,21 36,01 36,79 37,54 39,01
24,75 1,000 L125x125x9 24,60 1.000 x10 24,49 1,000 x12 24,39 1,000 x14 24,30 1.000 xiS 24,24 1.0,00 x19 24,19 1,000 x 22
1,043,9
12,0 12,0 12,0, 12,0 12,0 12,0
i
1~,O
i'
13,0 13,0 13,0 13,0 13,0 13,0 13,0
• ~901,2 " M~7,0 ~,192.4
,53 ,35 ,15
' 4,779,9 5,349,0 ' ~991.4 ' ~906,9
,70 49 ,04
ii'
93
3,5~,0
4,192,4 4,779,9 5,349,0 5,991.4 6,906,9
31,7 ,53 39,3 39,35 4$,6 15 53,7 93 60,6 70 67.4 49 00,$ ,04
ASEP Steel Handbook -lag-
1,000 1,000 1,000 1,000 1.000
I
L75 x 75 x x x x x
5 6 9 10 12
Leo x 90 x 6 x9 x 10 x 12
1,000 L100x100x6 1,000 x9 1,000 x10 1,000 x12 x14 1.000 1,000 x16 1.000 x19
4-70 Rolled Shapes
ANGl.ES Equall.egs Dimensions Properties
Designation Hx8xt
l.1!50x150x9 x10 x12 xi"! xiS x19 x 22
l.200 x 200 x 12 x 14 x16 x19 x 22 x 25
Weight W kg/m 19~ ~.99
~7.85
181.65 i85.99
\fO.06 49.28 86.82 42.69 48.50
54.25 65.55 73.87
Area A mm 2
Depth H mm
Width
9 mm
Thickness f---':":=:;:'::==--~ t
R,
mm
mm
2,868.47 2,927.47 8,498.47 4,081.47 4,571.47 5,103.47 6,148.47
150.0 150.0 150.0 150.0 150.0 150.0 150.0
150.0 150.0 150.0 150.0 150.0 150.0 150.0
9.0 10.0 12.0 14.0 16.0 19.0
9.0 9.0 9.0 9.0 9.0
22.0
9.0
4,690.71 5,488.77 6,178.77 6,910.71 8,850.77 9,409.77
200.0 200.0 200.0 200.0 200,0 200.0
200.0 2CO.O 200.0 200.0 200.0 200.0
12.0 14.0 16.0 18.0 22.0 25.0
9.0 9.0 9.0 9.0 9.0 9.0
ASEP Steel Handbook
J
-190-
•
ao
1 1 1. 1. 1
..
16.
is.
I
Rolled Shapes 4-71
ANGLES Equal Legs Dimension! Properties
I x1
16.0 16,0 16.0 16,0 16,0 16,0 16,0
M66 ~240
7,369 ; ~4!54 9,497
122. 9 61.96 142,5 ,77 161,7 ,56 180,6 ,33 217,3 244,0
x mm
,30 46,17 45.99 45,79 45,59 45,36 44,91
39,S7 40,34 41. 42,07 42,87 43,66 45,18
29,3$ 29,28 29,20 29,07
1,000 L150 X 1ro X 9 1.000 x10 x12 1.000 1.000 x14 1.000 x16 1.000 x18 1.000 x 22
122,9 61,96 142,5 ,77 161,7 ,56 180,6 ,33 217,3 244,0
58,52 54,39 55,2$ 56,04 57.61 58,75
39,71 39,56 39.42 39,29 3$,08 38,96
1,000 L200 X 200 X 12 1,000 x14 x16 1.000 x18 1000 I 1.000 I X 22 1.000 x25
3$,37 40,34 41. 42,07 42,87 43,66 45,18
45,9 5,066 56,9 6,24J 67,9 7,369 78,3 8,454 88,7 9,497 10,500 99,7 12,898 118,2
58.52 54,39 55,2$ 56,04 57,61
18,009 20,752 23,414 25,997 30,941 34,464
58,75
Designation Hx8xt
r mm
ASEP Steel
tan mm 29,93 29,66 29,~1
Ha~dbook
-191-
a
I
,
·-
4-72 Rolled Shapes
ANGL.ES Unequal L.tge Dimensions
Propertln
D..lgnatlon Hx8xt
Weight W kg/m
Area
Depth
A
H
mm
!5Q,0 1iQ.0
5.0 6.0 8.0
aoo
50.0
10.0
3.00
75.0 75.0 75.0 75.0
50.0 50.0 50.0 50.0
5.0
961.75 1,263.75 1,557.75 1,943.75
90.0 90.0 90.0 90.0
75.0 75.0 75.0 75.0
1,0:::4,73 1,346.73 1,660.73 1,966.73
100.0 100.0 100.0 100.0
75.0 75.0 7'3,0 75.0
~!5.72
~.O
L.6!5 x ~ x !5 x6 x8 x 10
4.3!5 5. 16 6.75 8.27
!5!53.96 6!57.96 859.96 1,053.86
65.0 65.0 65.0 65.0
L.75 x 50 x 5 x6 x8 x 10
4.75 5. 7. 9.07
605.26 719.26 941.26 1,155.26
L.90 x 75 x 6 x8 x 10 x 12
7.55 9.92 12.23 14,47
L.100 x75 x 6
8.04
x9
10.57 13.04 15.44
x10 x12
2.00
~.O
~.O
x6
Rl mm
5.0 6.0
426. 72
!5
Redi
40,0 40.0
3.3!5 3.97
L.~x4Ox
B
mm 2
Thioknes51 t mm
103.9 • 121. 1
2.00
3.00 3.00
231.9 272,3 347.9 416.6 344.2 405.4
ao 8.0
520.3 625.8 '
10.
6.0 9.0 10.0
12.0 6.0 8.0 10.0 12.0
4. 4.25 4.25 4,25
767.6 993.9 1,205.1 1,402.7
5.00 5,00 5.00 5.00
1,024,4 1,330.5 1,619.2 U9S.5
ASEP Steel Handbook -192-
.
- ...... _.-
....
---~------
Rolled Shapes 4-73
ANGLES Unequal Legs Dimensions Properties
I x1(f mm~
I mm
x1 (f m
S x1(f mm 3
r mm
x
r
tan
mm
mm
a
59,9 68,5
'1.75 1.64
10,65 11. 03
8,44 0,623
231,9 272.3 347,9 416.6
19,94
119.3 13(; 3 177.4 211.2
4.68 4,59 4.36 4.16
12,54 12.94 13.71 14,45
10,68 0,577 10,63 0,575
344.2 405.4
3.2 14.26 3,9 4.17 5.0 3,97 6.0 3.78
11.65 12.07 12.85 1:3,61
10.84 0.436 10.78 0,4:35
625.E
23,94 24,38 25.21 25.99
767.6 993.9 1,205,1 1,402,7
26.31 27,16 27,96 28,73
1,024,<1 1,330,5 1,619,2 1,899.5
30,12 31.04 31.87 32,67
520.3
3,0 1MO 36 15,46
y mm 15,61 15,99
10a9 121,1
.i
S x1 (f mm 3
20,35 21.14 21,(19
123,1 1~4.4
183.8 219,3 484.9
626.0 756,7 879,1 495.1 640.8
776.0 901,7
8.40 0.619
10.55 0.569
10.51
0.562
10.69 0.430 10.64 0.423
Designation Hx6xt
L!50 x 40 X 5 X6 L65 X 50 X 5 X6 X 8 X 10 L75x!50x 5 X6 X 8 X 10
8.7 22,45 11.3 22,26 13.9 22.04 16,4 ,62
18.93 15.85 0,680 19,75 15.72 0.679 20.5:3 15.62 0.676 21,29 15.56 0,672
L90x 75
8.7 21.9a 11.4 .81 14,0 .62 16.5 .41
17,86 16.17 0.548 18,73 16.04 0,547 19.54 15,94 0,544 20,31 15,86 0.540
L100 X 75 X 6 X 9 x10
ASEP Steel Handbook -193-
6 X 8 X 10 X 12
X
x12
4-74 Rolled Shapes
z,
y
\ \R1
<
I I I I
--r R;,~~-X tJ \ I
x-yt
I
~i"-;;
II
y
y
ANGLES Unequal Legs Dimensions Properties
\ \
LJ'z Designation Hx8xt
Weight W kg/m
Depth H mm
Area A mm 2
Width 8 mm
Thlck"eu
A2
Al mm
mm
mm
L125 x 75 x 6 x9 x10 x12
9,24 12,16 15.02 17,91
1,176,98 1,549,98 1,912,99 2,269,99
12M 12M 125.0 125.0
75.0 75.0 75,0 75,0
6,0 8,0 10,0 12,0
L150 x90x 9 x10 x12
14,69 19,19 21.60
1,971.45 2,315.45 2, 751.45
150,0 150,0 150,0
90,0 90,0 90,0
9,0 10,0 12,0
!5.5
11.0 11.0 11.0 11.0
6,0 6,0 6,0
12,0 12,0 I 12,0 '
5.5
!5.5 5,S
ASEP Steel Handbook -194-
-
.--~- ~---- ---'-~ , .....
••........
--------------'
Rolled Shapes 4-75
z,
I x1dl
mm 4 11.0 11.0 11.0 11.0
1,900.4 2,473.0 3,0:20,2 3,!539.7
22,4 29.6 36.5 413,2
12.0 12,0 12.0
4,348.0 5,331.4 8,273.0
43.1 48.20 53.3 47.99 63.3 47.75
40.14 39,96 39.73 39. !SO
'l
I
I
Y
-r--"n \
f
_+.I___YiJ.__ . 'z
mm
I x1dl mm 4
40.36 41.36 42.26 43.10
520.9 676,1 920.5 S!5!5,2
49.03 1,197.5 49.96 1,460.8 50.92 1,708.7
S x1 dl mm 3 9,9 11.6 14,3 16.9
Axie Z-Z Designation Hx9xt
r mm
x mm
r mm
ten
21.04 20.99 :20,71 2M2
15.91 16.79 17.60 19.39
16.39 16,26 16.14 16,05
0.360 0.360 0.357 0.354
L125 x75 X 6 x8 x10 x12
19.52 19.65 0.362 20.36 19.53 0.860 21.16 1S.41 0.358
L150 x90x 8 x10 x12
17.0 25.30 21.0 25.12 24.8 24.92
a
I
I ASEP Steel Handbook -195-
-
1
r~
Elmlo Properties Axis y-y
y
y
x-'-~~---~ yj. ~1~1 k
ANGLES Unequal Legs Dimensions Properties
Axie X-X S x1dl r 3 mm mm
•
-T
\
(
4-76 Rolled Shapes
-I PIPES Dimeneions Properties
, y
Designation d
PS 0.5 PS 0.75 PS 1 PS 1.25 PS 1.5 PS 2 / PS 2.5 • PS3 PS 3.5 PS 4 PS 5 PS 6 PS 8 PS 10 PS 12 R'"
PE PE PE PE PE PE PE PE PE PE
0.5 0.75 1 1.25 1.5 2 2.5 3 3.5 4
Weight W kg/m
Nominal Diameter mm
Outside Diameter mm
Inside Diameter mm
1.3 1.7 2.5 3.4 4.1 5.4 8.6 " 11.3 13.6 16.1 21.8 28.3 42.6 60.4 74.1
12.7 19.1 25.4 31.8 38.1 50.8 63.5 76.2. 88.9 101.6 127.0 152.4 203.2 254.0 304.8
21.3 26.7 33.4 422 48.3 60.3 7:3.0 88.9 101.6 114.3 141.3 168.3 219.1 273.1 323.9
15.8 20.9 26.6 35.1 40.9 52.5 62. 7 77.9 90.1 102.3 128.2 154.1 202.7 254.5 3('4.9
1.6 2.2 3.2 4.5 u.4 7.5 11.4 15.3 19.7 22.4
12.7 19.1 25.4 31.9 39.1 50.9 63.5 76.2 99.9 101.6
21.3 26.7 33.4 422 48.3 60.3 7S.0 99.9 101.6 1101.3
13.9 18.9 24.3 32.5 39.1 49.3 59.0 73.7 85.4 97.2
ASEP Steel Handbook -196\
l..\
T
Wall Thickness mm
Imr
2.n 2.87 3,:;e 3.56 3.68/ 3.91. 5.16 M9 5.74 6:Q2 . 6.55 7.11 8.18 9.27. 9.53 3.73 3.91 4.55 4.85 5.08 5.54 7.01 7.62 8,09 8.56
I
1,I 1, ' 1, : 2,( 2, : 3,! 5,' 7,€ 9,-
,
•~
4
5 6 9 1,4 1,92,3' 2,80
Rolled Shapes 4-11
y
,
IIf
I I
I
PIPES Dimensions Properties
x-- ---+--- -x
d
i
I
, y
A mm2 2.77 2.87 3.:38 3.56 3.69/ 3.91 5,16 5.49 5.74 6,-02 6.55 7,11 9,19 9.27 9.53 3.73 3.91 4,55 4.85 5.08 5.54 7,01 7.6~
9,Q9 9,56
161 215 319 432 515
690
I xi 03 mm4 7.1 15.4 30.2 91.2
129.0 277.2 636.9
1,097 1,439 1,729
1,993,7
2,045
3,009,4
2,7]4 3,600 5,419 7,677 9,419
6,326.7 11,696.1
1,257.0
30,176.8 67,013.3 116,128.6
3
xi 0 mm3
6.62 8.47
0.7 1.2 2.2 3.8 5.3 9.2 17.4 28.3 39.2 52.7 89.3 139,2 275,5
10.66 13.71 15.82
20.04 24.10 29.56 33.96 38.36 47.76
57.00
490.0
74.62 93.43
718.0
111.03
0.8 1.4 2.6 4.8 6.7
8.3 18.7 44.1 100.7
95~
361.3 799,2 1,619.1 2,613,9
21. 9 36.5 51.5
6.35 8.19 10,35 13.31 15.35 19,45 23.46 28.83 33.18
4,000.0
70.0
37.50
1,452 1,948 2,374 2,945
Designation d
40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
PS 0.5 PS 0.75 PS 1 PS 1.25 PS 1.5 PS 2 PS 2.5 PS 3 PS 3.5 PS 4 pe 5 pe 6 pe 9 pe 10 PS12
80 80 80 80 80 80 80 80 80 90
PE PE PE PE PE PE PE PE PE PE
mm
206 279 412 568 690
16~.7
Sohedule No.
12.0
ASEP Steel Handbook -197-
0.5 0.75 1 1.25 1.5 2 2,5 3 3.5 4
-
4-78 Rolled Shapes
y
,
x-
PIPES Dimensions Properties
mm
Inside Diameter mm
Wall Thickness mm
127.0 152.4 203.2 254.0 304.8
141. 3 168.3 219.1 273.1 323.8
122.3 146.3 193.7 247.7 298.5
9.5:3 10.97 12.70 12. 70 12. 70
50.9 63.5 76.2 101.6 127.0 152.4 203.2
60.3 73.0 99.9 114.3 141.3 169.3 219.1
39.2 45.0 59.4 90.1 103.2 124.4 174.6
11.07 14.02 15.24 17.12 19.05 21.95 22.22
Outside Diameter
kg/m
nal Diameter mm
PE 5 PE 6 PE 8 PE10 PE 12
31.0 42.6 65.0 81.7 97.4
PD 2 PD2.5 PD 3 PD 4 PD 5 PD 6 PD 9
13.5 20.5 27.9 41.1 57.3 79.2 109.1
Designation d
ASEP Steel Handbook -198-
1-,
1,71! 2,SO( 3,52E 5,22E 7,29C 10,064 13,742
Rolled Shapes 4-79
y
,
PIPES Dimensions Properties
, y
A mm2 3,942 5,419 8,259 10,387 12,397
11.07 14.02 15,2<1 17,12 19.05 21,95 22,22
1,716 2,600 3,529 ~,226
7,290 10,064 13,742
I xi 03 mm' 8,616.0 16,857.4 44,120.5 88,241.1 150,675.8 545.3 1,194.6 2,493,2 6,368.3 . 13,995.4 27,596,1 67,429,5
S xi 03 mm3
r mm
121.8 200.3 401.7 646.2 929.4
46.75 55.77 7309 92.17 110.29
18.1 32.7 56.1 111,3 198.2 329.2 615.5
17.82 21.43 26.58 34,91 43.90 52.36 70,05
ASEP Steel Handbook -199-
Sohedule No.
80 80 80 80 80
Designation d
PE 5 PE 6 PE 9 PE 10 PE 12 PD PD PD PD PD PD PD
2 2.5 3 4 5 6 8
4-80 Rolled Shapes
NOTES
ASEP Steel Handbook -200-
Hetal Decks 5-1A
PART 5 METAL DECKS
-
ASEP Steel Handbook -20.1-
5-1B Metal Decks
NOTES
ASEP Steel Handbook ·202·
Metal Decks 5-1
CONTENTS ,un,,,uL;lature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-2 al . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5- 3 ~iH:"rial ,,,,,),,,~,u
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-4
....................................................... 5-5
reproof ing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5- 5 :C'n,rrn"'ion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-6 Design Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " . . . . . . . . . 5-8 Section Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-9 Concrete Volumes and Weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-9 lowable Lateral Loads for SD Composite Slab . . . . . . . . . . . . . . • . 5-10 Composite Slab Allowable Superimposed Load . . . . . . . . . . . . . . . . 5-ll
I
Properties . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . 5-13 Reaction Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '"
... 5-13
I:OnlPosi te Slab Propertie:, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-14
ASEP Steel Handbook -203-
5-2 Metal Decks
NOMENCLATURE
Symbol
A f'
fy
C
Fy I
1+ 1-
Mn
Nw R
ZpC Zpt Zt Eo
Definition
Cross-sectional area Concrete strength at 28 days Reinforcing bar yield strength Specified yield stress of structural steel Composite section moment of inertia Positive bending moment of inertia Negative bending moment of inertia Second moment of area for negative moment regions (Strength) Second moment of area for positive moment regions (Strength) Governing moment capacity of section in the negative zone Governi'ng moment capacity of section in the positive zone Overall width of the metal deck Inside radius of bend Positive bending section modulus Negative bending section modulus Base metal thickness of the metal decks Composite section modulus for concrete Elastic modulus for negative moment zone (Compression flange) Elastic modulus for negative moment zone (Tension flange) Elastic modulus for positive moment zone (Compression flange) Elastic modulus for positive moment zone (Tension flange) Composite section modulus for steel deck Perimeter of embedded metal deck
pe
F
S:
/...o,~uct
RE
th
ASEP Steel Handboo'{ -204-
Metal Decks 5-3
METAL DECKS
Units
General
mm 2 MPa MPa MPa mm 4 mm4 mm4
Metal decks 01' s, generally considered as part of the ly of cold-formed structural steel , are categorized r the classification of surface . Roofing, siding or I and floor s of various profiles, coating and base rials, belong to this classification. Materials used are normally steel, aluminum and sometimes stainless steel (for speapplication) .
kN-m
Part 5 of the Steel Handbook deals with steel floor normally referred to as floor deck, steel deck, metal 'decking or simply metal deck. Metal decks may be used structurly, as a composite alternative to conventional wood or metal ,'formw0rks. However, unl ike conventional formworks, metal decks permanent and therefore not reusable. For composite systems, the metal decks have positive bond "enhancements between the concrete and the metal profile to prethe integrity of the composite action. For "trapezoidal ile" metal decks used in composite slabs, indentations along longitudinal elements are provided. For "other" profiles, folds or stiffened webs are totally embedded in the te to provide the necessary grip for composite action. Similar to cold-formed light gage frame , metal decks manufactured from galvanized-coated continuous coils or cut Cold-forming may be done using press braking/bending in the manufacture of "special" profiles. Generally, roll forming is employed by most manufacturers for mass DrclduLct i on. Regarding the architectural aspect, metal decks are availeither in "ribbed" profiles or with "flat" soffits. In the of a ceiling, metal decks with flat soffits are desirable the ribbed type. Metal deck products are mostly proprietary nature. The manufacturer usually holds a patent for each cular metal deck profile being produced.
ASEP Steel Handbook -205-
5-4 Metal Decks
The metal deck profiles featured in this Part 5 of the Handbook are only those available locally. The "trapezoidal" "ribbed" profile is available from Philmetal Products while "flat" or "soffit" profile is produced by Condeck Internati Metal decks under the brand names Stecldeck and Condeck, identified in this Steel Handbook as SD panols and CD respectively. Metal decks may be ordered in specific However, for efficiency in design, lengths should cover a mum of three spans. Very long spans may be limited by t limitations. Metal decks less than three spans shall be for both bending stresses and deflections.
.
,
Material The base metal quality requirement for metal 30 ksi shall be cold-rolled steel having a minimum yield point MPa, conforming to the requirements of JIS G3141 SPCC-S PNS 127 Class l-S. Specified in decimals and very seldom in and sheet metal gages, thicknesses of me~al decks range from mm to 3.20 mm (wherein 0.75 mm to 1.60 mm are locally availab in 914 mm and 1219 mm widths. Metal decks floor slab systems now locally avai.lable in specified minimem yield strengths, of 275 MPa and 550 MPa, and whose choice is normally dictated 80 ksi 40 ksi economic considerations.
Tl Cc
For hot-rolled varieties, the minimum quality requirement structural steel conforming to JIS G3101 SS 400, with a specified yield stress, Fy ' of 245 MPa. 35.3 ksi
For galvanized steel varieties, the minimum quality ment is physical (structural) quality zinc-coated steel con ing to the requirements of ASTM A446 Grades A to F or corresp,on,~ ing PNS 67 equivalent. For atmospheric corrosion-resistant steels, the quality requirement is high-strength low-alloy (HSLA) conforming to the requirements of JIS G3125 SPA-C or SPA-H, wi minimum yield stress, Fy ' of 314 MPa and 343 MPa, respectively. 45.5 ksi
49.75 ksi
of or ASEP Steel Handhook -206-
Metal Decks 5-5
Steel 1"
e .
Currently, only the galvanized cold-rolled steel of minimum yield strengths, Fy, of 275 MPa and 550 MPa are locally avail40 ksi 80 ksi able.
,
,anels, mgths.
The
structural properties for each particular profile were by the manufacturers. However, calculation of properspecial configurations follow the method specified in Cold-Formed Steel Design Manual, AISI 1986 Edition. When a metal deck is primarily used as permanent form for a slab, its design is straight forward similar to the an ordinary flexural member. As a component of a . composi te slab system, however, where it is considered as a posive moment reinforce.nent, the design calculations for metal : decks are more compl icated.
,ilable) are
~ms
Fy ' lted by
1S,
The NS and its referral codes, the AISC for steel, Amerr...,. 'can Concrete Institute CACI) for concrete and AISI for coldrmed are silent on this aspect of design involving 'metal decks. Furthermore, each manufacturer has its own composite method usually based on Allowable Stress Design or Design. The basic principles used are usually the or the British Standard CBS) Code of practice for the reinforced concrete flexural . Design examples each particular metal deck profile are available free from the reI3P'=ctive manufacturers' brochures.
""nrn("),fing Tesno,nd.-
1\)
Fireproofing is a very critical aspect of metal decks espelly if metal decks a~e used entirely or partially as reinThe respective manufacturers claim their metal decks are "fire-rated" from one to two hours, on the concrete slab thickness, the concrete type normal-weight or light-weight) used, and the presence or of positive fire-resistive paints or coatings. Regardof this claim, ASEP requires that for metal decks used as or partial reinforcement for composite sections, they must ASEP Steel Handbook -207-
5-6 Metal Decks
be provided with a permanent effective fireproofing. For all composite concrete and metal decks slab ASEP requires the installation of positive and permanent of fire protection.
met
Corrosion Another very important aspect of metal decks if used structural reinforcement for concrete slabs is the corr"Ri factor. For structures built in corrosive environments marine off-shore structures, and structures at or near shores), and structures having acidic or abrasive environm.en (like manufacturing plants), metal decks should at best be only as a replacement to formworks.
ASEP Steel Handbook -208-
Metal Decks 5-7
TABLES OF DIMENSIONS AND PROPERTIES \
ASEP steel Handbook -209-
---····l
5-8 Metal Decks
SD DESIGN DATA
51
SD SECTION, PROFILE AND DIMENSIONS
SD 9t SD 95 SD 95
GENERAL INFO[(MATJON BASE METAL TYPE ZINC-COATING THICKNESS BASE METAL WIDTH EFFECTIVE COVERAGE AVAILABLE LENGTH APPLICATION GENEIlAL CODE APPROVALS
COLD ROlU-:D Fy '" 275 MPo Fy = 550 MPo, AVAILABLE UPON REOUEST 380 g/m 2 NOMINAL (PNS-67-1986) 0.80 mm TO 1.60 mm 950 rnm NOMINAL
950 mm UP TO 1.3,700 rnm COMPOSITE SLAB FOR FLOOR AND ROOF SYSTEM CITY OF LOS ANGELES APPROVAL FOR 0) HORIZONTAL DIAPHRAGM RESEARCH REPORT NO. 23783, b) TWO-HOUR ROOF AND FLOC 1 DECKS, RESEARCH REPORT NO.23783, 0) COMPOSITE DECK, RESEARCH REPORT NO.L3803,
20 mm clearance
temp. As
Concrete fill fe' ot 28 doys
I
UI
slob thickness
L_ SO
VOL
TYPICAL SD COMPOSITE SLAB SECTION
ASEP Steel Handbook -210-
(cu,m,
Metal Decks 5-9
SD SECTION PROPERTIES (. PER METER WIDTH )
---1 POSITIVE BENDING MOMENT DESIGNATION
Nw X t
WEIGHT PER AREA
A
(kg/m')
(.nm')
NEGATIVE BENDING MOMENT I-
S+ 10 3
1+
10 3 mm'
X
10 3
X
X
mm'
mm'
S10 J
X
mm'
SD 950 X O.DO
8.070
1,033.7
504
20.008
419
19.582
SD 950 X 1.00
9.171
1,296.1
631
24.938
613
24.568
SD 950 X 1.20
12.109
1,560.9
757
29.843
736
29.596
SD 950 X 1.40
14.130
1,828.6
885
34.725
859
34.669
SD 950 X 1.80
16.1!:2
2,099.6
1011
39.584
982
39.787
SD CONCRETE VOLUMES AND WEIGHTS
SlAO
D[rrn
SLAS DEPTH OVER TOP OF SD, mm UNITS 50
03.5
75
90
114
1,924
2,216
2,503
2.790
3,369
0.085
0.097
0.110
0.123
0.148
1. WEIGHTS FOR CONCRETE ONLY - NO METAL.
2. WEIGHTS GIVEN INCLUDE ALLOWANCE FOR DEFLECTION.
ASEP Steel Handbook -211-
/
5-10 Metal Decks
ALLOWABLE LATERAL FOR SD COMPOSITE
ALLOWABLE LATEHAL LOADS ( N/m 2 ) TOTAL SLAB DEPTH, mm
DESIGNATION
SPAN -
Nw X t
ele
OF S, mm
1,800
2,100
2,400
2,700
3,000
3,300
. SD 950 X 0.80
26,120
25,240
24,510
23,930
23,490
23,200
SD 950 X 1.00
26,990
25,820
24,950
24,370
23,780
23,340
SD 950 X 1.20
28,890
27,430
26,260
25,390
24,660
24,070
SD 950 X 1.40
29,980
28,300
26.190
26,040
25,240
24,580
SD 950 X 1.60
31,080
29,180
27,720
26,700
25,820
25,090
SD 950 X 0.00
29,620
28,740
28,010
27,430
26,990
26,700
SD 950 X 1.00
30,490
29,330
28,450
27,870
27,280
26,850
SD 950 X 1.20
32,390
30,930
29,760
28,890
28,160
27,580
SI) 950 X 1.40
33,490
31,810
30,490
29,540
28,740
28,090
SD 950 X 1.60
34,580
32,680
31,220
30,2 )0
29,330
28,600
SD 950 X 0.00
43,620
42,600
42,020
41,440
41,000
40,560
SD 950 X 1.00
44,350
43,330
42,460
41.7 30
41,290
40,850
SD 950 X 1.20
46,400
44,790
43,770
42,890
42,170
41,580
SD 950 X 1.40
47,420
45,670
44,500
43,480
42,680
42,090
SD 950 X 1.50
48,440
46,540
45,230
44,060
43,190
42,600
10( 100
115
165
115
165
NOTES:
VALUES BASED ON 3 PUOOLE WELD AND NORMAL WEIGHT AGGREGATE.
1. LATERAL LOAD VALUES ARE DERIVED 8Y S.O. GARNES AND ASSOCIATES OF LOS ANGELES, CALIFORNIA AND D \TA CONTAINED IN I1ESEARCH RECOMMENDATION No. 2757 OF THE INTERNATiONAL CONFERENCE DF BUILDING OFf ICIALS,
2. NO INCREASE IN VALUES SHOWN IS PERMITTED FOR WIND
or,
SEISMIC FORCES.
3. WELDS TO ING SHALL HAVE A FUSION AREA EOUIVALENT TO 12. tmm EFFECTiVE DIAMETER. (COMMONLY REFERRED TO AS PUDDLE WELD)
ASEP Steel Handbook -212-
NOTES 1. ONE 2. PROY 3. BUTT' 4. f'c "= 5, VAWI /S, STEEL ABOVE
Metal Decks 5-11
~-LAO
SD COMPOSITE SLAB !\LLOW!\IlLE SUPEHIMPOSED LOAD (WOFKING STEESS DESIGN)
____1. 0 [1>111
ALLOWABLE SUPEHIMPOSED LOAD ( N/m 2 ) SLAB mm
DESIGNATION
Nw X l
NO. OF SPANS
SPAN-C/C OF S, mm
1,000
2,100
2,400
2.700
3.000
3,300
3,600
SD 950 X 0.60
SO 950 X 1.00 100
SO 950 X 1.20 SO 950 X 1.10
SO 950 X 1.60 .090
SD 950 X 0.60
.700
SO 950 X 1.00
.850 ,580
115
SD 950 X 1.20
.090
SO 950 X 1.40
.600
SD 950 X 1.60
.560
SD 950 X 0.00 SO 950 X 1.00 165
SD 950 X 1.20
:.090
SO 950 X 1.40 '.600 SD 950
10 DATA
OFFICI,:.lS.
ETER.
X 1.60
NOTES: 1. ONE ROW OF SHORING IS REQUIRED AT MIDSPAN FOR VALUES ON SHADED AREAS. 2. PROVIOE WEI.DEO WIRE MESH OR EQUIVALENT FOR SIIRINI(AGE CONTROL. 3. BUTTON PUNCH SIDE LAPS AT 900mm O.C. 4. f'e = 21 MPo @ 28 DAYS, Fy = 275 MPo 5. VALUES ARE BASED ON 960 Po CONSTRUCTION LOAD. /6. STEELDEK COMPOSITE SLAB CAN SPAN MORE THAN 3600mm. ABOVE TABLE DID NOT SHOW ALLOWABLE LOAD VALUES ABOVE 3,600mm DUE TO SPACE CONSTRAINT.
----------------------------------~ ASEP Steel Handbook ·213·
5-12 Metal Deck,s
NOTes
DESII
N,
CD 3' CD 3.
2
DESIGI
Nw
CD 30( CD 30C
ASEP Steel Handbook ·214·
Metal Decks 5-13
- - --
21
23
1.8
!
4)
j
1
jt !
8
CD PROPERTIES
55
PER METER WIDTH )
300
Nw
MtSS
CROSS SECTION AREA
kg/It
mm
mm
DESIGNATION Nw X t
POSITIVE BENDING MOMENT
Mp
Yo, 1
NEGATIVE BENDING MOMENT
Mn
kN-m
kN-m
CD 300 X 0.75
9.0
1,089
12.7
4·23
33.30
10.00
3.30
189
7.62
6.23
2.06
CD 300 X 1.00
12.0
1,472
12.7
561
44.22
13.25
4.37
274
10.48
9.52
3.14
21
23
1.8
!
4)
5
-8
!
J
300
Nw
MASS DESIGNATION Nw X t
CD REACTION DATA
55
jt
SAFE END REACTION
SAFE INTERNAL REACTION
AREA 20mm
lNCIlEMWT
k;:/m 2
mm
Yo, mm
llEAIHNG
PER 10mm
kN
MAX
20mm
n:,ARING
kN
kN
k~'
INCREMENT PEn IOmm
MAX
kN
kN
CD 300
X 0.75
9.0
1,089
12.7
3.31
0.71
5.52
10.80
0.79
13.2
CD 300
X 1.00
12.0
1,472
12.7
7.00
1,37
11,J2
21:16
1.26
25.10
ASEP Steel Handbook -215-
'-------------------_ __.----....---------_._._---...
5-14 Metal Decks
CONCRETE SLAB
;,
• ,,', ',', .
,,", '.
'
,f
G ,
'"4
N-A .c~mpositG
. • .. Section
.o.D"
'L'~;~'
QONo.~ :~r
;-;.':'
"'o-
CD COMPOSITE SLAB PROPERTIES
o
PER METER WIDTH :~ (f'c 20 'N/mm 2) :
=
Nw
DESIGNATION Nw X t
SLAB DEPTH "D"
SLAB MASS DENSE WEIGHT
SLAB WEIGHT
EFJlECTlVE
d
CONCR
CD 300 X 0.75
CD 300 X 1.00
ASEP Steel Handbook -216-
T
p
S FLEXU
DEPTH
kd
ys
m
Metal Decks 5-15
CONCRETE SLAB
CD COMPOSITE SLAB PROPERTIES
SLAB :TIES WIDTH
PER METER WIDTH
Imm 2)
(f'c = 20 N/mm 2)
Nw
STEEL BASED FLEXURAL PRO PERTlES
jd
Zc
Zl
XI0 3 mm3 X103 mm3
BOND DATA (U
X
Lb
mm
mm
= 0.5 Eo
N/mm 2 )
Lb Eo U
DESIGNATION Nw X t
kN
CD :lOO
x
0.7:)
CD 300 X 1.00
ASEP Steel
Ha~dbook
-217-
\
5-16 Metal Decks
~ ~
c....-!.. _
-I
,
,
~.
~Ii"" -.
I~
~~
~
:
'\2.
n '_____ .40
.,
• ,E
~
CONCRETE SLAn
-•
E.
,
.. ' •
~
,~,
. • ~"ll",,-:- -
• , '.
.
.. '4
'.
N-~A ,C,gmposit~· . Section - ,4 LJ
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ASEP Steel Handbook ·218·
Metal Decks 5-17
CONCRETE SLAB
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SLAB ERTIES
.
;-
PROPERTIES
._.,._-
PER METER WIDTH (r'c = 25 N/mm 2)
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ASEP Steel Handbook -219-
x
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5-18 Metal Decks
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DESIGNATION Nw X l
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ASEP Steel Handbook ·220-
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ASEP Steel Handbook -221-
----------_
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5-20 Metal Decks
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ASEP Steel Handbook -222-
-."
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Metal Decks 5-21
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ASEP Steel Handbook -223-
5-22 Metal Decks
NOTES
ASEP Steel Handbook -224-
Steel Flat Products 6-1A
PART 6 STEEL FLAT PRODUCTS
ASEP Steel Handbook -225-
6-1B Steel Flat Products
NOTES
Ai
JJ
ASEP Steel Handbook -226-
Steel Flat Products 6-1
CONTENTS Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2 Abbreviations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2 Gimeral . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3 Materials . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-4 ASTM A36M-87 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-7 JIS G3101-87 . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-15 :1S G3131-90 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-24 J1S G3141-90 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-31 PNS 127-88 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-38 ASTM A446M-87 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-43 PNS 67-86 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-46
ASEP Steel Handbook -227-
6-2
Steel Flat Products
NOMENCLATURE
Symbol
Definition
Specified yield stress of steel
Uni MPa
ABBREVIATIONS
ASTM CQ CRC CRS excl HRC HRP HRS HSLA incl JIS PNS SPA-C SPA-H SPCC SPCD SPCE SPCEN SPCCT SQ SS
American Society for Testing and Materials Commercial quality Cold-rolled coil Cold-rolled sheet exclusive Hot-rolled coil Hot-rolled plate Hot-rolled sheet High-strength low-alloy steel inclusive Japanese Industrial Standards Philippine National Standards StructUral quality atmospheric corrosion-resistant cold-rolled steel as per JIS G312 Structural quality atmospheric corrosion-resistant hot-rolled steel as per JIS G3125 Commercial quality cold-rolled steel as per JIS G3141 Drawing quality cold-rolled steel as per JIS G3141 Deep-drawing quality cold-rolled steel as per JIS G3141 Non-ageing, deep drawing quality cold rolled steel as per JIS G3141 Commercial quality cold-rolled steel, tension and formability values guaranteed, as per JIS G3141 Structural quality Structural steel
or
",u~u-I:
...<:1UU.La
Tl
ASEP Steel Handbook -228-
Steel Flat Products 6-3
fTEEL FLAT PRODUCTS
Units MPa
Flat rolling or processing may be considered to involve operations in steel plants associated with the conversion slabs, either continuously or ingot-cast, into finished plates, sheets, and strip products, including hot-rolled, coldrolled and/or coated sheets. Conveniently, it is Classified into hot-roll ing and cold-roll ing 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 p.assing red-hot steel slabs between two large, cylindrical steel rolls contrast with the grooved rolls used in the production of shapes, such as structural beams) revolving in opposite directions but at the same peripheral speed. Commercial (CQ) or (SQ) plates, strip, or sheet are the resulting -ehd-
ant
In cold rolling operations, on the other hand, the hotrolled strip is processed to final ordered thickness without any further heating except for annealing or heat treating purposes. CQ or SQ strip, or sheet are the resulting end-products.
tant 3141 1 ,1
G3141 as
and
Steel flat products are locally available in the form of hot-rolled plates (HRP), hot-rolled coils/sheets (HRC/HRS), and cold-rolled coils/sheet (CRC/CRS). Likewise, coated (or finished flats which predominantly use CRC/CRG as base material, are also available in the form of hot-dipped zinc-coated (or : galvanized) steel. The product standards to which these are manufactured are listed in Table 6-1.
Coossification This Part 6 of the Steel Handbook specifies the characterisof plate and sheet (hot-and cold-rolled) products which are differentiated one from the other as follows (based from ASTM A6M and ASTM A568M definitions): ASEP Steel Handbook -229-
6-4
Steel Flat Products
(1) Plate - f1at,hot-rolled steel classified as over 200 in width and over 6.0 mm in thickness; or over mm in width and over 4.5 mm in thickness. (2) Hot-rolled sheet - flat, hot-rolled steel classified over 300 mm to 1,200 mm, incl. in width and 1.2 to 6.0 mm, excl. in thickness; or over 1,200 mm width and 1.2 mm to 4.5 mm, excl. in thickness. Note: minimum thickness for Steel (HSLA) is 1. 8 mm.
I
High-Strength
(3) Cold-rolled sheet - flat, cold-rolled steel classif as 50 mm to 300 mm, incl. in width and 0.35 mm to 2 mm, incl. in thickness; or over 300 mrr. in width and O. mm and over in thickness. (
Materials For the fabrication of built-up shapes enumerated in 1) of this Steel Handbook and ~Qld-formed plate shapes in (Part 2) of this Steel Handbook, the minimum quality steel structural shall conform to ASTM A36M and/or JIS G31 SS400 (formerly designated as JIS G3101 SS41). These steels a minimum specified yield stress, Fy ' of 250 MPa and 245 respectively.
{
For the fabrication of cold-formed light-gage shapes sented in (Part 3) of·this Steel Handbook, the material ments involve the following: (1) The minimum quali ty steel fOl structural conform to ASTM A36M and/or JIS G3101 SS400. St
(2) The minimum quality steel for the non-structural shall conform to (2.1) JIS G3131 SPHC and/or ASTM A569M for the rolled steel va~ieties. These steels have
roll the
:~~~mumT~~e~:!~~dai~~~:b~~r:~~~S:y~h~~~e~eas as 0.60F y '
thi
ASEP Steel Handbook -230-
Steel Flat Products 6-5
;fied 1.2 rom
;ssified , to 2.0 .nd 0.35
(2.2) JIS G3141 SPCC, ASTM A366M and/or PNS 127 Class 1 for the cold~ro1led varieties. These steels have a miLimum specified yield stress, F y ' taken as 170 MFa. The basic allowable stress shall be taken as O.60F y ' For the fabrication of the 1 Handbook:
'l5
;rs
'the as
e
of
this
(1) The base metal quality requirement for floor decks shall be cold-rolled steel having a minimum yield point of 206 MPa, conforming to the requirements of JIS G3l4l SPCC-S and/or PNS 127 Class l-S. Steel of this variety is locally available in thicknesses from 0.75 rom to 1.60 rom, in widths of 914 mm and 1,219 rom, and specified yield strengths Fy ' of 275 MPa or 550 MPa. (2)
[Ls
metal decks (Part 5)
The minimum quality for hot-rolled varieties is str~ tural steel conforming to the requirements of JIS G3l0l SS400, with a specified minimum yield stress, F y ' of 245 MPa.
(3) The minimum specification for galvanized varieties is physical (structural) quality steel conforming to the requirements of ASTM A446 Grades A to F (with minimum yield stress, Fy ' ranging from 226 MPa to 550 MPa) or the corresponding PNS 67 equivalent. (4) The minimum quality for atmospheric corrosion-resistant varieties is high-strength low-alloy (HSLA) steel conforming to the requirements of JIS G3125 SPA-C or SPA-H, wi th minimum y:·.eld stress, F y' of 314 MPa and 343 MPa, respectively. Steel conforming to other material specifications can also rolled locally. However, this is limited by the capabilities the local manufacturer of flat steel products. The designer consult with the flat steel manufacturer before specifying type of locally manufactured structural or high-strength not listed here in the Steel Handbook. Current mill capaities limit these grades of steel from 1.50 rom up to 12.70 rom thickness and widths from 660 rom to 1,524 rom, conforming to ASEP Steel Handbook ·231·
6-6
Steel Flat Products
specifications such as JIS G3106, JIS G3125, JIS G3ll3, ASTM A607,and their corresponding "near grade equi For reference purposes, a listing of currently manuf flat steel products are listed in Table 6-1: Locally Avail Flat Steel Products.
5.0 16.0 40.0
Table 6-1: Locally Available Flat Steel Products Product Form
Standard
Titles
IHot-Rolled Plate I (HRP)
ASTM A36M-87 JIS G3l0l-87
Structural Steel Rolled Steel for General Structures
JIS G313l-90
Hot-Rolled Mild Steel Plates, Sheets and Strip
JIS G3l41-90 PNS 127-88
Cold-Rolled Steel Sheets and Strip Cold-Rolled Carbo.l Steel Sheets and
ASTM A/.46-87 PNS 67-86
Structural Quality Galvanized Steel Galvanized Steel Sheets and Coils
6-
I
IHot-Rolled Coil I (HRC)
I
ICold-Rolled Coil I (CRC)
I
IGalvanized Steel
Che
~U'"~"'I
>20- 40
I
I
I >40-50
For convenience, excerpts from these relevant standards shown in Tables 6-2 to 6-49.
ASEP Steel Handbook
__
,....._-_.
.
-232-
I
I I
When COl For pIal For mal elongatJ of the s
Steel Flat Products 6-7
ASTM A36M-87
f
Unit:mm
6-2: Preferred Specified Thickness 5.0 16.0 40.0
5.5 18.0 45.0
6.0 20.0 50.0
7.0 22.0
8.0 25.0
9.0 28.0
10.0 30.0
11.0 32.0
14.0 38.0
12.0 35.0
le 6-3: Chemical and Mechanical Property Requirements
r-es
.p md ,el S 3
I
Tensile Test (Transverse Direction) I
Chemical Composition,%*l
I I I ,.1 i , 1 Thick- ! C Iness(mm) I max. I 1 1 1 0 . 25 I
Si
Mn
P
S
max. max.
i
Yield
I Tensile 1 IStrengthl I 1 (MPa)
Point
0.0/,
I 0.051
0.80 _1.• 20
0.0/,
0. 05
>40-50 10 . 26 0.15 0.80 -0.40 -1.20 1
0.04
I >20-40 10 . 25 1
I
(MPa) min .
I
IElongation,% min.
I
I
I
IGL=200 mmlGl=50 mm lor 8 in. lor 2 in.
I
:I 1
I
1
I 1 I 1 1
1
1
1
II
I
1
I 1
1400-550 0. 05
*21. 1
250
20*3
I 23
I I
1
ards When copper steel is specified, the minimum eu shall be 0.20%. For plates w'der than 610 mm, the elongation requirement is reduced 2%. For materi.l under 8 mm in thickness, a deduction from the percentage of elongation in 203 mm of 1. 25% shall be made for each decrease of 0.80 mm of the specified th~ckness helow 8 mm.
ASEP Steel Handbook ·233·
6-8
Steel Flat Products
Table 6-4a: Permissible Variations in Thickne3s
,
Unit:
e
I
Tolerance Over Specified Thickness for Widths
,
,Specified I I Thickness, I
mm
5.0 5.5 6.0 7.0 8.0 9.0 10.0 11.0 12.0 14.0 16.0 18.0 20.0 22.0 25.0 28.0 30.0 32.0 35.0 38.0 40.0 45.0 50.0
, ,I
, ,I I I I I I I I I I I I I I I I I I
1,200 and Under 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8
Over 1,200 to 1,500, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8
1,500 to 1,800, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 , .1
1.2 1.3 1.4 1.5 1.6 1.7 L.8
1,800 to 2,100, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8 2.0
2,100 to 2,400, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8 2.0
NOTE I-Permissible variation under specified thickness, 0.3 mm. NOTE 2-Thickness to be measured at 10 rum to 20 mm from the longitudinal edge. NOTE 3-For specified thickness other than those shown, the next higher ness will apply. NOTE 4-For thickness measured at any locatior other than that specified Note 2, the permissible maximum over tolerance shall be increased 75% rounded to the nearest 0.1 mm.
ASEP Steel Handbook ·234·
5 5 6 7 8 9 10 11 12 14 16. 18. 20. 22. 25. 28. 30. 32. 35. 38. 40. 45. 50.
ne No 75
Steel Flat Products 6-9
6-4b: Permissible Variations in Thickness(Cont'd.) Unit: nun
1i t : I 1S
) to ) ,
\
,
,
,Specified I ,Thicmess, , , nun I , / ,
3 8 8 8 8 8 8 8 8 9 9 9 9
o o 1 2
3 4 5 .6
.8 .0
,er th :ified ,ased
I I I I I
Tolerance Over Specified Thickness for Widths
, , , , ,
I , , ,
r/
5.0 5.5 6.0 7.0 8.0 9.0 10.0 11.0 12.0 14.0 16.0 18.0 20.0 22.0 25.0 28.0 30.0 32.0 35.0 38.0 40.0 45.0 50.0
I
2,400 to 2,700, excl
3,000 to 3,300 to 3,600 to 3,300, 3,600, 4,200, excl excl excl
/
--------------------------------~I
0.8 0.8 I 0.8 I 0.8 ,0.8 / 0.8 / 0.8 / O.A / 0.9 I 0.9 ,0.9 / 1.0 ,1.0 / 1.1 ,1.2 ,1.3 / 1.4 / 1.5 ,1.6 I 1.7 I 1.8 I 2.0 I 2.3 /
2,700 to 3,000, excl 0.8 0.8 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.2 1.3 1.3 1.4 1.5 1.6 1.7 1.8 2.0 2.3 2.5
0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.1 1.2 1.2 1.3 1.5 1.8 1.8 2.0 2.3 2.3 2.5 2.8 3.0
1.0 1.0 1.1 1.2 1.2 1.3 1.3 1.3 1.3 1.3 1.3 1.4 1.4 1.5 1.5 1.8 1.8 2.0 2.3 2.3 2.5 2.8 3.0
I
/
I 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.6 1.8 1.8 2.0 2.1 2.3 2.5 2.7 2.8 3.0 3.3
/ / / /
I / / / , , , / , , , /
I ,
I ,
l-Permissible variation under specified thickness, 0.3 mm. 2-Thickness to be measured at 10 mm to 20 mm from the longitudinal edge. 3-For specified thickness other than those shown, the next higher thickness will apply. thickness measured at any location other than that specified in 4-For by Note 2, the permissible maximum over tolerance shall be increased 75% rounded to the nearest 0.1 mm.
ASEP Steel Handbook -235-
6-10
Steel Flat Products
Table 6-5a: Permissible Variations in Width and Length Sheared Plates :$ 40 mm thick; length only of Uni sal Mill Plate :$ SO mm thick Specified Dimensions I I I I Length I I I I ITo 3,000, I I excl. I I
I
I I I 13,000 to I 16,000, I excl. I I I I
Variations Over Specified Width and Length A for Thickness, mm and Equiv,lent Masses, kg/m 2
I
I I
To 10.5 excl. To 78.5,excl.
Width
i
I I I I I I I I I
I I I I I I I I I I I
Width To 1,500, excl. 1,500 to 2,100, excl. 2,100 to 2,700, excl. 2,700 and over
I I I I I
I I I I To 1,500, I excl. I 1,500 to 2,100, I excl. I 2,100 to 2,700, I excl. I 2,700 and I over I
Length
10.5 to 16,excl 78.50 to 125.6, excl. Length Width
10
13
11
16
11
16
13
18
13
19
16
22
16
22
19
25
10
19
13
22
13
19
16
22
14
22
18
24
16
25
19
29
A Permissible variations under specified width and length, 6
mm.
e
Sp.
Ler
A Permj
mm.
ASEP Steel Handbook ·236-
Steel Flat Products 6-11
Permissible Variations in Width and Length Sheared Plates " 40 mm thick; length only of Universal Mill Plate " 50 mm thick (Cont' d. )
th
idth
Specified Dimensions
Variations Over Specified Width and Length A for Thickness, mm and Equivalent Masses, kg/m 2
run 2
6, excl. 125.6,
Length
ength 16
3,000,
18 22 25
22 22 24 29
to
I 16 to 25, excl.
I
Width
!
I I I I I I I I I I I I I I I I I I I I
I
To 1,500, excl. 1,500 to 2,100, excl. 2,100 to 2,700, excl. 2,700 and over
To 1,500, excl. 1,500 to 2,100, exc1. 2,100 to 2,700, excl. 2,700 and over
for
I ! I I I I I I I I I I I !
I I I I I I I
125.6 to 196.2, excl. Width Length
25 to 50, incl. 196.2 to 392.5, excl. Length Width
13
19
16
25
16
22
19
25
19
25
25
29
22
29
29
32
16
25
19
29
19
25
22
32
21
29
25
35
22
32
29
35
A Permissible variatJons under sped fied width and length, 6 mm.
ASEP Steel Handbook -237-
I
I I I I I
II
I I I I I I I I I I I I I I
6-12
Steel Flat Products
Table 6-6a: Permissible Variations from Flatness Note I-When the longer dimension is under 900 mm, the permissible should not exceed 6 mm. When the longer dimension is from 900 1800 mm, incl., t!1G permissible variation should not exceed 75% tabular amount for the specified width, but in no case less than Note 2-These variations apply to plates that have a specified tensile strength of not more than 400 Mra or comparable chemical sition or hardness. The limits in the tabie ere increased plates specified to a higher minimum tensile !Itrength or chemistry ·or hardness. Note 3-This table and these notes cover the permissible for flatness of circular and sketch plates, based on the maximum sions of those plates.
1-
2-
3-
I
I I I Specified I IThiekness, I Imm I I I ITo 6, I lexe1. I 16 to 10, I I exel. I 110 to 12, I lexel. I 112 to 20, I lexel. I 120 to 25, I I exel. I 125 to 50, I lexel. I
Permissible Variations from a Flat Surface for Specified Widths, mm A,B To 900 to 1200 to 1500 to 1800 to 900, 1200, 150O, 1800, 2100 exel. exel. exel. exel. exel.
Specified Mass, kg/m 2 To 47.1, exe1. 47.1 to 78.5, exel. 78.5 to 94.2, exel. 94.2 to 157.0, exel. 157.0 to 196.2, exel. 196.2 to 392.5, exel.
14
19
24
32
35
13
16
19
24
29
I I I I I I
13
14
16
16
19
11
13
14
16
16
11
13
14
16
16
I
10
13
13
14
14
I I
I
I
A Flatness Variations for Length - The longer dimension specified is ered the length, and permissible variations in flatness along the should not exceed the tabular amount for the specified width in plates to 4,000 mm in length, or in any 4,000 mm of longer plates. B Flatness Variations for Width - The flatness variations across the should not exceed the tabular amount for the specified width.
ASEP Steel
Handb0~k
-238-
•
so
---.-
7
s
ek
3
bF
A Flat
erec shoe to 4 B Flat shou
Steel Flat Products 6-13
e 6-6b: Permissible Variations trom Flatness (Cont'd.) the longer dimension is under 900 mm, the permissible variation should not exceed 6 mm. When th~ longer dimension is from 900 mm to 1800 mm, incl., the permissible variation should not exceed 75% of the tabular amount for the specified width, hut in no case less than 6 mm. variations apply to plates t~.t have a specified minimum tensile strength of not more than 400 MP. or comparable chemical composition or h2rdness. The limits in the table are increased 50% for plates specified to a tigher minimum tensile strength or compatible chemistry or hardness. 3-This table and these notes cover the permissible variations for flatness of circular and sketch plates, based on the maximum dimensions of those plates. /
'00
a Flat
mm A,B 800 to 100 xcI. 35
I
I
I I ified ISpecified IMass, Ikg/m 2
29 19
16 16
12, 20, 25,
14 50,
I
Permissible Variations from a Flat I I rnm A,B Surface for Specified Widths, I I 12100to 2400to 2700to 3000to 3600to 4200 1 2700, 4200, and I 3000, 3600, 1 2400 , excl. excl. excl. excl. Icxcl. overl
I I ITo 47.1, I lexcl. I 147 . 1 to I 17 8 . 5 , excl. I 178.5 to I 194 . 2 , excl. I 194 . 2 to I 1 157 . 0 , excl. I 1157.0 to I 1 196 . 2 , excl·1 1 196 . 2 to I \392.5, excl. I
38
41
44
48
32
35
38
41
22
25
29
32
48
I I I I I 54 I
19
25
25
29
38
51
16
19
22
25
35
44
16
16
16
18
29
ls
1e 'la tes ,he width
I I I
I I 38 I I
Variations for Length - The longer dimension specified is considered the length, and permissible variations in flatness along the length should not exceed the tabular amount for the specified width in plates up to 4,000 mm in length, or in any 4,000 mm of longer plates. B Flatness Variations for Wi4th - The flatness variations across the width should not exceed the tabular amount for the specified width.
ASEP Steel Handbook -239-
,.
6-14
Steel Flat Products
Table 6-7: Permissible Camber Maximum permissible camber, mm
=
length in millimeters/500
6 A Camber as it relates to plates is the horizontal edge curvature i" length, measured over the entire length of the plate in the flat tion.
6·
6-
ASEP Steel Handbook -~O-
Steel Flat Products 6-15
JIS G3101-87 1500
Unit: r:un
6-8: Preferred Standard Thicknesses in
I
1.4 4.0 12.5 25.0
2.3 2.0 1.6 1.8 4.5 5.0 6.0 5.6 12.7 13.0 14.0 15.0 25.4 28.0 (30.0) 32.0
The standard be used.
thickness
not
( 2 . 6 ) 2.8 2.5 7.0 8.0 6.3 16.0 (17.0) 18.0 36.0 38.0 40.0 in
parentheses
( 2 . 9) 3.21 9.0 10.01 19.0 20.01 45.0 50.0
should
preferably
I
6-9: Preferred Standard Widths 630 1000 1320 2000
670 1060 1400 2100
710 1100 1500 2134
Unit: rom
750 1120 1524 2438
800 1180 1600 2500
850 1200 1700 2600
900 1219 1800 2800
914 1 1250 1 1829 1 3000 1 1
I
For steel plate, the standard widths of 914 mm, 1,219 mm and mm or over shall be ap~lied.
1,400
e 6-10: Preferred Standard Lengths 2438 12000
30,18 12192
6000
ASE?
6096
[,~
7000
tee 1 Handbook ·241·
8000
9000
9144
6-16
8teel Flat Products
Table 6-11: Chemical Property Requirements I
I I I I I I I I I I I I I I I
Designation
Note:
I
Chemical Composition,%
I c
Mn
8
P
88330 (8834)
0.050 max.
0.050
88400 (8841)
0.050 max.
0.050
88490 (8850)
0.050 max.
88540 (8855)
0.30 max. 1.60 max. 0.040 max.
0.050
0.040 max.
Alloying elements other than in above table can be added to cording to requirements.
A8EP 8teel Handbook ·242·
SS540
I I I I I I I I I I I I I I I I I I I I I I4 I I I
Steel Flat Products 6-17
Mechanical Property Requirements
,0 max.
0 max.
I I I Yield I Point or ITensile IStrength I Yield Strength I I N/mm2 I N/mm2 I I I 205 min. 330-430 I I I I
I I
max.
3S540
I I I I I I I I I I I
245 min.
285 min.
I
I I I I I I I I I I
400 min.
I I I I I I 400-510 I I I I I I I 490-610 I I I I I I I 540 min. I I I I
Tensile Test I
Elongation
I
I I
I I I
I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
Dimensions of Rolled Steel,mm
Test Piece
'Steel sheet or strip has a thickness of not more than 5 mm ·Steel plate or strip has a thickness of over 5 to 16 incl.
No.5
26 min.
No.1A
21 min.
.Steel sheet or strip has a thickness of
No.5
21 min.
.Stee1 plate or strip has a thickness of over 5 to 16 incl.
No.1A
17 min.
·Steel sheet or strip has a thickness of not more than 5 mm ·Steel plate or strip has a thickness of over 5 to 16 incl.
No.5
19 min.
No.1A
15 min.
·Steel sheet or strip has a thickness of not more than 5 mm 'Steel plate or strip has a thickness of over 5 to 16 incl.
No.5
16 min.
No.1A
13 min.
%
not more than 5 mm
ASEP Steel Handbook -243-
6-18
Steel Flat Products
Table 6-12b: Mechanical Property Requirements (Cont' d. ) Bending Test
I I I I I Steel I I SS330 I I I I I I I SS400 I I I I I I I SS490 I I I I I I I SS540 I I I
I II
!
I ! I I I !
I I I i I I I
I I I I I I I I I
Bending Angle
180'
I
I I I
Test Piece
0.5 t
No. 1
1. 5 t
No. 1
2.0 t
No. 1
!
180'
180'
I I I I I I I
I I I I I !
I I
I
I I I I I
Inner Diameter
I
180'
I I I I I I I I
2.0 t
I
ASEP Steel Handbook -244-
No. 1
Steel Flat Products 6-19
Unit: mm
e 6-l3a: Tolerance on Thickness I
Width
ce
1
I
I I I
Under 1,600
I I I I I I I I I I
±0.4S
1,600 or over to and exel. 2,000
I I I I I I I I I I I I I I I
±0.55
r------------rl------~ or over & exel. or over & exel. or over & exel. or over & exel. or ove~ & exel. or over & exel. or over & exel. or over & exel. over to & exel. over exel. over exel. over exel. or over to & incl.
5.00 6.30 10.0 16.0 25.0
±0.50 ±0.55 ±0.55 ±0.65 ±~.70
40.0 ±0.80 63.0 ±0.9 100 160 ±1.6 200 ±1.8 250 ±2.0 300 ±2.l 350
±0.60 ±0.65 ±0.65 ±0.75 ±0.80 ±0.95 ±l.l
I,
±1.3
I
I I I
I I I I I I
I
I
I I I
±1. 5 ± 1.
8
±l. 9 ±2.l ±2.3
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
2,000 or over to and exel. 2,500 ±0.55 ±0.60 ±0.65 ±0.65 ±0.75 ±0.80 ±0.95 ±1.1 ±l. 5 ±1. 8 ±1. 9
±2.l ±2.3
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
1. Either plus side or minus sIde of the thickness tolerances given in
the above Table may be limited on request. The total tolerances, in this case shall be equal to those given in Table. 2. Thickness shall be measured at any point inward the scheduled cutting line concerning width for the as-rolled steel plate (with untrimmed edge), and at any point not less than 15 mm from the aforementioned line for the cut edge plate.
ASEP Steel Handbook -245-
6-20
Steel Flat Products
Table 6-13b: Tolerance on Thickness (Cont'd.)
I
Width
1
IThickness
I
I
14.00 or over I to & excl. 15.00 or over I to & excl. 16.30 or over I to & excl. 110.0 or OV8r I to & excl. 116.0 or over 1 to & excl. 125.0 or over I to & excl. 140.0 or over I to & excl. 163.0 or over 1 to & excl. 1100 or over I to & excl. 160 or over to & excl. 200 or over to &excl. 250 or over to & excl. 300 or over to & incl.
1 1 1
I
4,000 or 3,150 or 2,500 or over to over to and 1 over to and excl. 5,0 eircl. 3,150 1 excl. 4,000 I----------~--------~ ±0.65 1
5.00 1
I
6.30 1 1 10.0 I 1 16.0 I 1 25.0 1 1 40.0 I
I
63.0 1 1 100 1 1 160 1 1 200 1
I
250 300 350
±0.75
1
1
±0.75
1
I
±O.SO
1
±0.95
1
±1.0
I
±0.65
±0.9
±O.SO
±1.0
±O.95
±l.l
±l.O
±l.2
±l.l
±l.3
±l.3
±1.5
±t. 7
±l.9
±l.9
±2.1
±2.0
±2.2
±2.2
±2.5
±2.4
±2.S
1
1
1
1
±1. 1
1
±1. 3
1
±1. 7
1
1 1
1
±1. 9
1
±2.2
I I I I
±2.4
I
±2.0
1
I
I
±O.SO
1
I
Unit:
1
1
Remarks 1. Either plus side or minus side of the thickness tolerances the above Table may be limited on request. The total tolerances •. this case shall be equal to those given in Table. I 2. Thickness shall be measured at any paint inward the sclled.ule cutting line concerning width for the as-rolled steel plate untrimmed edge). and at any point not less than 15 mm from aforementioned line for the cut edge plate.
ASEP Steel Handbook ·246·
Steel Flat Products 6-21
Unit: rom
Tolerance on Length Length
Thickness
Tolerance
<6 <6300 ",6
<6
A
B
+25
+5
o
o
+25
+10
o
o
+0.5%
+10
o
o
;:6300
+0.5%
+15
o
o Tolerance B does not apply to thickness of
from
ASEP Steel Handbook -247·
~20
mm.
6-22
Steel Flat Products
Uni t~'
Table 6-15a: Tolerance on Width I
I
I
I
I
I
I
I
IWidth I I I I
I I I I I
Tolerance I
Mi 11 edge
I Thickness
Cut edge
I
ISteel platelSteel las rolled Istrip and! I (with [cut I I untrimmed Ilengths I ledge) I therefrom I
I
I
I
I
I I IUnder 1160 I I
IUnder 3.15 I 13 . 15 or over tol I & exel. 6.00 1 16.00 or over tol I & exel. 20.0 I 120 . 0 or over I
I I 1
I
I
I
I
j
+ 5 5
[10
2.0 3.0 0
1••
0
0
i 1 I
5 5
2.0 3.0
P I
I ±2
I. 10
0
4.0
0
6
I
I 15 I----------l-.....,
I
-1
I IUnder 3.15 I I 1250 orp.15 or over tol I lover I & excl. 6.00 I 0 I Ito & 16.00 or over tol + Not I Iexel. I & exel. 20.0 I specified I 1400 120.0 or over I I
I
B Resheared or fine cut edge +
I I 18
I
I IUnder 3.15 I 1160 or13.15 or over tol lover I & exc1. 6.00 I Ito & 16.00 or over tol lexcl. I & exel. 20.0 I 1250 120.0 or over I
I:
±2
A Normal cut edge
I I
2.0 3.0
lUI
I ±5
I
15
0
4.0
0
I
------------10
3.0 3.0
Il
+20 0
10 15
ASEP Steel Handbook -248-
/3. I 16 .
I
10
I
I IUnder 3 . 1 5 ! I 1400 or13.15 or over to! ! lover & excl. 6.00 I 0 I Ito & 16.00 or over tol + Not I Iexcl. I & excl. 20.0 I specified 1 1630 120.0 or over I I
5 5
0
5.0
120 IUn,
0
/3. : I ' 16. C
&
20.
Steel Flat Products 6-23
.ni t :
6-lSb: Tolerance
0'"1
I
I I I I C I 3li tted I edge I I I I ±0.3 ±O.S
±0.4 ±0.5
±O.S
Unit: rom
Widtn (Cont' d. )
Tolerance \
I I
I
I I
Cut edge
Mill edge
I
B A ISteel plate\Steel I C I Resheared Normal ISlitted I as rolled Istrip andi :1 I (with Icut :: 1 I cut edge or fine I edge edge cut luntrimmed I lengths I I .1 + ledge) + I therefrom I 1 I I I I I I 4.0 IUnder 3.1S ,'I I I I 10 I 1,.0 10 1630 or \3 .IS or over to I I I I +25 & excl. 6.00 0 I I I + Not 6.0 0 16.00 or over tol 0 0 I I 10 I & excl. 20.0 specified I I I I I 120.0 or over I I I I IS I I I I 4.0 IUnder 3.15 I I 10 I I 10 4.0 13.1S or over tol I I I 0 I I & excl. 6.00 I I +30 I + Not 15 6.0 0 16.00 or over tol 0 0 I I I I & excl. 20.0 I specified I I I 120.0 or over 15 I I I I I I I I 4.0 IUnder 3.15 10 I I I I 4.0 13.1S or over tal 10 I I I 0 I & excl. 6.00 I I +35 I I & 16.00 or over tal + Not 0 IS 6.0 0 0 I I I I & excl. 20.0 I specified I I I 120.0 or over IS I I I I I I I I Under 3.1S I 10 4.0 I I I 4.0 13.1S or over tal 10 I I I 0 I & excl. 6.00 I I +40 I I + Not 1.2% 0 16.00 or over tol 0 6.0 0 I I I I & excl. 20.0 I specified I I I 120.0 or over 1.2% I I I I
Thickness
' IWidth
I
I
~SEP
Steel Handbook -249-
\
I I I I I I I I I I I I I I I
I
I I I I I I I I I I I I I I I I
6-24
Steel Flat Products
JIS G3131-90
€
Unit:
Table 6-16: Preferred Thicknesses (for SPHC)
1.20 1(2.90) 1 7.00
1. 40 3.20 8.00
1. 60 3.60 9.00
1. BC
4.00 10.00
2.00 4.50 11. 00
2.30 5.00 12.00
2.50 5.60 12.70
(2.60) 6.00 13.00
Remarks: 1. The standard thickness not in parentheses should p be used. 2. For the steel strip and cut lengtll!i therefrom, the thicknesses of 12.70 mm or under s'.1all be applied.
Unit:
Table 6-17: Preferred Standard Widths
600 950 1300 1900 3048 Remark:
630 1000· 1320 2000
670 1060 1400 2100
710 1100 1500 2131
750 1120 1521 2138
800 1180 1600 2500
850 1200 1700 2600
900 1219 1800 2800
For steel strip and cut lengths therefrom, the standard 2,000 mm or under shall be applied.
ASE~
Steel Handbook -250-
widths
Steel Flat Products 6-25
6-18a: Chemical and Mechanical Property Requirements
, I I ig-I Chemical ionl CompoI sition,% I I I PIS
---1----11 tandard
Ini t:
914 1250 1829 3000
widths
Tensile Test ~I------~I--------------------------~
I I Tensile Istrength I I (MPa) I
I I I I I I
Elongation % Thickness 1.6 rom to 2.0 rom excl.
Thickness 2.0 rom to 2.5 rom excl.
mlfl.
29 min.
29 min.
30 min.
32 min.
33 min.
31 min.
33 min.
35 min.
Thickness 1.2 rom to 1. 6 rom excl.
1----11----
0.05010.0501 270 min. I max. I max. I 1 0.04010.0401270 min. I max. I max. I I 10.03010.0351 270 min. I I max. 1 max. 1
27
1. The C and Mn contents are not specified, but SPHC is manufactured from carbon steel having a C content of 0.15% or below and an Mn content of 0.60% or below. SPHD and SPHE are manufactured from carbon steel having a C content of 0.10% or below and an Mn content of 0.5010 or below. 2. Mechanical test values do not apply to abnormal parts of at both ends steel stri~ (coils).
ASEf Steel Handbook -251-
6-26
Steel Flat Products
Table 6-18b: Chemical and (Cont'd.)
I I I
Mechanical
Property
Requirements
Tensile Test Elongation %
I
IDesig-1 Chemical Inationl CompoI I sition,%
I
I
I
I
1
I
Thickness 2.5 rom to 3.2 rom excl.
I
PIS
I·
I
Thickness 3.2 mrn to 4.0 mrn excl. 31 min.
Thickness I 4.0 rom andlTest and I over I 31 min.
I
ISPHC 1 ISPHD I ISPHE
29 min. 10.05010.0501 1 max. I max. I 10.04010.0401 35 min. 1 max. I max. I 10.03010.0351 37 min. max. Imax. I
Remarks
1. The C and Mn contents are not specified, but SPHC is from carbon steel having a C content of 0.15% or below content of 0.60% or below. SPHD and SPHE are manufactured carbon steel having a C content of 0.10% or below and an M3 tent of 0.50% or below. 2. Mechanical test values do not apply to abnormal parts of at ends steel strip (coils).
37 min.
39 min.
39 min.
41 min.
ASEP Steel Handbook, -252-
I No. 5 I I Rolling I I I
3.15 4.00 5.00 6.30 10.00
2.
Steel Flat Products 6-27
ments
unit: mm
Ie 6-19: Thickness Tolerance Nicth
Under 1,600
1,600 to 2,000 excl.
2,000 to 2,500 excl.
±0.16 ±0.18 ±0.19 ±0.20 ±0.22 ±0.24 ±0.45 ±0.50 ±0.55 ±0.55
±0.23 ±0.25 ±0.29 ±0.34 ±0.55 ±0.60 ±0.65 ±0.65
±0.29 ±0.34 ±0.55 ±0.60 ±0.65 ±0.65
Thickness Under 1.25 1.25 to 1.60 1.60 to 2.00 2.00 to 2.50 2.50 to 3.15 3.15 to 4.00 4.00 to 5.00 5.00 to 6.30 6.30 to 10.0 to 16.0 s: 1. The
minus
m Mn
excl. excl. excl. excl. excl. excl. excl. excl. excl.
values
side
of tolerance in the table are unchangeable on plus or provided that the overall tolerance range is left un-
changed. 2. The position of thickness measurement shall be taken on an arbitrary point inside not less than 25 mm away from the edge for mill edged steel strip and cut plate therefrom of not less 50 mm in width, the central position for less than 50 mm in width. an arbitrary point inside not less than 15 mm away from the edge for cut edged strip and cut plate from it of not less than 30 mm in width and the central position for less than 30 mm in width. It shall be an arbitrary point inside of the assumed cutting line for as-rolled steel plate having rims and an arbitrary point not less than 15 mm inside of the edge for cut edged steel plate.
ASEP Steel Handbook -253-
I
6-28
Steel Flat Products
Table 6-20: Length Tolerance
,-
I I I
Thickness
Length
I
I I
i
j
! I I Under i I I I I
I Under
6.00
I 6,300
i 1
6 . 00 and over
I I I Under 6.00 , 1
6 ,300 and overl 16.00 and over I
Tolerances
i 1--
I
A (Ordinary
Cutting) +25 0 +25 0 +0.
5'~
0
1
I
I
+0.5% 0
I I
IB (Re-cutting, !Precise Cutt !
! I I ! I
I I I I
I I
I
'+5 0
I I
+10 0
I Un
I 3. I 6.
+10 0 +15 0
I 20 I I Un I 3.
250
I 6. I 20 I I Un
400
/3. I 6. I 20 I
I Un
630
I 3. I 6.
I 20 to
I I Unl I 3. I 6.1
. I 20
ASEP Steel Handbook -254-
Steel Flat Products 6-29
unit:
Unit: rom
6-21a: Tolerance on Width Tolerances
!
I
---I
i
Mi 11 Edged
Cut Edged
[---------1 Thickness
i
Steel Plates Steel Strip and Cut Plate ,! As Rolled ! (Having Rim) lherefrom
A(Ordinary Cutting)
I
1.15 11.15 to 6.00 exe!.1 I 6.00 to 20.0 exel.1 I 20.00 and over
,
6
-' +
10 10
I I Under
3.15 to 6.00 exel. 150 I 6.00 to 10.0 exel. I 20.0 and over
5 5 10 15
I 3.15
0
o
15
5
I
o
o
10 15
t Not speei fied
! Under
10 10 10 15
+20
t Not speci fied
o
I I Under
3.15 to 13.15 to 6.00 mI. 16.00 to 20.0 exel. I 20.0 and over
•
o
.
o Not specified
t
30
10
o
10 15
I
ASEP Steel Handbook -255-
±O, 3 ±O. 5
0
±0.4 10.5
I
1. 0 J.O 4. 0
3.0 3.0
±o, 5 o
10. 5
o
±0.5 10. 5
5.0
10 t
•
-<
J.0 4.0
1.0 J.O
I'
4.0
I I Under
3.-15 I 3.15 to 6.00 exel. 630 I 6.00 to 20.0 m!. I 20.0 and over
•
2_0
5
C
(Precise Cuttinoi !(Slittino!
--------------1.----.-,
I Under
1.15 I 1.15 to 6.00 exel. 400 I 6.00 to 20.0 exe!. I 20.0 and over
! B(Re-eutting or !
o
4.0 4.0 6.0
o
6-30
Steel Flat Products
Table 6-21b: Tolerance on Width (Cont'd.) Tolerances
i iWidth
I I
I
1,000 Ito p,210 lexc!. 1
I
p,250 Ito
IUOO Iexcl. I
p,600 land lover
/
Stee i Plates Steel Strip As Rolled and Cut Plate (Having Rim) Therefrom
Thickness
Cut Edged
.,
!hll Edged
Under].IS 3.15 to 6.00 exc!. 6.00 to 20,0 excl. 20.0 and om
I I
0 + %t
±t
specified
0
±2
10 10
i
0
4. I) 4.0
0
6.0 Qual.
°
U 4.0 6.0
0
15
specified
0 , .lot specified
10 10 15 15
""
+ Not
Under ],15
1.15 tc 6.00 exc!. 6.00 to 20.0 excl.
iPrecise Culting)
---,
,
,I Under LiS I 3.15 to 5.00 ex c1. Ir 6.00 to 20.0 extl. I 20.00 and over
I SiRe-cutting or
A(Ordinary lutting)
:5
10 10 1,2%
SPCI
0
4.0 4.0
SPCI 0
6.0
I I I
20,0 and over
Note:
The tolerances on steel strip mill edged and cut plates than 400 mm in width will be allowed to limit the minus side ances to zero. In these cases, the tolerances on plus side twice the value given in above table.
1.2%
/
ASEP Steel Handbook -256-
SPC<
Steel Flat Products 6-31
unit:
JIS G3141-90
Unit: mm
Standard Thickness
i
0.50 1. 80
C
0.60 2.00
0.70 2.30
0.80 2.50
1.00 2.80
0.90 (2.60)
1.20 (2.90)
1.40 3.20
i(Slitting)
I
standard thickness not in parentheses should preferably be used.
!
J _ _- ; I
Chemical Composition (%) C
[Informative reference]
Mn
P
s
SPCC
0.12 max.
0.50 max.
0.040 max.
0.045 max.
SPCD
0.10 max.
0.45 max.
0.035 max.
0.035 max.
SPCE
0.08 max.
0.40 max.
0.030 max.
0.030 max.
For steel sheets and coils of grade 1/8 hard> 1/4 hard, 1/2 hard and fuD hard> increase in hardness is achieved by sometimes changing their chemical composition instead of by temper rolling.
ASEP Steel Handbook -257-
6-32
Steel Flat Products
Table 6-24a: Mechanical Properties I
I
IClasslf-IDeslgIlcation Inatlon I I I I I I I I I I I ! I I I I I I
Tension Lst
Test!
, I I I I
IYield ITensile I Elongation Min. Value !Strength IStrength I iMax ValuelMin Value! (l1Pa) I IMPa) I I Nominal I ! 1 I I I IThlckness! i 10. 25 to 10. 40 to 10.60 to 11.0 to I mmlinch)1 10.25 and 110.0;0) 110.016) 110.024) 110.039) ! ! 110.010) 10. 40 excllO.60 exclll.O exel 11.6 excl ITempering! lover !10.016) 110.024) 110.03') !10.063) ISymbol! I I I I
I
1--j---I-----1!
ICommerIcial Iquality I IDrawing Iquality
I SPCC ! S,8,4, I SPCCT 2,1 ! I ! SpeD S I
I IDeep Idrawing Iquality
I I I SPCEN! I I I
S
I
11270) 1270
(32) 32
134) 34
,270
34
36
,270
36
38
I
136) I 36 I I I 38 I I 40
I I I !
II)
11.6 to 11 0. 063 ) 12.5 exel I 11 0. 098 ) I
1---1-
137) I 37 I I I 39 I I
(38)
38
40
I
41
I
42
I I
Remarks: 1. In principle, tension test values shall not apply when required by the customer the values in the apply. 2. When tension test values or Erichsen values or both are teed for SPCC in compliance with a customer's request, the Tshall be given to the designation: SPCCT 3. In principle, the tension test shall be omitted for thickness than 0.60 nun. 4. For SPCEN, non-ageing shall be guaranteed for a period months from the date of shipment from the works. indicates performance in which stretcher strain does not during working process. The bending test shall be omitted standard tempering.
ASEP Steel Handbook -258-
Steel Flat Products 6-33
e 6-24b: Mechanical Properties (Cont'd.) Test:
DGsig
Tension test
L _____, ______- - - - - - -..- - 1 _____________ .. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ --.!
R
nc:. ti on
IYield 5tle~ath i!'~ar.
iTensi Ie
:Strength '
Va!\le!Min Viiltfe! (!'~Pal
(MFa) i
~of:1inaJ.I-,---~
_____'DiL;c,ticr, of
.n i ckness ,I I mm1inchli
Typ2 iiIl:l
!Type and
f,!e,nd!ng 3.:.qle li:Si(;0 radLls 'Direction of Isp-2cimens
:spEir.ens
:0,25 ar.d
'(0,010) ,iTemperinq! ., ,iSrJnbol '
lover
1-----+-.--,: ------1 --------.-.,--------.-! - - spec S,8,L ( d70)
---' ----------- ..-- -_.--------------------
I
SPeeT
2, )
i270 n~.
speD 43
?270
Roll i ng di i;CtiOIi
Cl os i fig '['i qhU y
:hickness period
s.
di feetieri
c_________,
In principle, tension test values shall not apply to SPCC, but when required by the customer the values in the parenthesis shall appl. 2, Whel tension test values or Erichsen values or both are guaranteed for SPCC in compliance with a customer's request. the suffix T shall be biven to the designation: SPCCT 3. In principle, the ;~nsion test shall be omitted for thickness less than 0,60 mm. 4. For SPCEN, non-ageing shall be guaranteed for a period of six months from the date of shipment from the works. Non-ageing indicates performance in which stretcher strain does not occur during working process. The bending test shall be omitted for standard tempering. 1.
are , the
\
s } ____• ___L _____ " __________ -'-________.L_______ L. ____________ , ____________ L__________
thesis
No, 3 ko 1) in,g
ASEP Steel Handbook -259-
6-34
Steel Flat Products
Table 6-25a: Mechanical Properties, SPCC, Temper-Designated Temper I I I I I Temper I Symbol I I I I I I I I Standard I S I I Tempering I I 11/8 Hard I 8 I I I I 11/4 Hard I 4 I I I I 11/2 Hard I 2 I I I I I Hard I 1 I I I I
HrB
Temper
Hv
Bending angle
Closing ti Closing ti
95-130
180'
65-80
115-150
180'
74-89
135-185
180'
85 min
170 min
Properties,
SPCC,
Tensile Strength
I
Symbol I I I , I Standard I S I I Tempering I I 11/8 Hard I 8 I I I I 11/4 Hard I 4 I I I I 11/2 Hard I 2 I I I I IHard I 1 I I I I
Inside radius
180' 50-71
Table 6-25b: Mechanical (Cont' d. ) Temper
Bending test
Hardness
(MPa) 270 min. 294-412 373-490 441-588 550 min.
10.5 times the I thickness 11. 0 times the I thickness I I
Temper-Designated I
I I I I I I I I I I I I I
I
I
ASEP Steel Handbook -260-
Elongation, %
32 min. 25 min. 10 min.
th
Steel Flat Products 6-35
Tolerance on Thickness
(,-26 : Thickness Tolerances A
Unit: mm I
Nominal Width Thickness
.;
19htly
than 0.25 to 0.40, exe1. to 0.60, excl. 0.80, exel. to 1.00, excl. to 1. 25, excl. to 1.60, exel. to 2.00, exel. to 2.50, excl. to 3.15, exel. and over
19htly
the the
Under 630
±0.03 ±0.04 ±0.05 ±0.06 ±0.06 ±0.07 ±0.08 ±0.10 ±O .12 ±O .14 ±0.16
1600 1250 to 630 to 1000 to I 1000, excl. 1250, excl. 1600, exel. and overl
±0.03 ±0.04 ±0.05 ±0.06 ±0.06 ±0.07 ±0.09 ±0.11 ±0.13 ±0.15 ±O .17
±0.03 ±0.04 ±0.05 ,0.06 ±0.07 ±O.OS ±O .10 ±O .12 ±O.14
±O .16 ±O .19
±0.06 ±0.06 ±O.o.S ±0.09 ±0.11 ±0.13 ±0.15 ±O .17 ±0.20
±0.07 ±0.09 ±0.11 ±0.13 ±0.15 ±O .17 ±0.20
I I I I I I I I I I I I I
nated I
ion, %
lin. :lin.
nino
I I I I I I I I I I I I I I
1. Tolerance on thickness, width and length are usually in accordance with Table A. 2. When tolerances stricter than those in Table A are specified, the tolerances shall comply with Table B.
ASEP Steel Handbook ·261·
• '---------_....•....._-------
T
6-36
Steel Flat Products
Unit:
Table 6-27: Thickness Tolerances B Nominal Width I INominal Thickness
I
I
Under 160
160 to 250, excl.
400 to 630,
250 to 400, excl.
1:
ILess 10.10 10.16 10.25 10.40 10.60 10.BO 11.00 11.25 11.60 1 2 . 00 1 2 . 50 1 3 . 15
than 0.10 to 0.16, excl. to 0.25, excl. to 0.40, excl. to 0.60, excl. to O.BO, excl. to 1.00, excl. to 1.25, excl. to 1.60, excl. to 2.00, excl to 2.50, excl. to 3.15, excl. and over
±O.OIO ±0.015 ±0.020 ±0.025 ±0.035 ±0.040 ±0.04 ±0.05 ±0.05 ±0.06 ±0.07 ±O.OB ±0.09
±0.020 ±0.020 ±0.025 ±0.030 ±0.04(1 ±0.04~
±0.05 ±0.05 ±0.06 ±0.07 ±O.OB ±0.09 ±O.IO
,000 ±0.030 ±0.035 ±0.040 ±0.045 ±0.05 ±0.06 ±0.06 ±0.08 ±0.09 ±O.IO ±O .11
,0.030 ±0.035 ±0.040 ±0.045 ±0.05 ±0.05 ±0.06 .to.OB ±O.OB ±0.09 ±O.IO
Remarks: 1. Tolerance on thickness, width and length are usually in ance with Table A. 2. When tolerances stricter than those ,n Table A are specified, tolerances shall comply with Table B.
Unit:
Table 6-28: Tolerance on Width
t
t
Material Nominal Width
Length Tolerances '\
Length Tolerances B
+7
+3
-0
-0
+10 -0
+4
Under 1,250
1,250 and over
ASEP Steel Handbook ·262·
-0
Steel Flat Products 6-37
,]ni t: '. 'j
6-29: Tolerance on Length
to
:l,
Material
Unit: rum Length Tolerances A
exel.
r 1,000
+10 -0 +10 -0 +15 -0 +15 -0 +20 -C'
to 2,000, excl. 030 035 .040 . 045 .05
to 3,000, excl. to 4,000, excl . to 6,000, excl.
.06 .06
.08 .09 .10 .1l
n
Length Tolerances B
+3 -0 +4 -0 +6 -0 +8
-0
Tolerance on Flatness ar:r:"rd-
fied,
Unit:
,s B
Unit:
Flatness A UNClmll0a I
Kind of Strain
1,000 to l,250,excl.! to l,600,excl.! and over !
Bow
Wavy Edge
12 15 15 20
8 9 11
~
Flatness B Center Buckle 6
8 8 9
13
Bow
Wavy Edge
Center Buckle
2 3
2 2 3
2 2 2
5
4
2
The specification shall apply to cold-rolled steel sheets 500 mm or more in width of standard temper grade. Unless otherwise specified, Flatness A shall app!y.
ASEP Steel Handbook -263-
T
6-38
Steel Flat Products
PNS 127-88
Table 6-31: Preferred Standard Thickness
Unit
Div
0.20 0.90 2.80
0.25 1. 00 3.20
0.30 1. 20
0.35 1. 40
0.40 1. 60
0.50 1. 80
0.60 2.00
0.70 2.30
Th
Table 6-32: Chemical Properties,%, max. 1
Class 1 2 3
C 0.12 0.10 0.08
Mn
P
S
0.50 0.45 0.40
0.040 0.035 0.030
0.045 0.035 0.030
2 3 1
2
3.
Table 6-33: Tensile Strength and Elongation of Tempers 1, 2, 4 and 8 Tension Test Temper
Tensile Strength, MPa
Elongation, %
8 4 2
294-412 373-490 441-588 549 min.
25 min. 10 min.
1
ASEP Steel Handbook:. ·264·'
6-34: Tensile Strength and Elongation of Tempers A and S Tension Test
Jni t: 0.80 2.50
Division bylTensile I NominallStrength Elongation,%, min. I Thickness,lMPa, min. 1 I mml 1------------------11 I 0.25 & I 0.25 to 0.40 to 0.60 to 1.00 tq 1.60 to 2.5 &1 1.60, 2.50, over I 0.60, 1.00, lover I 0.40, excl. exel. exel. excl. excl. I I I
1--------1----1 1 275 I 2 275 I 3 275 I
S
045 035 030
2, 4
32 34 36
34 36 38
36 38 40
37 39 41
38 40 42
39 41 43
I I I I
1. The tension test values do not usually apply to Class 1, unless specified by the purchaser. 2. Table 6-34 applies to steel. sheets and strips 30 mm or more .in width but does not apply to those less than 0.60 mm in thickness. 3. For temper S, Class S where non-ageing of the sheet/strip is designated, the material shall have a six-month guarantee after delivery by the manufacturer.
ASBP Steel Handbook ·265·
/
6-40
Steel Flat
Prod~cts
Table 6-35: Thickness Tolerance A
Division byl Nominal Width I Division by INominal Thickness I I Under 0.25 10 . 25 to 0.40, 10 . 40 to 0.60, 10 . 60 to 0.80, 10 . 80 to 1.00, 1 1 . 00 to 1. 20, 11 . 20 to 1. 60, 11. 60 to 2.00, 12 . 00 to 2.50, 12 . 50 to 3.20, 13 . 20 and over
excl. I, excl·1 excl·1 excl·1 excl·1 exc1. I excl. I excl. I excl I I
6·
630 to 1,000, excl.
1,000 to 1,250, excl.
1,250 to 1,600, excl.
±0.03 ±0.04 ±0.05 ±0.06 ±0.07 ±0.08 ±0.10 :1:0.11 ±0.13 ±0.15 ±0.17
±0.03 ±0.04 ±0.05 ±0.06 ±0.08 ±0.09 ±O .ll ±0.12 ±0.14 ±0.16 ±0.19
±0.06 ±0.07 ±0.09 :!;0.10 ±0.12 ±0.14 ±0.16 ±0.18 ±0.20
Table 6-36: Thickness Tolerance B I
6·
Unit:
I
DivIsion byl I Nominal Widthl I IDivision by I I Nominal Thickness I I I Under 0.10 10 ;10 to O. 16, 10 . 16 to 0.25, 10 . 25 to 0.40, 10 . 40 to 0.60, 10 . 60 to 0.80, 10 . 80 to 1. 00, 11.00 to 1. 20, 11. 20 to 1. 60, 11. 60 to 2.00, 12 . 00 to 2.50, 1 2 . 50 to 3.20, 1 3 . 20 and over
/
--1
Under 160
250 to 400, excl.
400 630, excl.
Divi Under
±0.010 ±0.015 ±0.020 ±0.025 ±0.035 ±0.040 ±0.040 ±0.050 ±0.050 ±0.060 ±0.070 ±0.080 I ±0.090
I excl. I excl. I excl. I excl·1 excl I excl·1 excl. I excl. I excl. I excl. I excl. 1
160 to 250, excl.
±0.020 ±0.020 ±0.025 ±0.030 ±0.040 ±0.045 ±0.050 ±0.050 ±0.060 ±0.070 ±0.080 ±0.090 ±0.100
ASEP Steel HandbaaL ·266·
2,000 ±0.030 ±0.035 .<0.040 ±0.045 ±0.050 ±0.050 ±0.060 ±0.060 ±0.080 ±0.090 ±0.100
4,000
Steel Flat Products 6-41
Unit:
Unit: mm
6-37: Width Tolerance A I
1,600 and over
I I I I I I
Division by Nominal Width Under 1,250
1,250 and over
+7 0
+10 0
I
±0.08 ±O. ).0 ±0.12 ±0.14 ±0.16 ±0.18 ±0.20
I
I
I
I I
I I I I
Unit: mm
6-38: Width Tolerance B Division by Nominal Width Under 1,250
1,250 and over
+3
°
°
6-39: Length Tolerance A Division by Nomillal Length excl. Under 2,000 2,000 to 4,000, excl. ±0.030 ±0.035 ±O.040 ±O.045 ±0.050 ±0.060
I
+4
4,000 to 6,000, excl.
Unit: mm
I 1 I I I I I I
ASEP Steel Handbook -267-
Tolerance +10
°
+15 0
+20
°
6-42
Steel Flat Products
Table 6-40: Length Tolerance B
, I I I I I
Division by Nominal Length Under 1, 000
I
Tolerance
I I
6
+3
I
,
2,000 to 3,000, excl.
I I I
3,000 to 4,000, excl.
a
I I I I I I I
1,000 to 2, OOO,excl.
L-
+4
a
a o o a o o o a o
+6 0 +8
0
Table 6-41: Flatness Tolerance I Classification I of Warpage I IDivision of I INominal Width I
I lunder 11,000 11,250 11,600
Buckling Wave
Elongation of Edge
0, 0,
1-------1------ - - - - 1,000 I to 1,250,excl I to 1,600,excl.l and over
8 10 12 14
12 15 15 20
Notes: 1. Buckling wave is the warpage of the entire width of strip. 2. Elongation of edge is the warpage of edges of the sheet 3. Elongation of center is the warpage of the center of strip.
ASEP Steel Handbook -268-
6 8 9 10
O. O. l. l. l. 1. 1. 1. 1.
ASTM A446M-87
e 6-42: Preferred Sheet Dimensions Recommended Thicknesses, mm
Unit: ration mter
6 8 9 10 .:1e sheet
0.el5 0.40 0.45 0.50 0.55 0.60 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1.0 1. 05 1.1 1.2 1.4 1.6 1.8
Recommended Widths, mm
2.0 2.2 2.4 2.5 2.6 2.8 3.0 3.2 3.4 3.5 3.6 3.8 4.0 4.2 4.5 4.8 5.0 5.5 6.0
300 400 500 600 800 1,000 1,200 1,500 2,000 2,500 3,000 3,500 4,000 5,000
Recommended Lengths, mm 2,000 2,500 3,000 3,500 4,000 4,500 5,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
\
r strip. he sheet
ASEP Steel Handbook ·269·
-------------------_ _ - - - _ _ ..
...
.......
...
6-44
Steel Flat Products
Table 6-43; Chemical Requirements Composition,%
I I I I I I I I I Carbon, max. I I Phosphorus, max. I I Sulfur, max. I I Copper, when copper I I steel. is specified, mini
Grade B
A
0.20 0.04 0.04 0.20
0.20 0.10 0.04 0.20
C
0.25 0.10 0.04 0.20
DA
0.40 0.20 0.04 0.20
F
E
0.20 0.04 0.04 0.20
Over
1,5C
I
A Class
or
1 and 2.
UI
the Table 6-44; Mechanical Requirements, Base Metal Yield Point, min Grade I MPa (ksi) I I I 230 (33) IA I 255 ( 37) !B I IC ! 275 ( 40 ) 345 (50) ID Class 11 345 (50) ID Class 21 8 (80) lEA 550 I 345 ( 50 ) IF I
Tensile Strength, Elongation min MPa (ksi) nun (2 in. ) %
310 360 380 450
( 45) ( 52 ) (55) (65)
570 (82) 480 (70)
20 18 16 12 12
1,50( 12
A If the Rockwell B result is 85 or higher, ro tension test is required, 8 The yield point approaches the tensile strength and since there is no halt in the gage or drop in the beam, the yield point be taken as the stress at 0.5% elongation, under load.
ASEP Steel Handbook -270-
Over
unequ the t,
Steel Flat Products 6-45
,Table 6-45a: Thickness Tolerances of Hot-Dip Galvanized Sheet A Specified Width, mm
Over 0.50 0.04 0.04 0.20
I I I I I
I :l
in 501
min,
20 18 16 12 12 ; 12 luired. nt
I I I I I I I I I I
Through 1,500
Thickness Tolerance, Plus and Minus, mm For Specified Thickness, mm S
Through 0.4
Over 0.4 Through 1.0
0.08
0.10 0.10
1,500
Over 1.0 Through 1.5 0.13 0.13
A Thickness
is measured at any point across the width not less than 10 mm from a side rdge. B Regardless of whether total thickness tolerance is specified equally or unequally, over and under, the total tolerance should be equal to twice the tabular tolerances.
hble 6-45b: Thickness Tolerances of Hot-Dip Galvanized Sheet A (Cont I d.) Specified Width,
Over
Through 1,500
1,500
mm
Thickness Tolerance, Plus and Minus, mm For Specified Thickness, mm B Over 1.5 Through 2.0
Over 2.0 Through 2.5
0.15 0.15
0.20 0.23
Over 2.5 Through 5.0 0.23 0.23
( A Thickness is measured a t any point across the width not less than 10 mm from a side edge. B Regardless of whether total thickness tolerance is specified equally or unequally, over and under, the total tolerance should be equal to twice the tabular tolerances.
ASEP Steel Handbook ·271·
I
6-46
Steel Flat Products
e
PNS 67-86
Unit:
Table 6-46: Standard Nominal Thickness 0.20 0.35 Note:
0.40 0.80
1. 00 1. 60
0.25
0.50
1. 20
0.30
0.60
The nominal thickness of sheets and coils is tte thickness of the metal in millimeter measured prior to galvanizing.
Unit:
Table 6-47: Standard Width and Length Standard Length
IStandard Width 1 1 1 1 1
760 915 1,000 1,220
1830 1830
2440 2440 2440 2440
2140 2140 2140
2750 2750
3050 3050 3050 3050
Table 6-48: Thickness Tolerance Widthl 1Nominal 1Thickness 1 IUnder 0.25 10.25 to 0.40, 0.40 to 0.60, 0.60 to 1. 00, 1. 00 to 1. 60, 1. 60
excl. exc1. excl. excl.
1 1 1 1 1 1 1 1 1
Unit:
Under 1,000
±0.04 ±0.05 ±0.06 ±0.07 ±0.09 ±0.12
1,000 to 1,220
±0.04 ±0.05 ±0.06 ±0.07 ±0.10 ±0.13
Note: 1. Thickness is measured at any point across th8 width not less mm from the side edges.
ASEP Steel Handbook ·272-
Th
Steel Flat Products 6-47
Unit:mm
e 6-49: Tolerance on Width and Length Tolerance
Division Width
+10
o
1. 40
--------------------------1
Length
+15
o
the
The actual length of coils must not be less than the nominal length.
'Uni t:
3660 3660 3660 3660
,220
ess than
ASEP Steel Handbook -273-
I I
6-48
Steel Flat Products
NOTES
ASEP Steel Handbook -274-
-~
Design Examples 7-1A
PART? DESIGN EXAMPLES
ASEP Steel Handbook -275-
7-1B Design Examples
NOTES
IXdilllJ;'.l E
~.lI' (jill1~' j
ASEP Steel Handbook -276-
E
Design Examples 7-1
CONTENTS . Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '"
" .. 7-2
. General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-3 # 1 - Desigll of a Purl in . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-6
Ie # 2
-
Desigr, o:f a Strut . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 7 17
# 3 - Design of a Beam . . . . . . . . . " ... " . . . . . . . . . . . . . . . 7-20 # 4
-
Example # 5 -
Design of a Column with Uni-Axial Rencling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-26 Design of a Column wi th
Bi-Axli'11 nc, ndin 9· . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . 7-35
ASEP Steel Handbook ·277.-
7-2 Design Examples
NOMENCLATURE
Symbol
A B DL F
/ FT
~Y LL M
MN MT P P DL
P LL r
rx
~r
Definition
Cross-sectional area Flange width of section or shorter leg of tubular section Dead load of the member Basic design stress component of inertia Basic design stress component normal to the roof Basic design stress component parallel to the roof Specified yield stress of structural steel Importance factor Live load acting on the member Bending moment Bendi.ng moment. normal to the roof Bending moment parallel to the roof Concentrated load Concentrated dead load Concentrated live load Radius of gyration Radius of gyration about x-x axi.s Radius of gyration about Y-Y axis Wind Load
ASEP Steel Handbook -278-
Design Examples 7-3
DESIGN
mm N/m MPa MPa MPa MPa N/m kN-m kN-m kN-m kN kN kN mm rom rom N/m
EXA~lPLES
A total of five design examples are of the handbook to demonstrate simple ,typical structural steel commonly using the various tables in the
presented in this Part design procedures of encountered in actual Steel Handbook.
The first example is that of a purlin. Light gage purlins comprise approximately twenty percent (20%) of the total weight of a structural steel roof structure. Normally. a purlin is considered to be a simply ed beam. but the design of which is complicated by the presence of sag rods. The purlin design is further complicated by the inclination of the roof. which prostresses along the normal and tangential axes of the purConcepts related to the design of purlins are discussed to the presentation of the calculations. Post installation of other trades which affect the integrity of the ~rlins and accessories are also discussed in order to alert the designer about some of the more common of these practices. A typical strt.t is discussed as the second example. Inexperienced designers may design a strut just to comply with the '''"WUt!rness ratio requirement of the NS. However. struts play vital role they being a lateral . For an unusually wide building. struts (together wi. th the rod braces) are critical to the structural stability under wind load paralThe first to the ridge or longitudinal axis of the buildi.ng. struts are the most critically-loaded element and deserve careful consideration. Failure to properly analyze struts result in a building collapse with its trusses behaving a "fallen" deck of cards. The third example is that of a simple. roof beam carrying a at the center. typical of a situation where wide column is required. While the calculations for a simple beam a center load is only presented in this design example. r important simple beam type commonly encountered in ice are also discussed. Examples of these are floor ng "filler" beams. Crane runway girder. although simply ASEP Steel Handbook ·279·
t
7-4 Design Examples
ed, are not really simple in design as they are subj to moving lateral traction loads, transversely and longituu",,,.. ly, in addition to vertical moving loads. To complicate design, most of the time, either a "welded" built-up asymmetri section or a combination of two rolled shapes is used. The fourth example is a column usually found in structural steel buildings. Mill building columns, "indoor" traveling cranes, are also discussed to introduce designers to other "special" columns that are encountered actual practice. ApproximC'.te manual deg concepts discussed. A preview to more "sophisticated" design methods given. Anchor bolts are also discussed. Tips on the design proach depending on the magnitude and nature of the forces on anchor bolts are also presented. Related topicS on footings also discussed. The fifth example is that of a column in a high-rise ing subjected both to simultaneous vertical load and bi-axi bending. In all probability, the design of such a bi-axi loaded column, under present "state-of-the-art", is implemlenlt& with the use of sophisticated computer analysis and software. Nevertheless, it is important that the designer aware of the design method, in order to "demystify" the process. Also, it is necessary sometimes check the output with actual "hand" calculations, just to be sure that computer is not producing garbage.
to
A brief discussion vf pertinent information useful to designer is presented prior to the actual calculations invu.Lva in the manual design process. Design concepts focused on particular examples are presented to force the designer to at the problems more intimately and have a clearer view of "design philosophy" behind the concepts. Comprehensive related to the design of the particular member are also discUSIIS to have complete perspective of the locdlized structural "vis-a-vis" the overall design of the whole structure. Information or data, not specifically provided by the were obtained from standard practices of experienced s steel designers. These data had become and adopted as good neering practice, after several years of successful ASEP Steel Handbook -280-
I
Ste
Design Examples 7-5
structural engineers, steel. fabricators and
juce ',mtered '1cepts '.uethods jesign ('ces on :Jtin'Js
j bi-ax~ ...u imp 1 emen't4 and
manufac-
Experienced steel designers will probably find the examples simple or uncomplicated. To these "elite" colleagues, their and valuable constructive criticisms are expected. On other hand, the "updated" property tables and the additional diagrams will be a wealth of information rarely published in Ie reference book. It
is
hoped that with these design examples, incorrect assumptions and practices of inexperienced design IIY.l1~ers in structural steel may be addressed and hopefully nrr'Arred. Inste2d of the slow, sad and painful learning process mistakes, it is faster, joyful and wiser to learn from the ence of others, some of whom had probably gone through the learning process themselves. the other hand, for the young civil engineers, these examples may serve as their guide, to help them in their step towards the satisfying adventure in structural steel by understanding the proper approach to the design of structural and the use of the various tables in Steel Handbook.
e that
ul to s ed on er to ew ive a di:;c.u",,,, al el
the struc good
ASEP Steel Handbook -281-
,
7-6 Design Examples
EXAMPLE # I - DESIGN OF A PURLIN
General Light gage sections are normally used as purl ins suppo roofings and as girts ing wall claddings. Lines of rods are necessary for purlin alignment and as their intermed1~ s along the weak axis. The number of lines of sag depends on the purlin span or bay distance between the trusses, rafters or frames. A sag rod spacing of about 1.50 considered i~eal for light gage purl ins. Engineers follow the sag rod spacing standard indicated below: Number of Lines
F 1 re~lu1r
Max. Bay Distance 3.00 m 4.50 m 6.00 m
1
2 3
T
The roof slope commonly used by Engineers is about 1 cal to 4 ~orizontal, except where there are constraint or spec reasons necessitating a more gentle or a steeper slope. standard or lesser roof slopes ing Galvaaized Iron (G. or asbestos roofing sheets, 51~ •..!?.1lU1) diameter sag rods are adequate. For roofs with steeper slopes ing heavy roof (such as concrete) tiles, or unusually heavy live load (such in "lahar" areas), larger diameter sag rods may be necessary. Roofing sheets are usually connected to the purl ins by of the following fasteners: (1)
(2) ( 3)
(4)
Flat G. I. straps with rivets G. I. wire straps Hook bolts, and IITek" screws/rivets
Where hook bolts are to be used, the hook should engage entire width of the lower flange of the light gage purlin and just the "down-turned" lip of the top flange of the purlin.
ASEP Steel Handbook -282-
Ir
c Ro ord us
pur
Design Examples 7-7
For
of
a typical roof, without a ridge monitor or ventilator the lowermost roof shall be provided with a truss consisting 0 ' bent sag rods (diagonals) and purlin struts rticals) in line with the straight sag rods. The ridge (space between the two ridge purl ins) shall be provided with struts only. The ~dea is to provide a positive method of ixing the alignment of the purl ins within the bay.
he .50
For a roof with a ridge monitor or ventilator frame, both lowermost and uppermost roof shall be provided with a In this special case, the pe,ak strut is no longer
Where the roof is very steep, roof slopes 40' or steeper, trussed roof s are required, so that the tangential are properly taken cared of. Otherwise, larger diameter rods are required on the upper part of the slope in addition heavier ridge purl ins. The
)e.
i3ary. is
by
gage ,n and in.
tr'lSs system is designed for the cumulative tanreaction forces (at the sag rod locations), of all the placed below the truss system. The "strutted" (top and bottom) chord of the truss system are for axial load and bi-axial bending. The compression purl ins may have to be reinforced or doubled, if
In standard roof slopes, with a truss top chord wind bracing having no distinct top chord strut~ intermediate "trussed" may also be required. The purlin flanked by top chord connections has to function as a "strutted" purl in. Roof cladding is sometimes assumed to be a rigid diaphragm. to justify this assumption, however, it shall have fixity to the purlins. This can be accomplished with use of "Tek" screws or rivets directly fastened to the top of the purlin. The other fastening systems may not efferevent relative movement along the longitudinal axis of
ASEP Steel Handbook -283(
7-8 Design Examples
Purlin Design In this particular example, the purlin is not part truss system. The roof is an inclined plane and the design thereon loads have to be resolved into normal and tangential (perpendicular and paral.'el, respecti to the roof.' The purlin is ed tangentially by lines of sag rods. The purlin behaves as a simply ed in the normal direction and as a 4-span continuous beam in tangential direction. Along the tangential spans, the purlins assumed to be as follows:
(1) (2)
(3)
The end s (at the trusses) and inte s (at sag rod locations) are co-linear. For simplici.ty, although the tangential are applied at the top flanges they are assumed to through the shear center, therefore the purl ins analyzed disregarding torsional stresses. Top flanges are effectively ed in the direction by the roofing sheets.
The design illustrates the more common Situation where purlin is used for the roof a typical building without large or end wall openings. The critical cowpressive stress is on top flange which is assumed to be full~' laterally ed the roofing sheets. The bottom flange may undergo compress stresses for dead and wind load combination, but the stresses still within the allowable values considering lateral at sag rod locations. There are special applications where the bottom flange be critical such as when there' is substantial internal or external suction. Special attention should be given following: (1) (2) (3)
Purlins on canopies, Buildings with one side open and three and Cantilevered roofs over bleacher seats.
ASEP Steel Handbuok -284-
sides
b
~n'nn'()r
Pl Si
GE
HE
rc
Design Examples 7-9
of
T
:ed in
For such situations, ordinary sag rods may not be able to provide effective lateral s against torsional buckling. Short struts (with angle connectors at both ends) instead of sag rods may be necessary. The length of the angle connector shall be equal to the depth of the purlin. Two bolts located as near as sible to the flanges shall be provided. The struts, located opposite sides of the web of the purlin, commonly connected by two bolts, will then provide the necessary stiffness to SUtlDort_ the purlin laterally, especially the bottom flange.
Lins .
to ins
ere rge on rted
cnge pressure to the
Sometimes, purl ins are made to loads which were not -considered in the origina_1_ design. These "extraneous" loads are air conditioning duc~s, sprinkler piping systems, electrical condui ts and cei lings. Furthermore, "unscrupulous" trade conhang their wares for convenience onto the purl ins using ther G.I wire, or small diameter rods, or 50 mm x 50 mm wooden Worse, wire or rod hangers are sometimes ed, not the purlin itself, but on the sag rod. So the sag rod bends pulls the purlins laterally out of alignment. The purlin sags and twists resulting in a se:lous maintenance problem. Generally, conduit pipes (for lighting purposes) and minor :piping (for sprinkler systems) may be permi tted but not electrome,cnanl1cal process piping (such as for plants and factories). ;Ceiling (on either aluminum or steel T-runners) may also be lerated but not conventional plywood ceiling on (either 50 mm x mm or 50 mm x 100 mm) nailers. Heavier non-metal roofing, such as brick, clay or concrete les, may be ed by light gage purlins with closer spacing required by design or by the method of recommended by roof tile manufact-,rer. The advantage of these type of type" of roofing is that there will be no uplift on the
ASEP Steel Handbook -285-
------------- -----.---
7-10 Design Examples
EHAMPLE #1 - DESIGN OF A PURLIN
Sht. EH 1.1
GiVE N 3pan, I.. = 5.00 rn. Roof 310pe Angle, IX = 14.030 deg. (Jurlin 3pacing, 3 = 1.00 rn. No. of Ones of Sag Rods = 3 Height of Roof = 6.00 rn. Wind Zone = 2 Exposure Category = B Irnportance factor, I = ! 70p flange fully ed laterally by roofint}.
30W710N
Wind Dead
live
7ang! DI.. LI..
\ REFERENCE
Dead I..oads: G.I. Roofing = n.on Pa Purlln & Access., say = 08.00 (Ja 7otal, rz, = 14000 pa
UVe I..oad.·
f
=
1000.00 Pa
NS Teble 2.1C
Wind I..oad. (Method 1 - Norrnal force Method) 3tagnation Pressure, qs = 1560.00 Pa Cornbined height, Exposure & Gust Coefficient, Ce = 0.07 Shape Coefficient, C'1 = - 0.90 (Suction) = 0.30 ((Jressure) Design Wind f)ressure, ~ = Ce C'1q., I Suct ion = 007(- 090)! 500.00(! ) = - 90450 Pa (Jressure = 0.67(0.30) 150000(1 ) = 30150 Pa
NSyP Fi g. 2.3-A NS Teble 2-J NOTE:
Purli ns are considered parts of pri mary frames.
Norrnal I..oads 0er Uneal Meter. DC rz, S cos IX = 140.00(100)(097) = !35.82'Nlrn 1..1... q S cos IX = !OOO.OO( !OO )(097) = 970 14 N Irn WI... ~ S =- 90450(!00) = --90450 N.'rn (Suction) = 30150(100) = 301 SO N Irn (Pressure)
Mo rnic
ate roo
ASEP Steel Handbook ·286·
-
"~"'N"',~,V~"'.''''''~_~.'';'''·
"" - Y "
1.1
EHAMPLE # 1 - DESIGN OF A PURLIN
'>tlt. f.H 1.2 FTFFRFNCF
!ad & ·jve
Tangent ial Loads Per Lineal Meter. DC q, S sin ex U ~ S sin ex
=
=
140.00(1.00) 0243 = 33.96 Nlm 1000(100) 0243 = 243.00 Nlm
DES IGN LOAD COM/3 I NAT IONS NCE
Case
# ,,' (D +
L)
WI( = 13S.82 + 97014 = I lOS 96 Nlm WT = 3396 + 24300 = 27696 N 1m
; 2.1 C
WI( Wr 2.3-A
32-J
= =
07S( I IOS.96 + 30 I 50) = 10SS.60 Nlm 07S(3396 + 0) = ;:S47 Nlm
Case #3: WI( Wr
= =
0.7S(D + WSuct. )
0.7S(l3S82 -90450) = -S7652 Nlm 07S(3396 + 0) = 2S47 Nlm
NOTE--) Case I GoVerns l
Calculat ion of Normal & Tangent lal /3endlng Moments. Most proable crit Ical sect lo'ls are at the mid-span (max. normal positiVe moment) and at a point between the 1st and 2nd line of sag rods.
ASEP Steel Handbook -287-
~~~";bC"'"
7-12 Design Examples
EHAMPLE # 1 - DES 1GN OF A PURLI N
REFERENCE
Normal /3ending Moments
S'l mm . 1.25
m
1.25
m
Part 9: Miscellaneous Tables and Date
Sag Rods
t-----'? X
MIj
Sht. EH 1.3
A
/3
327
3456
=W(yX(I.-X)
2
1.92 m
Normal /3ending Moment Diagram At Section
0 /::'"
X = ) 25 + 0.536(125) = 192 m Mw - (! !OS.96x 10-3 ) !92(S.OO - !92 )/2 , = 327 k.N-m At Section
0
(Mid-Span)
Trial
Mw = O.!25W(y /..2 = O!25(i 105.96xlO- 3 )(500l = 346 kN-m
RE Tf re
ASEP Steel Handbook -288-
Design Examples 7-13
.1.3
NCE
Sht. EH 1.4
EHAMPLE # 1 - DES IGN OF A PURLI N
REFERENCE
Tangent ial /3ending Moment ~
9: , ,eous d Dete
! 2S
0530(125)
(:4
m
=
0.07 m
~ /3
-0.0 3!
/ I"-
Mr
/ 0.0!0
Pert 9: Mi scell eneous Tebles end Dete
S'I mm
Tangent ial /3ending Moment Diagram L
=! 2S
At Sect ion Mr
m
Wr
=
276.96 N/m
0
0.0304Wr12 = 00304(27690 X ! 0- 3 )(! 25)2 = 0.0!0 kN-m
=
At Section
@
Mr = 007!4WrL2 = 0.07 ! 4 (27f, 90 X 10- 3 )( 125 i = 0.031 kN-m Trial Section: Req'd Depth
= = =
U30 5.00 X !03/ 3 0 166.07 mm
The closest I.C shape to satisfy depth requirements is an I.C !75 mm
ASEP Steel Handbook -289-
NOTE: I f den ect ion is not criticel e shell ower section mey be used.
7-14 Design Examples
EHAMPlE # 1 - DES IGN OF A PURlIl\
Sht. EH 1.5
REFERENCE
7[\/. LC n5x50X20X20 rnrn
Sx = 30.0 Xl 0 3 rnrn 3 Sy =55 xl0 3 rnrn 3
Ix = 2,021 X 10 3 rnrn'i Iy = 199 X 10 3 rnrn 'i Xc = 14.2 rnrn
Pert 3: Cold-Formed Gage Shapes
7c
y
2
sirni/(
c.g.
Xc
y Norrnal 13ending Stresses Norrnal flexural stresses at all points (1,2,3 & 4) shall be calculated using the following: fN
=
NJNI Sx
At point (j) of Sect ion 0) MN
=
327 kN-rn
0v
Sx
=
30560 rnrn3
(327xI0- 3 )1(300 xl0 3 X 10- 9) =109.00MPa
=
ASEP Steel Handbook -290-
!
Design Examples 7-15
1.5
,NCE
Sht. EH 1.6
EHAMPLE #1 - DESIGN DF A PURLIN
REFERENCE
langential /3endlng Str§sses
'3:
langentlal flexural stresses s0al/ be calculated using t0e follow Ing
ed Light apes
At pOints / & 3.
fT
=
M/3y
At points 2 & 4
fT
=
MTXc! Iy
At point @of Section@ M Iy
= =
0.0/6 kN-m /99 x /03 mm 1
fT
=
00 /6! ((! 99 x!o 411 4 / )( 10- 6))
= //2
Xc
=
/4/ mm
M('a
Similar calculations yield t0e following tabulation.
I!1/3ULAlION Of S7RESSES Moment (kN-m)
'"' <::l Q.
Normal
~ 'I) 'I)
3.27
/
- 10900
2
- /0900
- / /5.33 - / /5.33
3
/0900
/ /5.33
4
10900
/ /5.33
0.0/6
-0031'
Moment (KN-M)
~
2 3 4
-2.82 / /2 -282 //2
5.46 - 2. 16 546 - 2 i6
Z 3 4
- / / / .82 - 107.88 /06./8 / /0. /2
- /09.87 - / /749 /20.79 ( / /3./7
i--
'0
'"s:
langentlal
'I)
<::
Combined Stresses
3'/6
ASEP Steel H2ndbook ·291-
Maxlmu/li
7-16 Design Examplns
EHAMPLE # 1 - OES IGN OF A PURLI N
Sht. EH 1.7
Since the maximum compressive stress is less than the '/Jasic stress' of J23.6 Mf?a the trial section is adequate. The required minimum yield point of the materia!, fy
= 104.997/0.6
=
J74995 Mf?a T
Deflect ion The deflect ion normal to the plane of the roof shall be computed using: 970.J43 NIM E = 2x J0 8 Kf?a
WIIU =
o
/. = 5.0 M Ix = 2664 X 10 3 mm'1
5 WIILL /.4 5x970J4(JO-3)(500)'(J015) = 384 E Ix = 384(2xJ08 )(2664 XJ03) J4.82 rnm
Allowable U deflect ion for f"lexible roofing (G. I.) = U J80 = 50001 J80 = 27.778 mrn ) 0 OK.!
Part 9: Mi see 11 aneous Tables and Date Th el
me In
Doul
ASEP Steel Handbook -292-
1-!
H
1.7
Design Examples 7-17
EXAMPLE # 2 - DESIGN OF A STRUT
In the design of industrial buildings, the bottom chord of roof trusses are ed laterally by horizontal struts at regular intervals. These struts are normally designed as compression of a horizontal truss system to take care of lateral wind loads perpendicular to the end walls. These horizontal truss systems are called "braced" bays 'distributed eithe~ cortinuously or alternately along the length the building. For an "all-steel" building, it is typical to :-find the EOond bays as "braced" together wi th one or more intermebays. The bottom chord struts of the end bays are the
-t 9: Itlneous and Dtlte
The advantage of con-tinuous bottom chord struts is the -distribution of the tote l. wind force into several bays resulting _in minimum sizes for the truss . Not all the braced bays, are considered effective because of axial deformation. The advantage of having discontinuous bottom chord struts is el.imination of the struts at the "unbraced" bays. However, chord tie rods in line with the bottom chord struts are required for the alignment and lateral of the chord. The disadvantage, however, is the high uplift and forces at the bottom of the columns of the end braced bays, may require heavy anchor bolts and footings. In very rare instances, horizontal bottom chord struts may required to take care of horizontal traction crane loads from traveling cranes or traveling hoists from monorails, hanging directly from the bottom chords of roof trusses. Double angle web of trusses and diagonals of single9raced s are designed as simple struts. Single angle struts shapes eccentrically loaded or connected, are designed as compression with bending moments about one or both ipal axes.
ASEP Steel Handbook -293-
7-18 Design Examples
Bottom chord struts come in various shapes or sectionn. lightest are C-shaped light gage sections singly or two sect connected back-to-back or as a closed box. Four light formed into a box with intermediate welds on four sides or bar separators are also very popular. Circular pipes may also used but cost more than the aforementioned sh3pes.
GiVe
Lei
Ax Me Us
Bottom chord struts, like purlirs, are generally especially where there is a ceiling. 1'he strut is made to port the ceiling, air conditioning ducts and electro-mE,cIlal~l,~aJ piping. The strut becomes a beam-column instead of an axial loaded compression member as originally designed, The situation is when the strut is cut because it is on the some facilities. This may be allowed for a long building prov ed the strut is installed somewhere at the middle of the longi dinal axis of the building beyond the numb"r of braced assumed to be active for wind bracing. For a short building a few braced bays, however, this may not be tolerated. Diagonal may also function as compression struts, such as in Chevron, V- or K-bracing systems. In systems, secondary lateral suppcrts along the weak axis, may al be required for the brace if it is made up of double angles or H-shaped section. These type of steel sections are typical diagonals in self-ing antenna towers and in roof trll'''''''. with long spans.
Requ, Requi
r Try:
I
,ti -
(Q
/1",
J.()lil.JC C
KL
For unusually long struts, such as diagonal the base of a tall self-ing antenna tower, or for through-type bridges, struts are usually composed of four or two channels, with single or double lacing on the open of the composite or built-up member. I
Strut DeSign This particular example demonstrates the use of a Tee section (BWT Series) as a bottom chord strut. In this pIe it is not necessary to reduce the stresses since width-to-thickness ratio of both flange and web are within desirable values, i.e.,the reduction factor 08'= 1.0.
ASEP Steel Handbook -294-
Therei bendir.
Design Examples 7-19
[HAMPLE #2 - DES IGN DF A STRUT
Sht. EH. 2.1
Given: Length, L = 6.00 m lixial Load, (J = 4000 kN Material Yield Strength, fy = 245 M(Ja Use !3w/t--{jp Tee Shape (!3W7)
(J
~C:I====:=JIE--
(J
REFERENCE
SOWT fuN Required Slenderness I\atio: KUr = 200 Required radius of gyration.' K = 1.00 r = kU200 = (6.00x 1000)1200 = 30.00 mm
Part 1: Built- Up S ha pes
. Try' !3WT 125x!7
Ii = 2190 mm 2 : Qa = 1.00. lieal
(.h'~'c = j ~ 1'/ ---p;KUr
=
=
r x =346 mm ry =35.8 mm <-- Use thisl 2 (7[2)(2x 10 245
(6 OOx1000)132S
=
5
)
= 12694 .
167.6 say 168 Refer to ALLOWABLE
rs
Since KUr '> Cc the allowable compressiVe stress is.' fa = 3649 m(Ja Qa Qs
= =
1.00 1.00
KLir > Cc If there is no val ue for Qs on BWT Shapes Table
Capac ity, (J cap = (Qa)(Qs)(fa)(li) =(100)(100)(3649 X)03 )(2190 xI0- 6) = 7991 kN '> (J s nee hin
COMPRESSIVE STRESS Table. Val ue of Ca does not appl y when
Therefore trial section is veC/.. adeguate, f!Ven if bending due to self weigh: is inrluded.
ASEP Steel Handbook -295-
use Qs = 100
7-20 Design Examples
EXAMPLE # 3 - DESIGN OF A BEAM
General In
the design of beams, . the allowable bending stress pends on the lateral s of the compression flange. lateral is assumed for simply ed floor ing concrete slabs. Usually, filler beams wooden or steel floor joists may be considered as fully except for in cases where the joist spacing is unusually wide. It is very rare where the loaded flange of a beam has lateral . A crane runway girder is a typical example this extra ordinary condition. The principal load of a girder comes from the vertical and horizontal wheel reactions the Lraveling bridge crane. For light cranes, the end trucks saddles are provided only with two whe0.ls. Heavier cranes eight wheels per saddle not uncommon.
( (
Tt per
The traveling crane bridge cannot be considered a for the compression flange of the crane runway That is why it is not uncommon to find the top (comp'rE'SEli~ flange of crane runway girders substantially wider ~han bottom (tension) flange. For this type of crane runway the top flange alone is made to resist horizontal bending from the side thrust of the crane wheels, in addition vertical bending moment due to the traveling crane wheel In other words, the maximum stress on the top flange of runway girder is equal to: (1) (2)
The flexural stress of the crane runway girder due vertical loads, and The flexural stress of the compression flange only to the lateral loads.
For very heavy crane systems, the crane runway girder its own horizontal truss at the level of the top flange to lateral . In this situation, the top flange of the girder acts also as one of the chords of the horizontal system. Calculations are complex becaus3 the top flange as a continuous chord of the lateral truss loaded with a ASEP Steel Handbook ·296·
The
Design Examples 7-21
moving load, resulting in local horizontal bending. The most critical positioning 07 the wheels will have to be determined (probably by cut and try method) that will produce the maximum bending moment at a particular peint along the top Therefore, the maximum stress on the top flange of the runway girder is equal to:
5S
r beams pporting upported wide.
(1) (2) (3)
has mple ions 'ucks les
or with
girder. Jression) ,~han the girder, :J moment to the al of
due to only
rder to act :he :al
The flexural stress of the crane runway girder due to vertical wheel loads, plus The axial stress of the top flange as a chord of the horizontal truss, and The flexural stress of the compression flange due to lateral loads, wilen the set of wheels are positioned to produce the maXlnum horizontal bending moment.
The deflection in a crane runway girder is very critical to performance of the traveling crane bridge, that is why it is standard practice to limit its deflection to 1/1000 of the span. There had been serious maintenance problems for traveling cranes Isupp.orted by slender crane runway girders. Tile traveling crane motor gets overloaded, slows down or burns out when it starts negotiating the upward climb from the lowest point of a sagged
Inadequately designed top flanges of crane girders also serious maintenance problems on the crane runway girders. necessary that the crane rails (which are fixed to the top runway girder flange) are made parallel throughout the of the runway_ However, due to lateral buckling of the flange (during the age of the crane) or permanent lateral due to yielding, the top flange, together with the out of alignment. There
had been instances where misalignment of the crane such magnitude that the crane stalled because of side friction between the crane rails and the saddle So much friction force is generated along the inner and edges of the rails where the misaligned rails are at their t and farthest distance to each other. In very serious Icas:es, the crane gets derailed which could lead to serious damage to the collapse of the traveling crane.
ASEP Steel Handbook -297-
7-22 Design Examples
The design of crane runway girders, es!,€cially for the heavy crane systems, is rather complicated and beyond the of the presented examples, especially since there are no table properties yet for asymmetrical beam sections in this Handbook. The above discussion, however, hopes to alert ers on the special care that should be observed in the design this particular type of beam.
GIVE
Spa Con, DI U
Beam Design
fy;
The example presented in Example # 3 is that of a roof spanning two bays, carrying a roof truss at mid-span, with bottom chord directly resting on the top flange of the beam, truss is assumed to be laterally sUPJorting the beam. assumption is valid only if there is complete horizontal chord truss bracing system on both sides of the roof Otherwise, the distance between lateral s for the sion flange shall be the entire beam span.
tI1itJI
LatE
For lateral s of compact compression flanges exceeding Lc ' the allowable compressive bending stress is 0.6 Otherwise, the allowable stress becomes 0.60F y only. For sections with lateral s exceeding Lc but not more than the allowable bending stress is also 0.60F y . For lateral ports exceeding Lu ' the allowable bending stress is less 0.60F y . Normally, for ordinary welded built-up beam spans, it sufficient to use minimum fillet welds connecting the flanges the web. The minimum size of fillet welds are shown on 4.17.2A, page 4-50 of the NS. However, for beams with concentrated loads, the minimum weld has to be checked for shear stresses and increased, if necessar}.
71)
7he wit! /3/~
IX ;
rt; /3;
ASEP Steel Handbook
-23.8-
Design Examples 7-23
Ie
very scope :able of -; Steel design:lign of
beam, i th the 'im. The This bottom truss. compres)f
ges not O.65F y ' compact than L u ' al supss than
it is mges to m Table :h heavy )r actual
EHAMPLE #3 - DESIGN OF A BEAM
Sht. EH. 3.1
GIVEN P
Span, L ~ }O.O rn. Concentrated Load at Mid Span. N =36.00 kN U = 45.00 kN fy = 248 MPa Lateral , Lb ~ 5.00 rn. Minirnurn f3earn Depth = U30
0
w
8 }OO kN '
~
REFERENCE
SOLU110N Calculate f3ending Moments. Assurne self weight, w = 050 kN Irn Due to P = PU4 = 8} .00 x 1O.001 LI = 20250kN-rn Due to w ~ vIL218 = 050(} 000 )218 = 6. 25 kN-rn 70tal M =208.75kN-rn
7ry cornpact sectionfb
=
0.66 fy : }63.68 Mra
Req'd Section Modulus, Sr = Mlfb = 20875('0 6 )1(16368) = } ,275.35 x} 0 3 rnrn 3 Req'd depth
=
500(10 3 )130 ~ }66.67 rnrn
7rial Sect ion. 7he nearest qual ify ing 13W sect/on is f3W 450 x 83 with the following properties. f3121f = 625 IX = 362 X } 0 6 rnrn 4 rt = 52.3 rnrn f3 = 200 rnrn
HIAf=0}4} Sx=} ,6!lx10 3 rnrn 3 Hltw = 45.00
Part 1: Built-up
S ha pes BW Series
ASEP Steel Handbook -299-
T
I
;
7-24 Design Examples
EHAMPlE # 3 - DES IGN OF A BEAM
Sht. EH. 3.2
REFERENCE
Check. 3ection for ComJ?actness: /312tf = 025 ( 10.80 OK! flange: Web. Hltw =45.00 ( 100.00 OK! ---) 7herefore sect ion is compact. 70 be able to use an allowable bending stress of 0.06fy, the uned length of the compression flange shall not exceed the Value of Lc. Compute, La or
200/3 I fy = (200x200)lj248 = 2,540.00 mm (Lb = 138,0001(HIAf)fy = 138,0001{(0141)248) =3,940.47mm ( Lb
Req'd
=
3ince Lb is greater than Lc the allowable bending stress is limited to 0.00fy or less.
is
NS 4.5.1.4. 1 Sub- Paragraph 5
Since a roo be co
ComJ?ute Cb. M, = 0 M2 = 208.75 k.N-m Cb = 1.75 + 1.05(M, 1M2 ) - 0.3(M, IM2)2 = 1.75 since M, 1M2 =
°
Compwe: j703,000Cb fy
)703,000X 1.75 248 70.43
(
(
(
L rt
!],520,000 Cb fy
(
5.00x 10 3 52.3 95.00
(
P
(
,520 ,OOOX 1.75 248 157.60
Condition satisfied!
ASEP Steel Handbook -300-
I
Design Examples 7-25
. 3.2
Sht. EH. 3.3
EHAMPLE # 3 - DES IliN OF A BEAM
REFERENCE 1 .4.1.2 10//248
\80
fb
2
'3 -
=
[
=
[2
16.60 =
'3 -
Fy(Urt)2 ] 10.55 X lo"'eb
Formula (4.5- 6a)
13489 M(Jo
= Mlfb =
IS
NS Sec 4.5.1.4.5
248 (9560)? ] 10.')5 X I0'" XI 75 248
Req'd ,section Modulus, ,sr
1.4. 1 'graph 5
Fy
1,547.56
x 10 3
mm 3
(,sx therefore section is adequate!
,since the depth of the sect ion is less than U 30, as a roof beam, deflect ion is not crit ical and need not be computed.
ASEP Steel Handbook -301-
r
7-26 Design Examples
EXAMPLE # 4 - DESIGN OF A COLUMN WITH UNI-AXIAL BENDING
General UsuallY,columns with uni-axial bending occur on buildings such as warehouses, factories, manufacturing mill buildings (with or without traveling cranes). these structures can tolerate column braces not only for exter but also for interior columns, at all levels. The effective length factor along the minor axis, Ky axial load, ranges from 0 to less than 1.0 and is assumed 1.0 Whereas, interior columns braced along the minor axis. effective length factor along the major axis, Kx ' is usually than 1.0, for both exterior and interior columns. In this pIe, the K-values are given, but in actual practice it is sufficient to use the alignment chart as shown in Part 7 of Steel Handbook. For exterior columns ing cladding, K is made to 0.0 or less than 1.0 if the cladding is either metal. The column is fully ed 0. '.ong the minor masonry is installed directly against the column and positive dowel connections connecting the wall to flange. Partial is assumed for metal claddilg on the spacing of the girts and the type of fastene,s between cladding and the girts. Special treatment for the determination of Kx ' is for stepped columns, such as found in mill buildings with ing crane systems. An approximate yet fast method is to mine first the point of contra-flexure of the stepped which usually occurs ,,!omewhere belov' the step (connection upper and lower column). Then, tile lower column be a vertical cantilever fixed at the ground level with the column, likewise, assumed as a cantilever fixed at the line. An effective length factor of K 2.0 is used.
1
c 1
Fo r
w: s.
g, oj
cc
=
For stepped columns, two planes of columns braces usually installed. A set of column brace is installed along plane of the centerline of the upper colUlnn with cross ASEP Steel Handbook -302·
o
Design Examples 7-27
extending all the way to the truss level. The other set of column brace is located along the plane of the centerline of the runway girder (extending from the ground up to the bottom runway girder).
NG
lustrial mts and )rmally, ,xterior
for 1.0 for ,as, the 'lly more s examusually of this Ky
e
equal
lere are ., column lepending :ween the
required ,h travelo detern
sumed :the upper he
'aces long bracing
In mill buildings with indoor traveling cranes ed on columns, rod braces may be used for cross-braces above the crane runway level, where the principal stress (due mainly from wind loads coming from the end walls) is assumed to be resisted. Under this condition if the braces are not tied properly at their tersections, they may noise as they hit each other when they brate during the operation of the crane. Below the crane runway level, angle braces are used for additional strength, and ffeners against vibration. Aside from resisting, the wind load coming from the ends, the braces are subjected to longitudinal 'traction loads from the crane wheel s. For ordinary warehouses, it is usually sufficient to use brace rods for columns, especially when there are several braced bays. However, when there are few braced bays, angle braces are sometimes utilized. Cc\lumn braces and struts may be dispensed with when there are masonry walls, but not for buildings with metal sidings. Mill
buildings columns with moderate crane loads and eaves are usually designed as prismatic , with the crane runway ed on either brackets or corbels. For this system, it is necessary to install a horizontal brace, normally inclined at 45 degrees to the axis of the girder connecting between the flange of the girder and the web of the column. This is done to prevent the column from twisting due to the horizontal .traction load from the crane wheels. Weak axis bending of the upper column due to the angle brace reaction must, be investigated, otherwise, a column strut must be provided at the level of the angle brace, in order to prevent weak axis bending the column. tall mill buildings ing heavy crane loads, columns are usually used. The stepped column may be Hor a composite shipe consisting of H-shapes laced with bars. Sometimes, inner shorter columns are used to crane runway directly and independent from the columns ASEP Steel Handbook -303-
7-28 Design Examples
ing the trusses and sidings. However, both columns still connected at the top of the crane column. Usually, columns are designed as fixed at the bottom. 'rherefore, attention shall be given to the design and detailing of the and the anchor bolts. Normally, there are more than one traveling crane in a building, which may not be of the same capacity. The columns shall be designed for maximum vertical and horizu",~,~ reactions. It shall be assumed that two of the heavier are positioned in tandem, with their saddles touching, to maximum reactions on the column. It is normal practice and usually sufficient to design columns for dead and full live (crane) load, impact wind load. However, it is wise to investigate wind load plus crane load without tile payload This Situation can happen when there is a typhoon, with the not in operation, but critically parked at the column. In all cases there is only one column footing, subjected to significant overturning forces. Except where ings are directly resting on rock or "adobe," it is necessary provide stiff grade/footing tie beams along the direction to prevent differential settlements which are critical to the proper operation and minimal maintenance of traveling cranes. If the end wall is a concrete hollow block (CHB) wall, end column is considered ed laterally along the axis, but not along the major axis. In this particular the cladding is assumed to be made of corrugated galvanized (G.I) sheets. Positive lateral s are provided only horizontal struts framing into the web of the column at height.
Column Designed For Uni-Axial Bending A particular examples hereby presented in Example 4 is of a typical end column in a mill building wah metal or sidings. The lateral along the minor axis is ASEP Steel Handbook -304-
ar
berin£ , part. ,bolts S
dir Th to ba,
Design Examples 7-29
mns
he
servatively taken as the distance between horizontal column struts. The siding is rot assumed to offer any lateral . to the outer column flange. End
,e )rizontal
19n crane and 50% of full 1 load).
",hich re footssary to gitudinal are e of
he example,· zed iron. only by·· at mid-
1 is
or is
columns are usually connected to the underside of the chord of the truss and are assumed to be pinned both at the top and bottom. The top reaction is directly transferred to the bottom chord strut. If the bottom chord strut is not in line with the top of the column then the bottom chord of the truss be designed for local lateral bending. The bottom horizontal reaction of the column is resisted by anchor bolts in shear. Two anchor bolts are usually i,sufficient except where the building is exceptionally tall or the ! bay distances very wide. Since the cost of anchor bolts are just a fraction of the total structure cost, it is wise to oversize ancho~ bolts, considering that they are the most abused, neglected forgotten parts of the structure especially after rememthat the whole building is only as strong as the weakest It is good practice to provide two nuts fQr the anchor bolts where the pr2dominant stress is tension. Sometimes the horizontal base shear, for columns especially to braced bays, is large. This large shear is the horizontal reaction of the column brace, which is normally connected by a gusset plate to the column web and top of the base plate. When the anchor bolts become too large, as they have to be designed for both tension and shear, it is wise to use shear plates, welded to the underside of the base plate. The longitudinal axis of the shear plates shall be perpendicular to ~he direction of the shear force. The shear plates are located in the middle of the grooves at top of the pedestal, which are later filled with grout when base plate elevations have been verified. The shear plates react against the c0ncrete pedestal by bearing thereby relieving the stress on the anchor bolts. Actually, good design practice ignores the participation of the anchor bolts in resisting the However, the anchor bolts are then designed for the vertical component of the brace tension, which is mainly uplift on the anchor bolts. The allowable tension on the anchor bolt shall be developed by embedment. Otherwise, anchor bars or other ASEP Steel Handbook ·305·
7-30 Design Examples
effective bolts.
devices
are
used to be able to
use
shorter
Grade beams or footing tie beams connected to the shall be designed to take additional load in compression possibly additional bending if the grade or tie beam is significantly below the top of the pedestal. The footing is designed only for the vertical loads. horizontal reaction is transferred by bearing between the face of the pedestal and the ground floor slab. If the extends beyond the top of the. slab, it is designed for The footing may not be designed for overturning provided adequate slah ties are provided between the pedestal and slab.
I
f
f-
(C
.4s, of t corr.
Max ;t ;t
/3ase deter
TCL/3'W .4 \
ASEP Steel Handbook -306-
=.
Hlt0
rx It
=
=
Design Examples 7-31
ter
EHAMPLE #4- DESIGN OFA COLUMN
Sht. EH. 4.1
(With Uni-AHial Bending) '~ssion
, is
1 0""
(J
GiVen,'
=
26,00 kN
t~,d
oads. the inner ,e p,edestal r bending. vided that 1 and the
Column Heig17t, L = Lx = 900 m Weak Axis I..aleral ,, 1..,/ = Lb = 4.50m factored Axial I..oad, (J = 26,00 kN factored /3endlng Moment at mid-helgi7t of column, M = 80,00 kN-m f,/ = 248 M(Ja (Column is carrying t,-anSVerse load) REFERENCE
SOLUtiON As a start ing point, determine t17e boundary limits of t17e slenderness ratio for bot17 aXis as a main compression member, MaXimum Slenderness Ratio, Ur
=
200
Minimum rx = LX/200 = 9,OOx 10 3 /200 = 450 mm Minimum r,/ = L,//200 = 4S0x 10 3 /200 = 225 mm /3ased on an allowable bending stress of O,60f,/ determl'le t17e required section modUlUS, Req'd 3x
tvJ/fb = 80,OOx J03 /(060x248 X 10-3 ) = 537,63 X 10 3 mm 3
=
7c'L/3W 350 x 49.
A = 5 ,580
mm" H/tw = 58,33 r X = J 479 mm r t = 478 mm
/3/2tf = 9,00 Sx =697,OOXJ03 mm 3 rv = 4 1,7 mm
Part 1. Built- Up S ha pes BW Series
ASEP Steel Handbook -307-
I
7-32 Design Examples
EHAMPLE # 4 - DES IGN OF A COLUMN
Sht. EH. 4.2
(With Uni-AHi61 Bending)
.<EFERENCE
Determine the (Jllowable Com/?ressive Stress, fa: X-aXis buckling:
t..x = 9.00m r.x = 147.9 mm t..xlrx = (9.00XIO.3)1147.9 = 60.85
Y-aXis buckling:
I.y = 4S0 m Ry =41.7 mm I.y Iry = (450x 10.3)141.7 = 107.91 (--GOVeRNS!
NS Sec 4.5.1.4.1.4 1680//fy= 1680;1248 = 106.60
NS TABLE 3- 248
M
Therefore, fa = 82.44M(Ja (Interpolated)
Ci Calculate Actual Stress: fa
=:(J/A = (2600x 10- 3)1(5,580 X 10-6) . = 466M(Ja
Check comp-actness criteria: flange: /312tf
= 9.00 ( 10.8 --) ok!
Web: falfy = 4.66/248 = 0.019 (0.16
1,680
(I _374
fa) ~ fy = 1,0801248(1 - 3.74xO.0 19) = 99.10 Since (H Itw = 58.33) ( 99.10 --) ok I
Therefore the section is compact and qualifies for an allowable bending stress of 0.00fy, provided that the I.b requ irement is sat isfied.
ASEP Steel Handbook -308-
.
-)
<
[;
\
Design Examples 7-33
EHAMPLE # 4 - D(S IGN OF A COLUMN
t.2
(With Uni-AHilli Bending)
Sht. EH. 4.3
REFERENCE 4.1.4 0;,1248
Check. Lb reguirements:
/3
=
180.00 mm
200/31.ffY = 12.70x 180.00 =2.286.00 mm ProVided Lb = 4.S0x 10 3 = 4,SOO mm )2.28600 Req'd Lb
.60
=
1herefore, fb is limited to 0.60fy or less! Camp-ute for Cb: ·248
MJ
=
M2
0
=
80.00 kN-m
Cb = 1.7S +I.OS(MJ IM2)-0.3(MJ IM2)2 =
1.75
since M J 1M2
=
NS Sec. 4.5.1.4.5
0
compute: j703,000Cb fy
(
j703,000X 1.75 248
(
I
j
(
4S0x 10 3
(
478
j.
7043
"1-
L rt
(
9414
(
3,520,000 Cb fy
P,s20,000X 1.75 248 157.63
Condition satisfied! Camp-ute for the allowable bending stress, fb. fb
2
'3 -
=
[
=
[2
'3 -
fy(Lirt)2 ] lOSS x IO b Cb
fy
248 ( 94 14 )2 ] IOS5 X IO b x 175 248
= 135.81MPa
ASEP Steel Handbook -309-
Equation (4.5- 6a)
7-34 Design Examples
EHAMPLE # 4 - DES IGN OF A COLUMN (With Uni-AHilll Bending)
Sht. EH. 4.4
REFERENCE
c
Combined stresses: Calculate combined stress ratio criteria due to axial load and strong axis bending moment: Compute
falfa = 4.50172.50
Compute
fbx
=
nr'l.ces
0.062
= MISx = (80.00xI0- 3 )1(702.00xI0 3 )(l0-9) = 11396 Mra
T
Since falfa (0.15then, fa =0.062+ 11396/135.81 fa' + fbx fbx = 0.062 + 0.839 =
TJ NS Sec. 4.6.1 Equation (4.6.2)
0.901 ( 1.000 ---) OK!
Therefore, sect ion is adequate!
Ast,,,,cia
Til
1
ASEP Steel H
Design Examples 7-35
EXAMPLE # 5 - DESIGN OF A COLUMN WITH BI-AXIAL BENDING EH. 4.4
RENeE Columns subjected to bi-axial bending are common in ldings. Except for columns at elevator cores, floor-to-floor braces cannot be tolerated, due to architectural constraints. -axially loaded columns are usually components of threeolllle:n:,;ional moment frames ing gravi ty loads and/or lateral
The effective length factor for both axes is always greater 1.0 and may be more than 2.0 especi.ally for heavy columns the base of a high-rise structure. Normally, transverse applied between floor levelR are ignored and instead assumed to act at the floor levels.
4.6.1 4.6.2)
There are two ways of deg columns permitted by the NS. The first method is to analyze the structure using a 'first order" analtsis and then design the columns with a correction or magnification factor to take care of the "second order" effects which were not considered in the "first order" analysis. s ·second order" effect is popularity known as the "P-delta" effect on t~e column. In simple , this is the effect of the itional moment induced into the column equal to the column at a certain storey multiplied by the inter-storey drift column effect) shared by the top and bottom ends of the The disadvanti".ge of this method is that the required procedure, which is done manually, is often very tedious especially in the ubsence of a design post-processor. The
other method of design, is to analyze the structure the first and second order effects. Most sophisticomputer programs can handle this chore by activating a Pta switch or flag. The computer automatically calculates and !n(~o.rD·orates (as an option) the second order effects in the axial shears and moments in all frame . The subsequent design of the column would then become straight forward, like deg a short column, even without utilizing a ign post-processing software.
ASEP Steel Handbook -311-
I
7-36 Design Examples
For manual calculations, it is sufficient to use the mended K-factors or the alignment chart shown in Part 7 of Steel Handbook. Where the analysis and design is performed a sophisticated software, the K-factors are computed automat ly.
Column Designed For Bi-Axial Bending This particular example shown in Example # 5 is typical of column in a SpeCial Moment Resisting Space Frame (S~RSF) resi ing simultaneous bending moment8 along the major and minor together with an axial load. The example assumes that the and K-factors were obtained from a sophisticated computer delta" analysis with the designer ing the computer by a random check of a particular column in a certain storey the building. In the actual design of a hi-rise building, sizing of main is not enough. Just as important is the detai engineering design of the connections. The building is strong as the weakest connection an6 therefore the co detailing of the connections is very important. Addit~v .. ~ .•. detailed engineering work is required where the column is welded built-up shape or a hollow section. It is normal to partial penetration butt welds or minimurr, fillet welds for longitudinal welds for welded built-up columns. It is very convenient to use an automatic design processor, but usually the automatic design is based geometry of rolled shapes. Rolled shapes have larger than built-up shapes and therefore the resulting sizes, example, for doubler plates or continuity plates, may inadequate. The only way to use the design post-procesl!or, properly is to make the fillets welds of the built-up equal to the sizes of the corner fillets of the rolled in the computer data base. This design convenience bigger welds requiring effort to maintain weld and base mater integrity (by the observance of pre-heating and inter- temperature). Additional cost of non-destructive testing dures, such as ultrasonic or radiographic methods, are to expected. ASEP Steel Handbook -312-
shop built· neceSl splicE condu( full I
Design Examples 7-37
.e
of :·med omat~C;'H-
lical of )
lnor the ,mter r
It is considered good shop fabrication practice to stagger shop splices for flange and web plates in the production of built-up . However, there are disadvantages like the necessity for odd lengths adjacent to field splices. Where shop splir:es have to be made at a particular section, it is wise to conduct Ultrasonic Testing (UT) inspection procedures for all the full penetration butt welds. The NS code allows partial penetration butt welds for column splices located more than 910 rom from the top of the girder. However, recent studies based on actual performance show that partial penetration butt welds exhibit brittle fracture behavior. Therefore, it would be wise to use full penetration butt welds even for splices 910 rom away from the top of the girder for resisting seismic loads.
storey
g
of
e co"'''''''''''~: Addi t~V""4 umn tal to for
;ign !d on :!r fil ;~i
zes,
may :;)
:j
: will i- 'ting prclce·.... re to
ASEP Steel Handbook -313-
7-38 Design Examples
EHAMPLE # 5 - DES IGN OF A COLUMN
Sht. EH. 5.1
(With Bi-AHi!l1 Bending)
GiVen:
(J = 1,000 k.N
Colurnn Height, L = Lx = LV = 5.00 rn factored Axial Load, (J = 1,600 f<.N factored /3ending Mornents (k.N-rn)· Top. Mx = 450.00 My = 100.00 /3ot· Mx =500.00 My = 120.00 fy = 248 M(Ja Kx = 1.7 KV = 1.3 Colurnn ends free to sidesway, ern = 0.85
ffi
Mx = 450.00 My = 100.00
x
o
C>
y
VJ
'W
~
Mx = My =
REFERENCE SOLUTION The rnaxrnurn slenderness ratio for Quilding colurnns in seisrnically actiVe areas shall not exceed 00. The rninirnurn radius of gyrat ion about t!?e weak axis is:
fie
We Minirnurn rV
KLyl00 = 1.30 X 500x 10 3 /00 = 108.33 rnrn
=
/3y inspection of t!?e!3H S!?apes Tabies, only !3H 450 series colurnns qual ifV. Pert 1: Built- Up Shepe3 BW Series
TCL/3H 450 x 322 A = 41,000 rnrn 2 Hltw = 18.00 Sx = 0,550x 10 3 rnrn 3 rx = 189.O rnrn
!312tf = O.43 r t = 123.8 rnrn Sy = 2,365 XI 0.3 rnrn 3 TV = 1 13.9 rnrn
\ (.
ASEP Steel Hcndbook -314-
Design. Examples 7-39
EHAMPLE #5 - DESIGN OF A COLUMN (With BH1Hiai Bending)
5.1
Sht. Ex. 5.2 REFERENCE
Determine t0e allowable com/2rssive stress, fa SO.OO :)0.00
X-aXis buckling
KLx/rx
Y-axis buckling
KLy/."Y = )3(S.00x J03)/) )39 =57.07 (--GOVE.RNSI
T0erefore, Fa 500.00 )20.00 NCE
=
)7(SOOXJ03)1)896 =44.83
=
) mPa (Interpolated)
) 22)
NS Table 3- 248
Calculate Actual stress: fa =NA
(i,600.00X!0-3)/(4),000)!O-'" = 3902tVJpa =
C0eck coml2actness criteria: Flange.' /3/2tf Web.
=
NS Sec. 4.5.1.4.1
6.43 ( JOE --'> okl
Sub- Paragraph 2
fa/fy =3902/24800 = O. )S7 ( 0.)6
k)
NS Sec. 4.5.1.4.1
),MOC) -374 Jf9 . Fy
Sub- Paragraph 4
= (i ,6801} 248)() -374xO) S7) = 4404 Since (H Itw = i 9.3) (4404 ---'> OK! -Up
es ,e ri es
T0erefore t0e section is compact and qualifies for an allowable bending stress of 0.66Fy, provided t0at t0e Lb requirement is satisfied. C0eck Lb regwrements' Req'd Lb
/3 = 450.00 mm
200/3/0 = )270x45000 = S,7)5.00mm ProVided Lb = L = SOOx !03 = S,OOOOOmm ( 5,7 )5.0 mm =
ASEP Steel Handbook -315-
7-40 Design Examples
EHAMPLE #5 - DESIGN OFA COLUMN (With Bi-AHial Bending)
Sht. EH. 5.3
REFERENCE ,tllliowable /3ending Stresses:
7hE ber
Since the section is compact the allowable stresses are: fbx = 0.00fy 0.00x248
=
103.08 MPa
=
fby
~
122.
1.·; r i f
=
0.00fy
=
103.08 MPa
Combined Stresses:
Cmx
=
Cmy
=
f'ex = 512.00 MPa (interpolated Value) Compute f'ey: =
Ky I..by/ry
= 59.09
31025 MPa (interpolated Value)
Camp-ute Actual /3ending stresses: fbx
fby
=
Mx/sx
=
(SOO.OOxIO
=
70.34 M Pa
=
My/Sy
= (J 2000x 10
Sine unit
OBS
Kx I..bx/r x = 4722
Compute f'ex:
f'ey
f f
-J
)/(0,SSO X /0.3)( 10- 9)
-J
)/(2 ,30Sx 10.3)( 10 -9)
= S074MPa
ASEP Steel Handbook -316-
Table 9 Val ues of f'e
Design Examples 7-41
EHAMPLE # 5 - DESI GN OF A COLUMN
. 5.3
Sht. EH. 5.4
(With Bi-AHiell Bending)
NeE Combined Stresses: 7he c07ibined stress criteria for axial load and bending about both axes is:
!1 : . , , :'. '" .
,. -:
fa
-
+
fa
39.02 122.11 =
Cmy fby
(I _f'ey fa ). fby
+
Cmx fbx = fa ) fbx ( 1 - f'ex
08 5 x SO 74
+
(I -
0.320
+
~~~~s}6308 0.302
+
0.430
+
NS Eq. (4.6-1 a)
__O..,. .8-c:-S-:,-X-:,-7--,,6-"O.3C-'L__ I () -
= ) .033
.-"
/
';~20tO }0308
\'
t "-
I
I) .
) )000
Since the stress rat io is only slightly greater than unity the trial section may be considered adequate. I/,I/r
"I ,)(~
"J ~,
~,
!
~I
('
'j
(Hi"?)
ues of F'e
ASEP Steel Handbook ·317·
f
7-42 Design Examples
NOTES
ASEP Steel Handbook ·318·
Welded ts 8-lA
PART 8 WELDED TS
ASEP Steel Handbook -319-
- - - - - - - - - - ---------------------------
8-18 Welded ts
NOTes
Abbn
Requi Notes
I
c p
ASEP Steel Handbook -320-
Welded ts 8-1
CONTENTS
Abbreviations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-2 Requi rements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3 Notes To Prequalified Weld ts . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-5 Welded ts (Standard Symbols) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-7 Prequalified Welded ts Fillet Welds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-8 Complete Penetration Groove Welds . . . . . . . . . . . . , .......... 8-9 Partial Penetration Groove Welds . . . . . . . . . . . . . . . . . . . . . . . . 8-18
ASEP Steel Handbook -321-
8-2 Welded ts
ABBPEVIATIONS
AISC
American Institute of Steel
ASD
Alternative Strength Design
AWS
American Welding Society
Constru~tion
Reqt
the most ex em of with work the 1 requl for c
metal of p merel: and d, eritti, tude, hili t3 . nectec
I il
AW: TI
circuit . deviati the dep . given.
ASEP Steel Handbook -322-
Welded ts 8-3
WELDED JbINTS
Requirements The AI8C Specification and the Structural Welding Code of the American Welding Society exempt from tests and qualification most of the common welded ts used in steel structures. Such exempt ts are designated prequalified. AWS prequalification of a weld t is base(l upon experience that sound weld metal with appropriate mechanical properties can be deposited, provided work is performed in accordance with all applicable provisions of the Structural Welding Code. Among the applicable provisions are requirements for t form and geometry, which are reproduced for convenience on the following pages. Prequalification is intended only to mean that sound weld metal can be deposited and fused to the base metal. Suitability of particular ts for specific applications is not assured merely by the selection of a prequalified t form. The design and detailing for successful welded construction require consideration of factors which include, but are not limited to, magnitude, type and distribution of forces to be transmitted, accessibility, restraint to weld metal contraction, thickness of connected material, effect of residual welding stresses on connected material and distortion. In general, all fillet welds are deemed prequalified, whether illustrated or not, provided they conform to requirements of the AWS Code and the AISC ASD Specification. These prequalified ts are limited to those made by the shielded metal are, submerged are, gas metal arc (except short circuiting transfer) and flux-cored arc welding procedures. Small deviations from dimensions, angles of grooves, and variation in the depth of groove ts are permissible within the tolerances given. Other t forms and welding procedures may be employed, provided they are tested and qualified in accordance with AWS 01.1-88.
ASEP Steel Handbook ·323-
8-4 Welded ts
Most prequalified ts illustrated are also applicable for bridge construction. (See Notes to Prequalified Welded ts, immediately preceding the tables, and to prohibited types Sect. 9 of AWS Dl.1-88). For information on the subject of highly restrained weI ts, refer to the article "Commentary on Highly Restrained Welded Connections," AISC Engineering Journal, Vol. 10, No. 3rd Quarter 1973, pp.61-73. The designations such as B-Lla, B-U2, B-P3, which are on the following pages, are used in the AWS standards. welds are classified using the following convention: 1. Symbols for t Types
B C T Be TC BTC
-
butt t corner t T-t butt or corner t ~ T or corner t - butt, T or corner t
2. Symbols L U P -
for Base Metal Thickness and Penetration limited thickness, complete t penetration unlimited thickness, complete t penetration partial t penetration
Notes 1
! Br
c E
3. Symbols for Weld Types 1 - square groove 2 - single-V groove 3 - double-V groove 4 - single-bevel groove 5 - double-bevel groove 6 - single-U groove 7 - double-U groove 8 - single-J groove 9 - double-J groove 10 - flare-bevel groove
ASEP Steel Handbook -324-
J
J2:
L: M:
Welded ts 8-5
ts, ·rpes
4. Symbols for Welding Processes If not shielde~ metal arc (SMAW): S - submerged arc welding (SAW) G - gas metal arc welding (GMAW) F - flux-cored arc welding (FCAW) 5. Symbols for Welding Positions F - flat H - horizontal V - vertical OH - overhead 6. The lower case letters, e.g., a, b, c, etc., are used to differentiate between ts that would otherwise have the same t designation.
Notes To Prequalified Weld ts
ion ration
A: Not prequalified for gas metal arc welding using short circuiting transfer. B: ts welded from one side. Br: Bridge application limits the use of these ts to the horizontal position. C: Gouge root of t to sound metal before welding second side. E: Minimum effective throat E as shown in AISC Specification, Table J2.3. S as specified on drawings. J: If fillet welds are used in buildings to reinforce groove welds in corner and T-ts, they shall be equal to ~Tl but need not exceed 10 mm. Groove welds in corner and Tts in bridges shall be made with fillet welds equal to ~Tl, but not more than 10 mm. J2: If fillet w(!lds are used in buildings to reinforce groove welds in corner and T-ts, they shall be equal to ~Tl, but need not exceed 10 mm. L: Butt and T-ts are not prequalified for bridges. M: Doubl8-groove welds may have grooves of unequal depth, but the depth of the shallower groove shall be no less than ~ of the thickness of the thinner part ed.
ASEP Steel Handbook ·325·
8~6
Welded ts
Mp: Double-groove welds may have grooves of unequal provided they conform to the lim'. tations of Note E. the effective throat E, less any reduction, applies vidually to each groove. N: The orientation of the two in the ts may from 135° to 180°, provided the basic t confi (groove angle, root face, root opening) remain the and that the design throat thickness is maintained. Q: For corner and T-ts, the member orientation may changed, provided the groove angle is maintained specified. 02: The member orientation may be chC'.nged, provided groove dimensions are maintained as specified. R: The orientation of two in the t may vary 45° to 135° for corner ts and froll 45° to 90· for ts, provided the basic t configuration (groove angle, root face, root opening) remain the same and the design throat thickness is maintained. V: For corner ts, the outsid~ groove preparation be either or both , provided the basic configuration is not changed and adequate edge distance is maintained to the welding operations without excessive edge melting. Z: Effective throat E is based on ts welded flush.
BACK
Finist ContOl Root ( plug a Effec Depth or stn Specl or oth Tail(o refere, Refer<
B'lsic
or det,
Not.:
Si Neither ( 11> Ar both the
Fie
arrow.
51, wise din
Th material
this con l as well c
ASEP Steel Handbook -326-
Welded ts 8-7
WELDED TS Standard Symbols
depth, Also, indily vary lration same may be led as
__
BgSIC WELD SYMBOLS ... .•.. _ - - - _ . _ . _ - - - BACK
~
FILLET
~
PLUG OR SLOT
SQUARE
GROOVE OR BUTT _. BEVEL
V
U
-
.-----.~
J FLARE V FLARE BEVEL _•._--_.. - .._"._.--..
~
V Y
CJ I I V
\( If
SUPPLEMENTARY WELD SYMBOLS 'led the BACKI~G
SPACER
WELD ALL AROUND
FIELD WELD
0
~
cy from for
T-
(groove 'ld the ion may groove istance thout
II
-D-
-
CONTOUR FLUSH CONVEX
--
For other basic and supplementary weld symbols, see AWS A2.4-86
/'..
STANDARD LOCATION OF ELEMENTS OF A WELDING SYMBOL Finish symbol -'.-. F .-- ..-._" .. ---Contow' symbol-·--·· Root opening, depth of filling for~ A--'plug and slot welds _.__ Effective throat------~ ........ R
--
D'p," of p"poro,;O" , ,',
~_\
or strength for certain welds ' , speclflcatlon,processf-or other reference -..- T Tail(omitted when _ -reference :s not used) Reference line -"Basic weld Symbo~~. or detail reference ....
S(E;:O 0';;;
/11/ I
t
Vi
-
< ell '-} g~
-
~Groove
angle or included angle of countersink for plug welds
/---. Length of weld in mm / _'1PitCh (c. to c. spacing) ;; of welds in mm
""}
~ ~
.-.......-
. .-
/
I
pi
C
!
F "," .", " mbo'
/"Weld-all-around symbol
L © P
L'~ Arrow connecting reference line to arrowside member of tor arrow side of t,
Note. Size,weld symbol, length of weld and spacing must read in that order from left to right along the reference fine.
Neither orientation of reference line nor location of the orf'O'r'.' alter this rule. The perpendicular leg 01 t,., weld symbols must be at left.
V, V, If
Arrowood Other Side welds are of the some size unless otherwise shown. Dimensions of fillet welds must be shown on both the Arrow Side and the Other Side Symbol. Flog of fjeld-weld symbol shall'be placed above and at right angle to reference line of junction with the arrow. 11
11
Symbols op~y between obn !pt changes in direction of weld log unless governed by the all around symbol or otherwise dimensioned. l11ese symbols .do not explicitly provIde for the case that frequently occurs In struc.tuml work, where duplicate
material (such as stiffeners) occu'S on'the for side of a web or gusset plate, The fabricating industry has adopted this convention: that when the billing of the detail material discloses the existence of a member .on the for side oswell on the near Side, the welding shown for the near side sholl be duplicated on the for side.
ASEP Steel Handbook -327·
8-8 Welded ts
PREQUALIFIED WELDED TS Fillet Welds
5
{
~
)
cJ.:.:.:-:-: ..
'f;';';"::':'::"
{
~
--.-I'
~ :\~:>.
BO::lQ metal las.:! fhon 6 'hiCk
BO.:lemeral6 or more In thlckne$3
eA)
(6)
~
Maximum detailed size of fillet weld along edges
J_"'----w,
ee)
(0) Skewed T t
NOTE·:
En)E~ ~
el1(1cflve throats dependenlon rnoQnlluda ot "roofoponlnQ'Rn)~' Sub3crlptin) repreS6nl3 1,2 ,30r4.
"AnQlessm oiler than GO\ioQrees orc perm I tred; howov(lr, In such cases, The weld 15 considered to be 0 portio r jo Int. penetro1ion Qrove weld. For oddittionol reqiurcmenls for skewed T· ts> see 2,3,2.4,)f AWS OL 1-88
ASEP Steel Handbook ·328·
Welded ts 8-9
PREQUALIFIED WELDED TS Com p lete Penetration Groove We Ids Square-groove weld Butt t I B) Corner t I C)
Welding process SMAW GMAW FC AW
R , -,
+2, -0
Square groove wel Butt t I B) w
A,N
All
1
(
I----.l-~
Back gouge (except B-Li-S)
r---'--~~::~~:l~::i~8~:r------' ·:~1{::: '4 mlo
Notes
Squore- groove weld I I ) T- t IT) Corner tlC) TI Note
J
Gas Shielding for (FCAW)
:Or 4. See AWS 3.3.1.
Not req.
qualified Weld ,t tobles.
ASEP Steel Handbook -329-
I
Notes
A,e
j
J
8-10 Welded ts
PREQUALIFIED WELDED TS Complete Penetration Groove Welds Single V~groove weld ( Butt t eB)
Tolerances As defailed
Singl, Butt j
R Base
Groove preparafion , Welding process
designation
SMAW
8-U2a
t
Permitted welding
Weldinl proces
u SMAW
GMAW FCAW
B-U2a-GF
GMAW FCAW
U
SJngleN-groove weld (2) Corner t eC)
Welding
Permitted welding i
t designation
SMAW
C·U2a
U
U
GMAW FCAW
C-U2a-GF
U
U
GMtW FCAW SAW e.
ASEPSteel Handbook -330-
...
.,.
•
Welded ts 8-11
PREQ UA LIFIED WELDED JOI NTS CompletePenetration Groove Welds Single - v- groove weld (2) Butt jo'nt (B)
/""'4<---< Bock gauge
Gas Jo int Roat des ig not 10 n F,;:.:c"'T-C;::::"'I 0 pen i n g B- U2
U·
B-U2-GF
S-L2c-S
as Shielding for (FCAW)
Permitted
welding pas itions
t designation C- U2
U
U
GMAW FCAW
C-U2-GF
U
U
SAW
C-U2b'S
+2 ,- 3 Not limited tlOO 5°
R'Oto'3 f' 0 to 3
()(' 60° R'O U
C,J,R
All
f' 0 t03 ()(' 60°
Notes
Not
All
required
A,C,J,R
+2 ,- 0
!O
!2
U
_ 5°
C,J,R
F
Notes on page preceding
ASEP Steel Handbook -331-
I
8-12 Welded ts
PREQUALIFIED WELDED TS Complete Penetration Groove Welds Double-V-groove weld (3) Butt t _(B)
Back gouge
As derailed
metal thickness Groove preparafion
J oj nt designation
SMAW
B-U30
SAW
B-U3a-S
Fermitted
1- --=--c---------r----~R"o--a-t---------,----,,---------1 wet din 9 1---------;;-----,--,"1 foee positions (U :; U nli mited)
U, Specer:; 3 )( R
R' 16
F
f'Ot06
DoubJe-V-groove weld (3) Butt t (B)
K
Bock gouge
Over
_L __J
50 65 75 90 100 120 140
S l-----.--l
-4f~ metal Bose thickness
(U:: unlimited)
r_---;~;~IG~r~o~ov~'el~~:~~~=:~j Root opening Fbrmitted Root foce Groove angle
As fit up
+ 2,
f , 0 to 3 ()( :; B :: 60 0
- 0 -t 2, - 0 t 100 - 0
R'O
+ 2,-0
R '0 to 3 GMAW FCAW
SAW
B-U3-GF
U
+ 6,-0
1 :: 6 min U
01' :; /3 :;
+ 10°,-0
600
0
find $, see table ab
-lS,
+ 2,
Gos shielding for
(FCAW)
- 3
Not limited +10°-5°
+ 2, + 6,-0
+ rOO,-5°
f)
weldIng posItions
to 65 75 90 100 120 140 160
All
F
Not
GMAW FCAW SAW
ASEP Steel Handbook -332-
T
Welded ts 8-13
'S cis
PREQ UA LI FlED WELDED TS Complete Penetration Groove Welds As detailed
As f~ up
Gas shielding
for I FCAWI Groove preparation
Gas shielding
t desgnation
!,er )
'5
:5 ,0 '0 0 '0 1j
to 65 75 90 100 120 140 160
> 160
35 45 54 60 70
SMAW
B-U4a
GMAW FCAW
B-U4a-GF
I (4) IT) t (C)
Note V
80 95
or T, .;
,$, '2/31T, -61 Gas shielding for IFCAWI
Base metal th ickness
Notes
Not required
C,M,N
Gas shielcing for (FCAW)
Groove preparation
Welding process
t desfJnotion
SMAVI
TC-U4a
u
u
GMAW FCAW
TC-U4a-GF
U
U
SAW
TC-U4a-S
U
u
F
ASEP Steel Handbook -333-
J,Q ,V
8-14 Welded ts
PREQUALIFIED WELDED TS Com,plete Penetration Groove Welds Single -bevel-groove But!' t( B)
-K--
---j WeldinQ
pnocee
t designation
SMAW
B-U4b
r;MAW F'CAW
B-U4b-GF
T, Permitted welding As detailed
' As fit up
R'Oto 3 f' Oto 3 0(=45°
+2,-0 +2,-0
+10°, -0
+2.,"3 Not limited +10°,- 5 °
ASEP Steel Handbook -334-
All
Notes
Br,C,N
All
U
U
positions
Gas Shielding for (FCAW)
Not required
A,Br,S N
Welded ts 8-15
s
PREQUALIFIED WELDED TS Comp lete Penetration Groove Welds
s
r-~J'-1
,:
ng
red
A,Br,S N
Permitted welding positions
Root opening Root face Groove angle
Br,C,N TC-U4b-GF
U
U
TC-U4b-S
U
U
NoteV
Groove preparation
metal thic,kness Not ••
1
R' Oto 3 f = 0 to 3 Q' ::; 45°
+10°,-0°
-rIO o , -5°
R=O f = 3mo, or= 60°
iO +0, -3 +10, _0°
+6,-0 ±2
+2,- 0 + 2,- 0
+ 2 ,-3 Not limited
Gas shielding for (FCAW)
Notes
,J,R
All All
A,C,J R,V
Not req.
F
R,V
+rO~~5°
weld (5) As detailed
Base metal thickness t
B_U5b
TC-U5a
1-_~_-=-G;..:ro.::.ov:.:e:,:.:.re2p.::.o:.:ro,-tio.,:n'-~_--l Permttted I-(-=-U_=.::.u;;nl:::im.::,it.::.e-=-d:,.)~ Root Root welding opening face U, Spocer= 3xR
U, = 3xR
R=6
f=Ot03
"'=45°
All
R=6
f =0 to 3
ex::; 45°
All
R=IO
I =0 to 3
<>' = 30 Q
F,OH
ASEP Steel Handbook -335-
T
Gas shielding lor (FCAW)
As
mup
Notes
Br,C
M,N
C,J,M R,V
8-16 Welded ts
PREQUALIFIED
WELDED
TS
Com plete Penetration Groove Welds Single-J Butt
Double-bevel-groove weld (5) Buft (Bl
,r--*--< Bock gouge (X
I Bose metal thick ness Welding
t
(U :: unlimifed)
Gas
Root opening
s fit up
Roof face
Groove angles
SMAW
B-U5a
R:: Oro 3 f :: 0 to 3 ex :: 45°
U
f3 :: GMAW FCAW
B-U5-GF
OOto 15°
+ 2,
-0
+ 2, -0
()( +t3,
tlO O -00
U
welding it ions
tor (FCAWI
Weldln\
+ 2,- 3 Not limited
()(
+f3 +10
Proc6s6 All
SMAW
'-5
+ 2,
R'Oto 3 t'Ot03 ex :; 45° fJ :: 0° to 15°
Permitted shielding ,
GMAW FCAW
- 3
Not limited
All
Not req,
Single-J T-jolnt Corner j'
Dauble-bevel-groove weld (5) T-tCT)
Corner .
Note V
(Cl
T,
~T Permitted
Welding process
designation
SMAW
n::-U5b
GMAW FCAW
SAW
Root opening
t
Root foce
Tolerances
welding positions
Groove angle
U
U
U
TC-U~S
U
U
Welding
Process
All
U
TC-U5-GF
Gas shielding tor (FCAW)
+ 2,
R, 0 to 3 f '0 to 3 ()(=45°
;. 2, -0 + 2, -0
Not limited
+ IO~-O°
+IO~-5°
R,O f :: 5 max (X , 60"
.:to to, -5 +JO~- 0°
+ 2,-0 :t 2
+ IO~ _5°
ASE? Steel Handbook -336-
SMAW
- 3 All
F
Not required
GMAW FCAW
Welded ts 8-17
rs. ::JS
PREQUALIFIED WELDED TS Complete Penetration Groove Welds ~ Back gouge
r
T1
As Detailed
I
-jf f
As At Up
Gas
,shleldlllQ
Groove Preparation
for IFCAW).
Root
Opening
Not req.
Root
Groove Angle
Face
Gas
Groove Radius
Permitted Welding Positions
B-UB
U
R = Ot03
()(:: 45°
f
=3
r
=
10
All
B-UB-GF
U
R = Ot03
01=
f
=3
r
= 10
All
S!ngle-J~groove'
weI(
Shielding for IFCAW)
Notes
Br,C,N
(8)
T-jolnt IT) Corner jol nt I C)
, ""
As Detailed
,'
As Fit Up
eV
0
i, J
~
1 1S
Gas
Groove Preparation
shielding
for IFCAW)
t Designation
TC-UBo Nat required
U
U
U
U
Root Opening
Groove
R = 0 t03
()( = 45°
Root Face
Angle
Groove Radius
=
Permitted
Welding
Positions
f
=3
r
10
Ail
R = 0 to
f
=
3
r = 10
F,OH
R ',0 to
f' 3
r = 10
All
ASEP Steel Handbook -337-
Gas Shielding for IFCAW)
Notes
C,J,R, C,J,R,V Not required
A,e, R,V
J
8-18 Welded ts
PREQUALIFIED WELDED TS Partial Penetration Groove Welds ~--'I,--,Bock
gauge
Weld;'
Proce B Metal
Welding
t
Process
DesignatIon
SMA Square Butt ]0
B-l)6
SMAW C-U6
£,
+.
Weldin
___-+--<eOCk
Proces
gouge
SMM Single-v Butt Jail Corner J
Welding Process
t Designation
SMAW
S-U7
Gas ,hielding
(F~oAW)
Welding
Process SMAW
GUAW
FCAW
SAW
Fit-up to
ASEP Steel Handbook -338-
Welded ts 8-19
PREQUALIFIED WELDED TS Partial Penetration Groove Welds rR",""",m", ,
10 3,no 10lerance
T,
B
'"
I Thickness
t Designation
B-Plb
r---::;---,-::;--1 6 max
-
Root Opening
R
=!i. 2
As detailed
:!::..2,-0
As fit up
t 2
Permitted
Effective
Welding Positions
Throat
All
( E)
Notes
371 4
weld (2)
Base Metal Thlckneu
t Designation,
--equired
{U::un!Jmltod}
s
BC-P2
6mln
U
All
BC-P2-GF
6'mln
U
All
BC-P2-S
11 min
U
F
S
B,E,Q2
S
B,E,Q2
Fit-up tolerance ,SAW :See AWS 3.3.2:for rolled shape R nlay be 8tnmln thick plates if backing is provided.
ASEP Steel Handbook -339-
8-20 Welded ts
PREQUALIFIED WELDED TS
Partial Penetration Groove Welds
)<:. r"
DoUble-V-grooveweld 131 Butt t (BI
SIEI S I EI
Single-I
Butt jol
R
T- t
Corner
Base metal thickness
Welding
process
t designation
(U
=unlimited)
Welding
Root face
B-P3
13 min
B-P3-GF
13 mln
= 3 min Q( =60 f
0
+ 2,-0 UnlimIted
+ 10°,-00
+ 2,-0
R'O GMAW FCAW
As detailed
Grooveangle
R'O
SMAW
Tol
Root opening
f , 3 min ex = 60°
Unlimited
+10°,-0 0
prOce8~
Permitted As titup
welding posItions
throat lEI
All
S
All
S
t 3, - 2 .1:2
+ 10
0
,-5°
+ 3,- 2
± 2 + 10° -5°
SMAW
GMAW FCAW
SAW .. Flt-
R '0
SAW
B-P3-S
19 min
= 6 min ex =60 f
0
+2, -o*'
±O Unlimited
+ 10°,-0
±2
0
+ 10 ,_5 0
Flot
S
0
*Fft-up tolerance,SAW: tor rolled shapes R moy be 8mm in thIck plates if backing is provIded.
Welding
process
SMAW
See NOTe:
ASEP Steel Handbook -340-
Welded ts 8-21
TS
PREQUALIFIED WELDED TS Partial Penetration Groove Welds
)
I-groove 14} (B)
Note J2
tIT) t (C)
Note V
BTC-P4
U
BT(>F'4-'GFI6mln
U
R=O f=3mln ex = 45°
+2,-0 Unlimited +10 0 ,-0 0
+3, -2 ! 2
U
R=O (=3mln
+2,-0 Unlimited
<X=L/-')o
+10°,-0
+3,-2 ±2
---_4~--.---+--_4~-+---
TC-P4-S
Ilmln
U
Effective throat (E)
Permitted welding positions
t designation h~~~~
R=O f=6mln <X =60°
0
0 Unlimited fIO°,-Oo
tIO O,-5°
S-3
All
+ 1O~-5°
Notes B,E, J2 Q2,V
___F_,,_H____I__.______~ A,B,E, J2p2,V S-3 VPH
+2,±2 flo o,-5 0
F
S
B,E,J2 Q2,V
.. Fit-up tolerance, SAW: for rolled shOpes R may be 8mm In thick plates if backing is 'provided. -bevel-groove weld i5} t (B) oint IT) .'olnt (C)
Note V
---
t designotion BTC-P5
ition$ 8mln
All
U
fI00,-5° BTC-P5-GF 13m1n
TC-P5-S
19m1n
U
U
R=O f = 3mln ex ::: 45° R=O f = 6mln
ex:; 60
0
Unlimited
+IO~-O°
+ 3 ,- 2 ! 2 +IO~-5°
Effective throat (E)
Notes
(S,+S2) -6
E,J2,L, Mp,Q2,V
F,H V,OH
+2,
!O Un limited +I 0°,-0 0
! 2
+100, -5°
E,J2,L Mp ,Q2 ,V
F
.. Fit-up tolerance, SAW: for rolied shapes R may be 8 mm In thick plates If backing Is provided. on page
ASEP Steel Handbook -341-
- . _ . _ - - - - - - - - - - - - - - - - - - - - _....-
T
8-22 Welded ts
PREQUALIFIED
WELDED TS
Partial Penetration Groove Welds S!n'ilI.~,J·
Butt '
Single-U-groove weld (6) Butt t IB) Corner
T-t (
Corn.r Jo
nf (C)
Welding Process
Welding Process
Permitted Welding Positions
t
Desig nation
Effective ThroC1t IE)
SMAW
Notes SMAW
SMAW
BC-P6
6 min
U
All
S G,MAW FCAW
GMAW FCAW
SAW
BC-P6'GF
6 min
All
S
BC-P6-S
II min
F
S
GMAW FCAW
B,E,Q2
5°
SAW
SAW
tFlt-up tolerance ,SAW: See AWS 3.3.2;lor rolled shapes,R may be 8 mm In thick plat•• II bacl
T-)o/nt {T
Corn.r JO/11
Proceu
Werding
f
Process
Designafion
f - - - - - . - - - - - i Permitted WeldIng
Effective Throat
~~~~-+~~~~~~~-+~~~~£E~~~~~~~~~~~~~P~O~S~it~io~n~+-~I~E~)_-+~~~-i SMAW
GMAW FCAW
SAW
B-P?
B-P7-GF
B-P?- S
13min
13min
unlimIted
~::: 45° R=O f ::: 3 m:n r ::: 6 ex = 20"
All
+6,-0
s, + S2
SMAW GMAW
FCAW
+IO~-O(l
+ 2,-0
r 3,- 2
unlimited
"",-2'
+6 -0
±2
+10~-Oo
19min
SAW
SAW
F
SAW
AppI* to jn~
+Fit-up tolerance, SAW: See AWS 3.3.2; for rolled shapes, R may be 8 mm In thick pial.. II backing is provided
ASEP Steel Handbook -342-
Apples to 00
Fit-up tolef(
~lelded ts 8-23
PREOUALIFIED WELDED TS Part ial Penetration Groove Welds
s
Note V
1··-----,-----1
Jotnt Designatio
Permlftod Weldlnf,l Positions
Effective Throat
{E I
Notes
All
s
E,J2,Q2,V
All
s
E ,J2 ,Q2tV
All
s
fectlve
rhroat (E)
min
TC-PS'
6
BC-PS"
6 min
N u
s
s s
BC-PB-GF"
TC-P8-S'
min
u
All
s
I J min
u
F
s
t I m!n
u
F
s
6
provided,
Not V
~ L~t8J I-____
Permitted -,-_-:-~-__/
Welding Pot>ltions
Effective Throat {E I
All
Notes E,J2,MPP2,V
All
min
U
F
E,J2,Mp/J2,v
19 min
U
F
E,J2,Mp,Q2,V
U
F
E,J2,Mp,Q2
19
C-P9-S '.
19
Ing Is provided
min..
',',:;",'"" ',;;;;;,.,"" I nu . AWS 3.3 .• ;torrolladshopes Rmayl>e14mm In thick plote$lf baCkIng [s provided.
ASEP Steel Handbook -343·
8-24 Welded ts
PREQUALIFIED WELDED TS Part iol Penetration Groove Welds Double-J-groove Butt t (B)
Flare·beve Sun iolnt( T-Ioint( T Corner Jo
~~:..--< Buck gOUlie
"'';'' .:..;:-:.!.'
r
r Greove Preparation
';:"'o ••J------,-..--.·.----T~-·--,-·--_j Welding Process
t DesignatIon
SMAW
B-U9 B-U9-GF
Root Open Ing
Groove Angle
U
R=Oto3
a=45°
u
R = 0 to 3 a = 30°
Root
Face (=
3
(= 3
Permitted
Groove Rodlus
Welding Positions
=10
All
,= 10
All
r
Welding Process
Double-J-groove we>l(9) T-Jolnt (T) Corner (C)
SMAW
GMAW FCAW
S\W
• For colc
Groove PreparatIon
Welding Proc~ss
SMAW
t Oeslgnathm
TC-U9a
U
U
Groove Radius
3
'=10
All
(=3
, = 10
F, OH
=
, = 10
All
Root Opening
R = Ot03
ex = 45°
(=
IX=
Gos Shielding for (FCAW)
U
R TC-U9a-GF
Root Face
Permitted Welding Positions
Groove Angle
U
= Oto 3
R= Ot03
IX
= 30°
f
3
ASEP Steel Handbook -344-
Not required
Notes
9-4 Misc_ Tables and Data
PREQUALIFIED WELDED TS Partial Penetration Groove Welds weld (101
(EI ,
(C I
"7
,
r----
f- -- -
V
,
,-,'(:..~0'<.:".)-___-{ . J .".? Tl --I I
Go I i for CAW)
Not .. N
t Designation
BTC-PIO
5mln
U
7i min R=O
BTC-PIO-GF 5mln
U
f ' 5 min 7j min C, ¥,mln
R'O
SAW
T-PIO-S
min
13 min
N/A
f ' 13 min C' ~TI 2
Permitted Welding
Effective
a
Throat
Positions
(EI
•s
All
5/8 T,
J2 02 Z J2 02 Z
+ 2,-0 NotUmited -O,+Not Limited
+ 3,- 2
-/. 2,-0
1-3,-2 tU,- 2 -O,tNot Limited
All
518 T,
+2,-0 tU,-2 -0, +Not Limited
F
518 T,
Not Limited
- 0 ,+Not limited 0 Not Limited -0, +Not
limited
+ U,- 2 - O,+Not Limited
A
• For cold formed (ABOO) rectangular tUbes, C dimension is not limited (see AWS commentary).
Gas ;hlelding
for :FCAW)
Notos
Ired
I, ASEP Steel Handbook -345-
t
J2 02 Z
8-26 Welded ts
NOTES
ASEP Steel Handbook -346-
••
7
Misc. Tables and Data 9-1A
PART 9 MISCELLANEOUS TABLES AND DATA
ASEP Steel Handbook -347-
;~----------------""'---""."'$-t
9-1B MiscellQneous Tables and Data
NOTES
Abbre Simpl Canti Beams Propp Fixed Fixed· Beam
I
Beam I F
Equal
u C P
Contin Single Single
ASEP Steel Handbook -348-
Misc. Tables and Data 9-1
CONTENTS
lhh,r~",j
ations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3 ed Beams .... , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-5 Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . · .... ·· 9 - 8
Wi th Overhangs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-10 Cantilever Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-11 Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-13 j!ir:Lx'~a-End
Forces and Moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-15
DiaJrams and Formulas
,,
I.,
Table of Concentrated Load Equivalents . . . . . . . . . . . . . . . . . . 9-21 Design Properties of Continuous Beams . . . . . . . . . . . . . . . . . . . 9-23 Diagrams and Deflections For Various Static Loading Conditions . . . . . . . . . . . . . . . . . . . 9-24 Span Continuous Beams Uniformly Distributed Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-25 Central Point Loads .... , . . . . . . . . . . . . . . . . . . . . . . . . . . . ' ..... 9-26 Point Loads at Third Points of Spans . . . . . . . . . . . . . . . . . . . . 9-27
I'ir~,"+-inuous
Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-28
e Rectangular Frame Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-29 Gabled Frame Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-33
ASEP Steel Handbook -349-
t
9-2 Misc. Tables and Data
Effective Length Coefficient for Columns . . . . . . . . . . . . . . . . . . . . . 9-43' Effective Length Factors, K . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-44 ASTM Properties of Beam Cross Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-45 Sl Properties of Geometric Shapes and Structural Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-49 Properties of Geometric Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-50' Form Factor For Shear Deflections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-53 Conversion of Common Measurements From Non-SI to SI Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-54' Weights and Measures (International System of Units) ......... 9-56 Weights and Measures (United States System) . . . . . . . . . . . . . . . . . . 9-57 SI Conversion Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-58
ASEP Steel Handbook -350-
Misc. Tables and Data 9-3
, ...... 9 " ..•.•• 9
ABBREVIATIONS
American Society For Testing and Materials Systemes Internationale
, ...... 9-49 " ...... 9-50 · ...... 9-53
· ...... 9-54 · ...... 9-56 · ...... 9-57 · ...... 9-58
ASEP Steel Handbook -351-
r
9-4 Misc. Tables and Data
NOTES
ASEP Steel Handbook -352-
Misc. Tables and Data 9-5
SIMPL V ED BEAMS = force reactions = maximum bending moment
Ro. Rb M mo ,
Iy
6 ~ deflection in y direction Sma, = maximum deflection '= angles at rotation at ends of beam
eo. eo
EI = constant
wL
R=R b =2 o Mmo,
wi!
=8
L
x=2
at
wx s=-(U- 2Lx 2 +x') 24EI
I I I I
5wL4
L
x =
384EI at
Sm"
2
wL3
eo = e = 24EI b
wa
R=-(2L-a) a 2L w
~
Mmo ,
~a-+-b-1
wa 2
8L2 (2L-a)
2
Forx>a:.
2
eO =24LEI U.. + b ) =2 P
Ro
=
Ll2
+
Mmox
x
at
L orx <2:
F
6=
pi! Sma, = 48EI
e" = eb
e
wa 2
b
=
2
LX~
2
24LE,(2t -a)
P
=4
Ll2-j
a
-(2L-a) 2L
=2 PL
p
f---
Rb
=
6 =wx - - [.a 2(L+b)2-2ax 2 (L+b)+ 24LEI wa 2 8 = - - (L-x)(-a 2+4Lx-2x 2 ) 24 LEI
Forx
wa 2
Equiv. Unit. Load
x
at
at
L
=2 Px (3f - 4x 2 )
48EI
x
L
=2
pf = 16EI
ASEP Steel Handbook -353-
T
'
....
9-6 Misc. Tables and Data
SIMPLY ED BEAMS Total Equiv. Unit Load _ 8Pab - L2
Pb
Pa Rb =-L
Ro =L-
Pab
(
A~_________!~
=7
Mmax
____~B
t-a-+-b-t If x = a 2 2 6 = Pa b 3L£1
Total Equiv. Unit Load 8Pa L
=
(e-
For a;;;' b;
o
x=a
8= PbXU_2_b2_X2) 6L£1 Pb b 2 )312 8 max =
For x ";;a;
e
at
Pab = - - - (L-t- b) 6LEI
Ro
= Rb
= P
Mmox = Pa
(between loads)
Px 8=-(3aL-3a 2-x2) 6EI Pa 8 = - . . (_a 2 + 3Lx- 3x 2 ) Fora <:x.:;; L-a: 6FI _ Pa 2 2 L 8 mox - 24EI (3L - 4a) at x=-
Forx
~
a
2
eo =
Pa e = 2EI - ( L - a) b
Mo .Ro =--L
Mo
~--------"A
Mmox = Mo at 6=
M x
_0_
6LEI
Smox =
Mo Rb = L
x =0
(2L2- 3 Lx t x 2)
9~'
at
x = L
_ Mo L eo - 3EI
ASEP Steel Handbook ·354·
(1- V;) '"
0.423L
Misc. Tables and Data 9-7
II I
SIMPLY ED BEAMS I 1';-----------------. !!
Mo
Mo Ra '" - L
For o rel="nofollow">b: For
0
Rb=L
Mmax
= - -Moo L Mo 2
=b:
;':-
at
at
X =0
L
x =-2
For x'; 0: For o?i:- b:
eo = -
Mo 6lEl
2
2
- - (L - 3b I
Mo eb =--(L 6LEI
2
2
-3a )
WoL
R a =6- 3x 2
)
at
L x = ~ '" 0.577L
WOL4
5 7'ax-, -0006522
EI
at
x=0.5J QY 3L
0.423L
ASEP Steel Handbook -355-
T
9-8 Misc. Tables and Data
CANTI LEVER BEAMS = force reaction Ma = mom
Ra
Mmax = maximum bending moment 6 = deflection in y direction 6. = deflection at free end (maximum deflection in all cases tabulated) e. = angl e of rotation at free end
E I '= constant
Ra'" wL
I I I
Ma'" - Mma<
=
wL' 2
wx'
B
6= --(6L2_4Lx+X2) 24£1 WL4 wU 6 =€I = b 8E! b 6£1
Ra =
WO
For x .;; a: For
8.
~~1-A:;-------~B(
x
>-0:
Ma
= -Mmax = 2wa wx 2
wa'
8= --(4x-a) 24£1
24£1
Ma = - MmaX = PL 2
Px 8= -(3L-x) 6£1
6 = PL.' b 3£1
Ra '" P For x .,; a:
Px 2 6=-(3a-x) 6£1 .
x >- a:
Pa 2 6=-(3x-a} 6£1
For
2
6= - - (6a 2-4ax+x2) 24C!
wa' = --(4L-a)
Ra = P
Wo
ASEP Steel Handbook ·356·
Misc. Tables and Data 9 -9 ~i
, i;
,
-
CANTILEVER BEAMS
..' ~
·t lum d efiection
Ra
~o
L
B
,
=0
Mo
M x2 2£1 6 ,MoL2 b = 2£1
~
;A
I
2
a
I T]:r:-r=:=r= ' B
Mmox = Mo
6=-'
woL R =--
wor~
=-
'-
eb -
Ma =
MoL £/
WOL2
-Mmax~::: -~0
2
WoX (lOL 3 - 10ex +5Lx 2 -X 3 ) 120LEI WOL4 6, = ---9, = -Woe -) 30EI ) 24£1 6=
. •
ASEP Steel Handbook -357-
T
•
q-lO Misr. Tablp-s and Data
BEAMS WITH OVERHANGS
Ro • Rb ·= force recctions Mb = bending moment at B Mmox =- maximum positive bending moment
eo. e, = angles of rotation at s A and 8 5 e = d eflecrion at free end C angle of rotation at free end C
ee '"
R ",J!.(Lta)" b 2L wa"
Mb "'--2 For L >a:
.
IY(" 80 L -
Mmox '"
wL (2a 2_L2) e o '" 24'£1
5 '" c
e '" b
ec '" 24£1 ~ (4a'+40 2 L - L') wa"
A~~-------B~~C p
tC
R '" wa (2L tal 2L
b
wa'
Mb " ' -2-
eo '"
wa 2 L 12£1
wa'L
ab "'-6£1
Mb '" -Po
e '" o
PaL 6£1
e
b '"
PaL 3£1
ASEP Steel Handbook ·358·
2)2
2
at
_L- a x -
wL.(4a'_L 2 ) 24£1
wa (3a'+ 4a 2L-L') 24£1
Ra '" - 2L
a
2
-----u
Misc. Tables and Data 9-11
PROPPED CANTrLLEVER BEAMS 8 moment >rts A and 8
Ro , R b " force reactions Mb = moment reaction V = shear force M = bending moment
c
M, = maximum positive bending moment M2 = mayirnum negative bending moment 8 = deflection in Y direction
L2_
Smax = maximum deflection = angle of rotation at end A of beam
eo
a2
x = ---;:-,----" 2L
w
J
_~\-'-I--,--,-IS--,----,--lI'---'.I--LI--,--I v.
o~ xI
6
3L
=8
WX = __ (L3 __ 3Lx2 +2X3 )
tiBET
Smax
=0.005416
wL4 El
at
X
=0.4215L
WL3
eo = 48£1
ASEP Steel Handbook -359-
1
9-12 Misc. Tables and Data
PROPPED CANTILEVER BEAMS Pb 2 Ro= 1;(=-(2Lt-a) a 2L"
I
A
A
I
P
Pa R =-\1, =-(3L2 b b 2L'
B~
.
-
(
a2 )
Ma
Pab Mb =-M2 = 2L'{Lt-a)
Ra
Pab 2 M =-(2L+a) I 2L"
f-- a -+-b--j
For x <:; a:
5=
Forx;;. a:
5
=
Pb 2 x
(3aL2- 2Lx2_ ax 2 )
12L" £1
t
Pa (L-x)2{3L 2 x-a 2x-2a'L) J2L"£1
Fora (;{j2- I)L~OAI42L;
5
(L' _a')"
Pa max
For a>
= -
3£1 {3L2- a 2)2
at x =
{L ' +,,2)L 3L 2
-
0i--
a2
mox
=
6£1
;-a
vi2~
o~
x=L4L:a
2
Pab eo = 4L£1
r;Mo ~A
B
~
0
v.1 a
"'--v
Iv.b
M2 ,
3Mo Ro=-R =. b 2L
~ f--
3Mo Va = Vb = 2L
Vac
M =-M2 = Mo
OI-
2
b
Mox 5= 4L£/{L-x)2
5 max
C
{Vi- I)L '" OAI42L: Pab 2
5
Va
= MoL' 27£1
at
x
MoL eo = 4£1
ASEP Steel Handbook -360-
L
=-
3
I
o~ M2
.. -._--,--'"_.,,---.'."'
•
Misc. Tables and Data 9-13
FIXED - END BEAMS •• ....
Ra , Rb = force reactions Ma , Mb = moment reactions V = sh ear force M = bending moment M, = maximum positive bending moment M 2 , M, = maximum negative bending moments S = deflection in y direction
E I = constant
Smax
= maximum
deflect ion
WL2
)_ 2
Ma =Mb =-M2 =12 -
+ a2)L
wU M, = 24
3L 2 - a 2
L
x,
at
wx 2
S = 24£1 (L - x) 2
.;
wL4
L
atx=-2
S max = 384EI
IP
~A
)
t
B
I---L/2 -+I-L/2
>
•..
2
=
V
~ Ra
--I
C-V
~I
~
PL
M I =8For x>(-:
·. 0 /t<M 2
P
= - Vb = "2
~M
at
L 2
M,
Mb7Z,~
= Va
Ma =Mb =-M2
~x,-L __-,I'/"
.)
= Rb
Smax
=
PL' 192 EI
PL
=8
L
x I = 2Px 2
S=--(3L-4x) 48EI at
x
= .l::.-
2
ASEP Steel Handbook ·361::
'2
9-14 Misc. Tables and Data
FIXED - END BEAMS
( B~ I b-/
~A
I
a
~l.~v_-I
1Vb
MI
0 M2
Pb z L' PaZ Rb = - Vb = -(3b +0) L' Pab' Ma =-M, = L' Prlb Mb =-M3 = - L2 22 2Pa b M, = at x, = a L" Ptlx" For x <:;;;0: 6 = - - (3aL- 2ax- Lx) 6L"E! 2Pa"b" 2aL Fora;;'b: 8 max = at x = 20+L 3£!(20+ L)2 R.=v. = -(3a+bl
I M3
ASEP Steel Handllook -362-
t=l-
hI ~
~ ~(
Misc. Tables and Data 9-15
FIXED - END FORCES AND MOMENTS w
, I , A
f II
I
~
8
'!--Ll2--J
R = 13wL a 32
Rb = 3wL 32
Ma = " wU
M ---
192
Ra
B~
2aL X = 2a+L
~ 5!
[trj
I
ta~
~A I f-a~
~A
I
La~
IS
fi
-
(2L3 - 20 2Li-0 3 )
w0 3
Rb = 2L" (2L- 0)
wa 2
M = (6L2- 80L -t- 30 2 ) a 12L"
Mb
w
= 2L" -wa
b
5wL 2 192
=
W0 3
12L2 (4L- 30)
= wa
Ra = Rb
w0 2
Ma=Mb = 6L (3L- 20)
w
j
I
8
~
la--J I
B
~
M
a
= Mb
2:
w
= - ( L 3_ 60 2L i-4a 3 )
12L
[(L- 0)3(L '- 0) - b 3(2L-b)]
Ra
=
Rb
=~
Ma
= ~ ~L-
0)3(L +30) - b 3(4L'- 3b0
Mb
= ~ I(L 12L L
b)3(Li-3b) - 03(4L- 30)1
3
2L"
12L
f(L - b)3(L-t- b) -03(2L- 00
J
L'
L
J
J
ASEP steel Handbook ·363-
t
=
9-16 Misc. Tables and Data
FIXED- END FORCES AND MOMENTS
~A
p
P
!
B~
I
R, = Rb = P
Mo
P
p
~A
!
I
8
~
f..-L/3+ L/3-+-L/3-j
p
p
Po
= Mb = T(L - a)
R, = Rb =P
2PL Mo=Mb=-
9
p
~ I J I ~ ~. L/4+ L/4+- L/4 L/4-j
t
3P
Ro = Rb
=2
5PL
16
Mo = Mb =
n equal spaces; n -1 loads
p
p
l --- ~ 8~
~A ~
~A
L a=-
p
P
1
p
t
8~
n
_R_(n-IlP
Ra -
b-
2 PL(n' -I)
Mo
= Mb =
Ro
= - Rb =
Mo
= - Mb = -.
-'-----'-
12n
P -3
l:.
Po
L
(L3
-
6a' L +
'
(L - o)(L - 20)
3M
Ro =-Rb = - -o 2L
Mo =-Mb=- _Mo
4
ASEP Steel Handbook -364-
40')
.'
,
.. '
Misc. Tables and Data 9-17
. ,..
..• '
," .
NTS
FIXED - END FORCES AND MOMENTS
<
.
.
',
- - - - , ..•• , i
(to
~A
I,
I
a
' •.
·1·
B~
b-j
,
.
~l ~L/2-
_ 9woL R0 - 40
Bf --L/2----j
Mo=
R
= a
B~
R _ woL b
23wo L 2 960-
-
40
7woL'
Mb = - 960
WoO (IOL'-50 2 L"t20') 20L' . 3
R b
= Wo 03 (5L 20L
20)
W 02
M =_o-(10L"-IOoL+30 2 ) a 60L 2 Wo03
Mb =60L 2 (5L-30)
~~ ~Ll2-+-L/2~
woL
Ro =Rb = 4 W O L2
Mo =Mb = - 32 WoO
Ro =Rb=2 . W0 02(2 M=M=-L-o ) a b 12 L
ASEP St. eel Handbook
·365·
9-18 Misc. Tables and Data
FIXED - END FORCES AND MOMENTS ~wo
~AI---Ll2~
B~
L/2---j
Ro=
29wo L 160
Rb=
M _ 3woL2 b - 160
M = woL2 a 30 w 0 R. _0_3 (IOL3 a 20L
=
~ A~ ---cerrO I
WO
B~
a
Ilwo L 160
-
150 2L +80 3 )
W 03 R =_0_ (15L-80) b 20 L' W 02 M =_o_(IOL2_ /50L+602) a 30L" Wo 0 3 '-- Mb= (5L~40) 20L"
l~~
\
~A ~ B~
WO Ro = Rb = 4(L- 20)
~L/2
L/2~
~a~b~b~a~
~~ ~B
WO
~~ A~
a---i
f---a
~ lf11T-+- BI f---L/2
.
Ll2---j
woL Ro=Rb = ~
M -M _ 5wO L2 0-
b-
96
Wb Mo= Mb = 4~L (0':'2+ 40L-40 2 ) Wo 0 Ro = Rb = -2WO 0 2 Mo=Mb= 12L(4L-30)
Parabolic load Ro = Rb =
3woL
woL 2 Ma=Mb=--
15
ASEP Steel Handbook ·366·
\;.
,
h •••
Misc. Tables and Data 9-19 :. .[,
...
:NTS
FIXED - END FORCES AND MOMENTS
i
. ·1)1
-. Ra =-Rb - -M Ma -
=
I 2 ElL L'
_ 6EIL b--cr
i 6EI8
Ra =-Rb = -L-2 M
= 4£18.
L
a
•••••
Beam with right end simply ed
M(~ tRI
.
J
[
~
tRz
R,
=
R2
= Rb
M
,=
Ra
Ma
:
+
3Mb 2L
3Mb --2L Mb +-
2
where Ra, R b , Ma , and Mb are found for a beam with both ends fixed :
Beam with left end simply ed
R, = Ra :
:
i£ fRJ
~~
fR2 2
R2
3Ma
--U 3M
a = Rb + 2L -Ma
M.= Mb
+2
where R a , R b , M a , and M bore fou nd tor a beam with both ends fixed
•
ASEP Steel Handbook -367-
r
, 9-20 Misc. Tables and Data
FI XED - END FORCES AND MOMENTS n
Wo
4
Wo
~~~~ 1
Ll2
I
LI2
00
.17 Wo L2
384
.I 2
Wo
RA
A
~Alllill Db~Wo ~B
~I
L
~
=Re = -
Wo
MA = Me =
Wo
Me =
-24
%0
RA =
- -3
( L-o)
2 12
[ L2_
[2 2
3
0 ] 1.:-0 (2-y)
2tJ 4
(10L3 - 350 2L+300 3 )
10L
Wo
A~~
~:.J
~B
J
R
Wo 0 3
= --3
~\
MA
=
Me =
5 (35L-300)
101.:
~02 2 2 ( 30L - 700L +450 ) 2 30L Wo0 3 (35L-450) 30L2
ASEP Steel Handbook ·368-
a: Maxim! b: Pinned Fixed t Maxim
Misc. Tables and Data 9-21
BEAM DIAGRAMS AND FORMULAS Table of Concentrated Load Equivalents
~NTS n
00
Loading
j.
p
t
2
e f 9 a b
p
p
c
I I
3
f }]
d
e f
'1
4
a b c
p
p
p
I I I p
5
p
p
e f 9 a b c d
p
Itl!
....
~
f g
MaXimum positive moment: a XPX L Maximum negative moment: b x P xL Pinned end re action: c x P Fixed end reaction: d x P Maximum deflection:ex PL3/EI
~
0.0417 0.0703 0.0833 0.1250 0.3750 0.5000 0.5000 0.6250 0.0026 0.0054 0.0130 0.6667 1.0000 1.0000 0.3000 1.0000 0.4151 0.1250 0.1563 0.2500 0.1875 0.1250 0.5000 0.3125 0.5000 0.6875 0.0093 0.0052 0.0208 1.5000 1.0000 2.0000 0.8000 0.4770 0.4000 0.3333 0.2222 O. II I I 0.3333 0.2222 0.6667 1.0000 1.3333 1.0000 0.0152 0.0077 0.0355 2.6667 2.6667 1.7778 0.4381 0.3333 1.0222 0.5000 0.2656 0.1875 0.4688 0.3125 I. 03 I 3 1.5000 1.9688 1.5000 0.0104 0.0495 0.0209 3.7500 2.5000 4.0000 0.9500 0.428 I 0.3200 0 .. 6000 0.3600 0.2000 0.6000 004000 2.0000 1.4000 2.6000 2.0000 .0.0630 0.0265 0.0130 4.8000 4.8000 3.2000 1.0080 0.4238 0.3120 EqUivalent simple span uniform load: f xP Deflection coeff. for equivalent simple span uniform load: g Number of equal load spaces: n Span of beam:L
ASEP Steel Handbook -369-
.
Both Ends
-
e
..
A
Beam Fixed
-
d
i
....
Beam Fixed One End ed at Other
0.1250
a b c d e f g a b c d
~
••••
2-
Coeff.
Simple Beam
T
~
9-22 Misc. Tables and Data
BEAM DIAGRAMS AND FORMULAS Table of Concentrated Load Equivalents CONTINUOUS BEAM -THREE EQUAL SPANS, ONE END SPAN UNLOADED
wi
A
( I I I I II
III
wI
II I 11111 I r~11111 I I ~II 1111 I I :f~
RA = 0.383wl 0.383 wi
RB = 1.20wl
No.
l
iD
Rc = 0.450wl
RD
= -0.033,/l
0.583wZ
0.033wl 0.617wZ 0,417wl -0.11671'112 +0.0735wI 2 +0.0534wI 2 -0.0333wI2
SHEAR
2
•
0.033wl· 3
4
MOMENT 0.3831 I::. Max. (0.430 1
trom A) : O.OO!l9wI 4 / E!
CONTINUOUS BEAM- THREE EQUAL
SPANS-~ND
wI
wI
AeJ:1::r~~~ RA=0,450wl
k-
0,450wliw,= SHEAR
5
SPANS LOADED
tl~IIIIIIII}TT1~1)
I
?:e
(even
RD"0,450wl
Rs=0.550wl Rc=0.550wl 0.550ui 0.550 w
!
0,450wl ?:7
-0.050wI2
I'
(odd J
+0.1013 WZ2
kITrrn~TIT~YD·UU.J~~~U~UJ
MOMENT 0,4501
n
0,4501
Typlcc Span Loadif
6 Max, (0.479/ from A or OJ : O.0099d 4 /EI
e
CONTINUOUS SEAM-THRSE EQUAL SPANS-ALLSPANS LOADED
A
wi
EIII
; IIIII
RA =0.400wl
~r[l
wZ crr;I'
R s =1.IOwl
c
"\]!~III"III;IIII'D Rc=I.IOwl
O.40Ow I Itr:n=_.;;0~.5~0:f°aWml:fn~n;;;~0:;;.6:;:0~OaWJ:ldR~o:~~~==~ 0.400 wI 0.600 wi -0.1 Owl' -0.10')wI2 2 +0.080wI +0.025wI 2 +0.080w1 2
0.5001 0.5001 6 Mox. (o.446ltromA or OJ :,O.0069wt4/EI
::;;
RD=0.400wl
SHEAR
MOMENT 0.4001
'" E "0
~
wI
O.400Z
r
'"
c 0 ;:: 0
0
I-~'" "c >0
".-'"
.- c
~"
5E
uCi
ASEP Steel Handbook ·370-
,
"
0:
-
I
, I
,,
C
1
..
Misc. Tables and Data 9-23
BEAM DIAGRAMS AND FORMULAS Design Properties Of Cantilevered Beams
's •
'J
Equal Loads, Equally Spaced
!
System
No. Span
)33wl Iwl
<
2
"
~
A
ri
... '&I c
"
3
"
._- r-
?6
(even;
Owl
It§!
..'"
~
<=
E 0 ;:;;
)wl
'f'Y
•
~
tM~1 I~ ~~~
'!;'>'
wI
~1
l'~ "1!>'
F
G
~1wl~ H
~,@M&
1
"1'>'
H
11 ! ,>
,>
,>
0.833 2.233 0.875 2.125 2.167 2.208 I. 9158 2.000
x x x x x x x x
P P P P P P P P
1.250 x 3.500 x 1.333 x 3.167 x 3.250 x 3.333 x 2.917 x 3.000 x
0.172 0.125 0.220 0.204 0.157 0.147
x x x x x x
L
0.250 0.200 0.333 0.308 0.273 0.250
x x x x x x
L L L L L L
0.200 x L 0.143xL 0.250 x L 0.231 x L 0.182xL 0.167 xL
E
a
b
c d
e f
L L L L
0.250 0.278 0.167 0.083 0.139
x x x x x
~
D
F
p p
C
'1~ "i'Y
G
•c
~
1('9
p
p
1l l 1 1
l
P P P P P P P P
c
~l D
4
2" "2
x x x x x x x x
PL PL PL PL PL
A
"1'.y
H
3
!
~
H
2 p
•
'®!
F
iiii,· ~I I ~) ~"H'rl·.. H ~) H I-M rr.\{1 ~'I "1'>'
-
G~
0.414 I. 172 0.438 1.063 1.086 1.109 0.977 1.000
F G
°6
H
~7-t
I~
t$\1
A
0
-c ~" §E
'\4JJ
(l~ftl .-
~}'
D
D
0.167 x 0.188 x 0.125 x 0.083 x 0.104 x
H
.
G
l'~ "!'3I
~I
PL PL PL PL PL
.."
>0
..c
'&I
x x x x x
0::
~'" .,c
~1 0
0.086 0.096 0.063 0.039 0.051
0
.... -'"
A
M, M2 M. M4 M.
'"0
-;::
F
00
B
<=
c
H'iiiY
I~~~
t
.'
O'H
~
C
Typical Span Loading
.. .
~
4 A
.Jwl
n
'&I
0
-----.~-----.
A
2:7 (odd)
4>\1
'&I
'IV'
c
5
A
~I i~ aw-~G ...
.,
t~ 0
.
\('1)1
~
'&
A
4
B
~y~ E E
...
•
#1
,>
~
'®I
5 p
11 1 1 1 1 1 p
r
r
,>
PL PL PL PL PL
0.333 0.375 0.250 0.167 0.208
x x x x x
PL PL PL PL PL
0.429 0.480 0.300 0.171 0.249
x x x x x
PL PL PL PL PL
P P P P P P P P
1.667 4.667 1.760 4.250 4,333 4.417 3.917 4.000
x x x x x x x x
P P P P P P P P
2.071 5.857 2.200 5.300 5.429 5.1557 4.871 5.000
x x x x x x x x
P P P P P P P P
0.176 x 0.130 x 0.229x 0.203x 0.160 x 0.150x
L L L L L L
0.182 xL 0.143 xL 0.222 x L 0.211 x L 0.176 x L 0.167xL
ASEP Steel Handbook -371-
rIt.
9-24 Misc. Tables and Data
BEAM DIAGRAMS AND DEFLECTIONS For Various Static Loading Conditions CONTINUOUS BEAM -FOUR EQUAL SPANS- THIRD SPAN UNLOADED
wi
'wi
wi
ACFQ~!~!t~ll~!!:tC RA '0.380wl
0.380wl
R e '1.223w1
,f~!!I!!;!!!!!!tE
I
Rc' 0.357 wi
0.603 wi
R 0' 0.598w1
R
0
E'
.442w
I
0.558wl
SHEAR
0.397 w I
0.040 wi
-0.1205w/"
-0.0179 wi· +0.0611 wi"
+0.072 w/"
MOMENT
0.442 wi
-0.058 wi· +0.0977w1·
0.603/ o Max. (0.475l1rom El:: O.o094WZ4/cl
CONTINUOUS BEAM - FOUR EQUAL SPANS· LOAD FIRST AND THIRD SPANS
En;n1t wi
A
wi
.
1=r=~~J;!;;g1!;i;i11!~!Q;!!;g!1;Jji!tF"D==1= = j
B R. '0.446w1 Re '0.572wl 0.446w/
0.018wl
SHEAR
RC' 0.464wl
IE R E ' - 0.054wl 'Tn.0.462w/ln= 0.054w/I..-.,..,::JD'==j0.054WI
0.554wl -0.0536wl·
I
'"'40.5i8Wi
-0.0357w/"
-0.0536 wi"
+0~.0~8~0~5~W~I;2~IDnII:o::r"",=-!
+0.0996 wj2
MOMENT
Ro' 0.572 wi
0.4461
0.518/ 6 Max, (Q.477lfrom A) : O,0097WI 4 /EI
CONTINUOUS BEAM - FOUR EQUAL SPANS- ALL SPANS LOADED
A
t'
wi I I I I I I; II
RA' 0.393wl
0.393 wi
WI
5!=~' 'J'~ Re' I.I43wl
0.536 w/
SHEAR
wi I II ! I
wi
~I I Imr:!TT~[JmJ E
Rc' 0.928w1
Ro' 1.143w/
RE' 0.393wl
0 .464w 1TJ-:lI?:":-",O;,;.6~07:rrwrl~-,::,:::,?,,,,:-~"=III 0.464 wI 0.536 wI 0.393 wi
-0.1071 wt" +0.0772 wi"
MOMEN
.3931
.5361 6
M~~:{O,440;~rom
Aand E):: O.006!5wZ 4 /EI
ASEP Steel
Handbo~k
·372·
)
Misc. Tables and Data 9-25
-----.
;
EQUAL SPAN CONTINUOUS SEA MS UNIFORMLY DISTRIBUTED LOADS
I! 12wZ
!
!wl
.
.!
Moment = c oe fficient x W x L Reaction = c oe fficient x W where W is the UDL. o.n one span o.nly and L is one span
.
~', '"
0.0.7g
'---,.-......
;~O;"i.iV
,
~ ~ W,
~f
W-,,-
~r= 0../01
\() r---
054wZ
~Y
4wl
W" 0..0.94 -(>.10. 7
W"
- ...-'"
Q 0
-0100
0..0.25
1
w\
1lI1
0.075
W"
0..0.80.
-0..0.50.
W-" 0./01
-0..0.50
~k
vi
-0..0.33
0.0.54
~t
+ 0.017
-0..067
~t >1\
W,
3f ~t
- 0..050.
~t
"i
-;f0.63 \ -- ::~
-0..0.50.
-0.117
0.073
~t
"0..0.70. A:'
W,
gf
• ~I
W..
~r
"l
'" C).
-0..10.0
0.080
'ANS
/m
~ -0..071
Wi\.
-0..10.7 0.0.77
~ d
!!
W,
-0..121
0.0.72
§l
-0..036
wi
W\
-0..0.18
-0..0.58
006~ W'-- -0.107
~f W\
W, 0..0.98
-0.0.36
~~r------~~*~t==~0.~·0.~5~6~~~~.t~~0.~0.~5~6==~~.t~---~ W\ 0..094
-!~67
+0.0170.
~r
-0..049
~~
W\
-0..0.54
-0.305
~t
+0.0.14
ASEP Steel Handbook ·373·
0
~~
9-26 Misc. Tables and Data
EQUAL SPAN CONTINUOUS BEAMS CENTRAL POINT LOADS Moment = coefficient x W x L Reaction = coefficient x W where W is the Load on one span only and L is one span
~f
-0.094 0..20.3
~~
~t
c;;
C)
W
~ c:i
rW
~f
0..2/3
~t
c;;
~~
cif
-0..0.75
r
-0..0.75
c;;
~f
-0..0.75
t
W
0../63
~f c;;
-0..175
~t
0../75
W
i 0../38
W -0../0.0. t 0..20.0.
~t
W I 0..2/3
c;;
---m
~f
c;;
C)
-0..0.50
~t 2~ W
~t
+0..0.26
~
0
~f
W
t
0..2/0.
c:i
i
-0..0.80.
~t
c:i
~J ~ C)
W
i 0.20.0. 0.173
tW
0./43
*f C)
c:i -0..16/
5f ~~
tW
0../43
c; -0..0.54
~tci
-0../00.
+0..0.27
-0..0.0.7
c; -0..0.74
tW -0..0.80.
+0..0.20
~f
~f
~f c;;
~f ~l
ci
ASEP Steel Handbook -374-
~~
(1;
~
-0..0.54
~t
ti
"-
to
c;;
~i
c;
0)
~~ ci
W -0..0.80.
0..183
;;;
~t
c;;
-0..0.75
~i ~l ~1 ci
F
Misc. Tables and Data 9-27
EQUAL SPAN CONTINUOUS BEAMS POINT LOADS AT THIRD POINTS OF SPANS
,II
where W /s
Mom(!nt = coefficient x xL Reaction = coefficie.~t x W the total load on one span only a L is one span
0./22
8t ~l
a
"-
~t
W2
~t
.
t
W2
t-
0.//5
r
l2 { 12 a
0./45
w,-2
-0.067
~I U)
l);.t \()
0.145
-0.067 Wl2
*
+ -0.067
o. /00.
W2 0.156
W2
*
~t
t
0.085
~
9ta
~t a
-0.045
~t
W12: WI2,
!
"1
a
'"
~t
! -0.089
~
w,-2! ~<.'I ! ! - 0.072 -----i(Tp'-'::-:-:-:-'--irr'-"----"""" 0.143 Wl2 WI2 a WI2 Wl2 -0./6/ -0.024
~
mt
~ ~
~I
at
Wl2 -0.048 WI2
t
WI2
0.137
~t a
*
WI:?
t
0.111
t -0.089
ga
~
WI2 WI2 a -0.143 t + -0.048
"'_-:i
0.111
~t
a
+0.024
-0.006
W2 W2 Ci -0.066" Y - 0.071
+0.0/8
~f
tt~
a
iIlja
0.099
~t ~
~t
a
ASEP Steel Handbook -375-
r
9-28 Misc. Tables and Data
CONTINUOUS BEAMS Moment And Shear Coefficients Equal Spans, Equally Loaded UNIFORM LOAD
MOMENT
.
SHEAR
IN TERNS OF W/ 2
IN OF +.02~
+.08
wi
+.06
~C'""'>-.IOC:> 't' .., I +.071
+.036
+.036
+.077
~.I01.c::::s.07k:::---"O~
.t~
l'
f
+.076 +.079 p.I06.c=:>.07l=:S:OOOC::S07r:-s.IO~
l''f'+'1
'f",
'. CONCENTRATED LOADS
MOMENT
+ ,1~6
IN 0,- PI
.. f
~-.167
~
+.171
'V
ZV
+.11
r"W~ZV
+.t.
If':>,
t
-$. -.119
f
hi
~
;;,
SHEAR
AT CENTER
+.156
+,35
t
:t
+.171
-.1!S8~
"V
W
p
t
h4
+
.66t~4
IN OFP
p
p
p
t
t
t
P
t
P
.tlOt.46
CONCENTRATED LOADS
MOMENT IN OF PI
+.222 t.1I1
+.!!I +.222
AT; POINTS
A-i..-.",.~
'¥t
t
+.244 +.106 +.066 +,068
+.~6
t
W'V
++
....,."L.J,co.,'::,;:I",c:.,L,-'CO.•-.,.
.54t:66
.3<4t
SHEIlR IN OFP
t I
+.244
~-2" H~2'#:J",.
t
+i
i
t
i .46 +.50
."f
.50t.65
.6!!hO P
p
t
MOMENT
+.267
IN OF PL
CONCENTRATED LOADS
+.267
AN.,..,...,,,,
+.258
t
+.314
ATL POINTS
+.022 +.OI2~..tl08 .
4
~.
~.12
+.28L-....+.Q97 t. A +'"";...,372
.
+.314
t·P9L+·,282
.3T'2Y".~
ASEP Steel Handbook -376-
•
.,it
SHEAR IN OFP
Misc. Tables and Data 9-29
StNGLE RECTANGULAR FRAME FORMULAS 8 I, SHEAR 0'"
wI
C
lz
k= 12
L
A
Coefficients:
I,
"'"
I,
D ~
@l
,!!.. L
N = 2k+3
FRAME DATA
i~o To4
~o
8
---
---
w per unit len J'h
!o ;s
C -
C
"'"
42 14"2
t
®
SHEAR
D _Ho
HA_ A
0
I T£RMSOFP
t
VA
M =M B
L-;:r
c
wL2 =-4N
V = V = wL A
0
2
M m ,,=
Vo
8wL2 + Me
_ _ Me HA-H o - -
h
SHEIlR TfiRMS OFP
w per unit leng th
LA
p
.~
-l-- Liz
i SHEAR OFP
wL2 8N ,
p
lb
V = 3wL A 8
vo = wL 8
HA=Ho=_Me
ASEP Steel Handbook ·377·
h
9-30 Misc. Tables and Data
.c
SINGLE RECTANGULAR FRAME FORMULAS
B
8 W
c -
C
per unit
-<::
D--_h_ei_gh{-1.D
o
t
Ho
Vo
Me=
2 W: [-:N + 1]
Me =
2 W: [-2~ -1]
Ho = -Me h-
iPc-j 8 I
I
8_--~~--~C
Cl--
o
A
P
Constant: a, Me
;71a
=~c [(3a~ ~ 1)k + 1]
Me = ~C[(3ar,.; )k _
1 I]
M,
Pc' Vo=y
VA=P-V o
= - HAa
M2 =Pc-HAa
ASEP Steel Handbook ·378r
Ii
-
Misc. Tables and Data 9-31
JLAS
SINGLE RECTANGULAR FRAME FORMULAS B------~~----~C
~
t"'"
I------ncl--
HD
-
1
1
+
-iCL --- D
-
D_HD
~
f
Va Constant:
M
o
= Ii
_ Pc(3o~ - I )k N
_M B -
01
C -
H = Ho _. Pc - MB
h
A
Po
B
-/0
P
B+
C
tJ+
P
---Po
T"'" A
C
L __ A _HA
f
"-4
MB=-Mc=Po
V
A
=
HA=Ho-P
-V =_2Po 0
L
Moment at loads = ±Pa
ASEP Steel Handbook ·379-
D_HD
l
T~bles
9-32 Misc.
~nd
Data
SINGLE RECTANGULAR FRAME FORMULAS P 8
l----+-- L - - - 1
P
c
8
Ph
VA=-V o = - L
-+-P-- b ------1
c
o
I--+-- L - - - - 1 A
t-
VD
, Pb L
V A =-
ASEP Steel Handbook -380-
a
ill'
I' 'FIr
Ho
.
-
Misc. Tables and Data 9-33
'LAS
SINGLE GABLED FRAME FORMULAS
Coefficients: k= I 2 .c:
lA
I,
I,
I, 1----- L ----IE
!25
4 = hI
m = 1 +4 8,,-3k+2
~
C=I+2m
FRAME OATA
K, =2(k+1 +m+m2) R ,,-.pC - k
w p!r unit length IIDTIJIilllWJJJT1IIIlJ
C------T
--t
8
0 ....
o _
-<::
A fo---- L ----IE
1
~
MA
-M _wU k(8+15.p)+4(6-g,) E - 16 . N,
M "- M "- _ wL 2 k (16 + 15 1) + 12 e
N,
16 .
0
wL 2
Mc=S-1>M A +mM e
wL
VA =VE =2
ASEP Steel Handbook -381-
9-34 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS w per unit length WTI.WTIru C B
+
• Note that X, ,- X 2 and Me are respectively half the values of M A ( =ME), M8 ( and Me from the previous set of formuloe where the whole span was loaded.
w per unit height
._- -- -- - - --T
c
"-
o-t-
Wf2
73
ASEP Steel Handbook -382-
u
,
•
.
HE
=M 0)
Misc. Tables and Data 9-35
... )
SINGLE GABLED FRAME FORMULAS
JB T "
--T
c
c
....
Q1-
-<::
i-----L ----IE
1
--HA
~MA I;:; Constants:
\I XI =
01
= PC[2¢2_(1-3b~)kJ
YIKI-Y2R X2 =
2NI
= -XI +X3
'40
bl
= Iib
Y,. = Pc(~ - (3aF- I)k]
Y2K2 -Y I R 2N
I
MA=-XI-X3 M£
=Ii°
Pc B-3(01-b l )k X 3=-2' N 2
Ma=+X2+(;c- X3)
= +x2-(i -X3)
Me
= - ¢;c +¢ XI+mX2
MI =MA-HA a
v.£
_PC-2X3 L
-
M 2 =Ma +H£b " - p V. HA-H- Pc XI+X2 VA £ - £ - 2h h
ASEP Steel Hanabook -383-
-,
.Sf -... ---.. -------- - -....t - - - - -1IIIIIIIIiII
9-36 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS
Constants:
01
=Iio
bl
=hb
Y1 = Pc[2p 2 - (I .- 3btlk]
Y2 = Pc[¢C+(3oF- ll k)
HA -- H£-- Pc +MA - Me h
.~
C
D_ I--+---L - - - - 1
M =0
ASEP Steel Handbook ·384·
f
-
---~.---.-,~--
Misc. Tables and Data 9-37
SINGLE GABLED FRAME FORMULAS -
c
- T
....
+
+
B
-
HA A
A
f-
MA~ v,; Me-- M 0-- _3PLkm 2NI MA -Me VA =Vc =P/2AH e =H ='-""--,--.c"-"'h
c P B
+ 2MH)
Constants: XI =3P/Ck
2NI MA=-XI-X3
Me=+X2t(~h_X3)
Mc=-XI+X3
Mo=+X2-(r;'- X
\!.A = - V". = _Ph-2 X 3 ~ L P
3)
H =E_XI +X2 c 2 h
c
c B
D
-~~--- ~
L
--
.. E
-~-~~-~~---
A
+A
HA
'fo'M
A
~ _ _ PhB _ 3Phk M A - - M - -NM =o -M -+ -e · 2N 2 2 2 H =-H V -V =_p(htnt2 MA A c LAc
=
M=O c
=-
P 2
ASEP Steel Handbook -385•
T
1
9~38 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS
T --------C~S'
r
B
[2
[2
[,
Coefficlerrts:
0 D 1,--
i-----L-
I\=I2
I,
.'2 s
E
FRAME DATA
B';2(k+ll+m
W
C =1-:-2m
N= B+mC
per unit length
II I ! Ii!
,
!
!
I j I j
I
J
I I j I I I ! I !I
--------T
C
"-.
Dt
Me=Mo=-
we(3+5m) 16N
HA=H£=_Me h
WL2
MC=a+ mMe
.
wL
VA=V£='2
;i ;
,j iiI
ASEP Steel Handbook -386-
-------_._---
.I;j
.
,
• _ _ _ _ .,_~
. " . _ . __
' n __ •• _ _
'.
_
•
Misc. Tables and Data 9-39
AS
SINGLE GABLED FRAME FORMULAS w per unit lengto !I \ !\!
I
'(Sl~\ __ c __
I \ \ \ \I
+~Lt.:;+~:--_~
B
WL2
32
- M _. wL2 (3+5m) Me- 0 - 32N V _3wL
A-a
wper unit height ------ C
-------r
B
D
-1""
D _
A 1---'--- L ~-
U .
Constant. X = Me
=+X+ W{h
Mo = ..
x_W{h
w/ 2 (C+m) 8N
Me
= + ;(\mx
VA = - V£= _
w/hk1L+ m )
X wi
HA = - - - h 2
ASEP Steel Handbook -387-
i
9-40 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS ~-'-----T
8
C
w per unit height
~t"'" .<;:
R---;---- L - - - - I E
A
M
o
1
=_Wh 2 ,2(8+Chk 8 N
wh 2 tl'e=2+ Mo
H A = - (wh - H £
~~-~----T
18 .Q
P
~t
C
T cl-
'"
lAI----L ~
Constants:
0,
Me=Pc-X
=~
= Pc 8 + C - k (30~ -
I)
N
2'
Mo=-X
M,=-o,X Pc V£=y
X
Pc
M C =2'-mX
M 2 =Pc-o,X
VA=P-V£
X HA=H£=T
ASEP Steel Handbook ·388·
+
-
-
)
Misc. Tables and Data 9-41
~S
SINGLE GABLED FRAME FORMULAS
7
P
---'
HE:
----
Constant:
01
=h-a
- M _P 4>C+k(30~- f) M B- 0 - c. N
H A = HE:
Me =-4>Pc+mMB
=Pc ~ f,j B
VA
=VE: =P
M 1 = - 01(PC- Mal
c B
B ~-l---
L
\/L_
Po
Pa
---....j
E.-HE:
t
V" Ma= - Mo=Po ·HA=-HE:=-P
Mc·=O
2Po VA=-VE:=-Y
Moment at loads
= ±Pa
ASEP Steel Handbook -389-
I
9-42 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS
B
rc ----,.... t
EF
c +
+
-
B
D
H~A
£
D
-
-<:
L
£
A
~
j((
Me= Mo
I-A
PL C
= -il'tv
J Me
PL B =+-.4 N
Hf:
P
2
...... - - - - T
C
....
t
D
=Ph+Mo
Me
P .........., C
~
= Vf: =-
----"~-
C
1
Ph Me ="2+ mMo
----,
C
il
....
t
D _
Me=O
c
n
i,
1---- L ----I
Ph Me=-Mo=+2"
I:
I,
Phm VA=-Vf:=-T
P HA =-Hf:=-2'
f( fl h n
c
C
ASEP Steel Handbook -390·
.....,________..,'f,...-_______
ft _ _ _ _ • _ _ _ _ .....
'~ _ _ "~ •• _~~.
-
Misc. Tables and Data 9-43
EFFECTIVE LENGTH COEFFICIENT FOR COLUMNS GA
5:f0'
1.0
10,05,0 3,0
GA
Ga
K
I'" 1?50,0 10.0 5.0 3.0 0
"0.9
K ,,00
00-
100.050.0: 30.020.0 10,~_
0,8
~:g
1.0 0.8 0.7 0.6 0.5
7.0 6.0 5.0 4.0
0.4
0.4
3.0
0.3
0.3
2,0-
1.00.8 0.7 0.6 0.5
0.7
0.6
0,2
100.0 -50.0 -30.0 20.0
5.0 4.0
1-2.0
2,0
-00
~Hfj8
~ "<0 "'i>
-
r)O.O I-§',O 7. 6.0 5.0 4.0
3.0
8.g
-3.0
~1.75
1-2.0 1.5
0.2 1.0
--1.0
0,1
0.1
o
0,5 (a)
0,26~
o
,0
SIDESWAY INHIBITED
(b)
--1.0
o
SIDESWAY UNINHIBITED
Figure 1. The subscripts A and 8 refer to the ts at the two ends of the column section being considered. G is defined as
G = L. I./L. L I./Lg in which r: indicates a summation of aI/ rigirlly connected to that t and lying In the plane in which buckling of the column is considered. Ic is the moment of inertia and Lc the unsupp,)rted length of a column section, and Ig is the moment of inertia and Lg the uned length of a girder or other restraining member. Ic and 19 are taken about axes perpendicular to the plone of buckling being considerea. For pinned column end Ied but not rigidly 'Connected to a footing or foundation), G is theoretically infinitYI but, unless actually designed as a true friction free pin, may be taken as"IO 'for practical .de~igns. If the column enq, is rigidly attached to a praperly designed footing, G 'is theoretically zero but' may be taken as 1.0. Smaller values may btl used if justified by analysis. Girder stifhess Ig/Lg should be multiplied by the fol/owing factor for the stated . condition: 1.5 fvr far end hinged, Figure I la); 2.0 for far end fixed on Figurella); 0.5 for far end hinged, Figure lib); 0.67 for for end fixed, on Figure lib).
AfEP Steel Handbook -391-
9-44 Misc. Tables and Data
Pf EFFECTIVE LENGTH FACTORS, K ( 0)
(b)
I
~9'
f
Buckled shape of column
,/
Is shown by 'dashed line
(
(c)
I
i
, ,,
,,
I ""," ,,
I
,
,
/
[
,,
I
,
/
\
\
\
i?jl1;
i'.!!w,
!!h
I
I
I
I
II
W4
,, ,, ,
p
,
f
,,
/
,/ ,,
,,
,
"
J",",
I
/
,,
~~
(0
(e)
(d)
I I
f
/
/
d~
I
-"--"
"p,
f
Theoretical K value
0.5
0.7
1.0
1.0
2.0
2.0
0.65
0.80
1.2
1.0
2.10
2.0
Recommended design Va lue
when Ideal conditions are approx Jmoted
"'f"
Rotation fix 3d and translation fixed
1
End condition code
Rotation free and translation fIxed Rotot Ion fixed and trons:otlon fre,
Iif'l ?
RotatIon free and translatIon tree
1 h
1 t\\ \
p
p\
,, \
,,
Kl
I
1 I
---
---
I I I
....
1,
,, ,
T 1
I I
,,
b
, I
ASEP Steel Handbook -392-
a
y
-
'I I
Misc. Tables and Data 9-45
PROPERTIES OF BEAM CROSS SECTIONS o : centroid and shear center C = cen,'roid S = shcJr center
J,
c,
J ~f'1
7
= distances
C2
to centroid
e = distance to shear center
,
A = area lx' Iy = moments of inertia Ixy = .,roduct of inertia
I
I
I
I
I
:/
Sx Sy
"
=section
moduli (=I/c )
rx ry = radii of gyration J = torsion constant
(= V I/A
)
:.0
Rectangle !.Q
~y
T h
1
0
~b-j
A = bh
h~2
-L
x
bh 3 1=x 12 bh 2 S =x
~
x
hb 3 =12 hb 2 S =y 6 Iy
6
h
IXY =
0
b
=--
r = --
2../3
y
J = f3hb 3
2~
For h;::' b:
Square
b4 Ix=/ y = 12
Ixy=O
b3 Sx =$y =6b
rx = 'Y = 2.j3 f3z0.141
ASEP Steel Handbook -393-
I f3~--O
3
4 b (1 -b- -) 21. h 12 h4
9-46 Misc. Tables and Data
PROPERTIES OF BEAM CROSS SECTIONS
PR
Square (Axes along the diagonals) A = b2
y
I
x
S
x
~
x
b4 =[ = -
=0
lXl
.12
y
b3
=--
=$
6/2
1
b
=2V3 --
=~
1
J =f3b4
(3
""0.141
Isosceles Triangle
2h.
jY
I K
3 bh" =36
I
S
y
rx
1
A
bh
=2
48
bh 2 = 24
Ix
SKI
h 3 hb" =-
c2 = -
C, : -
= C; hb 2 =24 h = 3-/2
ry
b
= 2;;6
ASEP steel Handbook -394-
G
4a
&JI
2 ;;;;;;:;
Misc. Tables and Data 9-47
'JS
PROPERTIES OF BEAM CROSS SECTIONS Circular Ring
(Approximate formulas for thin sections)
y
A = 2..".,t Ix
x
= Iy =..".,3r
Ixy
=0
Sx '" Sy'" ..".,2f
,
'x ='y = Y2 J '" 2.."..r 3 f
I Section y
~bl2_
1
A '" 2bft + hfw
ltl
h2 Ix'" T2(6b 1 + htw)
! 0 tw~
(Approximate formulas for thin sections)
l""Itl
f..-b~
h~ "j
X
h Sx '" "'6(6b'i
+ ht,)
= II YV;
r
.) '"
2bf?'+ht 3
L
W
3 Box Section A '" 2 ( b t
(Approximate formulas for thin sections)
+ htw)
h2 Ix'" S(3b
t + htw)
h
Sx '" 3(3b t +htw )
b2
Iy'" 6(3hrw
+ b't)
b Sy "'3"(3htw + bft)
~ YVA
r '"
ASEP Steel Handbook -395"~
9-48 Misc. Tables and Data
PROPERTIES OF BEAM CROSS SECTIONS
F
T Section (Approximate formulas for thin sections)
= _.:..:h_2·.:!!tw,--_
C
2( b~
I
y
A = btl +ht",
ita; ~b/~ 1
!
Jtl
+ h'w)
I = h3t w (4bt{ + hfw) x 12(btl +htw)
CI X
C
xl
C2 -+ ~tw
i
=
S
S
ci
-
y
.!L =
h(4bt, + htw) 6
Ixy=O
SZ=!£= h Zt w (4bt, + htw ) x Cz 6(2bt, +htw)
b 2 t, 6
r=fi: x VA J
I =b3t, y 12
r=!£ y v1;
= btl + ht~ 3
Channel Section (Approximate formulas for thin sections)
y
IITr f
S
1
YI
= .:x...~ C,
b -( btl+2ht. 3
W
2
S y2
= Iy = b ,,(btl +2htw ) Cz 3( b~ + htw)
Ii;
II;
rx=.j~
J .. 2btl
)
ry=lt-
+ ht.,? 3
ASEP Steel Handbook ·396·
a
,
.
.]
s
i
iii
Misc. Tables and Data 9-49
PROPERTIES OF GEOMETR IC SECTIONS AND STRUCTURAL SHAPES REGULAR POLYGON AXis of moments through center
n
,
~
,
a
,
R
,
R,
,
I, ' '2
, ,
= r2
,
A
,+ ht,..> " ht",>
'I
ANGLE
Ion 29 ,
Ax Is of moments through
cenler of gravity
A
~~a \ ----+--r-T ~:tions>
y
Xl"
, ,ISot_ e . . .~-
C
'II
K
"
X
~ H=:!:::::::il=t--i -->j \ \ z - Z ,s axis of minimum I 'Y
=0
I, I.
n 2 --JR2 - R,2 a
2sTii7 a 2 Ion
~
±no2col~ '~n
~ 'nR,2 lan ~ , A( 12R,2 + a')
AC6R'-a') 24
48
~6R2_a2
2 , ~ 12 R!2 + 0
48
24 2K
'y
R2 sin 2
'.
d' + ot , I (b + c) x , b 2 +- of 2(b+c)Y' 2(b + c) , Product of inertia about X-X 8: y-y , + abcd! - 4(b +c)
,, ,
1
Number of sides 180 0
, , ,
±(
t!d - y)'
+ by'- a(y -I)')
{- ( I (b - x)3 + dx'- c(x - I )') Ix sin 2G
+ I)' cos261+ K sln2 e
II( cos 2 9+ly 51n 29 - K sln2G
K Is negative when heel of angle, with respect to C, g., Is in 1st or 3rd guadront, positive when in 2nd or 4th guodront.
BEAMS AND CHANNELS Transverse force oblique
Ihrough cenler
13
=
1II! 51n 2 ¢
+ I)'
cos 2 1!f
cos2¢
+ I)'
'1m "
'4 ,
Lit
f. =
M
where M
2
(f- s ,nH T x
C0S¢)
y:
ts bending moment dut' to force F.
4
ASEP Steel Handbook -397-
t
9-50 Misc. Tables and Data
PROPERTIES OF GEOMETRIC SECTIONS
center
0
grav ty
11 itl r.-----l
I
,
s ,
d
~I
c
, ,
A
EQUAL RECTANGLES Axl, of mome~ls Irrough
bCd-d,)
Ji
2 bCd 3 - d,3 ) 12 bCd 3 -d 3 ) I 6d d 3 -d,3 . 12Cd -d, ) _b (d" -d,") 4
Y
r
,
f.-b~
Z
,
UNEQU'AL RECTANGLES
A
Axis of mOments through center of Qravlty
c
, ,
r t--r-~1-tt
I
,
S
,
I c
r
,
{f
Z
, ~
A
,
d
I
d, ______
~ I I
++
le, -=t-=if
~b,~ ~
TRIANGLE Axis of moments through cent~r
of gravity
ili1 .--
1 .1
~b~
I
, ,
S
=
r
,
c
.bl+b, I, It.bl 2 + b,l, Cd- 1;" l,l A 3 bl 2..!!...!L. 12 +bl; + 12 + b,l,y," $,
[d - ( '
I
=
c,
~ I,
)]
bd 2 2d 3
~ 36 bd2 24 d
YT8 =
.235702d
TRIANGLE Axis of moments on base
[31 ~b--i
A
= .M. 2
c
,
I
=
$
= 12
r
= -Vs =
d bd 3 12 bd" d
.406248d
ASEP Steel Handbook ·398·
PI
Misc. Tables and Data 9-51
PROPERTIES OF GEOMETRIC SECTIONS PARABOLA 2
1;,
A
i/--t-- .1:
m
= =
4
-ab 3 2 -0 5
I,
=
J.§.. a3b
12
=
~ab3
13
=
k-b-o/
175
15
32 O~ 105
2
HALF PARABOLA 2 4 \.
[n- rel="nofollow">j
114'~' L -+-+-r' ;
J,
:3",
2 -ab 3
m
= =
n
=
d.b 8
A
m
,---1.3
I, 12
£a 5
0 3b = .JL 175 3 - Rab 480
13 = J§...a~ 105 ab3 '4 = ..£. 15
l-b-=.J
4
COMPLEMENT OF HALF PARABOLA 2
!<-n-..
A
T.1E!'~' lim
a' " - "i' ",
2
,__
ab = .L 3
m -
1
7 lOa
n
= .d.b
0
=
b
= V2 = ..!.. t 2 6
I,
=
37 :3 2100a b
12
=
I 0b3 80
I,
=
4
~b~ PARABOLIC FILLET IN RIGHT ANGLE
r-m -,
2
"-
lrCi"~,
~
~bf''<'l "y" f--- t--->l
A
t
2[2
t
m =
n
t = .1. 5
ASEP Steel Handbook "399"
'2
=
...1L t 4 2100
9-52 Misc. Tables and Data
FO PROPERTIES OF GEOMETRIC SECTIONS TRAPEZOID A
,
d(b + 1'1 )
c
,
d(2b+~)
I
,
s
:
r
,
CIRCLE
A
,
Axis 01 mo ments through center
c
Axis of moments through
center ot gravity
r- '-1 b
B
1 ----
J
f-b---! \
2 3(b + b,) d 5 (tJ2+ 4bb, + !!f) 36(b+b,) 2 2 d (b + 4bb l + bf) 12(2b+b,) d 6(b + b,).,j 2 (~ + 4bb, +
-wd 2 """"": 1TR2, .78(l398~' 3.1411593 R2
S
, d , 2 , ~~4 , , lf3d; ,
~
r
,
HOLLOW CIRCLE
A
,
Axis of moments through center
c
:
I
,
S
,
r
,
HALf CIRCLE
A
,
Axis of moments through centor of gravity
c
=
I
=
P.~_l
I
ll~E--)j_l I t
~"
_____ ---~l d--l
S
=
r
=
R
If:
4
1T:
d
R
'4
'2
3
'.049087 d"' .785398 R4 , .098175 d', .785398R'
1T(d2; df ) , .785398
(d~d~
d 2 1T(d 4 -dI4 ) , .049087 (d 4- d,4) 64 11' (ct4 - d,· ) .098175 ct4~ d,· 32d .jd 2 + df 4
,
l1R2 -2R
(I -3~)
R4(!L.lL.) 8 911' ~ (911 2-64) 24 (31T 4) R
-/91!2-64 611'
ASEP Steel Handbook -400-
bj')
=
I. 570796 R2
=
.575587 R
=
.10975',' R4
=
,190637 R3
=
,264336 R
-~ ...•..•..
" '<1
Misc. Tables and Data 9-53
s
FOR~~
FACTOR FOR SHEAR DEFLECTIONS . Form Factor f
of Cross Section
Shap~
Rectangle
6
5
10
9
Thin circular ring
r
or box section
-+---- - f - - - - _~L
NOTE S:
2
A
A web
A
7
A = total area of cross section AWtlb
f =
,
= area £..A'
of web (or webs) .
A " shear area
= Q
r2
2 (' Q dA JA b2
= first
moment of area above leve.l y
b = b"om width at level y
ASEP Steel Handbook -401-
I
9-54 Misc. Tables and Data
CONVERSION OF COMMON MEASUREMENTS From Non - SI To 51 Units a 51 UNIlS
NON-51 UNITS TO MEASURE
MULTIPLY BY.
TAKE THE NUMBER OF
TO
EQUALS THE NUMBER IN
LE TEMPERATURE
degree Fahrenheit (OF)
TIME SPEED OR VELOCITY
Same units are used: second{s), minute (min) and fiour (h) 1.609 miles per hour (mph) feet per second (ft/s) 0.305 knots I
Same units are used: second{s) , minute(min) and Hour{h) kilametres per hour (km/h) metre per second (m/s) Nautical mile per hour ( n mile/h)
cycle per second (cis)
hertz (Hz)
FREQUENCY (Radio, FM, AM, TV, etc.) POWER ELECTRIC CURRENT ENERGY
5/9 (after subtracting 32)*
horsepower (hp)
FORCE PRESURE OR STRESS
0.746
degrees Celsius (OC)
kilowatt (kW)
Same units is used:ampere{A) 1.055 British Ther[llal Unit (BTU) calories, int I. table (cal IT) 4.187 calories, thermo-chemlcai{colJ 4.184
kilojoule (kJ) joules (J) jaules(J)
pound-force (I bf) kilogram -force (kgf)
newton (N) newton (N)
"
4.448 9.807
VO (Se .
kilopascal (kPa)
\L<:'
27.68
pounds per cubic inch Ob/ln)
.,-
grams per cubic centimetre (g/cm 3 )
/
exa ct conversion • Last figure was rounded off for ordinary uses except those marked with* which are exact. • The letters and figures enclosed in parentheses under this column are the symbols of the measurement units. Examples of use: 25.4 mm, 9m 2 , 32 °C,.IIOkm/h, 7g/cm".
a Fram Metrication, Bureau of Product Standard, Derartment of Trade and Industry ASEP Steel Handbook
,
WE Ave
116 Tro
*
3
VO • {Li< US
MA
".
pound per square inch (psi)
DENSITY
AR
·402-
7
(12 lib
*
•• a Fre
Misc. Tables and Data 9-55
CONVERSION OF COMMON MEASUREMENTS From Non - SI To SI Unlts O SI UNITS
NON-SI UNITS TO MEASURE
TAKE THE NUMBER OF
LENGTH
inches (in) inches (in) inches (in) feet (ft) feet(ft) yards (yd) miles (mi)
AREA
square Inches (in') square feet (ft') square feeHft2) square yards (yd') square miles (m i 2 )
VOLUME (Solids)
cubic inches (j n' ) cubic feet (ft') cubic yards (yd')
VOLUME (liquids) US
fluid ounces :fI. oz.) pints (pI.) qUflrts (qt.) gallons (gal) fluid ounces (fl.oz,) pints (/)t ) quarts (qt) gallons (gal)
MULTIPLY BY·
EQUALS THE NUMBER IN
l IN
econd(s), Ir(h)
(km/h) m/s)
our
English
ntimetre
lxact. 015 of the 11~
;try
MASS OR WEIGHT Avoirdupois (16 oz. = llb.J Troy (12 troy ounces = I Ib for jewelries)
...
••
25.4* 2.54* 0.025 0.305 30.48* 0.914 1.609
ounces (oz) pounds (lb) short tons (s.t.) (2000 Ibs) long tons ( !.t.) (2240 Ibs) ounces (oz.) pounds
6.45 929.0 0.093 0.84 2.59 16.39 0.028 0.76(5
millimetres (mm) centimeters (cm) metres (m) metres (m) centimetres (cm) metres (m) kilometres (km) square centimetres (cm') square centimetres(cm') square metres (m') square metres (m') square kilometres (km') cubic centimetres (cm') cubic metres (m') cubic metres (m')
29.57 0.47 0.95 3.79 28.41 0.57 1.14 4.55
millilitres (ml) litres ( L) litres (L) litres (L) milillitres (mil litres (L) litres (L) IItres (L)
28.35 453.6 907.18 0.907 1016.05 1.016 31.104 373.241
grams (g) grams (g) kilograms (kg) tonnes (tJ kllillgrams (kg)
~~~~: 1~))· grams (g)
exact. conversion Lost figure was rounded off for ordinary uses except those marked with'" which ara exact. The letters and figures enclosed In parentheses u.!1der this column are the symbols of the measurement units. Examples of use: 25.4 mm, 9m', 32°C, 1I0km/h, 7g/cm'.
a From Metrication, Bureau of Product Standard, Department ot Trade and Industry ASEP Steel Handbook ·403·
I
9-56 Misc. Tables and Data
WEIGHTS AND MEASURES International System of Units (SI)° ( Metric Practice) 8ASEUNITS Quantity
Unit
Length
Mass Time Electric current Thermodynamic temperature Amount of substance Luminous Intensity
SUPPLEMENTARY UNITS Symbol
Metr. Kilogram Second Ampere Kelvin Mole Candela
m kg
Quantity
Unit
Symbol
Plane ongle Solid angle
Radion
rod·
Steradian
sr
s A K mol cd
DERIVED UNITS (WITH SPECIAL NAMES) Unit
Symbol
Formula
Newton Pascal Joule Watt
N
kg - m/s 2 N/m2 N-m
Quantity Force
pressure, stress EnerO'y, work, quantity of heat
Power
Pa J W
Jis
DERIVED UNITS (WITHOUT SPECIAL NAMES) Unit
Quantity Area
Volume. Velce; ty Acceleration Specific volume Density
Formula
Square metre Cubic metre Metre per second
m2
Metre per second squared Cubic metre per kll09rom Kll09ram per cubiC metre
m/s2 m'/kg
SI PREFIXES Multiplication Factor
, 000000000000 000 000 =lO'! 1000000 000 000 000 =10: I 000 000 000 000 =10 2 1 000 000 000 =10" 1 000 000 =lOG 1000 =10' 2 100 =10
Prefix exa peto
tera 9190
mega kilo
hecto b
= 10J 0.1 =10-' 10
m' m/s
dekjl,b dec I centl b mlill
-.
001010- 2 . 0.001010 0.00000 1= 10- 6 0.000 000 00 I =10-· 0.000 000 000 001 = 10-'2 0.000 000 000 000 001 =10- 10 0.000000000 000 000 001 = 10-'6
micro nano
plco
kg/m'
Symbols E
P T G M k h do d
c m /I n
p
fern '0
f
alto
o
a Refer to ASTM E 380 -79 for more complete .Informatlon on SI. bUse Is not recommended.
Iii
$
,
ASEP Steel Handbook -404-
n
aL
Misc. Tables and Data 9-57
WEIGHTS AND MEASURES United States System LINEAR MEASURE Inches
01
Feet
1.0 , .08333 12.0 , 1.0 36.0 3.0 198.0 , 16.5 7920.0 = 660.0 63360.0 '5280.0
Yards
, , ,
.02778 .33333 1.0 5.5 = 220.0 , 1760.0
,
,
Rods .0050505 = .0606061 , .1818182 , 1.0 = 40.0 ' 320.0
,
Furlongs
,
Miles
.00012626 , = .00151515 , .00454545 , .025 , ' 1.0 , '8.0
, ,
,
.00001578 .00018939 .00056818 .003125 .125 1.0
SQUARE AND LAND MEASURE Sq. In.
1.0 144.0 1296.0 39204.0
, ,
Sq. Ft
Sq. Rods
Sq. Yds .
Acres
Sq. Miles
,
.006944 1.0 , 9.0 = 272.25 43560.0
.000772 .111111 1.0 = 30.25 = = 4840.0 3097600.0
,
=
.03306 1.0 = 160.0 = 102400.0
=
=
.000207 .00625 1.0 =640.0
= =
= .0000098 = .0015625 =1.0
AVOIRDUPOIS WEIGHTS Grains
Ou nces
Drams
1.0 27.34375 437.5 7000.0 14000000.0
.03657 = 1.0 = 16.0 = 256.0 = = 512000.0
= = = =
Tons
Pounds
.002286 .0625
1.0
16.0 =32000.0
.000143 = .003906 = .0625 = = 1.0 =2000.0
= .0000000714 = .00000195 = . O<X>0312 5 = .0005 = 1.0
DRY MEASURE Quorts
Pecks
= .5 = 1.0 = 8.0 =25.71314
= .0625 = .125 = 1.0
Pints
1.0 2.0 16.0
51.42627 64.0 =32.0
Bushels
CubIc Feet
=
= = =
.01945
.01563 .03125 .25 = .80354 = 1.0
= .03891
,
.31112 = 1.0 = 1.2445
= 3.21414 =4.0
LIQUID MEASURE Gills
1.0 4.0 8.0
Pints
= .25 = 1.0
= 2.0
32.0 = 8.0
Quarts
=
.125
= .5 = 1.0 = 4.0
U.S. Gollon. Cubic Feet
=
,
.03125
.125 , .250 = 1.0 7.48052
= .00418 = .01671 = .03342 = .13378 = '1.0
ASEP Steel Handbook -405-
T ,
9-58 Misc. Tables and Data
SI CONVERSION FACTORS Quantity Length
Inch Foot Yard Mile (U.S. Statute) "
Millimetre Metre Metre Kilometre
Area
Square inch Square foot S quare yard
Square mile (U.S. Statute) Acre Acre
Square millimetre Square metre Square metre Square kilometre Square metre
Hectare VolUme
Masa
by
Multiply
Cubic Inch Cubic foot Cubic yard Gallon (U.S. liquid) Quart (U.S. liquid)
to obtain
~5.400 b 0.304600 b 0.914400 1.609 347
39.370 079 x 10'· 3.260 640 1.093613 0.621 370 b 0.645 160 b 0.092 903 0.636 127 2.569 996 4.046 673 0.404667 1.550 10.763 1.195 0.366 0.247 2.471
003 910 990 101 104 044
x 10"
61.023 35.314 1.307 0.264 1.056
Ounce (avoirdupois) Pound (avoirdupois) Short ton
26.34952 0.453 592 0.907 '165
Gram Kilogram Kilogram
35.273 966 2.204 622 1.102311
759 662 951 172 666
x 10" x
10-·
mm m m km
Inch Foot Yard MUe
In
x 10'8
yd ml
Square metre
Square kilometre Square metre Hectare
km' m2 ha
Square Inch
In2 ft2 yd 2 ml 2
Square yard Square mile
F.
ft
mm2 m2 m2
Squore millimetre
Square foot
Acre
B
p
E
Acre
x 10-6
x 10· x 10'· x 10"
a Refer to ASTM E 360 - 79 for more complete information on SI. b Indicate. exact value.
ASEP Steel Handbook ·406·
&
Millimetre Metre Metre Kilometre
Square motre
b16.367 06 x 10· '26.31665 x 10· 0.764555 3.765412 0.946 353
Cubic millimetre Cubic metre Cubic metre Litre Litre
o
Cubic millimetre Cubic metre Cubic metre Litre Litre
mm a ma m3 I I
Cubic inch Cu blc foot Cubic yard Gallon (U. S. liquid) Quart (U.S. liquid)
In"
F
ft yd 3 gal qt
Gram
g
Kilogram Kilogram
kg kg
Ounce (avoirdupois) Pound (avoirdupoIs) Short ton
oz av Ib av
o· b
c
Misc. Tables and Data 9-59
SI CONVERSION FACTORS :nm
n
Mulfiply
Quantity
O
to obtain
by
n (m
In It yd ml
Force
Bending Moment
mm2 m2
Ounce - force Pound - force
0,278014 4.448222
Newton Newton
N N
Newton NeYiton
3.596 942 0.224809
Ounce-force Pound - force
I bf
Pound -force-Inch Pound -force - foot
0.112985 1.3~5 818
Newton - metre Newton - metre
N-m N-m
New1')r.-metre Newt In - metre
8.850748 0.737562
Pound -force-inch Pound -force-foot
Ibf-In Ibf-ft
Pound - force per square Inch Foof of Ylater (39.2 F) Inch of Mercury (32.F)
6.894757 2.98898 3,386 38
Kllopascal Kiloposcal Kilopascal
kPa kPa kPa
Kllopascal
0,145 038
Pound - force per square Inch
Ibf/ln2
Kllopascal Kllopascal
0.334 562 0,295301
Foot of wafer (39.2 F) Inch of Mercury (32F)
'm 2
km2 m2
Pressure, Stress
;ha
Energy, Work, H_cl
Foot - pound - force C8rlflsh thermal unit CCalorie Kilowatt hour Joule Joule Joule Joule
Power
9 kg kg 02
Foot - pound -10rce/s econd cBrltlsh thermal unll p.r hour HorsepoYler (550ft.lbfls)
1.355 818 0.293071 0.745700 0.737562
Watt
3.412 141
Angle
Oegr.e Radian
Temperature
Degree Fahrenheit Deoree Celsius
Joule Joule Joule Joule
Foot -pound - forcel 0,737562 0,947817 )( 10-3 CBrltlsh thermal unit 0,238 846 cealarle 0,277 778 x 10-6 Kilowatt hour
Watt
KiloYiatt
av
1.355818 1,055056 x 10~ b4,186800 b3.600 000 x 10·
1.341 022 17.45329 x 10-~ 57.295 788
Watt Watt Kilowatt Foot -pound--force second cBritlsh thermal unit per hou~ Horsepower (550ft-lbf/s)
Radian Degre_
Ib av f'C = (f"F-32)/1.8 Degre_ Celsius fOf = 1.8 x f'C + 32 Degr.e Fahren helt
a'Refer to A5TM E380 -79 for more complefe informaflon on 51. b Indicates exact value. C International Table, ASEP steel Handbook
-407-
J J J J
It -Ibf BfU kW-h W W kW ft-Ibf/s Btu/h hp
rad
,
9-60 Misc. Tables and Data
NOTES
.
) •..... \
~,
.
.. . .
'
f
,.
.
(,
..
ASEP Steel Handbook -408-
s
,
STEEL HANDBOOI(
Metal Deck - p215
Association of Structural Engineers of the Philippines, Inc. Unit T-10, New Manila Condominium 21 N. Domingo St., Quezon City
The information included in this publication has been prepared on generally accepted engineering principle!' and provisions of applicable codes and standard specifications for steel construction, While the information found herein is believed to be accurate, the Association of Structural Engineers of the Philippines, Inc, strongly recommends that competent professional judgement and verification of the accuracy, suitability and applicability of the given information for the specific application shall be utilized. Anyone makiny use of this information assumes all liability arising from such use.
ASEP STEEL HANDBOOK
Copyright @1994 by Association of Structural Engineers of the Philippines, Inc, (ASEP) Unit T-10, New Manila Condominium 21 N, Domingo St., Quezon City All rights reserved, Printed in the Philippines. This book or any part thereof must not be reproduced in any form without written permission of the publisher.
ASEP Steel Handbook ~ H-
PREFACE
The Association of Structural Engineers of the Philippines, Inc., (ASEP) is a non-profit organization founded in 1961 with the primary objective of upgrading the practice of structural engineering in the Philippines. As part of its efforts to meet this objective, the association published the Handbook of Steel Shapes and Sections in 1987. The main purpose of the original publication was to provide local practitioners, suppliers, and fabricators with a set of produced steel products. With the handbook, the need of substitutions due to unavailability and it'> corresponding cost and delay can thus be reduced 'or eliminated .. Alternatively, it may be used to select substitute sections designed using otr er design manuals and tables. A second purpose for the publication was to provide the local practitioner with a design aid in International System of Units (SI) compatible with the National Structural Code of the Philippines (I\IS). This publicatio 1, ASEP Steel Handbool(, represents the second edition of the 1987 handbook. While its purpose and objectives are basically identical to those of the original publication, changes in the local steel market conditions as well as in design practices and technology necessitated revisions in the shapes and sections. Majol revisions include, for one, modification in the thickness of plates and sheets used for the fabricated shapes to work towards the establishment of a truly metric standard ra ther than a metricized equivalent of english unit standards. Secondly, in an ')ffort to work towards compatibility to current international standards and practices the rolled shape sections have been considerably expandl"!d to include locally available imported sections and metal deck sections has been added. Thirdly, in an effort to increase the usefulness of the handbook, design examples has been added while retaining the design table and data in the original publication. In the preparation of this second edition, both solicited and unsolicited COl'lments and suggestions coming from suppliers and fabricators, as well as designers, were instrumental to some of the revisions presented. As future periodic revisions of this Steel Handbook by a responsible technical committee is expected, comments, corrections, recommendations, additions, deletions and any other relevant information which may be used to improving this handbook continue to be welcomed by the association. Such comments are assured to receive the same careful consideration by the technical committee.
FIDEL R. SARAUSAD Overall Committee Chairman and Vice-President (1994-1995) Association of Structural Engineers of the Philipp'ines
ASEP Steel Handbook ~ iii .
ACKNOWLEDGEMErlT
ASEP acknowledges all those who have contributed to th( publication of this ASEP STEEL HANDBOOK, which is actually an expanded Jersion of the ASEP HANDBOOK STRUCTURAL STEEl. SHAPES AND SECTIONS published in 1987. Special gratitude to Engr. Hermenegildo P. Manzano, Jr. who initiated the project during his tenure as President (1993-1994) and who had been involved ex-officio in the committee deliberations. Sincere thanks to the Directors, incumbent and ex-officio, who read and reviewed the manuscripts and who also offered many helpful suggestions. Credit likewise goes to the following generuus sponsors of the project, through their representatives, for their financial assistance: Sponsor
Representative
Phil. Inst. of Steel Construction National Steel Corporation Engineering Equipment, Inc. PAG-ASA Steel Corporation Capitol Steel Corporation Philmetal Products, Inc. Condeck Interna'tional
Engr. Sam00n P. Lazo, President Mr. Anthony S. Dizon, VP Marketing Engr. Rogelio M. Murga Engr. Gabriel Y. Tong, General Manager Mr. Alvin Cheng, General Manager Mr. Bobby Valdez Mr. James Na
Finally, deep appreciation is due to the Overall Committee Chairman and Vice President, Engr. Fidel R. Sarausad, for his coordination and supervision, and to the val'ious Technical Committee Chairmen, for their dedicated professionalism, hard work, patience and persistence in pushing this project to final fruition.
ROMER S. MONTOYA Exec. Committee Chairman and President (19S4 - 1995) Association of Structural Engineers of the Philippines
ASEP Steel Handbook - iv -
ACKNOWLEDGEMENT
In behalf of the Officers and Directors, we wish. to .express ASEP's sincere gratitude to all those who, one way or the other, made possible the publication of this ASEP STEEL HANDBOOK seven years after the publication of the ASEP HANDBOOK OF STRUCTURAL STEEL SHAPES AND SECTION in 1987. Sincere gratitude goes to the committee that handled this project, chaired by Engr. Fidel R. Sarausad, the ASEP Secretary (in concurrent capacity) and assisted by hand-picked dedicated experts from among the Officers, Directors and of the ASEP. The Committee did an outstanding job in finishing the project according to schedule. It provided once more the adage: "If there is a will, there is away." Credit likewise goes to sponsors of the project: (1) Philippine Institute of Steel Construction (PISC) through its President, Engr. Samson P. Lazo, (2) National Steel Corporation (NSCI through its Marketing Vice President, Mr. Anthony S. Dizon, (2) Engineering Equipment, Inc. (EEl) through its President, Engr. Rogelio M. Murga, (4) PAG-ASA Steel Works, Inc. through its Sales Manager, Mr. Robin Y. Tong, (5) Capitol Steel Corporation through its General Manager, Mr. Alvin Cheng, (6) Phil metal Products, Inc. through its Vice President for Marketing, Mr. Bobby Valdez, and (7) Condeck International through its Vice President for Sales & Marketing, Mr. James Na, all of whom provided the much-needed financial assistance that made possible this handbook's publication. Finally, credit is likewise due to the ASEP Officers and Directors for their patience in reviewing the manuscript, and the pieces of advice given especially on new sections that were included to this handbook.
HERMF.NEGILDO P. MANZANO, JR. Exec. Commi~tee Chairman and President (1993 - 1994) Association of Structural Engineers of the Philippines
ASEP Steel Handbook
-v -
ASEP STEEL HANDBOOK COMMITTEE
Hermenegildo P. Manzano, Jr.
Fidel R. Sarausad
Executive Comrnittce Chairman
Overall Committee Chairrnan
Ernesto F. Cruz Ronaldo S. Ison Alfredo B. Juinio, Jr. Arturo H. Libongco Enrique C. Medina
Romer S. Montoya Hubert M. Palpal-Iatoc Jobelito M. Sta. Ana Mario D. Taruc
1993-94 ASEP OFFICERS and DIRECTORS
Hermenegildo P. Manzano, Jr. President
Romer S. Montoya
Fidel R. Sarausad
Alfredo B. Juinio, Jr.
Vice President
Secretary
Treasurer
Directors Jose S. Abad Antonio A. Abola Rolando E. Cruz
Octavio A. Kalalo Teodoro S. Legua Jose F. N.abanta
Roberto P. Bernardo Ex·Officio Director
ASEP Steel Handbook - vi -
CONTENTS
ABBREVIA TIONS FOREWORD
PART 1 Built-Up Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-1 to 1-52 PART 2 Cold-Formec: Plate Shapes .... , . . . . . . , . . . . . . . . . . . . . . 2-1 to 2-20 PART 3 Cold-Formed Light Gage Shilpes . . . . . . . . , . . . . . . . . . . . . . 3-1 to 3-40 PART 4 Rolled Shapes
. . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . 4-1 to 4-80
PART 5 Metal Decks . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-1 to 5-22 PAI:T 6 Steel Flat Products .... , . . . . . . . . . . . . . . . . . . . . . . . . . . 6-1 to 6-48 PART 7 Design Examples PART 8 Welded ts
. . . . . . . . . . . . . . 7-1 to 7-42
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , .. 8-1 to 8-26
PART 9 Miscellaneous Tables and Data
ASEP Steel Handbook - vii -
. 9-1 to 9-60
ABBREVIATIONS
c/c cm cU.m. excl. incl. kg kg/m kN m max min mm MPa N Pa psi rad sq.m. temp As Typ
W ACI AISC AISI ASEP ASTM AWS BS JIS NS PNS
center to center centimeter cubic: meter exclusive inclusive Idiogram kilogram per meter kilo Newton meter maximum minimum millimeter mega Pascal Newton Pascal pounds per square inch radians square meter temperature steel typical weight American Concrete Institute American Institute of Steel Constnlr:tion American Iron and Steel Institute 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, 1992 Philippine National Standards
ASEP Steel Handbook viii w
w
FOREWORD
GENERAL
This ASEP Steel Handbook is intended primarily to serve as a guide in the selection and use of locally available structural steel products. These products are divided into five classes based on the method of. manufacture and/or maximum thickness of the section. The first five parts of this handbook correspond to these classes as follows: Part Part Part Part Part
1 2 3 4 5
Built-Up Shapes Cold-Formed Plate Shapes Cold-Formed Light Gage Shapes Rolled Shapes Metal Decks
Each of these parts presents a series of tables of computed and/or compiled data. These data consist of sectional dimensions and properties chosen and arranged to enable rapid and convenient selection of structural steel . For increased usefulness, several other tables, formulas, and design information are presented in Parts 6 to 9 of this handbook. As an updated edition of the ASEP 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 plates for the built-up and bent plate have been modified. The thickness adopted corresponds to the bar sizes of reinf'lrcing steel bars primarily to facilitate recollection. This adaptation eliminates thickness with fractions of millimeters. The maximum thickness adopted for built-up sections was also increased from 44 to 45 millimeters. The maximum thickness used for bent shape~ has been reduced from 25 to 20 millimeters.
2.
The thickness of steel sheets for light gage sections have been modified. The pdopted thickness range from 2.0 to 6.0 millimeters in increments of 0.5 millimeter. This compares with the thickness used in the first edition which range from 1.2 to 4.7 millimeters with varying increments of 0.2 or 0.3 millimeter.
ASEP Steel Handbook . ix
~
Foreword
3.
The range of overall depths of built-up BW and BH sections has been modified. The overall depths of BW sections adopted range from 200 to 1,000 millimeters in increments of 50 or 100 millimeters from the previous range of 100 to 920 millimeters with variable increments. The overall depths of BH sections adopted from 200 to 700 millimeters compared to the previous 195 to 425 millimeters.
4.
Built-up wide flange Tee, BWT, section properties has been added. The rolled shapes and sections has considerably been expanded with the adoption of sections from the AISC Manual of Steel Construction, 9th edition, except for the angle sections. Although the standard AISC designations were adopted, the tabulated section properties are in SI units.
6.
Part 5, presenting two metal deck shapes has been added to the handbook. Metal decks are cold-formed light gage shapes and normally vary with the manufacturer. The handbook limited the shapes to those shapes locally available.
7.
The discussion on steel flat products, originally incorporated within the rolled shapes, has been considerably expanded to include excerpts from standard specifications. This expansion merited the separation of the discussion to a new Part 6 of the handbook.
8.
Design examples has been added in the new Part 7 of the handbook. Each of the five design examples include detailed discussions and references to the different parts of this handbook as well as the NS.
9.
The discussion on welded ts, previously presented with the miscellaneous tables and data, is presented in a separated Part 8 of this handbook. An expanded miscellaneous tables and data is presented in Part 9.
ASEP Steel Handbook
-x .
Foreword
CLASSIFICATION AND DESIGNATIONS The hI/owing classifications and designations are used for the different structural shapes presented in this handbook.
Class
Shape
Built-Up
Wide-Flange
BW
H x W
Heavy Column
BH
H x W
Wide Flange Tee
BWT H x W
Angle
BA
H x B x t
Channel
BC
H x B x t
Stiffened Cee
LC
HxBxCxt
Stiffened Zee
LZ
HxBxCxt
Rectangular Tube
LR
H x B x t
Square Tube
LS
HxBxt
Wide Flange
W
d x w
S-Shape
S
.d x w
Channel
C
d x w
Structural Tee
WT
d x w
Angle
L
H x B x t
Pipe - standard
PS
d
Pipe - Extra Strong
PE
d
Pipe - Double-Extra
PD
d
SD
SD
Nw x t
CD
CD
Nw x t
Cold-Formed Plate
Cold-Formed Light Gage
Rolled
Metal Deck
Designation
ASEP Steel Handbool, . xi .
Foreword
Where:
B
C d H
W
w
is the flange width of the section; shorter leg of angles; shorter side of tubular sections, in mm. is the overall depth of lip of light gafJe sections, in mm. is the depth of rolled sections, in inches. is the depth of the section; longer leg of angles; longer side of tubular section, in mm. is the overall widths of m'ltal decks, in mm. is the base metal thickness of the section, in mm. is the nominal wei(,ht per unit length, in kg/m. is the nominal weight per unit length of rolled sections, in Ibs/ft.
FABRICATED SHAPES The sections and shapes presented in the first three parts of this handbook may be referred to as fabricated shapes as they are made from rolled flat products. These sections are limited therefore by the availability of these flat products, and the availability and limitations of the equipment required in the fabrication of these shapes and sections. There are two general metllods of producing structural shapes from flat . steel products. One is by welding together plates into the desired shape, and the other is by cold-forming plates, coils sheets, or strips. Shapes produced by weldments are referred here as 'Built-Up' shapes and are limited to the use of plates having a thickness greater than or equal to 6.0 millimeters. Shapes may also be cold-formed by ing the flat steel products in rolls until the desired shape is attained, or by press brake bending. For consistency with common practice, however, these shapes are divided into two classes depending on the thickness of the base metal used. Cold-formed plate shapes are produced from plates with thickness greater than or equal to 6.0 millimeter. Cold-formed light gage shapes, on the other hand, are produced from coils, sheets, or strips with thickness less than or equal to 6.0 millimeter.
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. "'or light gage sections the following thickness, in millimeters, were adupted: 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 bo produced. The shapes presented have been limited to those commonly 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 specifications are not exceeded. These limits are discussed more fully in the text accompanying each part of this handbook. Note that the fabrit:ated 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 some cases where substantial economy may be derived from its use. Furthermore, special shapes and section3 may also be required to meet requirements particular to a given protl(>m.
ROLLED SHAPES Rolled shapes are defined here as those produced by ing red-hot blooms or billet steel through rolls until the desired shape is attained. Except for the angles, the shapes and section0 adopted are those from the 9th edition of the AISC Manual of Steel Construction. The AISC sections adopted include the W, S, C, WT and pipe sections. As stated above, the designation used in this handbook is identical to those used in the AISC Manual, although the section dimensions and properties are presented in the SI units.
SECTION AND PROPERTIES The sectional properti(>s tabulated were calculated based on generally accepted engineering princi)les and were generated using micro-computers. Simplifications and/or assun'ptions particular for each class of shapes are discussed in the desGriptive material preceeding each part of this handbook.
ASEP Steel Handbook - xiii -
Foreword
~'''''Incalculating the
theoretical weight of the steul sections, a mass density
ot 7850 l
WORKMANSHIP AND TOLERANCES The dimensions and properties shown on the tables are theoretical values and those of the finished products will be subjected to the usual variatio:ls. Tolerances not covered shall be based on applicable specifications relating to each class and. shall be specified by the designer with proper regard to fabrication and erection requirements.
STEEL flAT PRODUCTS Flat structural steel products are locally available as hot-rolled plates, coils and sheets. In addition, cold-rolled coils and sheets a'e also manufactured locally. The detailed discuJsion on flat products and available sizes can be found in Part 6. The fabricated shapes are based on these products.
i' I
II ASEP Steel Handbook " xiv"
Built-Up Shapesl-1A
PART 1 BUILT-UP SHAPES
ASEP
Steel Handbook -1-
I-IB Built-Up Shapes
NOTES
ASEP
Steel Handbook -2-
Buil t-Up Shapes 1'-1
CONTENTS
Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-2 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " . . . . . . . . . . 1-5 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-5 Materials . . . . . . . . . • . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . • 1-6 Sectional I:imensions . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-6 Sectional Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-8 Welds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-8 Comments on the Design Tables ... , . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-9 Dimensional Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-10 Tables of Dimensions and Properties BW - Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-14 BH - Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • . . . . 1-24 BWT- Shdpes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1- 3 4 Beam Selection Table . . . . . . . . . . . . . . " . . . . . . . . . . . . . . . . . . . . . . . . . 1-44 Values of Ca Table . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-48 Allowable Compress:.ve Stress Table . . . . . . . . . . . . . . . . . . . . . . . . . . . 1-49
ASEP Steel Handbook -3-
1-2 Built-up Shapes
NOMEHCLATURE
Symbol
C'c
Os
Units
Definition
Cross-sectional area Area of compression flange Flange width Slenderness ratio of compression elements as defined in Appendix A of 1992 NS, Chapter 4. Axial compressive stress permitted in a prismatic member in the absence of bending moment Specified minimum yield stress of structural steel Depth of .the section Clear distance between flailges Moment of inertia about the X-X axis Moment of inertia about the Y-Y axis Effective length factor for prismatic member Actual unbraced length of compression member Haximum unbraced length of the compression flange at which the allowable bending stress may be taken as O.66F y based on NS Sect. 4.5.1.4.1 Maximum unbraced length of the compression flange at which the allowable bending stress may be taken as O.60F y Beam reSisting moment Ratio of effective profile area of dn axially loaded member to its total profile area, Appendix A, 1992 NS First moment of area of the beam flange about the neutral axis Axial stress reduction factor where widththickness ratio of unstiffened elements exceeds limiting value given in Sect. 4.9.12, Appendix A of 1992 NS Radius of gyration of a section comprisinrr the compression flange plus 1/3 of the compression web area, taken about an axis in the plane of the web Radius of gyration about the X-X axis Radius of gyration about the Y-Y axis Elastic section modulus about X-X axis ASEP Steel Handbook -4-
mm
mm
mm
N-m
Built-Up Shapes 1-3
Elastic section modulus about V-V axis Height of web excluding weld thickness ~lange 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 V-Y axis
.ASEP Steel Handbook -5-
mm 3
1-4 Built-Up Shapes
NOTES
ASEP Steel Handbook -6-
Built-Up Shapes 1-5
BUILT-UP SHAPES
General Built-up shapes aTe herein defined as structural steel sections made up of steel plates with thickness ranging from 5.0 mm to 45.0 mm, weld~d together to form structural shapes. Considering that locally produced rolled shapes are normally limited to depths of about 200 mm, built-up sections are frequently used as a substitute for rolled sections.
------
Some fabricators use modern equip~ent, such as multiple head gas cutting machines and automatic welding machines, needed in the production of built-up uhapes. These modern equipment have considerably increased the economy and efficiency of production of built-up sections. With the tables presented in this Part I of the Steel Handbook, designers may directly select and specify a built-up section. Alternatively, the tables may be used to facilitate the substitution of built-up sections for rolled sections.
Scope and Classification As defined above, l:here is an infinite number of possible shapes which could be presented. For simplicity, however, this Steel Handbook is limited to the most commonly 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 beam , while the BH sections are normally intended for use as columns. The BWT sections are intended for use as truss top and bottom chord elements. The classification and designation relating to these shapes are given below.
ASEP Steel Handbook -7-
1-6 Built-Up Shapes
Class
Shape
Designation
Built-Up
Wide Flange Heavy Column Wide Flange Tee
BW HxW BH HxW BWT HxW
The designation of built-up sections are based on outside depth and weight per meter length rather than on all dimensions of the built-up section as is used in other standards. The adopted form is simpler and is one which is familiar to local designers. The BW and BH sections are distinguished by the ratio, rx/r y ' of the radius of gyration about the x-x and Y-Y axes, respectively. BW sections have rx/ry ratios greater than or equal to 3.0, while BH sections have rx/ry ratios less than 3.0. The grou'ping, however, does not imply that the BW sections are to be used only as beams, and BH sections as columns. Particular loading or lateral conditions or other requirements may dictate the shape of a given member. The built-up tee (BWT) sections presented are assumed to be obtained by cutting BW sections similar to rolled tee sections. The depth of BWT sections are therefore half of those corresponding BW sections.
The minimum quality requirement for built-up shape fabrica-· tion is structural steel conforming to ASTM A36 and/or JIS G3101 W SS 400 (formerly JI8 G3101 S8 41). .\
ASEP Steel Handbook -8-
Built-up Shapes 1-7
Locally rolled plates are available for these grades of structural steel which have minimum specified yield stresses, Fy ' of 248 MPa and 245 MPa, respectively. The sectional properties and limits of built-up shapes and sections are based on these values. Further information regarding materials for built-up shapes is given in Part 6.
Sectional Dimensions A najor 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 design and to simplify splices between connections, out-to-out" depth at predictable increments is adopted in this Steel Handbook. With the "out-to-()ut" depth, the clear distance between flanges will vary depending on the flange thickness resulting in a lower yield of the web plates. Thi.s situati_oD iE unlike the case of rolled wide-flange and S-shapes whose clear distances between flanges are kept constant for each family of Ul.O nominal depths. The constant clear distance be-tween fl.an"e<\ of rolled sections is due to ehe rolling equipment uEed in its manufacture where sectional differences within i1 family are achieved by modifying the flange dimensions and the web thi.cknesses. Built-up sections, however, are not subject to these limitations. It is believed that the use of a constant "out-to-out" depth would provide greater ease in detailing, fabrication and erection. Furthermore, it is believed that the cited util i zation of plates could still be improved by choosing a proper cutting layout or by using the remaining plate materials for secondary structural elements such as gussets and stiffeners. Aside from the utilization of available plates, the dimensions of the flanges of both BW and BH sections were proportioned to satisfy the limit on the width to thickness ratio for unstiffened elements of the compression flange according to NS Sect. 4.5.1.4.1. This limiting ratio, of l70/IF y ' equals to 10.8 for structural steel conforming_ to ASTM A36.
ASEP
S~eel
-9-
Handbook
1-8 BUilt-Up Shapes
For the web dimensions of BW sections, the thicknesses were limited such that the allowable shear stress may be taken as O.40Fy without. the use of stiffeners. The maximum ratio of the clear distance between flanges to web thickness h/tw equal to lOOO/IF y ' For a yield stress of 248 MPa, this ratio has a value of 63.5. Note that stiffeners should still be provided as required by other provisions of the code, particularly NS Sects. 4.10.5 and 4.10.10. For limi ted does not limi ting MPa.
the web dimensions of BH sections, the thicknesses were so that the depth to thickness ratio of the web, h/tw' exceed the value specified by NS formula 4.5-4b. This ratio, 675/IFy ' has a value of 42.8 fo~ Fy equal to 248
Sectional Properties The properties, ratios, and weights of the sections were computed considering the dimensions of the flange and web plates only. The weld material was excluded. In a competitive design and construction environment, some designers would include the capacity of the weld material. For built-up tees, values of Os and C'c for steel with minimum yield stress, Fy equal to 248 M~a are also tabulated. For sections with width to thickness ratio of unstiffened projecting elements of compression flange exceeds 330/IFy as specified in NS Sect. 4.9.1.2, the allowable stress is governed by the prOV1Slons of Appendix A, Section A2, A5 and A6 of Chapter 4, Part 2 of the NS. Where no values of <)9 and C'c are shown, the built-up tee conforms to NS Sect. 4.9.1.2 and is considered as fully effective.
Welds The dimension "w" given in the tables of dimensions and properties is the minimum leg size of fillet \lields as specified in NS Table 4.l7.2A. The actual size of fillet welds must be specified by the designer. To facilitate this calculation, the quantity Of/Ix are tabulated for each BW and BH sections. Of is ASEP Steel Handbook ·10·
Built-Up Shapes 1-9
the first moment of ared 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.
Comments on the Design Tables Aside from the tables of dimensions and properties, a Beam Selection Table for the BW sections is included to facilitate the selection of flexural designed 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 , a table of the allowable stress as a functioL with the slenderness ratio, K1/r, is also included.
ASEP Steel Handbook ·11-
1-10 Built-Up Shapes
DIMENSIONAL TOLE~\~CES Built-Up Shapes
A. CROSS-SECTIONAL TOLERANCES
I I I
-----------,-1
1
I IVariation from Specified Dimensions I
I I
I
I
I I
I I ~I------~I---------I I I IH,a Depth, mm I B,Flange Width, mm I E, Web IF,b Combined I lOver Under I Over Under IOff Center I Tilt and I I mm I mm I mm I Warpage, mm I I ~I- - - - - - - 1 I I I I I I I I 3 3 I 6 3 I 6 IB/100, but notl I I I Ilessthan6mml I
a
[
H is measured parallel to the web at the web center line. F is the maximum offset at the toe of the flange from a line normal to the plane of the web through the intersection of the web center line and the outside face of the flange.
ASEP Steel Handbook ·12-
I
Built-Up Shapes 1-11
B. STRAIGHTNESS TOLERANCE I
Length nun
IMember
I I
Permissible Variations in Straightness, nun
I I
Less than 9,100 9,100 to 13,700 Over 13,700
1 nun x (total length in m) 10 nun 10 nun + 1 nun x (total length in m - 13.7 m)
IBeams wlo I specified ICamber or I Sweep
All
1 nun x (total length in m)
IColumns
I I
I
C. CAMBER AND SWEEP TOLERANCES I
Member IVariable I I Beams except ICamber below a I I Beams with I top flange I embedded in I concrete b I I I I Sweep I Beams I
I
IPermissible Variations f~'om Specified Camber or Sweep,nun I I I 2 nun x (test length in m), but not I less than 6 nun I I I I 0.5 nun x (total length in m) , but I not less than 6 nun I I 1 nun x (total length in m)
a
Tolerance over specified camber of beams need not exceed the greater of 1 mm x (length to the nearest end in m) or 19 mm. The toler
b
Must not have a designed concrete haunch. Specified tolerance is for over and under specified camber.
ASEP Steel Handbook -13-
I
I I I I I I I I I I I I
1-12 Built-Up Shapes
NOTES
ASEP Steel Handbook ·14·
Built-up Shapes 1-13
TABLES OF DIMENSIONS AND PROPERTIES
ASEP Steel Handbook -15-
1-14 Built-Up Shapes
y
tf~'
I I I
III
x--- : ---x
T hH
"i~t:,=~JJJ
Wt-;=
BW SHAPES Dimensions Proptrties
L_1__-J Deslgnetion HxW
Weight W kg/m
Ivea
A
mm 2
Flal1ge Distances Web w B/~ h H t.", B T ~ mm mm mm mm mm mm '11m
BW 1oo0x x x x x
519 497 463 393 373
517,94 496,51 463,15 393,29 373,03
55,980 63,250 59,000 50,100 47,520
1,000 1, (XX) 1,000 1,000 1,000
BW
900 x x x x x x x x
496 444 410 379 357 330 304 283
495,96 443,53 410,16
900 900
357,33 330,33 300,83 283,39
63,190 58,500 52,250 46,100 45,520 42,090 38,704 36,100
900 x x x x x x
347 315 264 239 225 202
347,28 314,7.9 264,39 237,99 224,(51 202,22
44,240 40,100 33,680 30,304 28,600 25,760
BW
3n.59
35
450
32
936
920
28
4~
45
25
450
40
910 920
900 900 900 900 900 900
25 20 20 20 16 16
450 450 450 450 450 450
35
esc
794 904
35
830
32
836 944 944
914 820 929
82S
850
834
8 5.63 8 6.43 8 6,43 9 7,00 8 8,04 8 8,04 8 9,00
900 900
28
300 300 300 300 300 300
BOO 836 944 944
814 820
e
900 900 900 900
25 20 16 16 16
45 45 40
460
28
28 25 35 32 28
29 25 20
950 960
ASEP Steel Handbook
994
5,00 35,71 5,00 40,00 5,63 40,()() 6.43 50,00 7,00 50,00 9
894 904 914
25 25 20 20
450 450 4BO
8 8 8 8
910 910 920 930
28
~14
82S 82S 934 944
HIt.",
H/At 1/mm
0.049 0.049 0,058 0,063 0,0S9
8 5.00 3;;1,14 0,044 3$,00 36,00 45,00 45,00 45,00 56,25 56,25
0,050 0,r:/S7 0,057 0,063 0,071 0,071 0,090
8 4,29 3;;1,14 4,69 36,00 9 5,36 45,00 9 M6 56,25 9 6,00 56,25 9 7,50 56,25
0,086
0.094 0,107 0,107 0,120 0,H50
Built-up Shapes 1-15
8WSHAPES Dimensions Properties Elastic Properties Axis X-X Axis V-V I SIS x10S x103 r x10s x103 r 4 3 4 3 mm mm mm mm mm mm
Plastic Modulus
z"
z..
Designation HxW
x103 mm 3
x10 3 mm3
25,135 24,514 22,570 19,523 16,320
4,.735 BW 1000 x 4,696 x 4,194 x 3,537 x 3,334 x
0.99 0.69 0.67 0.66 0.95
116.1 10,999 21,999 406.3 119.2 10,611 21,522 413.4 116.0 9,921 19,643 410.1 116.7 6,577 17,354 415.2 117.6 6,115 15,231 413.3
685 685 509 532 467
1.00 0.99 0.95 0.99 0.96 0.95 0.96 0.95
119.2 119.1 117.S 119.6 116.9 117.5 119.7 116.5
370.0 371.6 368.3 377.3 37M 371.1 39:).2 376.6
585 3,044 509 2,705 53:3 2,367 532 2,365 467 2,162 426 1,893 426 1,691 390 1,669
104.1 21,905 100.6 19,693 101.0 17,929 105.2 17,068 100.4 15,994 10o.s 14,549 104.9 13.637 102.61:2,734
4,715 BW 4,176 3,673 3,627 3,324 2,919 2,669 2,566
900 x x x x x
0,66
74.0 74.2
5,264 11,699 345.0 4,835 10,745 347.2 4,197 9,326 353.0 3,996 6,881 363.1 3,691 a,202 359.2 7,049 350.9 3,172
159 1,060 145 967 1';:.7 9¥ 126 942 113 752
so. 0 13,905 SO.2 12,701
1,739 BW 1,571 1,344 1,314 1,179 955
900 x 347 x 315 x 264 x 239
0.95 0.67
0.92 0.69 0.63
75.0 76.9
75.9 73.7
6,S46 7,610 7,007 S,648 S,401 5,794 5,594 5,127
19,219 17,355 15,746 15,219 14,224 12,676 12,430 11,393
3,045 3,043 2,705 2,355 2,153
90
502
101.9 104.0 101.5 100.1 101.2
61.3 10,99S 64.S 10,174 9,.0153 62.6 9,236 59.2
ASEP steel Handbook -17-
516 497 463
393 373
495 444 410 378 357 x :300 x 304
x
m
x 225 x 202
1-16 Built-Up Shapes
y
Ili-:t='c=~r=-TTr x - - - - !J- - - - x
I~ I
T h H
wi~I~~JU
BWSHAPES Dlmen$lons
Propertils
L~~---J Designation HxW
BW
BW
BW
BW
9:Xl x x x x x
Weight W kgfm
296 296.42
275,06 252 251.70 236 235,50 2~
Area
Web FlanQe Distances H B t h T w B/2tf tw f mm mm mm mm mm mm mm
A mm 2
aoo eoo
37,760 35,040 32,064 30,000 27,000
20 20 16 16 12
360 300 360 360 360
16 16
300 300
360 360 360 360
700
20 16 16 12 12
BOO BOO BOO BOO BOO
20 16 16 12 12
360
9:Xl
9:Xl x 212 211.95 27,000 x 100 189,66 24,160
eoo eoo eoo aoo
700 x 281 260,72 85,760
700
212 211.95
x x x x
261 239 219 203
260,75 00,216 239,14 30,464 218,92 27,999 202,53 25,900
SOD x x x x x
244 '227 210 193 166
243,66 226,58 210,38 193,11 165,79
\
,
700 700
700
31,040 28,864 26,900 24,600 21,120
:
,,
32 26 26
25 25 25 20 32 32 26 26 25
360
l
,
360
26 26
360 360
25 25
360
20
,
726 734 734
6 5,63 40,00 0.069 6 6,43 40,00 0,079 6 6,43 50,00 0.079 7,20 50,00 0,069 6 7,20 66,67 0,069
750 760
734 744
6 6,00 50,00 0,107 7,50 50,00 0,100
636
620 620
5,63 35,00 0,061 5,63 43,75 0,061 6,43 43,75 0,069 6,43 59,00 0,069 7,20 $,$3 0,079 6,43 6,43 7,20 7,20
720
726
e e
636 644 644
626 626
650
634
B B 8 8 6
544
526 526 534 534 544
8 B 8 8 8
550 560
!
1/mm
736 744 744 750 750
544 550
i,
H/~
HIt,.,
\
ASEP Steel HanCbook -18-
30,00 0,060 37,50 0,060 37,50 0,067 50,00 0,067 50.00 0,0El3
9.00
,
,
\
\
,I
\
,
Built-Up Shapes 1-17
y
"~~~r-)11
wtL~:_~-W
BWSHAPES Dimensions Properties
a/I
xi 03
/mm
rt mm
l-w
Elastio Properties Axis y-y Axis X-X I S I S 3 s xi OS r x10 r xi 0 xi 03 4 3 4 mm mm mm mm mm3 mm
Plastic Modulus
z" 3
z., 3
xi 0 mm 3
xi 0 mm3
Designation HxW
1.09 1,05 1.09 1.07 1.12
94,4 93,1 95,0 94,0 96,2
4,064 3,591 3,554 3,288 3,126
10,160 9,229 8,895 8,166 7,914
329,1 324,6 332,9 330.0 340,2
249 218 219 195 195
1,385 1,212 1,211 1,091 1,091
81.3 78,9 92,5 eo,6 94,9
11,556 10,549 9,996 9,225 8,663
2,147 BW 1,889 1,962 1,668 1,647
800 x x x x x
1,03 0,97
76,9 74,9
2,916 2,411
7,039 6,027
322,9 315.9
113 90
752 602
64,6 61,1
9,063 6,990
1,173 BW 949
eoo x
1,28 1,32 1.29 1.33 1.31
95,5 97,0 96,1 97,9 87,1
3,001 2,915 2,633 2,644 2,326
8,574 8,329 7,524 7,270 6,645
289,7 296.3 294,0 302,1 300,3
249 249 218 218 194
1,395 1,394 1,211 1,210 1,081
83,5 86.6 84,6 89.4 96,8
9,718 9,313 8,433 8,018 7,343
2,1'37 BW 2,114 1,856 1,839 1,643
700 x x x x x
281 261 239 219 203
1,50 1.55 1,51 1.56 1.51
95,7 97,2 96,4 98,1 96,7
1,919 1,865 1,711 1,655 1,387
6,395 6,217 5,702 5,517 4,624
248,6 254,2 252,6 259.4 25('),3
218 219 195 194 156
1,212 1,211 1,091 1,080 964
83,8 86,9 85,2 89,9 85,8
7,245 6,950 6,395 6,093 5,117
1,859 BW 1,949 1,655 1,640 1,316
600 x x x x x
244 227 210 193 166
ASEP Steel Handbook -19-
296 275 252 236 212
212 x 190
1-18 Built-Up Shapes
"IJ=r ol-n y
x---
I----X T h H
Wt,:c-·---1-__ - --~'-=
i --111
8WSHAPES Dimensions Propwtlu
_ .....
l-~----l Weight W kgfm
Area A mm 2
196,44 169,17 150.41 132,92 117,56
23,750 21,550 19,160 16,920 14,976
600 600 600 600 600
20 16 16 12 12
255 205 255
600 x 157 157,39 20,050 x 140 140,12 17,850 x 123 123.40 15,720 x 101 101 ,11 12,980
600 600 600 600
600 x 90 99,60 x 79 79,13
11,440 10,090
450 x x x x x
23,104 21,400 19,900 16,920 13,790
Designation HxW
BW
BW
8W
8W
BW
600x x x x x
196 169 150 133 119
191 168 155 133 109
191.37 167,99 155.43 132,92 100,17
450 x 101 101.42 12,920 x 95 94,99 12,100 x 63 93,05 10,590
Flange Dietancee Web H tw T w B/~ B tf h mm mm mm mm mm mm mm
5SO
53<1
550 560 560 569
~
255 255
25 25 20 20 16
16 12 12 10
225 225 225 225
25 25 20 16
550 5t'O 560 569
634 534
600 600
10 10
190 190
16 12
569 576
554
450 450 450 450
16
29
12 12 10
300 000 300 300 300
25 25 20 16
3$<, 400 400 410 419
394 404
12 10 10
200 200 200
20 20 16
410 410 419
394 394 404
450 450 450 450
is
ASEP Steel Handbook -20-
544 544 554
544 554
566 378 394 394
HIt,.
H/Ar 1/mm
9 9 9 9 7
e,10 ~,OO 5,10 37,50 6,39 37,50 6,39 50,00 7,97 50,00
0.094
8 8 8 7
4,50 4,50 5,63 7,03
37,50 50,00 50,00 60,00
0,107 0,107 0,133 0,167
7 5,63 5 7,50
60,00 60,00
0.279
9 8 9 9 7
5.36 6,00 6,00 7,50 9,39
29,13 29,13 37,50 37,50 45,00
0,054 0,060 0,060 0,075 0,094
9 5,00 5,00 7 S,25
37,50 45,00 45,00
0,113 0,113 0,141
e
0,094 0,119 0,119 0,147
0,209
Built-Up Shapes 1-19
II~ x -:..- - -
_I-Iw
Elastio Properties
I
x-x
Plastic Modulus
Axie Y- Y
SIS
xi OS mm s
r mm
69 89 55 55 44
545 543 435 434 347
54,1 56,7 53,9 57,2 54.4
5,179 4,976 4,212 3,999 3,351
48 48
48,7 51.6 49,2 48,6
4,444 4,142 3,551 2,909
668 BW 653 52S 419
600 x 157 x 140 x 123 x 101
173 130
36,9 34,1
2,488 2,100
273 BW 209
600 x 90 x 79
126 113 113 90 72
941 751 750 600 480
73,9 72,5 75.4 73,0 72,3
4,166 3,668 3,094 2,520
1,265 BW 1,151 1,139 915 730
450 x 191 x 168 x 155 x 183 x 109
27 27 21
267 267 214
45,5 47,0 44,9
2,224 2, 140 1,8-26
415 BW 410 330
450 x 101
236.8 243,4 230,8
1,40 1.47 1.40 1.37
57,8 59.4 58,1 57,8
1,152 1,097 93S 787
3,641 3,656 3,109 2,558
239,7 2'17,9 243,S 244,0
38 30
424 423 338 270
1,31 1.19
45,1 43,2
844 533
2,147237,3 l,n8 229,9
18 12
2,13 a09 a15 a07
631
aos
61.8 81,0 82,3 81,2 80,9
51S
3,692 3,893 3,298 2,n3 2,261
1aG,S 188,9 193,S 192,0 193,0
1.96 201 1.92
52,8 53.4 52,3
439 426 362
1,951 164,3 1,900 169 0 1,811 18-'3 1
624
Designation HxW
541
4,439 4,255 3,641 3,44$, 2,931
763
Zy
xi OS mms
600 x 196 x 189 x 150 x 133 x 119
1,332 1,278 1,092 1,034 679
242,3
z.
xi OS mms
64,9 85.4 64,7 66,7 65,1
~47,2
r mm
xi 03 mms
xi OS mm4
1.36 1,44 1.35 1.43 1.36
742
T h H
Wt-;:::
Proper~es
x10 S mm4
i:1- - - - x
Jill II L ~ I
BWSHAPES Dimensions
Axie
TI 11
hSEP Steel Handbook -21-
3,a28
969 BW 848 69S
670
x 95 x
as
1-20 Built-Up Shapes
y
ff i
7-=rl1f x- - -
t
W
-It ---
xT
=J ,_lJ I h H
eWSHAPES Dimensions Properties
w
-l
-'--~T--~-"---'~~
---.- t
L-~--1 Weight W kg/m
Designation HxW
BW
BW
BW
450 x 70 x 55 x 51
70.49 5M1 50.55
9,SSO
450
150
16 12 10
419 426 430
200 200 200
16 15 12
319 216 325
10 9 9
150
10 9 6
150
450
9,580 6,944 7,408
850 :350
6,929 6,240 5,590
350 :350 350
6 180 6 180 6 160
12 10 10
325 330 330
4,390 3,924
350 350
6 120 6 120
10 9
330
51.24 46.91 41.45
6,529 5,976 5,260
300 300
9 6 5
180 180 180
12 12 10
300 x 29 26.89 x 25 25,94 x Zl 22.98
3,660
300 300 300
6 100 5. 100 6 100
10 9 6
294 266
75.20 x 70 70.21
$50 x 75
x 59
58.15
350 x 54 x 49
54.39
ew 350 x
48.96
34 34.39
x 31 30.60 300 x 51
x 47 x 41 BW
A mm 2
Distances Fiance Web h T W B/2tl B H tw ~ mm mm mm mm mm mm mm
7,009 6,440
x 44 43.60
BW
Nee
3,304 2,926
450
350
300
420
7 4.69 5 6.:25 5 7.50
H/~
1/mm
45.00 0.199 56.:25 56.:25
0.250 0.300
7 6.25 7 5.25 5 6.33
35.00 0.109 43.75 43.75
0.109 0.146
320
5 7.50 5 9.00 5 9.00
43.75 43.75 59.33
0.162 0.194 0,194
320 324
5 6.00 5 7.50
59.33 56.33
0,292 0.395
276 275 280
266 266 270
5 7.50 5 7.50 5 9.00
37.50 50.00 50.00
(), 139 0.139 0.167
260
270 274 279
5 5.00 50.00 5 6.25 50.00 5 9.33 50,00
D.300 0,375
334
ASEP Steel Handbook -22-
404 416
HIt.,
304
804 316 316 320
0,500
Built-Up Shapes 1-21
y
:
:----x
x----
BWSHAPES
i -c _
jew
I
~
W
Dimensions Properties
-T1-
~lll=-1-1
Irt=-+= ,~WI
Th H
,ill
I
I
.;---------~
Plastic Modulus
Elastic Proper~es
OJI . x108 /mm
x-x
rt mm
I x10 6 mm4
Axis AxisY-Y SIS x10 8 r x106 xi 03 r mm8
mm
mm4
mm 3
mm
~ xi 08
xi 08
mm8
mm3
Zy
Designation HxW
9,0 6,8 5,6
120 90 75
31.7 31.1 29,6
1,478 1,151 1,030
190 BW 142 119
450 x 70 x 55 x 51
1,174 1,143 916
146,4 21.4 149.6 21,3 147.1 16.0
214 213 160
47.2 48.9 46.5
1,322 1,271 1,024
328 BW 325 245
350 x 75 x 70 x 58
146.5 128.0 122.0
837 732 697
1454 11.7 143.2 9.7 147,9 9,7
130 108
943 830 775
200 BW
350 x 54 x 49
108
41.1 39.5 41.7
30,7 29,9
97,3 74,9
499 427
141,2 13:),0
2,9 2,3
48 39
25,7 24,3
571 496
75 BW 61
3,00 3,11 3. 01
48,0 49.9 48.3
103.6 100.1 86.7
691 669 678
1260 11.7 129.5 11.7 128.1 9.7
130 130 108
42.3 44,2 42.9
774 736 640
199 BW 197 165
300 x x x
51 47 41
2.73 2.56 2.33
25.5 24,9 23,7
53.0 45,6 37,9
854 304 253
120.1 117.4 113,7
33 27 20
21,3 20,1 18.5
408 355 301
53 BW 43 33
300 x x x
29 26 23
1.91 1. 76 1.66
89,1 37,9 36.9
297,0 224,2 199.2
1,276 178.9 997 178,9 861 175,4
2,60 2.67 2,53
53,5 54,3 53.1
205.4 200.1 160.2
2.49 2.39 2,51
47.4 46.6 47,9
2,34 2,20
1.7 1.3 1.0
167 165
-
ASEP Steel Handbook -23-
x 44 350 x 34 x 31
1-22 Built-Up Shapes
y
"~~r=o~m -li 1 w
i-;=
JI~~ ,
6WSHAPES Dimensions Properties
-': -I.
-
L-~---J Designation HxW
SW
SW
BW
8W
8W
Weight W kg/m
Area A mm 2
Distance; Flange Web T w B/2tf t h B ~ f mm mm mm mm mm min mm H
5 6.25 31.25 5 6.25 41.67 5 7.50 41.67
0.139 0.139 0,167
6
234 238
220 224 228
5 5.00 15 6.25 5 8.33
41,67 41.67 41.67
0.250 0.313 0.417
8 150 6 150
12 10
176 180
166 170
5 6.25 5 7.50
25.00 33.33
0.111 0.133
6 120
12 10 9
176 190 194
166 170 174
15 5,00 5 6.00 5 7,ro
33,33 33,33 33,33
0,139 0,167 0,206 i
10 10
180 100 194
170
5 5.00 25.00 15 5.00 33.33 5 6,25 33.33
2ro 2ro 250
9 1ro 6 1ro 6 150
12 12 10
250 x 27 26,53 x 24 23.58 x 21 20.63
3,380 3,004
6 6
6
100 100 100
10 8
~628
250 250 2ro
200 x 39 x 32
5,008 4,080
200 200
200 x 31 30,90 x 27 27,32 x 24 23,74
3,936
200 200
200 x 27 x 24 x 21
3,440 3,080
42.45 39.90
34.38
39.31
32.03
27.00 24.18 21.23
3,490 3,024
~704
H/A, . 1/mm
216 216 220
5,409 4,956 4,380
2rox 42 x 39 x 34
H/~
200
6 120 6 120
200 200 200
8 100 6 100 6 100
e
226 226 230 230
170 174
0.200 0.200 0.250
I
ASEP Steel Handbook ,
,
.Y
;
1
Built-Up Shapes 1-23
m
y
1
IIP-li wi: BWSHAPES Dlmen$lons Properties
y
I Plastic Modulus
Elastic Prerties OJI
xi OS /mm
rt mm
Axis x-x I S x1(f xi OS r 4 s mm mm mm
~ xi 03 mm3
439
22,2 21,1 19,5
319 276 281
52 BW 42 32
250 x 27 x 24 x 21
90 75
36,7 37,1
400 334
138 BW 114
200 x S9 x 32
3,5 2,9 2,3
59 49 38
29,6 29,9 27,6
317 277 235
BW
74 59
200 x 31 x '27 x 24
1.7 1,7 1.3
33
22,1 23,3 22,2
255 239 204
53 BW 52 42
200 x 27 x 24 x 21
1O{, 1 106,1
505
279 239 197
101,6 99,7 96,9
1.1
S3
1.3 1.0
27 20
35,5 30,0
315 SOC
84,2 85,9
6,9 5,6
32,7 32,3 31,7
29,2 '2.1. 6 20,8
Z92 246 208
84,7 94,1
25,9 26,6
22,0 21,0 17,9
220 210 179
79,&
454 394
3,44 8.24 2.98
26,0 25.4 24.4
34,9 29,8 24,6
4,77 4,75
40,7 40,9
4,90
26,0
470 104,2
93,0 82': 81,3
xi 0 mms
Designation HxW
250 x 42
35.4 36,9 35,9
59,7 56,9 49,3
z., 3
139 BW 137 115
90 90 75
40,1 40,9 40,3
4,33 4,58 4,30
AxisY-Y S xi 03 r s mm mm
6,9 6,9 5,6
3,65 3,77 3,65
4,63 4,43
I xi 06 mm4
I
G
S3 27
ASEP Steel Handbook -25-
581
ee
x S9 x 34
1-24 Built-Up Shapes
y
"~~~lr~, rTI wt-c=J:l_
w
BH SHAPES Dimensions Properties
-111
-~--r-··~·m .. _... j
.~"--+
L---~----J Weight Desi gnation HxW
BH
BH
BH
kg/m
Area A mm 2
-w
700 x x x x x x
700 691 629 614 508 484
700,22 691,39 62963 614,26 508,29 483,66
69,200 96,900 90,090 79,250 64,750 61,600
600 x x x x x x
536 524 479 458 413 396
636,00 523,99 479,95 459.44 412,91 3&5,59
68,280 66,760 61,000 59,400 52,600 49,120
450 x 423 423,27 x 412 411,65 x 366 365,50
53,920
52,440 46,560
Dietanoes Web Flanae T w B/2I f H tw B tf h mm mm mm mm mm mm mm
700 700
700 700 700 700
600 600 600 600 600 600
450 450 450
32 29 29 25
25 20 28 25 26 20 20 20 16 12 12
HIt".
H/~
1/mm
21,89 0,020 25,00 0,020 25,00 0,022 29,00 0,022 29,00 0,029 35,(1() 0,029
700 700 700 700 700 700
50 50 45 45 35 35
600 600 610 610 630 630
594 594 594 594 614 614
9 9 9 9 8 8
7,00 7,00 7,79 7,79 10,00 10,00
600 600 600
45 45 40 40 35
610 610 520 520
494 494 504
504
32
530 536
,314 520
8 9 9 9 9 9
6,67 6,67 7,50 7,50 9,57 9,39
21.43 24,00 24,00 30,00 30,00 30,00
0,022 ' 0,022 0,025 0,025 0,029 0.031
40 40 35
370 370 390
354 364
9 7,50 9 7,60 9 9,57
29,13 37,50 37,50
0.019 0.019 0,021
600 600 600 600
600 600
~
ASEP Steel Handbook -26j
Built-Up Shapes 1-25
ITl
y
t4=-:t-=---=:;-r:::=~ x---.
8H SHAPES Dimensions Properties
Q~I
wi-
1
=jl~--=:o-UJ I
L-~-J
Elastio Properties Axis y-y Axis X-X I S S I xi oj xi OS xi 03 xi OS r r 4 3 4 3 mm mm mm mm mm mm
x1(il /mm
rt mm
1.42 1.44 1,41 1.42 1.(37 1.40
1934 194,4 193,5 194,4 192.0 193.9
7,984 7,912 7,297 7,241 5,943 5,939
22,812 22,607 20,950 20,698 16,981 16,693
1.B7 1.59 1.SS 1.69 1.~
100,0 166.9 165.9 167.3 100.3
1.62
16~,7
4,477 4,444 4,083 4,004 3,6Q.4 3,357
14,923 256.1 1,621 14,813 258,0 1,621 13,542 258.1 1,441 13,O~6 261.9 1,440 12,014 261.9 1,260 11,19:) 261.4 1,152
2.35 169.9 2,091 2.37 17M 2,074 2.33 170.2 1,888
I ____ X T h H
299,2 301.9 301.9 304,2 3030 307,9
Plastic Modulus
z" 3
?y, 3
xi 0 mm3
xi 0 mm3
Designation HxW
8,171 8,170 2,~9 2,574 7,353 2,573 7,352 2,002 5,719 2, 001 5,718
179,1 181 ,~ 179,3 191,3 175.9 180,2
25,630 25,270 23,237 22,958 19,773 18,277
12,404 12,368 11,145 11,120 8,673 8,638
8H
700 x x x x x x
700 691 629 614 508 484
5,403 5,402 4,802 4,801 4,201 3,841
154,1 155,9 153,7 157,0 154,8 153,2
16,806 16,611 15,130 14,792 13,270 12,342
8,200 8,180 7,281 7,252 6,353 5,914
8H
600 x x x x x x
536 524 479 459 413 396
163.4 10,388 165,7 10,251 164,5 9,148
7,224 7,213 6,314
8H
450 x 423 x 412 x 365
2,860
9,294 196.9 1,440 4,800 9,219 198,9 1,440 4,800 8,300 20D.3 1,260 4,200
ASEP Steel Handbook -27-
1-26 Built-Up Shapes
y
If9:=
1
I I I
w
~111
X---_.I··---X T h H I
-1~-lU I I
BH SHAPES Dimensions
iL
w
Proper~"
y
B
Designation HxW
BH
8H
8H
450 x x x x
441 430 397 369 x 322 x 007 x 007 x 280
Weight W kgfm
441.17 400,19 397,Oe 399.69 321,96 :306.94 306.94 259.68
Alee. A
x10S
mm 2
(56,200 ~,900
5O,eeO 49,500 41,000 39,100 39,100 33,060
350 x 237 x 226 x 204 x 204 x 198 x 179 x 170 x 142 x 1S7
236,99 00,190 ~,77 29,760 204,41 26,040 204.41 26,040 188.40 24,000 179.98 22,800 169,56 21,600 142,24 18,120 137,38 17,500
350 x 149 x 140 x 128 x 124 x 104
149,02 139,79 128,35 123,64 104.41
18,984 17,808 16,350 16,7!50 13,300
Flange Dililtancee Wflb H Iw B h T w B/2tt ~ mm mm mm rf'lm mm mm mm
450 450 450 450
32 29 29
450 450 450
~
450
450
2!5 20 20 20
450 450 450 450
25
360 360
450 450 450
350 350 350 350 350 350 350 350 350 350
350 350 350 350
20 20 20 20 16 12 12 10 18 12 12 10 10
6') 50 'lei 'Ie ~
35 35 29
HIt,.
H/At 1/mm
14,06 16.07 16,07 19,00 19,00 22,50 22,50 22,50
0.020 0,020 0,022 0,022 0,029 0.029
378
8 4,50 9 4,50 9 e,oo 9 e,oo 8 6,43 8 6.43 8 6,43 8 8.04
28S 296 294 294 300 300 300 810 310
270 270 278 278 284 284 294 294 294
8 8 8 8 8 8 8 8 8
5,63 5,63 6.43 6,43 7,20 7,20 7,20 9,00 9,00
14,00 17,50 17,50 17,50 17,50 21,86 29,17 29.17 35,00
0.030 0,030 0,035 0,035
294
278 278 294 294 294
8 8 8 8 9
4,55 21.88 0,049 4,55 29,17 0.049 e,10 29,17 O.~ 5,10 35,00 O,~ 6.38 ~,OO 0.069
~
350 360 380 300 380 380 394
360 360
32 32 29 29
360 360 350 360
2!5 25 20 20
255
29 29 2!5
294 300
25
300
255 20
310
sec
255 2!55 255
~
ASEP Steel Handbook -28-
334 334 344 344 384 364 3S4
0.029 0,036
0.039 0.039
0.039 0.049 0,049
i
Built-Up Shapes 1-27
-n f x---j:r----x '(
Ift--35-~ir
T h H
wiL~CCjt.~-Jll ,
BH SHAPES Dimensions Properties
OJI . x103 /mm
rt mm
l---~-J
Elastic Properties Axis X-X AxisY-Y I I 8 8 6 3 6 xi 0 r xi 0 x10 xi 03 r 4 3 mm mm mm mf!l4 mm3 mm
Plastic Modulus
z" 3
Zy
3
xi 0 mm3
mm3
xi 0
Designation HxW
124.8 125.4 124,8 125.3 123.8 125.0 125.0 123.6
1,924 1,909 1,776 1,765 1,474 1, 151 -, ,451 1,226
8,550 8,486 7,895 7,844 6,!'i50 6,449 6,449 5,447
185.0 186.7 187.4 188,8 189,6 192,6 192.6 192.5
760 760 684 684 532 532 532 426
3,879 3,878 3,040 3,040 2,365 2,364 2,364 1,891
1j 6.3 117.8 116.3 117,5 1139 1166 116.6 113.4
9,980 9,858 9,108 9,011 7,439 7,258 7,258 6,093
5,152 5,131 4,627 4,613 3,603 3,582 3,582 2,874
BH
2,89 98,9 2,94 99.9 2,87 99,2 2,87 99,2 2,91 99,6 2,96 99.6 2.91 100,6 2,91 99.7 2,85 100.4
633 623 566 566 521 512 503 422 417
3,618 3,562 3,,'136 3,236 2,979 2.927 2,876 2,413 2,385
14'.. 'l 147.2 147,5 147.5 147,4 149.9 152.6 152.7 154.4
249 1,384 249 1,383 218 1,211 218 1,211 195 1,081 195 1,081 194 1,080 156 864 156 864
90.9 93,1 915 91,5 90,0 92.4 94.9 92.7 94.3
4,175 4,072 3,678 3,678 3,375 3,285 3,195 2,664 2,616
2,118 2,102 1,844 1,844 1,650 1,639 1,631 1,307 1,304
BH 350 x 237
2,94 2,90 2,94 2,99 2,79
405 396 364 360 303
2, 314 2,266 2,082 2,056 1,731
146.1 149,2 149,3 151.2 150,9
608 607 542 542 434
63.9 65,9 65,0 662 64.5
2,645 2,558 2,342 2,297 1,923
929 921 824 820 658
BH 350 x 149
2.34 2.36 2,31 2,32 2,22 2.25 2,25 2,17
69.9 70,9 70.4 70,9 70,1
77 77 69 69 55
ASEP Steel Handbook -29-
450 x x x x x x x x
x x x x x x x x
x x x x
441 430 397 389 322 307 307 260
226 204 204 189 179 170 142 137
140 129 124 104
1-28 Built-Up Shapes
y
trt J-=:'-~-lTl x----I ---x
wi~
oj! -iw
L:
1 h H
jJ I
===::::J
BH SHAPES Dimensions Prop$I'ties
_'" __ +
I
__ 8 _ ... _.~
Designation HxW
BH
BH
BH
BH
300 x x x x x x x x x
333 327 300 296 259 250 218 197 191
300 x x x x x x x x
170 163 149 141 119 115
Weight W kglm
Area
332.94 326.56 300.60 295.55 259.74 249.94 217.92 196.56 180.55
42,400 41,600 39,280 37,650 32,960 31,840 27,760 25,040 23,000
A
mm
2
170.19 21,680 162.53 20,704 149.15 19,000 141.30 16,000 119.69 15,120 114.61 14,SOO 96 96.40 12,280 92 92.19 11,744
300 x 85 85.09 x 61 90.99
10,840 10,304
300 x 79 77.56 x 64 64.06 x 60 59.72
9,980 8,160 7,609
Distanoes Flanae Web B tf h H tw T !IW BI2tf mm mm mm mm mm mm mm
300 300 300 300 300 300 300
300 300 300
300 300 300 300 300 300 300 300
300 300
300 300
360 360 3eo
228 228 234 234 244 244 254 254
9 8 8 6 6 8 7 7
254 254
7 7.97 7 7.97
30.00 37.50
254 266
7 7.02 5 9.,19 5 9.39
30,00
300
300 300
28 29 25
800
25
300 300 300 300
20 20 16 16
255 255
16 16
;268
225 225 9 2Z'S
16 12 12
269 276 276
10 10
268 268
:':013
ASEP Steel Handbook
-30-
0.036 0.036 0.040 0.040 0.050 0.050 0.063 0.063
244 244 250 250 260 260
25
10 9
5.36
9 8 8 8
360
20 16 16 12 12 10 10 8
0.017 0.017 0.019 0.019 0.022 0.022 0.026 0.030 0.033
194 194 194 194 209 208 220 228 234
360
360 360 360 360
2661
e 8 8 8 8
HIA, 1/mm
9.39 3.60 3.60 10.71 4.00 10.71 4.00 12.00 4.74 12.00 4.74 15.00 5.63 15.00 6.43 15.00 7.20 15.00
200 200 210 210 224 224 236 244 250
50 50 45 45 39 38 32 28
32 29 28 25 25 20 20 20 20
HIt"
15.00 Me 16.75 6.00 16.75 6.00 25.00 7.50 25.00 7.50 30.00 9.39 30.00 9.39 37.50
0.074 0.074
0,093 30.00 0.111 37.50 0.111
Built-Up Shapes 1-29
y
-~i[=ll1
t(t-- 1_ L I \~r---
x- - -
SH SHAPES Dimensions Properties
Qll x1Q3 /mm
rl mm
w+-.+c
:1- - - - x T h H
1w -:r=-i....
-ilJ
=:-J
'_.
L-~~---l
Elastio Properties Axis y-y Axis X-X I S I S xi 06 xi 06 xi 03 r xi 03 r 4 3 4 3 mm mm mm mm mm mm
PI astio Modu Ius
Z. 3
xi 0 mm3
Zy
3
xi 0 mm 3
Designation HxW
3,80 3,82 3,71 3,73 3,61 3.55 3.53 3,44 3,37
101,0 101.3 100,8 101,1 100,5 101,2 100,5 100,0 99.4
591 589 546 544 496 492 438 398 367
3,942 3,924 3,643 3,627 3,308 8,277 2,917 2,re6 2,449
118,1 119,0 121.1,5 121.3 122,7 124,3 125.6 126,1 126.4
389 389 343 342 296 296 249 218 195
2,163 2,162 1,903 1,902 1,643 1,642 1,383 1,211 1,081
95,8 96,7 95.4 96,2 94,7 96.4 94,7 93,3 92,0
4,820 4,780 4,370 4,336 3,898 3,835 3,366 3,039 2,788
3,291 3,279 2,893 2,ee4 2,497 2,485 2,097 1,839 1,645
SH
3.40 3.45 :3,:38 3,44 3,32 3,3S 3,25 3,30
82,7 83,4 8:3,0 83,9 83,1 83.6 82,9 93,5
336 331 305 300 253 250 210 207
2,240 2,209 2,035 2,000 1,688 1,668 1,399 1,377
124,5 125,5 126,7 129,1 129,4 130,9 130,7 132,6
126 126 113 113 90 90 72 72
841 841 751 750 600 600 480 480
76,3 78,0 770 79,1 77.2 78,5 76,6 78,3
2,582 2,523 2,313 2,250 1,883 1,949 1,543 1,507
1,294 1,276 1,141 1,134 909 907 727 724
3,21 3,25
69,9 70,5
181 178
1,205 1,184
129,1 131,3
44 44
347 347
63,9 65,5
1,338 1,302
3,17 3,00 3,08
51.3 60,0 60,9
151 130 126
1,075 964 840
127,9 125.0 128,7
30 23 28
270 203 203
55,5 52,9 54,7
1,202 968 930
ASEP Steel Handbook -31-
300 x x x x x x x x x
333 327 295 290 259 250 218 197 181
SH
300 x x x x x x x x
170 163 149 141 119 115 96 92
527 524
BH
300 x 85 x 81
412 311 808
SH
300 x 78 x 54 x 50
.
r'. 1-30 Built-Up Shapes
n J[ ---r y
i1rwt- C-r x- - -
-J-
xT
hH
vr~i~--111
SH SHAPES Dim$n$ion$ Prop$l'~n
y
I
B
Weight W kg/m
Area A mm 2
157 143 125 119 100 81 78
157.31 142.56 125.21 119.93 99.85 81.17
77.75
20,040 19,160 15,950 15,150 12,720 10,340 9,904
250 x 67 x 52 x 46
67.35 51.87 45,84
8,580 6,608 5,940
200 x 97 97,34 x 83 82,90 x 78 . 77.87 x 75 75.36 x 63 63.43 x 51 51.50 x 49 48.73
200 x 39 39.31
Designation HxW
SH
BH
SH
SH
I
250 x x x x x x x
x 37 x 32
36.55 32,03
~·Fianae
Distanoes r w B/2tf h H B tf tw mm mm mm mm mm mm mm
H/~
1/mm
255
32 28 25 25 20 16 16
196 194 200 200 210 219 218
170 179 194 184 194 204 204
9 8 8 8 8 7 7
12.50 12.50 15,63 20,83 20,83 25.00 31.25
0.031 0.035 0.039 0,039 0.049 0.061 0.061
10 8 8
200 200 200
16 12 10
218 226 230
204 216 220
7 6.25 25.00 5 8.33 31.25 5 10.00 31.25
0.078 0.10<1 0.125
200 200 200 200 200 200 200
16 16 12 10 10 10 8
200 200 200 200 200 200 200
25 20 20 20 16 12 12
150 160 160 160 168 176 176
134 144 144 144 154 166 168
8 8 8 8 7 5 5
4,00 5,00 5.00 5.00 6.25 9.33 8.33
12,50 12,50 16.67 20.00 20,00 20.00 25.00
0.040
200 200 200
8 6 6
150 150 150
12 12 10
175 176 190
166 166 170
5 6.25 5 6.25 5 7,00
25,00 33,33 33.33
0,111 0,1111 0.133
20 20 16 12 12 10 8
255 255 255 255 255
250 250
12,400 10,560 9,920 9,600 8,060 6,560 6,206 5,008 4,656
4,080
H/t,..,
250
250 250 250 250 250 250 250
255
3.99 4.55 5,10 5.10 6,38 7.97 7.97
O.~O
0,050 0.050 0.063 0.083 0,083
!
.-
ASEP Steel Handbook -32-
Built-Up Shapes 1-31
y
111
tit ~- ---:r---= w
x- - -
BH SHAPES Dim.nslons Properties
Wj
_
OJI
4,32 4,19 4,15 4,22 4,06 8,96 4,02
rt mm
I x10 6 mm4
71.0 20 i,O 70,5 139,0 70.7 172,7
-c'
Jll
.+. !____ ~_.,....~_===:J
,
y
I x10s /mm
:1- -- .- - x T h H
Elastio Properties. Axis y-y Axis X-X S ! S x10" r x10 6 x10s r 3 4 3 mm mm ml':1 mm mm 1,649 101.4 1,512 102.0 1,392 104,1 1,S60 105("1,156 106.~ 964 108.C, 9'50 109.5
B
-l
Plastic Modulus
Z.
Zy
x10 3 mm3
x103 mrn3
Desig nati on HxW
99.6 77.5 69,2 69,1 55.3 44.2 44.2
695 1309 542 542 434 347 347
66.5 65,3 65.9 67,5 65.9 65.4 66.8 !
1,952 1,773 1,594 1,554 1,305 1,074 1,050
1,059 930 826 820 658 526 524
BH
250 x 157 x x x x
143 125 119 100 x 81 x 78
71.4 70,9 70,5 71.1
170.0 144,5 120.5 118.8 96,4 75.7 65,7
771 606 526
106.0 21,4 107,1 16.0 106,1 13,3
214 160 133
49.91 49.2 47,8
868 673 596
325 244 204
BH
3,65
54.7 54,4 53,9
250 x x x
5,36 I· 5,10 5,21 5,26 5,05 4,80 4,89
55,6 54,9 55,6 55.9 55.4 54.5 55,1
91,6 70,5 69,2 69.5 58,3 47,0 46.1
916
81,1 33.4 81.7 26,7 83,5 26,7 84.5 26.7 84.9 21.3 84,7 16,0 86,2 16,0
334 267 267 267 213 160 160
51.9 50,3 51.9 52.7
510 410 406 404 324 244 243
BH
514 49.4 50.8
965 822 797 784 659 529 513
200 x x x x x x
4,77 4,69 4,75
40,7 41,3 40,9
35,5 34,6 30,0
90 90 75
36,7 38,1 37,1
400 385 334
138 8H 137 1j 4
8.88 8.77
705 692 685
583 470 461 355 346
300
84,2 96,2 85,9
6.8 6.8 5,6
ASEP Steel Handbook -33-
67 52 46
97 93 78 75 63 51 x 49
200 x 39 x 37 x 32
1-32 Built-Up Shapes
y
"~45='1r---~1
n
X-----'Ir·'---X T hH
w~=J!L=~J_U j
Y
SH SHAPES Dimensions Proper tin
-1
,
_ _ ll___
.
.
lA, I
Designation HxW
8H
200 x
x
'"'''\:i''' Area ,'_~
W kg!m
27 27,32 24
23,74
A mm 2
3,480 3,024
~
Flange h H tl'! B tf mm mm mm mm mm Web
200
200
6 120 6 120
10
8
180 184
i ASEP Steel Handoook -34-
T
w B!2t f
mm mm
170 174
H!t,.,
H!Ar 1!mm
5 6,00 33,33 0,167 5 7,50
33.33 0.206
i
Built-Up Shapes 1-33
--
lTI
y
t,l wl~c:=-t-=
·:.~l~'lli I J
9H SHAPES Dimensions Properties
Y
+--_..L
Plastio Modulus
Elastio Properties Q/I x103 /mm 4,63
4A:3
AxisY-Y
Axis X-X
rt mm
32.3 31.7
I x10 6 mm4 24,6 20,6
S x10 3 mm3 246 209
__.
r mm 641 63,0
I x10 6 mm4 2.9 2.3
S x103 mm3 46 36
r mm 26,9 27.6
ASEP Steel Handbook -35-
2" 3
x10 mm3 277 235
Dasig nati on HxW
Z"
X103 mm3
-
74 BH 59
200 x X
27 24
1-34 Built-Up Shapes
B
"FFT- -t-r 1
w
I
y
x--- : ---x-l I
-1: -tw I
BWTSHAPES Dimensions Properties
H
I
_~
y
Designation HxW
Weight W kg/m
Area A mm 2
Stem H tw tJ2 mnl mm mm
Area mm 2
Flan> e B tJ2 tl mm mm mm
Dletancsra w h T mm mm mm
10,0 10,0 10,0 10,0
12,500 10,000 10,000 10,000 10,000
450 450 450 450 450
45 45 40 35
22,5 22,5 20,0 17,5 16,0
455 455 460 465 469
4~
e e e e
490
8
12,5 12,0 10,0 10,0 10,0 10,0 9,0 9,0
11,250 11,250 9,000 9,000 9,000 9,000 7,200 7,200
450 450 450 450 450 450 450 450
45 22,5 40 20,0 40 20,0 35 17,5 32 16,0 29 14,0 29 14,0 25 12,5
405 410 410 415 419 <22 422 425
397 402 402 407 410 414 414 417
8
20 10,0 9,00D 20 10,0 9,000 20 10,0 9,000 16 9,0 7,200 16 9,0 7,200 9,0 7,200 16
300 300 300
35 17,5
415 419 422 422 425 430
407 410 414 414 417 422
8WT 500 x x x x x
249 249,26 230 230.40 214 213,52 197 196,64 197 19652
31,625 29,350 27,200 25,050 23,760
500 500 500 500 500
25 20 20 20 20
BWT 450 x x x x )( x x x
238 222 206 199 119 16iS 152 142
239.44 221.76 205.67 198,79 179,67 16iS,16 151.91 141,69
30,375 29,250 26,200 24,050 22,760 21,040 19,352 19,050
450 45,1 450 450 450 450 450 450
25 25 20 20 20 20 16 16
8WT 450 x x x x x x
149 141 132 119 112 101
147,59 140,99 132,19 119,94 112,26 101.11
19,900 17,960 16,940 15,152 14,300 12,980
450 450 450 450 450 450
~2,5
ASEP Steel Handbook -36-
300 300 300
32
32 16,0 29 14,0 29 14,0 25 12,5 20 10,0
447 447 452
e e .i e e e e e e e e e e e
Built-Up Shapes 1-35
,--y=] I 8
lire: ~rI wi
y
,--]:1 . - ,-I ,
BWTSHAPES Dimensions Properties
-~W-Iw
--l
y
C'c = 21T2E -
Elastic P'operties AxisY-Y
Axis X-X H/~
I x106 mm 4
I
r mm
y mm
I x10 6 mm4
S x103 mm 3
r mm
112,4 100.0 104,6 110,3 114,5
104,0 - - - - ---- BWT 108,0 0,845 137 1:,7 105,7 0,845 103,1 0,845 137 137 101,2 0,845
500 x x x x x
248 230 214 197 187
106,1 - - - - ---- BWT 103,8 ---- - - - 107,7 0,951 129 105,2 0,951 129 129 103.4 0,951 0_951 129 946 100,6 150 946 104,9 0,703 150 844 102,6 0,703
450 x x x x x x x x
239
206 189 179 165 152 142
450 x x x x x x
149 141 132 119 112 101
654,9 552,8 545,1 534,6 526,6
1,690 1,382 1,379 1,372 1,366
143,9 137,2 141,6 146,1 148,9
342,3 342,0 304,1 266,1 243,3
1,521 1,520 1,351 1,183 1,081
19,00 19,00 22,50 22,50 22,50 22,50 28,13 28,13
493,~
1,372 1,369 1,119 1,116 1,112 1,105 905 900
126,2 97,5 342,2 129,9 101,6 804,3 123,9 90,4 304,0 128,3 95,2 266,1 131,0 98,6 243,3 134,7 104,3 212,9 129,3 92,5 212,8 132,6 97,3 190,0
1,521 1,352 1,351 1,182 1,081
79,0 72,3 63,3 63,1 56.4 45,1
527 482 422 421 376 301
22,50 22,50 22,50 28,13 28,13 28,13
395.9 '390,7 382,0 323,6 317,5
Designation HxW
S x103 mm3
20,00 25,00 25,()(J 25,00 25,00
476,6 402,5
O,Oly O. = 1.0
354,9 1,005 137,4 116.8 348,9 1,059 139.4 1t'0,7 339,9 1,049 141,9 126,8 290,2 965 139,4 114,3 293,3 957 140,9 119,5 269,5 839 1-14.4 130,2
Where no value of C', 01
O.
64,8 0,951 63.4 0,951 61,8 0,951 64,6 0,703 62,9 0,703 59,2 0,703
C'o
129 BWT 129 129 H50 150 150
C, 10 ohown, the oectlon complies with NS Sectk>n 4,9,1,2 ASEP Steel Handbook -37-
m
1-36 Built-Up Shapes
8
I~-I
c::==:;
~!~
=:::J~"
,x- - - :'f - - - x--+' I - :,- t . tJ w.
:
8WTSHAPES Dimensions Properties
r ~-.------
.
y
Weight
Area
Desl gnatlon HxW
W kg/m
mm 2
8WT 400 x 149 x ~38 x 126 x 118 x 106
149,21 137,53 125.85 117,75 105.99
19,990 17,520
8WT 400 x 106 x 95
10M9 94,93
A
H tw tJ2 mm mm mm
Area mm2
S tf t~2 mm mm mm
w T mm mm
380 3eO 860 860 360
32 16.0 '369 28 14,0 372 29 140 872 25 12,5 375 25 12,5 875
3eO 364 364 387 387
9 9 9 9 8
9,0 6,400 9,0 6,400
300
25 12,5 20 10.0
375 390
387 372
9 9
380 380
16.0 16.0
318 319 322
310
310 314 814 317
9 9 8 9 9
264 364
8
267
9
16,032 15,000 18,500
20 10,0 20 10,0 16 8.0 16 8,0 12 6,0
13,500
400
12,090
400
1e 16
17,990
350
SWT 350 x 140 140,36 x 130 130,37 x 120 119,57 x 109 109.46 x 101 101.27
16,609 15,232 13,944 12,900
350 350 350
20 10,0 7,000 16 9,0 MOO 16 9.0 5,600 12 6.0 4,200 12 6.0 4,200
8WT 300 x 122 121.83 x 113 113,29 x 105 105,19 x 97 96,56 x 93 82,90
15,520 14,432 13,400 12,300 10,560
300 300 300 300 300
20 10.0 6,000 16 9,0 4,900 16 9,0 4,900 12 6,0 3,600 12 6,0 3,600
ASEP Steel Handbook ·38-
h mm
9,000 8,000 6,4C'O 6,400 4,800
400 400 400 400 400
350
Distances
Flange
Stem
300
380
82 32 29 28
360
25 12,5
325
380 380 3eO 360 3eO
28 14.0 29 14,0 25 12,5 25 12,5 20 10.0
272 272 275 275 290
380
14.0 14.0
322
267 272
8
e 8
i
Built-Up Shapes 1-37
8
r--Y-i w! ~~]F I Y 1Ft -'-1
'-----!----X-1 !I -'If I..;
8WTSHAPES Dimensions Properties
-J
I
Y
2E C'o =2rc --
Elastic Properties Axis X-X
HIt".
20.00 20.00
S x10 s mm s
r mm
y mm
I x10 6 mm 4
S x10 s mm s
O.O/y Designation HxW
OR = 1.0 r mm
0,
C'o
---- ----
263.7 257.7 219.0 214.9 173.2
962 956 702 698 540
119.2 121.3 1169 119.7 113.3
94.0 98.9 88.3 92.5 79.2
124.7 109.1 109.0 97.3 97.3
693 606 606 541 540
81.3 79.9 82.5 80.6 84.9
25.00 204.0 25.00 194,2
693 671
122.9 126.8
101.4 110,7
56.4 45,1
376
301
64.6 61.1
180,1 151,9 149.6 119.6 118,1
663 542 540 416 415
~OO.4
95,6 99.1 S2,6 95.7
78,2 69,6 73.2 62.5 65.4
124,6 124.5 109,0 108.9 97.2
692 692 605 805 540
83,5 ---- - - - - 8WT 86,6 0,978 128 84.6 0.978 128 88.4 0.654 156 86.8 0.654 156
15,00 113.7 19,75 9M 19,75 94,7 25.00 75,6 25.00 73,7
487 398 397
85,6 91.5 94,1 79,4 83.6
66,6 59,2 61,9 527 57,7
109.0 109,0 97,3 97,2 77.9
606
83.8 86,9 95,2 89,9 95,8
25.00 25.00 33.33
17,50 21.89 21.89 29,17 29,17
I
I x10 6 mm4
AxisY-Y
306 304
Where no value of C', or
Q,
605 541 540 432
---0.845 0.845 0.501
137 137 178
0.845
137 8WT 137
0,845
---- ---- BWT
---,,- ----
---- ---0,945 137 0,845 137
10 ohown, the oectlon complleo with NS Sect. 4,9,1,2
ASEP Steel Handbook -39-
8WT
---~-
400 x x x x x
149 138 126 118 106
400 x 106 x 95 350 x x x x x
140 130 120 109 101
300x 122 x 113 x 105 x 97 x 93
1-38 Built-Up Shapes
y----r
8
I
,- - r---,--1- ,
"9col~otl I
W
Y
I
8WTSHAPES Dimensions Properties
H
-it- 'w y
;
Deaignalion H ;(W
Welghl W kg/m
Slem H Iw t,)2 mm mm mm
Area A mm2
Area mm2
Flan e 8 I, 1,/2 mm mm mm
h mm
T
w
mm mm
6,000 4,90 4,900 3,600 3,600
255 255 255 255 255
25 25 20 20 16
12,5 12,5 100 10,0 9,0
275 275 290 290 294
267 267 272 272 277
9 9 9 9 7
8,0 4,900 6,0 3,600 6,0 3,600 5,0 3,000
225 225 225 225
25 12,5 22 11,0 19 9,5 16 8,0
275 279 291 284
267 270 274 277
8 8
300 300
16 12 12 10
5,720 5,040
300 300
10 10
es.o s.oOO
190 180
16 12
8,0 6,0
294
277 283
90,69 84,00 77.72 66,41 54,09
11,552 10,700 9,900 8,4S0 6,990
225 225
ao
300 300
29 14,0
197 200 200
225
16 16 12 12 10
50,71 47.49 41,53
6,460 6,050 5,290
225 225 225
12 10 10
$,0 2,700 S,O 2,250 5,0 2,250
eWT 300 x 93 x ~ x 75 x 66 x 59
93,22 94,59 75,20 66.41 59,79
11,975 10,775 9,590 9,460
8WT SOOx 79 x 65 x 60 x 51
79,70 65,05 60.03 50,55
10,025 9,28S 7,647 6,440
eWT 300 x 45 x 40
44,90 39,56
eWT 225 x 91 x94 x 78 x 66 x 54 eWT 225 x 51 x 47 x 42
7,499
300
300 300 300 300 300
300
225 225
20 10,0 16 9,0 16 9,0 12 6,0 12 6,0
5,0 3,000
8,0 6,0 6,0 5,0
3,600 3,600 2,700 2,700 2,250
ASEP Steel Handbook
Ilt~
Distances
AO·
300 SOO
300 200
200 200
25 12,5 25 12,5 20 10,0 9,0 16 20 10,0 20 10,0 16 9,0
299
205 209 205
205 209
7 7
7 ~
199 192 192 197 202
e. 8 e e
197 197 202
e' e
7
7'
Built-Up Shapes 1-39
i-·-'·~·-··-·;·--·-----r
~
I Il r ....WI
:C=::=Jt-= ] I
x--·-
eWTSHAPES Dimensions Properties
1:1
15.00 18.75 18.75 25.00 25.00
S x103 mm 3
101.4 86.6 83.1 67.7 64.8
465 383 378 294 290
r mm
,
92.4 89.7 93.1 89.5 93.0
82.0 73.8 80.1 69.6 76.3
_....__ .
C' a =2rc2E --
Qsaly
Axis y-y
y mm
1
tw
:11
Axis X-X
I x10 6 mm 4
H
--t'Iii: f-
Elastic Properties
HIt"
Y
I----x---l-
I x106 mm 4
S x10 S mm 3
34.7 34.6 27.7 27.7 22.1
272 272 217 217 174
a. = 1.0 r mm
as
54.1 ---56.7 ---53.8 ---57.2 0.845 54.4 0.845
Desl gnation HxW
C'o
----------
BWT
300 x 93 x 95 x 75 x 66 x 59
137 137
I 19.75 25.00 25.00 30.00
83.6 66.5 64.7 54.9
377 291 269 243
91.3 89.6 92.0
30.00 30.00
51.3 47.7
14.OS 14.06 19.75 18.75 22.50 18.75 22.50 22.50
49.7 ---- ---- BWT 137 50.3 0.945 48.6 0.945 137 48.6 0.618 160
300 x x x x
3$.9 34.1
300 x 45 x 40
92.3
79.3 71.4 75.6 741
23.8 20.9 18.1 15.2
212 186 161 135
236 229
94.7 97.3
52.5 91.7
7.8 5.9
87 65
39.9 39,4 31.4 3Q.9 26.1
220 221 170 169 143
58.7 60.7 56.3 6J.4 61.6
44.7 46.1 39.8 42.7 42.1
63.1 56.3 56.3 45.0 36.0
420 375 375 240
73.9 ---- ---- BWT 72.5 ---- -_._75.4 ---73.0 ---- ---72.3 0.951 129
26.0 24.5 23.7
163 138 137
65.9 63.6 66.9
52.8 48.1 52.4
13.4 13.4 10.7
134 134 107
45.5 47.0 44.9
300
0.618 0.618
160 BWT 160
--~,-
---- ---0.951 0.951
129 129
Where no value of C'. or Q, is shown, the section complies with NS Sect. 4.9. 1.2. ASEP
Steel Handbook -41-
BWT
225 x x x x x
79 65 60 51
91 84 78 66 54
225 x 51 x 47 x 42
1-40 Built-Up Shapes
8 I--;----r IfF±= :
=]
":~f,-r ,I - 'k 1
L~
VI
i
8WT SHAPES Dimensions Properties
Ii
____ .
y
Designation HxW
Weight W kg/m
Area
A mm 2
mm
mm
mm
85 x 28 x 25
85,25 27,51 25,28
4,490 3,504 8,220
225 225 225
10 8 8
5,0 2,250 4,0 1,800 4,0 1,900
150 150 150
16 12 10
8,0 6,0 5,0
209 213 215
202 209 210
BWT 175 x 88 x 35 x 29
37,60 35,11 29,08
4,790 4,472 3,704
175 175 175
10 8 8
5,0 1,750 4,0 1,400 4,0 1,400
200 200 200
16 16 12
8,0 8,0 6,0
159 159 163
152 152 158
8WT 175 x 27 x 24 x 22
27,19 24,49 21,90
3,464 3,120 2,790
175 175 175
8 8 6
4,0 1,400 4,0 1,400 3,0 1,050
180 180 180
12 10 10
6,0 5,0 5,0
163 165 165
158 160 160
BWT 175 x 17 x 15
17,19 15,40
2,190 1,962
175 175
6 6
3,0 1,050 3,0 1,050
120 120
10 8
5,0 4,0
165 167
160 162
8WT 150 x 26 x 23 x 21
25,62 23.46 20,72
3,264 2,988 2,640
150 150 150
8 6 6
4,0 1,200 3,0 900 3,0 900
180 180 180
12 12 10
6,0 6,0 5,0
138 138 140
133 133 135
8WT 150 x 14 x 13 x 11.
14,44 12,97 11,49
1,840 1,652 1,464
150 150 150
6
6 6
3,0 3,0 3,0
1no 100 100
10 9
5,0 4,0 3,0
140 142 144
135 137 139
8WT
2~x
900 900
900
ASEP Steel Handbook ·42·
6
HI
22 2S 2S 17, 21,
21. 21.1 21.1 29,' [ 29.1 i 29,1
Built-Up Shapes 1-41
B
-r
· -r= --1
I tp=-_J y
'j--
,----
IV
x---
8WTSHAPES Dimensions Properties
.
]y x--+
H
y
C' a =2rr2E --
Elastic Properties
Ieee w n mm
Axis X-X I xl0 S mm4
HIt."
:10
7 5 5
52 52 58
7 7 5
158 160 100
5 5 5
100 162
5 5
188 138 185
5 5 5
185 187 139
5 5 5
oe
1
->~<-IW
----
02
I I_· __ I
s3
xl0 mm3
r
mm
y mm
AxisY-Y S I xl OS xl0 3 r 4 3 mm mm mm
Q,
Dulgnation HxW
C'o 129 8WT 150 150
225 X 85 X 28 x 25
47.2 ---- - - - - BWT 128 48.9 0.978 128 46.5 0.978
175 x 88 X 85 X 29
0.979 0.979 0.654
129 8WT 128 156
175 X 27 X 24 X 22
24.0 19.8
25.7 0654 24.8 0.654
156 BWT 156
175 X 17 X 15
5.84 5.98 4.96
64.9 64.8 '54.0
42.8 - - - 44.2 0.845 42.9 0.845
BWT
187 187
150 X 26 X 28 X 21
0.84 0.67 0.50
16.7 18.4 10.1
21.8 0.845 20.1 0.945 19.5 0.845
187 BWT 187 137
150 X 14 X 18 X 11
4,52 8.88 2.82
60.2 45.1 87.6
81.7 81.1 29.6
22,50 21,90 182,4 29.18 17.54 106.9 29.1 :3 . 16.78 104.9
69,7 70.9 72.2
00.4 60.7
17,50 11.55 21.99 9.72 21.99 9.89
8:3.7 68.4 67,9
49.1 46.6 508
87.0 10.68 . 106.8 8.2.9 10.67 IOS.7 00,1 86.9 8.01
21.99 21.99 29.17
9.14 9,94 7.15
67.2 1'>6.5 (,,1.5
51.4 5S.2 50.6
88.9 42.0 86.0
5.84 4.87 4.86
64.9 54.1 54.0
411 39.5 41.7
29.17 29.17
6.41 6.09
49.1 48.2
54.1 55.7
44.6 48.7
1.44 116
18.75
25.00 25.00
5.89 4. 71 4.61
49.6 88.2 89.0
42.5 8S.7 41.9
81.4 26.e 29.9
25.00 25.00 25.00
8.95 8.76 8.49
85.6 85.0 88.9
46.8 47.7 49.9
8.S.2 42.7 47.3
6~.1
Q.
O,Oly = 1.0
0.951 0.708 0.708
----
I Where no value of C', or 0,10 ohown, the oectlon complieD with NS Sect. 4.9.1.2
ASEP Steel Handbook -43-
1-42 Built-Up Shapes
BWTSHAPES Dimeniions Properties
Weight Desi gnation HxW
W kg/m
Area A mm 2
Stem H tw lJ2 mm mm mm
BWT 125 x 21 x 19 x 17
21.23 19.45 17,19
2,704 125 2. 479 12!5 2,190125
9 6
BWT 125 x 13 x 12 x 10
1;3,27 11.79 10,31
1,690 1,502 1,314
BWT 100 x 20 x 16
19,66 16,01
BWT 100 x 15 x 14 x 12
BWT 100 x 14
x
12 x 11
Area mm 2
1,000
6
4,0 3,0 3,0
125 125 125
6 6 6
2.504 2,040
100 100
15.45 13,66 11.97
1,969 1,740 1,512
100 100 100
6
30
6
13,50 12,09 10,61
1,720 1,540
100 100 100
9 6 6
~,352
Flan e B tf tf/2 mm mm mm
6,0 6,0 5,0
Distances h T w mm mm mm
113 113 115
750
150 150
12 12
750
150
10
30 3,0 3,0
750
100
10
750 750
100 100
9 6
9 6
4,0 3,0
eon
150 150
12 10
13,0
ee
5,0
90
6
;3,0
8,0
60012012 600 120 10 600 120 8
6,0 5,0 4,0
90 92
4,0 3,0 3,0
800 600 600
5,0 5,0 4,0
90 90 92
600
10010 100 10 100 9
103 108 110
5,0 115 110 4,0 117 112 3,0119114
ee
83 95 93 95 97
85 95 97
HIt,.
(5
5
5
1M3
20,83 20,83 20,83 20,83 20,83
12,50 1M7 16,67 16.67 15,57 12,50
15.57 1S,S7
w ASEP Steel Handbook -44-
Built-Up Shapes 1-43
p l--y----r l:t:==t:..':::::::j:r=:=::::J --It w, I, Y I
x---I:I---x-I
8WT SHAPES Dimensions Properties
H
!I
1
I:,
-t
·~!r\w y
C'o =2n2E -
Elastic Properties
cas
•
Axis X-X
w 'n mm
09 10.
5 5 5
10. 12 14
5 5 5
83 85
5 5
93 95 97
5 5 5
85 95 97
5 5 5
)8
HIt,.,
I x1D 6 mm4
S xi03 mm3
r mm
AxisY-Y
y mm
I xlD 6 mm 4
S x1D3 mm3
O.Oly O. =i.D r mm
O.
Designa~on
HxW
C''0
1M3 20.93 20.93
3.33 2.67 2.62
34.0. 26.2 26.1
35.1 32.8 34.S
269 23.1 24.7
3.39 3.38 2.81
45.1 45.0. 37.5
354 ---- ---- BWT 36.9 ---- ---35.8 ---- ----
125 x 21 x 19 x 17
20.83 20.93 20.93
236 2.27 2.12
25.0. 24.7 24,1
87.4 38.8 40.,1
30..5 33.2 37,0.
0.84 0..67 D. !SO
16.7 13.4 10..0.
22.2 211 19.5
---- ------- ------- ----
BWT
125 x 13 x 12 x 10.
12.50 16.67
1.74 1.37
21.9 16.9
26.4 25.9
20.1 19.2
3.39 2.91
45.1 37.5
36.7 37.1
---- ------- ----
BWT
100. x 20. x 16
lS.67 lM7 lM7
1.32 1.31 1.27
16.4 16.4 16.3
25.9 27.4 29.0.
19.4 20.5
28.8 24.0. 19.2
29.6 ---28.8 ---27.6 ----
----------
BWT
2~.3
1.73 1.44 115
100 x 15 x 14 x 12
12.50. 16.67 16.67
i.54 1,2!S 1.21
20.8 16.1 16.0
29.9 29.5 23.9
25.9 22.5 24.4
0..84 0.93 0..67
16.7 16.7 13.4
22.1 23.3 22.2
---- ------- ------- ----
BWT
100 x 14 x 12 x 11
,
Where no value 01 C', or a,lo ohown, the oeetion eomplleo with NS Sect. 4.9.t.2
ASEP Steel Handbook -45-
1-44 Built-Up Shapes
BEAM SELECTION TABLE F = 248 MPa B/2t, B/2t,
H/~
1/mm
rl mm
Designation H't!N
Sx
xi 03
11.27 11,27 10.02 12,52 11.13 8,76 .
5,72 5,72 5,72 5,72 5,72 5,72
900 x 410 900 x 878
16,231 15,748 15,219
5,72 5,72 5,72
SW BW
900 x 8(17 900 x 380
14,224 12,876
5.72 5,72
119,66 74,02
BW BW
900 x 304 900 x 847
12,430 11,699
5,72 3,81
9.0 5,11 5,1 (
BW BW BW
900 x 283 900 x 815 800 x 296
11,393 10,745 10,160
5,72 3.81 4.57
4,(I( 5,3!
5.00 M3 5,00 5.63 6.43
BW
7,03 6,43 6.43
0,069 0,057 0,057,
117.77 117,63 119,81
BW BW BW
1000 x 373
7,08
0.063
9,04
0,071
118,91 117,45
8.04
0,071 0,086
518 497
0,080
463
496 444 x 393
7,~
6,( 7,~
6,4 7,(1 . 7.2 7,2
0,094. 0,069
118,51 74,18 94,36
5.36 6.43
0,107 0.079
74.96 98,10
BW BW
900 x 264 BOO x 275
9,826 9,229
3,81 4.57
6,43
0.079
94,99
BW
800 x 252
8,995
4,57
7.01
5,36 5,63 5,63
0,107 0,061 0,061
76,91 95,51 97,08
BW SW BW
900 x 238 7r:tJ x 281 700 x 261
8,881 8,574 9,329
3.81 4,57 4,57
5.19 9,16 9,16
6,00 7.20
0,120
75,89 94,00
BW SW
900 x 225 800 x 236
9,202 8,166
3. 81 4,(17
4.64 6,26
ASEP Steel Handbook -46-
6,0 6,0
6,~
9,00 4,69 5.63
0,089
7,:
21,999 21,622 19,843 19,219 17,355 17,554
8W 8W BW BW SW
1000 1000 1000 900 900 1000
x x x x x
118, 11 119,22 117,95 119,25 119,09 118.74
4,29
m
mm3
0,049 0,048 0,056 0,044 0,050 0,063
MO.
L"
L. m
4.& 6.se 6.88 6.00 6.00 M3 7.97
7,50
Built-Up Shapes 1-45
BEAM SELECTION TABLE
6/2tl
L"
H/~
1/mm
m 11,27 11,27
10.02 12,e'~
11.13 8,76 8,01 9,74 9,74 8,90 7,79 7,79 6,49 6.98 5,94 8,01
5,19 7,01 7,01 5,19 9,16 9,16
4,64 6,26
rl mm
Lu
m
m
6,26 8.01
97,86
4,57 4,57 4.57
73.66 73,95 97,14 95.67 97,17
BW BW BW BW BW
900 x 202 800 x 212 700 x 203 600 x 244 600 x 227
7,048 7,039 6,645 6,395 6,217
3.81 3.81 4.57 4,57 4,57
3.71 5.22 7.15 9.35 9,35
800 x 190 600 x 210 600 x 193
6,027 5,702 5,517
3.91 4,57 4,57
4,17 8,35 8,35
4.57 3.24 3.24
6.68 5,91 5.91 5,22
6,43 6.43
0,069 0.069
98,06
7,50
0.150 0,107 0,060
x10 mm3
~
7,814 7,524 7,270
~$,21
6.43 6.43
3
800 x 212 700 x 239 700 x 219
0,089
0.078 0.060
Sx
BW BW BW
7,20
6,00 7.20
Designation HxW
8.01
7,50 7,20 7,20
0.133 0,067 0,067
74,89 96,37
98,10
BW BW BW
9,00
0.083 0,094 0.094
96.68 64,87 66.37
BW BW BW
600 x 136 600 x 186 600 x 169
4,624 4,439 4,255
0,107 0,054
57,85 61,65
BW BW
600 x 157 450 x 191
3,941 3,692
2.86 3.91
10.39
0,107 0,1 '8
59.40 64.74
BW BW
600 x 140 600 x 150
3,656 3,641
2.86 3,24
5,22 4,73
6.00 B.OO
0,118 O.ose O.ose
66.66 81.03 82.32
BW BW BW
600 x 133 450 x 168 450 x 155
3,446 3,393 3,299
3.24 3.81 3.81
4,73 9.27 9.27
5.93
0,133
58,12
BW
600 x 123
3,109
2,86
4.17
7,97 7,50
0,147
65,10
0,075
81,23
BW BW
BOO x 118 450 x 133
2,931 2,773
3,24 3,81
3,79 7.42
5,10 5,10 4,50 5,36
4,50 6,36 6,38
ASEP Steel Handbook -47-
.,.i
1-46 Built-Up Shapes
BEAM SELECTION TABLE Fy = 249 MPa B/2tf
H/~
1/mm
rt mm
Designation HxW
Sx x103 mm3
~
Lu m
m
7,00 9,39
0,167 0,094
57,90 90,93
BW BW
600 x 101 450 x 109
2,556 2,291
2,96 3,91
5.63 5.00 5,00
0.209 0,113 0.113
45.09 52.60 53.36
BW BW BW
600 x 90 460 x 101 450 x 95
2,147 1,951 1,900
2.29 2.54 2,54
B/~
E
7.60 6.25
0.279 0,141
43.23 52,32
ew
600 x 450 x
79 93
1,n6 1,611
2,29 2,54
BW
0,199 0,109 0,109 0.250 0,146
38,12 53,48 54,25 37,75 53,12
BW BW BW BW BW
450 350 360 450 360
x x x x x
70 75 70 55 59
1,276 1,174 1,143 997 916
1. 91 2,54 2,54 1.91 2.54
7,50 7,50
0.300 0.16.2
36,83 47.41
BW BW
450 x 350 x
51 54
991 837
1.91 2.29
9,00
0,194
46,59
BW
350 x
49
732
2,29
9,00 7,50 7.50
0,194 0,139 0,139
47,n 49,00 49.93
BW
"t':
(;1 47
697 691
BW
350 x 300 x 300 x
669
2,29 2,29 2.29
9,00 6.00 6,25 6,25
0.167 0.292 0,139 0,139
48,34 30,68 40,09 40,91
BW BW BW BW
300 x 3~ x 250 x 250 x
41 34 42 39
579 499 470 454
2.29 1.52 1.91 1.91
7,50
0,365 0,167 0,111
29,94 40,32 40,73
ew ew ew
360 x 260 x 200 x
31 34 39
427 894 355
1,52 1.91 1.91
.7,50 6,25
ew
ASEP Steel Handbook -48-
l
•
,
e
S
4.69 6,25 6,25 6,25 8,33
,
e
5 7
a 6.
Hni.lt··Up
~;hapes
1-47
BEAM SEU:iCTION TABLE
B/2t,
· '-""'U
H/~
1/mm
m 3,34 5,94
5,00 6,25 7,50
2,67 4,95 4,95
5,00
2,00 3,96 2,97 5,09 5,09 2.~,
3.82
rl mm
Designation HxW
Lu m
m
200 x 200 x 250 x
29 26 :32 31 27
:354 :304 :300 282 279
1. 27 1,27 1,91 1,52 1.27
1,85 148 4,17 4,01 2,23
BW BW BW BW BW BW
800 200 250 200 200 200
253
x x x
23 27 24 27 24 24
246 239 220 210 208
1.27 1. 52 1. 27 1. 27 1,27 1.52
1.11 3.34 1.78 2,78 2,78 2,67
BW BW
250 x 200 x
21 21
197 179
1,27 1.27
1,34 2,23
0, :300 0, :375 0,1 :3:3 0,1:39 0,250
25.52 24,60 40,92 32,70 26.08
BW BW BW BW BW
:300 x :300 x
7,50
0,500 0.167 0,818 0,200 0,200 0,208
23,7:3 32,30 25,39 25,92 26,57 31.73
833 6,25
0,417 0,250
24,43 26.03
5,00
L"
Sx x103 mm 3
I
8,3:3
6,00 6,25 5,00
5,00
x x x
1.85 3,4:3
2,96 2,66 4,01 4,01 3.:34 1,91 4,01 4,01
I
1. 5:3 3,S4
5.01
ASEP Steel Handbook
·49·
.....
I.
1-48 Built-Up Shapes
VALUES OF e, TABLE For Determining Allowable Stress for Main and Seoondary Wh.n KI/r ~ e, for St,,1 of Any YI.ld 8tress Coy equation F, = e,F ~
tS1Lr. e
,01 ,02 ,03 ,04 ,05
e ,599 ,597 ,596 ,594 ,593
tS1Lr.
tS1Lr.
tS1Lr. e
e ,26 ,27 ,29 ,29
,549 ,(;;46 ,543
,30
,539
,540
e
,e.;1 ,52 ,53 ,54 ,55
e
e
e
.472 .469 ,465 .462 ,459
,76 ,77 ,79 ,79
,375 ,371 ,366 ,362 ,357
,90
2 3 4 5 6
7 ,06 ,07 ,09 ,09 ,10
,591 ,589 ,588 ,586 ,594
,31 ,32 ,33 ,34 ,35
,535 ,532 ,529 ,527 ,524
,56 ,57 ,58 ,59
.455 .451 .447 .444
,60
.440
,91 ,82 ,83 ,84 ,95
,353 ,348 ,344 ,389 ,335
8 9 10 11
.,
1" ,579 ,576 ,574
,521 ,519 ,515 ,512 ,509
,61 ,62 ,63 ,64 65
.436 .482 ,429 .424 .420
,96 ,87 ,99 ,89 ,90
,325 ,321 ,316 ,811
,572 ,570 ,568 ,565 ,563
.41 .42 ,43 .44 .45
,506 ,502 .499 .496 .493
,66 ,67 ,68 ,69
.416 .412 ,408 .404
,70
,400
,91 ,92 ,98 ,94 ,95
,306 ,801 ,296 ,291 ,296
,592
,16 ,17 ,18 ,19
,20 ,21 ,22 ,23 ,24 ,25
,330
,36 ,87 ,39 ,39 .40
,11 ,12 ,13 ,14 ,15
,590
,561 ,558 ,556 ,553 ,551
.489
.46 .47 ,48 .49 ,50
I'm;n widlh 10 IhicknQoo ralioo Qxcood
.486 ,488 .479 .476 :n~
,71 ,72 ,73 ,74 ,75
,396 ,392 ,888 ,394 ,397
,96 ,97 ,98 ,99 1.00
,281 ,276 ,271 ,266 ,261
limits 01 NS Soct. 4,9, uoo (Kllr)/C', in liou of (Kt/r)/C, vatuoo and
aquation F, • C,a,a,F (N6 Appendix Sect AS)
ASEP Steel Handbook -50-
13 14 15 16 17 18 19
20 21
22 23 24
25
Built-Up Shapes 1-49
AI.LOWABLE COMPRESSIVE STRESS TABLE
2 ,375 ,371 ,366 ,362 ,35~
,353 ,348 ,344 ,339 ,335 ,330-,325 ,321 ,316 ,311
3 01 ~
e 7 e
,281 ,276 ,271 ,266 ,261 aD and
66 67 68 69 70
116,03 115.33 114,63 113,93 113,22
96 97 98 99 100
92,89 92,04 91.18 90,32 89,45
147,06 146,74 146,41 146.08 145,74
88
39 40
134,35 133,82 133,29 132,75 132,21
145,39 145,03 144,67 144,30 143,92
41 42 43 44 45
131,66 131,10 130,54 129,97 129,39
71 72 73 74 75
112,50 111.78 111.05 110,32 109,58
101 102 103 104 105
88,58 87,70 86,81 85,92 85.03
143,53 143,14 142,74 142,33 141.91
46 47 48
76
q9 50
128,81 128,23 127,63 127,04 126.43
78 79 80
108,84 108,OS 107,34 106,58 105,82
106 107 108 109 110
84,13 83,22 82,31 81.39 80,46
22
141.49 141.0(;
51 52
23
140,~2
201 25
140,18 139,73
53 54
125.82 125,21 124,59 123,96 123,33
81 82 83 94 85
105,05 104,27 103,49 102,71 101.92
111 112 113 114 115
79,53 79,60 77.66 76,71 75,76
122,69 122,05 121,40 120,75 120,09
96 87 99
101.13 100,33 99,52 98,71 97
116 117 118 119 20
74,80 73,93 72,86 71,89 70,90
9 10 11
12 13 14 1e
16 17
,306 ,301 ,296 ,291 ,286
136,89 136,40 135,90 135,39 134,87
r 61 62 63 64 65
18 19
20
21
36 37
55 56
57 58 59 60
77
89 90
ASEP Steel Handbook -51-
T
1-50 Built-Up Shapes
ALLOWABLE COMPRESSIVE STRESS TASLE F
= 248 MPa
156 157 158 159 16O
51,61 51,27 50,93 50,60 50,29 49,98 49,67 49,39
61.09
161 162 163 164 165
136 137 138 139 140
60,52 59,97 59,43 58,90 58,38
166 167 168 169 170
48,54 48,27 48,01 47,76 47,51
141 142 143 144 145
57,913 57,39 56,9: 56,44 55,98
171 172 173 174 175
47,28 47,04
146 147 148 149
55,53 54,67 54,20
176 177 1'19
179
150
53.95
190
126 127 128 129 130
64,87 63,85 62,86 61.89 60,94,
156 157 158 159 160
42,32 41,78 41,25 40,74 40,23
126 127 128 129 130
131 132 133 134 135
60,01 59,11 58,22 57,36 56,51
161 162 163 164 165
39,73 39,24 38,76 38,29 37,93
131 132 133 134 135
136 137 138 139 140
55,68 54,87 54,08 53,30 52,54
166 167 168 169 170
37,37 36,93 36,49
141 142 143 144 145
51,80 51.07 50,36 49,67 48,98
171
148 147 148 149
48,31 47,6$
176 177 178 179
4702 46,39 45,77
36,06 35,64
173
35,22 34,91 34,41
174 175
33,63
172
190
34,02 33,25 32,87
32,50 32,14 31.79
66,88
66,1'1 65,48 64,80 64,15 63,51 62,88 62,27 61.67
55,10
ASEP S'teel Handbook -52-
49,09 48,81
46.92 46,60
46.38
196 187 188 189 190
IJllilt--Up Shapes 1-51
.ALLOWABLe: COMPRESSIVE STRESS TABLE F , y '" 248 MPa
KI r 181 182 183 184 185
Seoondary KI/r 121 to 200 KI F, (MPa) r 191 45.23 192 45.06 44,89 193 194 44,73 44.58 195
186 187 188 189 190
44.43 44.29 44.15 44.02 43.89
Main KI/r 121 to 200
3.45 3.07 2.69 2,32 i1,96
KI r 181 182 183 184 185
!)1.61 51.27 50,93 50,60 50.29
186 187 188 189 190
~
II
'a
I
F,
!SJ.
F,
(MPa) 31.44 31.09 30,75 30,42 30,09
r 191 192 193 194 195
(MPa) 28.23 27.94 27.65 27,3$ 27,08
29.77 29.45 29.14 28.83 2853
196 197 198 199 200
26,81
I-
I
26.3~
26.27 26.0i 25.75
• 49,98 49,67 49,36 49,09 46,61 48,54 46,27 48,01 47.76 47,51 47,26 47,04 46.62 46,60 46,36 46,16 45,98 45,76 45,59 45,41
ASEP Steel Handbook -53-
193 197 198 199
200
F, (MPa) 43.77 43.65 43,54 43.43 43.;33 43,24 43,15 43.06 42.99 42.91
1-52 Built-Up Shapes
NOTES
ASEP Steel Handbook -54-
Cold Formed Plate Shapes 2-1A
PART 2 COLD - FO RM ED PLATE SHAPES
ASEP Steel Handbook ·55·
""-----_._ ..• _.
.
........
-
.•........
2-113 Cold-Formed l']uLl> Shilpes
NOTES
ASEP Steel Handbook -56-
Cold-Formed Plate Shapes 2-1
CONTENTS
Nomenclature . . . . . . . . '"
. . . . . . . . . . . . . " . . . . . . . . . . . . . . . . . . . . . . 2-2
General. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2 - 3 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2-3
Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4 Sectional Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-4 Sectional properu.E's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-5 Tables of Dimensions and Properties BA-Ghapes (Equal Legs) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2-8 BA-Shapes (Unequal Legs) ... . . . . . . . . . . . . . . . . . . . . . . . . . . . .
2-12
BC-Shapes. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..
2-16
~SEP
Steel Handbook ·57·
- - - - - - - - - - ---_
........ .
T
2~-2
Cold-ForTn(~(j
t)1 ate!
~)lldP(~E;
NOMENCLATURE
Symbol A
B
H
w
W
a
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 i.nertia 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 section 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
Co
rnm rnm MPa rnm 4 rnm 4 rnm 4 rnm4
rnm rnm rnm rnm
Co
Con
45.0 concerns
eating rnm rnm
relative
kg/m
rnm rnm
For the the
rad of Only Part
ASEP Steel Handbook -58-
Cold-Formed Plate Shapes 2-3
COLD-FORMED PLATE SHAPES Units
mm mm
MPa mm 4 mm 4 mm 4 mm 4 mm
mm mm mm
mm mm 3 mm 3 mm 3 mm
mm kg/m mm
mm
General Cold-formed plate shapes are normally used as substitutes for particular families of rolled shapes like angles and channels because of the limit3d 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 ccvered in Part 3 of this handbook. Compared to built-up sections which use plate thicknesses up to 45.0 mm, a maximum plate thicl
rad Scope of Classification (Inly 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.
ASEP Steel Handbook -59-
T
I,
2-4 Cold-Formed Plate Shapes
Class
Cold-Formed Plate
Designation
Shape
Angle Channel
BA HxBxt BC HxBxt 1
A total of 77 bent-plate sections are presented in Steel Handbook. Ofchese, 23 are BA shapes having equal with depths ranging from 50 mm to 200 mm, and 27 are BA having unequal legs with depths ranging from 75 mm to 225 The remaining 27 sections are BC shapes with depths ranging 70 mm to 390 mm. T
Materials The minimum quality requirement for cold-formed plate cation is structural steel conforming to ASTM A36 and/or G3101 SS400 (formerly JIS G3101 SS41). Locally rolled plates available for these grades of structural steel, which have minimum specified yield stress, Fy , of 248 MPa and 245 MPa, respectively. The sectional properties and limits of cold-formej shapes are based on these values. Further informatio~ regarding materials of cold-formed plate shapes is given in Part 6 of this Steel Handbook. SE Sectional Dimensions Sectional dimensIons used in this Steel Handbook are although relatively fewer in number to the sectional adopted from the 1st Edition. A consideration in the choice of dimensions is the uti1iza-:: tion of locally-available steel plates. Yield is computed using 1829 mm wide plates, equal width strips, and an allowance of 3 rom per cut.
ASEP Steel Handbook -60-
"E
Th
ef: fo] seci
Cold-Formed Plate Shapes 2-5
The sectional dimensions are also chosen such that the maximum allowable compressive stress on the unstiffened elements may be taken as 0.60F y based on the AISI provisions. Thus, the legs of the angles and the flanges of the channels were proportioned such that the flat width to thickness ratio, wit, does not exceed 166/fFy' This limiting ratio has a value of 10.54 for Fy equal to 248 MPa.
this legs shapes 15 rom. J from
fabrior JIS es are minirespelate garding f this
similar lens ions
ltilizaI using of 3 mm
In this Steel Handbook, the plate thicknesses of the base now adopts metric dimensions and increments ranging from 1st 6.0 rom to 20.0 rom as compared with 6.3 rom to 25.0 mm in the 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 bending thicker plates to the required radius.
metal
The radii of bends, R, given in the tables are minimum values and are measure,l from the inside face of the bends. In coordination with the metal fabricators, the inside bend radius of these 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 Edition. These limits are 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 with the 1st Edition which were done using selected ASTM A36 steel plates with "English" dimensions and increments. The properties, ratios, and weights of these cold-formed plate shapes are computed using the so-called "area method" 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 these shapes.
ASEP Steel Handhook -61-
2-6 Cold-Formed Plate Shapes
For the angles, the moments of inertia and the radii of gyration about the principal centroidal axes are given. The tangent of the angles made by the x-x axis and the U-U axis are also given in the tables.
ASEP Steel Handbook -62-
Cold-Formed Plate Shapes 2-7
i
:;
of The are
TABLES OF DIMENSIONS AND PROPERTIES
ASEP Steel Handbook -63-
1
2-8 Cold-Formed Plate Shapes
x
y
T r--"trJ "" .
I
"
/
/'(
- fl , I / '~_,_OO'
I x-~w ~1~(~~~, -\-
h
.•. ~ u
/
Xl
;I,'-,_L_." _____, ~-
1
-1".. -------,,::.] Y [J
-
--to
BASHAPES Dimensions Properties Equal Angl ..
'
'1
---,.-"-~-------
C.ntrold W.lght W kg/m
Area A
Radius R
mm 2
x,
mm
SA 200 x 200 x 20 X 16 x 12
!58,29 4$,07
7,171 !5,969 4,501
40.0 32,0 24,0
SA 170 X 170 X 20 x 16 x 12
4$,97 38,(54
29,68
5,971 4,909 3,781
BA 125x 125x 20 x 16 x 12 x 10
32.74 27.23 21.21 18.00
BA 100x 100x 16 x 12 x 10 X 9 75 x 75x 16 X 12 X 10 x -9 X 6
DMlgnatlon Hx B x t
SA
tan
mm
y, mm
OC!,7
OC!,7
~,!5
~,!5
!56,3
40,0 32,0 24,0
4,171 3,469 2, 701 2,293
20,95 16.50 14,07 11.52 14,67 11.79 10,15 8.39 6,48
~,34
a
Axis U-U· I x1(il r mm~
mm
56,S
1.000 1,000 1.000
4!5,729 37,763 29,217
79,9 60,2 60,6
!53.4 51.1 48.8
!53,4 51,1 48,9
1,000 1.000 1.000
27,299 22,679 17,651
67,6 68.0 68.3
40.0 32,0 24,0 20,0
42.4 40,0 37.7 36.6
42,4 40.0 37.7 36.6
1.000 1.000 1,000 1.000
10,092 8,531 S. 742 5,762
49,2 49.6 50.0 50.1
2,669 2, 101 1,793 1,467
32,0 24,0 20.0 16.0
33.9 31.5 30.4
1.000 1.000 1.000 1,000
4,133 3,320 2,958 2, SOC!
39.4
29.2
33,9 31.5 00.4 29.2
1,969 1,501 1,293 1,067 82!5
32,0 24,0 20,0 16.0 12,0
29,0 25,4 24,2 23,1 21.9
29,0 25.4 24,2 23,1 21.9
1.000 1,000 1.000 1,000 1.000
1, !576 1,3ee 1,141 954 7<47
29.0 29,5 29.7 29,9 00,1
ASEP Steel Handbook -64-
39.7
39.9 40,1
9,120 7,961
6,478 5,161 4,600 3,813 1,656 1,561 1,360 1,215 678 623 570 498
212 21~
205 187 157
Cold-Formed Plate Shapes 2-9
,
y
,
I
"l
,I
'u-u r mm
79.9
,
Axis I x1 (il mm4
_
SA SHAPE::S
'I' x
Dimensions Properties Equal MgllS
1.--,.
V-V
t-t"
'"
1:.
u/
"
L
r mm
mm 3
mm
S x1 (il
r
Y
- .....
Axis y-y S
c
-J '
Designation r mm
Hx S x t
mm 3
x10J
1
'>=.:;::::--=---::::---ol" _.
I
I x1(il mm4
u
(l
Rj2'(fo}),
i
I x1 (il mm 4
/ / ><
Ij
-):E-- -+- x
I
Axis X-X
I I
eo.2 eo.6
9,120 7,961 6,479
35.7 36.9 87.9
27,42(; 22,962 17,949
196.9 161.8 124.2
61.9 62.4 63.0
27,4215 22,962 17,949
196.9 161.6 124.2
61.9 62.4 63.0
SA 200 x 200 x 20 x 16 x 12
67.6 68.0 68.3
!S, 161 4,600 3,918
29.4 80.6 81.9
16,225 18,640 10,782
189.1 114.7 00.6
~.1
52.7 58.8
16,22!5 18,640 10,732
189.1 1147 00.6
52.1 52.7 58.3
SA 170 x 170 x 20 x 16 x 12
49.2 49.6 50.0 50.1
1,656 1,561 1,360 1,215
19.9 21.2 22.4 28.0
5,974 5,046 4,051 8,499
71.1 59.4 46.4 39.4
37.5 38.1 38.7 39.0
5,974 5,046 4,051 3,499
71.1 59.4 46.4 39.4
37.5 36.1 36.7 39.0
SA 125 x 125 x x x x
39.4 '?Ill 7 39.9 40.1
679 623 570 499
15.9 17.2 17.9 19.4
2,406 1,972 1,714 1,429
86.4
30.0 3O.S 30.9 81.2
2,406 1,972 1,714 1,429
36.4 28.9 24.S 20.2
30.0 30.6 80.9 81.2
SA 100 x 100 x 16 x 12 x 10 x 9
29.0
212 21$ 205 197 157
10.6 12.0 12.6 18.2 18.9
994 761 678 570 452
19.0 15.4 18.8 11.0
21.9 22.5 22.9 28.1 28.4
994 761 678 570 452
19.0 15.4 18.8 11.0 8.5
21.9 22.5 22.9 28.1 28.4
SA
,
,•
-t~--~'~~~'-i-
+___
29.~
29.7 29.9 30.1
28.9 24.S 20.2
M
ASEP Steel handbook -65-
T
20 16 12 10
75 x 7!5x 16 x 12 x 10 x 9 x 6
I 2-10 Cold-Formed Plate Shapes
BASHAPES Dimensions Properties Equal Angles Centroid Designation H xS x t SA
50x 50x 12 x 10
x 8
x 6
Weight Area Radius WAR k m mm 2 mm
7,08 6,22 5,24 oj,12
901 793 667 525
24,0 20,0 16,0 12,0
x, mm
mm
tan a
19,6 18,2 17,0 15,8
19,6 18,2 17,0 15,8
1.000 1.000 1.000 1.000
y,
ASEP Steel Handbook -66-
Axis l/-U I xid' r mrrf mm
331 300 258 'il!J7
11'1,2 19,oj 19,7 19,9
40
42 oj2
39
Cold-Formed Plate Shapes 2-11
y
.+ -----
I I'
,•
r mm
19,2 19,"' 19,7 19,9
Axis I x103 mm4
40
42 42 39
V-V r mm
I xi 03 mm4
6.7 7.3 8.0 8.6
186 171 150 123
fi
I
"1,1I"" :
y:
/'
-r >~::=r~~~~~_ I
-1 (-I
, 1 /45.00'
1 X-·I---->I~--,-X ~
SA SHAPES Dimensions Properties Equal Anglts
u-u
-t~'-,-
/1'
-- u
--r---··--~
1
Y
I
I +
Axis X-X S r xi 03 mm mm 3
6.1 ~.4
4.6 3.6
14,3 14.7 15.0 15.3
-~---
Axis y-y S I r xi 03 xi 03 3 4 mm mm mm
186 171 150 123
6,1 5.4 4.6 3.6
ASEP Steel Handbook -67-
14,3 14.7 15.0 153
.--
H
c
-
J
Designation Hx B x t
SA
50x 50x 12
x 10 x 8 x 6
, 2-12 Cold-Formed Plate Shapes
x
y
I-v, ",
-+---"'-t
L-
I J
/
u
) >< /,, ~':,':"f',
/
v
Ridl('!'o», ~_" -::X-=:J l
}
SA8HAPES i)imensions Propertil'B Unequal Angles
c
",-"
w-J
Centroid Weight W kg/m
Area Radius A R mm 2 mm
BA 225 x 100 x 20 x 16 x 12
44,52 :36.6(5 28,27
5,671 4,669 3,601
SA 190 x 100 x 20 x 16 x 12
39.02 32.26 24.97
SA 170 x 100 x 20 x 16 x 12 x 10
35.88
Designation Hx Sx t
y,
tan
Axis U-U I x10J r mm mm'
x, mm
mm
a
40,0 32,0 24,0
20.4 19,4 18,4
92,0 89,0 86,1
0,256 0,251 0,246
~,OO5
19,989
72,7 73.6 74,5
4,971 4,109 3,181
40,0 32.0 24,0
2;3,3 22.0 20,8
75,8 72,8 70,0
0,342 0.333 0,324
19,314 16,390 12,994
62,3 63,2 63,9
29.75 2309 19.57
4,571 3,789 2,941 2,493
40.0 32.0 24.0 200
25.3 2;3.9 22.5 21.8
66.6 63.8 611 598
0.412 0,401 0.391 0,386
14,634 12,446 9,887 8,469
56,6 57,3 59,0 59,3
SA 145 x 100 x 16 x 12 x 10 x 8
26,61 20.74 17.61 14,34
3,389 2,641 2,243 1,827
32.0 24.0 20.0 113,0
26.7 25.1 24.3 23,5
52,7 501 48.9 47.6
0.526 0,514 0.509 0,504
8,571 6,824 5,853 4,816
50,3 50,9 51.1 5UI
1,219 1,056
SA 125 x 100 x 16 x 12 x 10 x '8
24.00 18,85 16,04 13.00
3,069 2,401 2,043 1,667
32,0 24,0 20,0 16.0
29,5 27,6 26.7 25,7
442 41.6 40.4 39,2
0,680 0,669 (',664 0,659
6,232 4,974 4,270 3,517
45,1 45,5 45,7 45.9
994
ASEP Steel Handbook -68-
T
29,936
942 004
862 795 685
rv,
x
y
_ 't-_C,t'
-)i
V-V
r mm 72,7 73,6 74,5
2,174 1,990 1,533
19,6 20,1 20,6
29,202
62,3 63,2 63,9
1,833 1,627 1,356
58,6 57,3 59,0 58,3
I x10J mm'
/
u
/(
a
- - /'L ) ' -- -- I .- X
X
L /S~~r:~~~
L,;,..1
u
"
}
v
Axis y-y
Axis X-X
Axis I x10J mm'
-t '\. I /
I ~
H
SA SHAPES Dimensions Properties Unequal Angles J-U
"
II I
S
S
. D&$ignatlon Hx Sx t
I x10' mm'
xi oJ mm'
r mm
49,1 40,6 31.6
26,3 26.5 26.8
SA 225x100x 20 x 16 x 12
x10J mm'
r mm
70,5
23,913 18,940
212,1 175.9 136.3
71.6 72.5
3,909 3,271 2,582
19,2 19,9 20,6
17,481 14,920 11,887
153,0 127.4 99,1
59,3 60,3 61,1
3,666 3,097 2,462
47,8 39,7 311
27,2 27,5 27,8
SA 190 x 100 x 20 x 16 x 12
1,613 1,460 1,235 1,091
18,8 19,6 20,5 20,9
12,741 10,925 8,740 7,511
123,3 102,9 90,2 68,1
52,8 53,7 54,5 54,9
3,506 2,981 2,381 2,049
46,9 39,2 30,7 26,2
27,7 28,0 28,5 28,7
SA 1"10 x 100 x 20 x 16 x 12 x 10
50,3 50,9 51.1 51.3
1,218 1,056 942 904
19,0 20,0 20,5 21.0
6,9n 5,618 4,843 4,000
75,6 59,2 50.4 41.1
45,4 46,1 46,5 46,9
2,812 2,262 1,952 1,616
38,4 30,2 25,8 211
28,8 29,3 29,5 29,7
SA 145 x 100 x 16 x 12 x 10 x 9
45,1 45,5 , 45,7 45,9
994 892 795 685
18,0 19,2 19,7
4,575 3,700
20,3
2,659
56,6 44,5 37.9 31.0
38,6 39,3 39,6 39,9
2,651 2, 147 1,859 1,543
87,6 29,7 25,3 20,8
29,4 29,9 30,2 30,4
SA 125 x 100 x 16 x 12 x 10 x 8
r mm
3,207
ASEP Steel Handbook ,69,
2-14 Cold-Formed Plate Shapes
r
y
~.
r "
v
H
, -i
J
t',
1;( I /
/
4~.OO·
-R;1t~~,-I-X
LX .
,
U
J,;'" /
,
.
}
BASHAPES Dimensione Properties Unequai Angies
c
,
l-YI~-1
Centroid DlSlgnatlon HxB xl
SA 100 x 75 x 16 x 12 x 10 x 9 X 6 SA
75 x 50x 12 x 10 x 8 x 6
Weight W kgfm
Area Fladlus A FI 2 mm mm
17,91 14,14 12,11 9,95 7,66
2,269 1,901 1,543 1,267 975
9.43 8.19 6,81 5,30
1,201 1,043 867 675
Xc
Yc
tan
Axis U-U I r x1tY
mm
mm
a
mnl'
mm
32,0 24,0 20,0 16,0 12,0
23,1 21,2 20,3 19,4 19,6
39,5 35.9 34,5 33,2 32,0
0,626
2. 754 2. 2!36
34,9 3M 3M 35,9 36,1
24.0 20,0 16.0 12.0
14.7 13,& 13,C 12,3
00,3 28,8 27,5 26,1
ASEP Steel Handbook -70-
o.eoe o.eOO 0,596
1,959 1,630 1,270
0.524 0.509 0.498 0,495
761 679 579 460
M9S
~,2
25,5 ~,e
26,1
Ax x1(
mn
Cold-Formed Plate Shapes 2-15
,-
r
y
t
Xc
v
r mm
Axis I x10J mm4
$4.9 3M
366
35,6
~O
~.9
36.1
293 233
25.2
sa
25.5 25.9 26.1
345
96 79
EJ8
V-V I
"
u 1 1 / 1 ;(
1'~~~'L'--'c'1 /1'
'lA SHAPi:S Oimensions Properties Unequal Angles
-U
,
I
~'1;olj, ' i"
, - u/
I
y
+ - - - ,... ~
Axis X-~ S x10' mm 3
r mm
x10J mm4
12.7 13.8 14.4 14.9 15,5
2,091 1,740 1,525 1,290 1,006
27.1 23.3 19.2 14.8
8.6 9.1 9.6 10.1
616 557 480 386
13.8 12.1 10.1 7.9
83.8
r mm
Axis y-y I S x10) x10' r i1'1m4 mm mm 3
C
r---"',
-1
v
Designation H xB x t
32.1
1,039 961 754 633 498
20.0 16.0 13.8 11.4 8.8
21.4 21.9 22.1 22.4 22.6
BA 100 x 75x 16 x 12 x 10 x 8 x 6
22.6 23.1 23.5 23.9
233 208 178 143
6.6 5.9 4.9 3.9
13.9 14.1 14.3 14.5
BA
30.3 31.1 31.4 31.8
•
hSEP Steel Handbook ·71-
75x SOx 12 x 10 x 8 x 6
2-16 Cold-Formed Plate Shapes
xy i-" IwX --
1 - 1
*1
_11- - - -
x
J';2t(CM)
H
--J
BC Shapes Dimensions Propllrties
LU
Centroid Designation Hx B x t
Weight W k 1m
Area A mm 2
Radius R mm
x, mm
mm
Y,
BC 390 x 130 x 20 x 16 x 12
89.03 73.31 56.54
11,342 9,339 7,203
40.0 32.0 24.0
35.9 33.8 31.8
195.0 195.0 195.0
BC 310 x 95x 20 x 16 x 12
65.48 54.47 42.41
8,342 6,939 5,403
40.0 32.0 24.0
28.0 23.6
155.0 155.0 155.0
BC 240 x SOx 16 x 12 x 10
44.42 29.72
5,659 4,443 3,785
32.0 24.0 20.0
27.5 25.3 24.3
120.0 120.0 120.0
29
BC 200 x 75 x 16 x 12 x 10
35.63 28.28 24.22
4,539 3,603 3,085
32.0 24.0 20.0
24.5 22.2 21.1
100.0 100.0 100.0
21, 19, 16,
BC 175 x 75 x 12 x 10 x 8
25.93 22.26 18.33
3,303 2,835 2,335
24.0 20.0 16.0
23.7 22.5 21.4
97.5 87.5 87.5
13, 11, 10,i
BO 140 x 70 x 12 x 10 x 8
21.69 18.73 15.50
2, 763 2,385 1,975
24.0
24.2 23.0 21.8
70.0 70.0 70.0
6,1 6,(
34.96
20.0 16.0
ASEP Steel Handbook -72-
25.9
s:: 81
ee 40
33
, 5'
Cold-Formed Plate Shapes 2-17
xy
,(FF:~-\-r \1'.'->: i<-' ! iI
I
X _. -- r-:- --1·- _.... - :<
j
I II I H'f2\(mox)
Be Shapes
"I.:'
,
\ ....:=:~~=::J
Dimensions Prertle$
___...__ .
y I
B
I
I "f-.--.----.---t-
r mm
I xi Ql mm 4
Axis y-y S xi oJ mm 3
r mm
1,115.0 954.2 783.3
139.5 141.2 143.8
15,627 12,607 9,301
188.1 131.1 94.7
37.1 'dI3.7 35.9
Be
390 x 130x 20 x 18 x 12
92,604 81,394 88,999
597.4 525.1 430.3
105.4 108.3 111. 1
5,551 4,881 3,788
82.9 70.8 52,9
25.8 28.5 28.4
Be
310 x 95x 20 x 18 x 12
40,436
337,0 281.8 247,0
84.5 97,2 99,5
3,980 3,050 2,522
63.4 472 39.4
26.15 26.2 25.8
Be
240 x
mm
I x1Ql mm 4
Axis X-X S xi Ql mm 3
195.0 195.0 195.0
217,428 198,071 148,953
155.0 155.0 155.0 120.0 120.0 120.0
:33,797 29,637
100.0 100.0 100.0
21,:336 19,342 18,294
213.4 183.4 182.9
68,6 71.4 72,7
2, 131 1,750 1.471
42.2 33.', 27,3
21.7 22.0 21,8
Be
200 x
75x
97.5 97.5 97.5
13,104
63,0 64.3 85.5
1,702 1,421 1,119
33.2 27.1 20.9
22,7 22.4 21.9
Be
175 x
75x
10,014
149.9 1339 114.4
70.0 70.0 70.0
8,992 8,339 5,494
99.9 f'O.5 ,9.5
50.3 51.5 52.7
1,333 1,112 973
29.1 23.7 19.1
22.0 21.6 21.0
Be
140 x 70x
y,
H
Dee/gnat/on Hx Bx t
OOx x x
16 12 10
,
11,709
ASEP Sleel Handbook ·73-
16 x 12 x 10
12 x 10 x 9 12
x 10 x 8
2-18 Cold-Formed Plate Shapes
y
-+~,;+,
.~'--.---".~, -+~·-·-t·
((-.,--~
-r i
' lw II , .... 1/ I -)0. '(._.
;
I
.\
j.r ~:
1of2t (mm)
t_'",.. L._,._~
----r------" '(
/ t
Il
,
I
,
,', , ,I , i ·-···_-t
8CShapes Dimensions Proplrties
,I Centroid
mm 2
Radius R mm
x, mm
mm
1559 12.99 10.18
1,995 1,655 1,291
20.0 160 12.0
20.6 19.4 18.2
60.0 60.0 60.0
8 6
12.45 10.48 9.25
1,585 1,885 1,051
20.0 16.0 12.0
18.2 17.0 15.9
50.0 50.0 50.0
70 x 40 x 10 x 9 x 6
9.52 7.34 M9
1,095
20.0 i6.0 12.0
16.9 15.5 14.1
85.0 35.0 35.0
Designation Yx Bx t
BC 120 x 60x 10
x x
8 6
BC 100 x SOx 10
x x BC
Weight W kgfm
Area
A
93e: 751
,
I II
y,
i
,
I
,
I
,I
I I
.
, .
ASEP Steel Handbook -74-
,
Cold-Formed Plate Shapes 2-19
Be Shapes D'l1enslons Properties
Axis X-X
r
x1cY
Axis y-y S x1cY
mm
mm 4
mm'
mm
I
Y, nm
r
Deeignation HX B x t
30,0 30,0 50,0
3,722 3,281 2,897
62,0 54,7 45,0
43,3 44,5 45,7
701 558 405
17,8 13,7 9,7
18,8 18.4 17,7
Be 120x SOx 10 x 8 x 6
50,0 50,0 50,0
1,943 1,758 1,479
39,9 35,2 29,6
35,0 36,3 37,e;
395 325 2'10
12,4 9,8 7,0
15,8 15,6 1e;,1
Be 100x 50x 10
35,0
~4
35,0 35,0
23,2 2'1, e;
182 1e;9 121
7,9 6, e; 4,7
12,9 13,0 12,7
Be
~3
16,7 16,1 1'I, 2
'199
2M
ASEP Steel Handbook -75-
x
x 70x
40x
8 6
x
10 8
x
8
2-20 Cold-Formed Plate Shapes
NOTES·
ASEP Steel Handbook -76-
Cold-Formed Light Gage Shapes 3-1A
PART 3 COLD - Fa RM ED LIGHT GAGE SHAPES
ASEP Steel Handbook -7'1-
T
3-1B Cold-Formed LightGage Shapes
NOTES
ASEP Steel HandbooK -78-
Cold-Formed Light Gage Shapes 3-1
CONTENTS
Nomerlclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-2 Gen.eral . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3- 3 and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-4 Kat:erials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 Methods of Cold-Forming . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-5 ional Dimensions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 ional Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-6 Slitting Guide For Lip
Se~tions
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-7
Dimensional Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-10
Tables of Dimensions and Properties LC-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-14 LZ-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-24 LR-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-34 LS-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-38
ASEP Steel Handbook -79-
T ~ '.
3-2 Cold-Formed Light Gage Shapes
NOMENCLATURE
Symbol A B
w W
a
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 section Clear distance between flanges Basic design stress Specified minimum yield stress of strlctural 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 Z-Z axis Elastic section modulus about x-x axis Elastic section modulus about Y-Y axis Base metal thickness of section Flat width 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 princ~pal Z-Z axis
T
mm mm mm mm mm
TI
MPa MPa mm4 mm4
cc
mm mm mm mm mm 3 mm 3 mm mm
Th
kg/m mm mm
ce
rad
ree ign of
ASEP Steel Handbook -80-
Cold-Formed Light Gage Shapes 3-3
COLD-FORMED LIGHT GAGE SHAPES
Uni
rom
mn mM rom rom MPa MPa rom 4 rom4 rom rom rom rom rom 3 rom 3 rom rom kg/rn rom
rom
rad
This part of the Steel Handbook deals with light gage strucsteel shapes cold-formed from coils or sheets which thickranging from 2.0 rom to 6.0 mm. Shapes bent from plates mm to 20.0 mm are designated as coldplate shapes and covered in Part 2 of this Steel Hand-
The use of conve.1tional built-up shapes is uneconomical in cases because of the very low stress developed even for the tnhT~Rt available section. In such situation, light gage secnormally used. The performance of light gage shapes under load, however, differs in several significant respects from that of heavy rolled ions. Because of its slender flat elements, light gage sectend to buckle at stress levels lower than the yield point when subjected to compressive, bending, shear, and bearing .tresses. This local buckling does not, however, necessarily 'Man failure as addi.tional loads may still be carried even by the "buckled" member. The design criteria for these sections are therefore based on the post-buckling strength of the after local buckling has occurred. Furthermore, as these are normally ope,1 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 cnnstruction also differs from that of in the shapes of the sections used, connections, and fabrication practi:es. As a result, design specifications for heavy hot-rolled and built-up steel construction do not apply. The provisions of the !\merican Iron and Steel Institute's Specification for the Design of Cold-Formed Steel Structural are recommended for use in conjunction with the analysis and desi~1 of light gage steel sections.
ASEP Steel Handbook -81-
3-4 Cold-Formed Light Gage Shapes
Scope and Classification Cold-formed light gage structural steel can divided into two product categories: framing and face . The latter are generally used for roof floor decks, wall s, and siding material. Due to the relative ease of producing a great variety cOld-formed sections, several shapes have been developed used. These include cees, zees, angles, hats, tubes, tees, I-sections. Frequently, these sections are stiffened with or other edge stiffeners to inhibit premature local buckling. Because of their wide popularity and usage in the count this Steel Handbook presents only four of the simpler light shapes. Two· of the four shapes, the lip-cee and the lip-zee shapes are primarily used as flexural . The two, the square tube and the rectangular tube sections are es tially utilized as compression . The latter closed tions, however, may also be used as flexural . The sifications and designations relating to these shapes are below.
A total of 281 light gage sections are given in this Handbook. Of these, 107 are LC sections with depths ranging f 65 rom to 255 rom. There are 107 LZ sections with depths ranging from 65 rom to 200 rom. For the tubular sections, 34 are LR . tions and 33 are LS sections. ThG LR sections have depths ranging from 25 IlUn to 175 rom whi te the LS sections have depths from 24 rom to 100 rnm. The latter two closee sections are on the sizes available from local manufacturers.
ASEP Stee: HanQbook ·82·
( (
R
Cold-Formed Light Gage Shapes 3-5
.~
can ,d
jed ~s
I
:h
,ng.
1 io-ze)e', ~mai
TJe
minimum quality requirement for light-gage structural is structural steel conforming to JIS G3101 Light gage shapes are normally manufactured from hotcoils Which are locally available in 930 mm widths and ~1cknesses ranging from 1.2 mm to 9.0 mm. However, to minimize ~T'rn,~ion problems and to insure structural durability, light sections used as structural should not be thinner 2.0 mm. On the other side, to avoid inefficient structural Ilrl,pl~r1ties when inside radius of pressed li.ght gage sections are icated, light gage section plate thickness should not be !:t.l],lCKer than 6.0 mm. To minimize "necking" and micro-cracking at bend radius and prevent change of properties in' the affected of the bent portion, the inside radius (in coordination with fabricators in the country) are made equal to 2.0 times the p'OLcematerial thickness. When strength is not of prime consideration, or for non81;rtlct:ural , the minimum requirement is commercial quali,(CQ) hot-rolled conforming to JIS G3131 SPHC and JIS G3141 (or PNS 127 Class 1), respectively. Further information is in Part 6 of this Steel Handbook.
ltion
3xCxt 3xCxt 3xt 3xt
The
specified yield strength, F y ' of SS 400 steel is taken 245 MPa. For the SPHC and SPCC (or PNS 127 Class 1) steels, specified yield stress, Fy is taken as 1,70 MPa.
Cold-Forming There are two methods generally used in the manufacture cold-formed sections. These are:
of
3
(1) By roll rolling, and (2) By press brake bending.
e
Roll forming is u8ualiy confined to a limited number of because of the cost of the rolling equipment. If the set of rolls needed for each shape is available, the production of large quantities of identical shapes is best accomplished by roll forning. ASEP Steel Handbook -83-
3-6 Cold-Formed Light Gage Shapes
Forming in press brakes, is how3ver, more moderate production runs of limited quantities of a given This is so because, in the semi-manual use of the press only a minimum change of tooling is needed to a"commodate fabrication of a great variety of shapes. lts major are the lower dimensional quality control and the higher tibility to micro-cracking of the materials at the corner which may affect the structural integrity of the shapes.
Sectional Dimensions As with the other f3bricated shapes, one of the siderations in the choice of sectional dimensions is the utilization of locally manufactured sh8ets or coils.The sections could result in an average 93% coil utilization maximum of about 98% and a minimum of about 88%). These ages may, however, will differ because of existing current widths and could be improved by proper y'.anning of fabri procedures. Other considerations in the choice of the sectional 1'< sions are based on the provisions of the AlSI Specifications!. For one, the lip stiffeners of the LC and LZ sections satisfy a minimum overall depth to be considered effective as "lip·stiffener." The IIp dimensions were so chosen that they effectfve for stresses not exceeding O. 60F y' however, under. stresses the full dimensions of the lip mayor may not be effective in the computation of the effective section properti Note that the full unreduced section properties 'used in the calculation of deflections.
are
Sectional Properties The calculation of areas, moments of inertia ·sectional properties are usually done using appropriate ·cations.
ASEPSteelHandbook -84-
.,,"
Cold-Formed Light Gage Shapes 3-7
al for shape. brakes, . te the awbacks :suscepbends
The
section properties of thin-walled shapes .are computed so-called "linear method." In this method, the various elements which compose the section are replaced by straightor curved-line elements. Calculating the total length, of inertia, etc., of these line elements, the appropriate of the actual section can be obtained by these quantities by the thickness. This procedure followed in this Part 7 of the Steel Handbook. It
r .conoptimum :adopted with a ·ercentt coil ication
dimen:ations. 'lS must :'e as a ley are :r these fully )erties. :e
also
other.' lmplifii
"
should be noted that the actual area of thin elements compressive stresses must frequently be replaced by a reduced effective area for calculating the effective crosssectional properties as required by the AISI, and thus should be computed and considered in the design. The computed design stresses based on the effective section properties shall not exceed the basic allowable stresses specified
Guide For Gip Sections The following discussion is intended primarily as a guide to fabricators and manufacturers of light gage sections in the slitting of locally available coil products. Two tables are herein presented giving the theoretical width of strips and the recommended slitting schedule. Table 3-1 gives th! theoretical blank width required for particular LC or LZ section. Note that the width of the increases as the thickness of the steel decreases. This is useful in determining the combination of sections which would optimize utilization of coils. Table 3-2 presents the recommended slitting schedule for coil widths assuming uniform blank wi.dths are to be produced. The table gives the number of identical strips to be cut from the and the expected yield in percent. As shown, the yield be as high as 98%. Note that further economy may be atby combining sections ane, the use of Table 3-1 as noted
.i.
ASEP Steel Handbook -85-
3-8 Cold-Formed Light Gage Shapes
Dimensional Tolerances The tabulated dimensions and propertie.s are values and the finished product will normally have some variations from these tabulations. To guide the designer fabricator, a set of recommended dimensional tolerances are gi below.
ASEP Steel Handbook -86-
Cold-Formed Light Gage Shapes 3-9
Table 3-1 Theoretical Width of Strips ),tical 31ight and r given
I
1Size. mm IHxBxC 1 1255x90x25 InOx75x25 1200x75x25 /200x75x20 /200X70x15 /185x50x20 /175x50x20 /150x75x25 /150X75x20 1150x65x20 1150x50x20 1150X50x18 1125x50x20 1125x50X15 /120x60x20 1120x /,Ox20 1100x50X15 . 1 90x45x15 ) 1 75x38x15 .. 65x30x15 1 I
t. Thickness, moo 4.5 4.0 3.5
6.0
5.5
5.0
435 370
439 374
4/+/,..
1,48
379
~83
3.0
2.5
2.0
460
464 399 379 369
403 383 373
·1 1 /
452 387
/
456 391 371
375
395
/
288 278
292 282
296 286
345 300 290
303 283
287
291
315 295
236 226
261 240 230
/
279
/
284
1 / /
300 290
/ /
240
304 29/,
274 ?44
309 299 279
1
2/,0
/
219
224
228 218
23', 194
239 199
2/,3
1 1 1 1 /
1 1
230 190
203 193 173 1/+!1-
118
232 222 207 197 177 148 12:>
211 201 181 152
126
29/,
308 298
299
303
304
2!~/l
755 215 205
219 209 189 160
185
156 130
13 /,
ASEP Steel Handbook ·87·
I
223 213 193 164 138
3-10 Cold-Formed [,ight Gage Shapes
Tahle 3-2 Recommended Slitting Schedule I
ISize, mm IHxBxC
I
1255x90x25 1220x75x25 1200x75x25 1200x75x20 1200x70X15 1185>:50x20 1175x50x20 1150x75x25 1150>:75x20 1150>:65>:20 1150x50x20 1150 >:50>:18 1125x50x20 1125x50x15 1120x60x20 1120x40x20 1120x40>:20 1100X50X15 I 90x45x15 1 75x38>:15' 1 75>:38x15 1 65x30x15 1 65x30x15
,Number of Strips
Coil Width,mm 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
930 1,220 1,220 1,220 1,055 1,220 1,220 1,220 1,220 1,220 1,220 1,220 1,220 930 1,220 1,220 930 1,220 930 930 1,220 930 1,220
2 3 3 3 3 4 4 4 4 4 5 5 5 4 5 6 4 6 5 6 7 7 8
ASEP Steel ilandbook -88-
Yield %
94 91 91 91 98 91 91 98 95 90 98 98 90 94 94 93 89 95 93 93
f
1
92
89 88
L
Gag~
Cold-Formed Light
Shapes 3-11
DIMENSIONAL TOLERANCES Cold-P0rmed Light Gage Shapes FORMING TOLERANCES
I
ield %
94 91 91 91 98 91 91 98 95 90 98 98 90 94 94 93 89 95 93 93 92 89 88
I I I I I I I I I I I I I I I I I I I I I I I I I I
i
I I
T~rl
I I I I I
{
j):'' ' ;' 'Cif.Jp __
H
J
------------------------
I I
PermIssible VarIations Over and Under Specified Oimensions
I
H, Depth
1---I
I B, Flange WIdth mm
C, Lip
I
mm
I I ·-----1 mm
~I-------~I------~ IUnder 150 mm, excl 1.51 1150 to 300 mm, excl 2.0 I 1300 mm and over 3.0 I
Out-of-Squareness of Corners
mm/mm
1
I
---1------~ 1
2.0
1.5
1
0.026
1
I
TOLERANCES I
;I
Length
"
mm
Permissible Variation Over SpecIfied Length, mm a
:I~------------------------
;J7, 000
and over lover 7,000
1,0 mm +
40 5 rom x (total length in m - 7)
.I~-----------------------------------------------------------------~ !
a
Permissible variation under specified length is 0 mm for all lengths.
,
., STRAIGHTNESS TOLERANCE
Tolerance
2.0 mm x (total length in m).
ASEI'
Ste(~
I Handbook -89-
3-12 Cold-Formed Light Gage Shapes
NOTES
ASEP Steel Hardbook -90-
Cold-Formed Light Gage Shapes 3-13
TABLES OF DIMENSIONS AND PROPERTI ES
ASEP Steel Handbook
-91-
3-14 Cold-Formed Light Gage Shapes
tfr
. . -rot
,~'
c
!
Ie, - '
I
_.' -\)
Hill: , :
,
h i '
X-"'~T---Xj
LC SHAPES Full Stotlon Properties
rn 0.tr'-qzz~
:~ R~it(rn()x) ~
I
~,
!I
Y
B
t--
J
DMlgnatlon HxSxCld LC
2~
l
x90x ~x 6,0 x ~,~ xM x 4,15 X 4,0 x 3.5 x 3,(}v x 2.5 ,
A mm 2
W k~m
2MO 19,97 17,41 1~,91 14,19 12,53 10,93 9,11
A mm
2,611 2,417 2,219 2,0115 1,~07
1,596 1,380 1,161
x.
mm
12,0 11.0 10,0 9,0 9,0 7,0 6,0 5,0
!
.!
2 2
2, 11
l' 1! 'H !.
1i
i .-)
LC220x75x25x6.0 x 5,5 x 5,0 x 4,5. x 4,0 x 3.5 x 3.0 x 2,15 x 2.0
1"1.44 16,16 14,96 13.52 12,115
LC 200 x 715 x 2~ x 3.15 x 3,0 . x 2.5 x 2.0
10,19
. LC 200 x 75 x 20 x 2. ~ x2.0/
7,25 5,96
10,74 9,30 7,93 6,33
2,221 2,059 1,993 1,722 1,547 1,369 1,195 999 f1J7
10,0 9,0 . 9,0 7,0 6,0 M
4,0
1~
1~
13 11 10 9, 9, 7, 5,
1,296 1,1215 949 767
7,0 6,0 5,0 4,0
7, 6,' 5,: 4, ~
923 747
5,0 4,0
5,e
ASEP Steel Handbook -92-
12,0 11.0
4,e
Cold-Formed Light Gage Shapes 3-15
,~-1l '-.: --, j
LC SHAPES Full Seollon Properties
· antroid
xo
mm ~,2
~,3 ~,4
~,4
~,~ ~,5
25.6 25,7
21.7 21.7 21.8 21.8 21.9 . 22,0 22,0 22,1 22,1
'
II 11'{"'O»~ I
':J
ewdp'''''Jd'
_._
~l Axis y-y
I x1 (ii
Axis X-X S x10J
r
I x1 (ii
S x1 (ii
r
mm 4
mm 3
mm
mm 4
mm 3
mm
DMignation HxBxCxt
24,255 22,653 20,976 19,223 17,395 15,490 13,509 11,,151
190,2 177.7 164,5 150,$ 136.4 121,5 1060 89,8
96,4 96,8 973 97,7 98,1 98,5 98,9 99,3
2,,, 57 2,237 2,103 1,955 1,794 1,619 1,430 1,227
36,4 34,6 32,5 303 27,8 251 22,2 19,1
30,0 30,4 30,8 31,2 31,5 31.9 32,2 32,5
LC 255 x 90 x 25 x 6,0 xM x 5,0 x 4,~ x 4,0 x 3,5 x 3,0 x 2,5
14,963 14,025 13,032 11,983 10,978 9,718 9,501 7,227 5,897
136,0 127,5 118,5 108,9 99,9 88,3 77.3 65,7 53,6
82,1 82,5 83,0 83,4 83,8 84,3 84,7 85,1 8SS
1,393 1,331 1,259 1,177 1,096 985 875 754 624
26,1 25,0 23,7 221 20.5 19,6 16,5 14,2 11,8
25.0 25,8 26,1 26.5 26,8 27,2 27,(5 27,8
LC 220 x 75 x 25 x 6,0 x 5,5 x 5,0 x 4,5 x 4.0 x 8.5 x 3,0 x 2,5 x 2,0
7,749 6,785 5,774 4,716
77.5 67,9 57,7 472
77.3 77.7
7e,0
955 848 731
79,4
605
18,4 16,3 14,1 11,7
27,1 27,4 27,8 28,1
LC 200 x 75 x 25 x 3,5 x 3,0 x2.5 x 2.0
5,624 4,595
56,2 460
78,1 78,4
965 552
12,(5 10.4
28,8 27,2
LC 200 x 7(5 x 20 x 2,5 x20
25.4
ASEP Steel Handbook -93-
3-16 Cold-·Formed Light Gage Shapes
xy
-t;~L"", ~y4"
t
-
x- -
I
.- I
-r--l C
_.
-:- - - -..}{..--"'..,H
+("~J~ r .
W,c:7/@
LC SHAPES Full StOtlon Properties
~
L~--J
D$sl~natlon
Hx8xCxt
Area A
W kg/m
mm
2
R mm
Xo
mm
LC 200 x 70 x 15 x 3,0
9,13
1,035
6,0
6,'
LC 195 x 50 x 20 x 5,5 xM x 4,5 x 4.0 x 3.5 x3.0 x 2,5 x 2.0
12,06 11.13 10,16 9.16 8.13 7.07 5.97 4.84
1,537 1,418 1,295 1,167 1,036 900 761 617
11.0 10,0 9,0 8,0 7.0 6.0 5.0 4.0
e, ~
LC 175 x 50 x 20 x 4.5 x 4,0 x35 x 3.0 x 2.5 x 2,0
9.81 8. 6.83 5.77 4,68
1,250 1,127 1,001 870 7St\ 597
9.0 8.0 7.0 6.0 5,0 4,0
LC 150 x 7.5 x 25 x 6,0 x 5,5 x 5,0
14,14 1S,14 12,11
1,901 1,674 1,54:3
12,0 11.0
" LC 150 x 75 x 20 x 6,0 x 5,5 x 5,0 x 4,5 x 3.0
13,67 12,71 11.72 10,69 7,
1,741 1,619 1,493 1,S62 945
12,0 11.0 10,0 9,0 8.0
-1.\ J
7.
ASEP Steel Handbook
-94-
~o,o
e,~
. .. .. ..... '.
5, e 5'" 4,8 4,2 S,5 2,9
5,11 4,51 4,21 S,7: S. 1e 2,8~
5,91 M7 5,20: 5,74; 5,411 '. e,D84 4,88:: ,S73
Cold-Formed Light Gage Shapes 3-17
•
LC SHAPES Full Section Properties
lntroid
I x1dl
AxieX-X S x1dl
mm 4
mm 3
Axis y-y I x1 dl
mm
Designation Hx8xCxt
S x1 dl
mm 3
mm 4
mm
1e,5
6, 11 0
61.1
76,9
575
11.2
23,6
LC 200 x 70 x 15 x 3,0
13,5
72,9 69,3 63,4 58.0 52,2 46,0 39,4 32.4
66,2 66,8 67,3 67,8 69,3 68.8 69,2 69,7
374 363 349 328 304
10.2 10,0 9,5
241 202
9,3 7.5 6.6 5.6
156 160 16,4 16.8 17,1 17.5 17.8 18.1
LC 195 x 50 x 20 x 5,5
13,5 13,6 13,6 13,6 13,7 1,3,7
6,741 6,:321 5,962 5,366 4,831 4,258 3,846 2,998
13,9 14,0 14,0 14,1 14,1 14,1
5,100 .01,680 4,217 3,720 :3, 199 2,621
59,4 53,5 48,2 42,5 36.4 30,0
639 6.01,4 6.01,9 65,4 65,8 66,3
342 323 298 270 237 199,
9.5 9.0 8,3 7,5 6,6 5,5
16.5 16.9 17,3 17.6 17.\1 19.3
LC 175 x 50 x 20 x 4,5
26,0 26,1 26,2
5,912 5,571 5,202
79,9 74,3 69A
57,3 57,7 59,1
1,213'
24,(3 23,7 22,5
25,9 t'I:),3 26,7
LC 150 x 75 x 25 x 6,0 x 5,5 x 5,0
5,747 5,419 5,06.01 4,693 3,373
76,6 72,3 67,5 62,4 45.0
57A 57,9 58,2 59,6 59.7
1,081 1,039
699
11.0
24,9 25,3 25,7 26,1 27,2
LC 150 >< 75 x 20 x 6,0 x 5,5
989 929
21.'l 20,6 19,6 19.5
1U
274
1,160 1,099
g,O
xM
x 4,5 x 4.0 x 3.5 x30 x 2.5 x 2.0 x4.0 x 3.5 x 30 x 2.5 x2.0
x 5,0 x 4,5 x 3,0
ASEP Steel Handbook -95-
'''"---------- - - - - - - - - - -t- ------,,,,
3-18 Cold-Formed Light Gage Shapes
Cold-Formed Light Gage Shapes 3-19
xy -t--<'·-
7;z}(""W2P~
1- i - I
Jl
J
x - - : -:- - - - x
~ R_:21('~
LC SHAPES Full Seo1ion Proper .:ies
entroid
I xi OS mm 4
16,4 16,4 16,5 16,6 16,6 16,7 16,7
AxieX-X S x10S mm 3
"'"*"'" l-~ r mr1
Axie Y-Y S xi OS
I xi OS mm 4
mm 3
D9Si~nation
Hx6xCxt
r mm
4,945 4,539 4,206 a47 $,461 3,049 2,609 2, 142
64,6 60,5 56,1 51.3 46,2 40,7 34,8 28,6
58,7 57,1 57,5 57,9 59,$ 58,7 59,1 59.4
710 690 643 599 548 491 426 355
16,0 15,3 14,5 13.5 12,4 11.1 9,7 8,1
21,7 22,1 22,5 22,8 23,2 23,5 23,9 24,2
LC 150 x 65 x 20 x M x 5,0 x 4,5 x 4,0 x $,5 x :3.0 x 2,5 x 2.0
4,191 8,988
55,9 53,1
53,9 54,4
354 349
10,1 10,0
15,7 16.1
LC 150 x 50 x 20 x 6,0 x 5,5
3,914 2,525
52,2 33,7
54,4 56,8
325 243
9,2 6,9
15,7 17,6
LC 150x50x 19x5,5 x 3,0
2,524 2,396 2,230 2,05'3 1,964 1,654 1,425
40,4 39,2 35,7 32,9 29,8 26.5 22,9
45,7 46,2
326 317 305 299 2fl7 241 212
9,7 9,5 9,1 9,6 9,0 7,2 6,4
16.4 16,9 17,2 17,6 18,0 18,3 19,6
LC 125 x 50 x 20 x 5,5 x 5,0 x 4,5 x4,0 x 3,5 x 3,0 x 2,5
2, 139 1,975 1,793 1,593
34,2 31,6 29,7 25.5
46,7 47,2 47,6 49,0
259 246
7,4 7,1 6,6 6,0
16,2 16,7 17,1 17,4
LC 125 x 50 x 15 x 4,5 x4,0 x 3,5 x3,0
~,7
47,1 47,5 47,9 49,3
~30
210
ASEP Steel Handbook -97-
H
3-20 Cold-Formed Light Gage Shapes
LC SHAPES Full Section Properties
Area A mm 2
w
Deslgnetlon Hx8xClIi
kg/m
11 mm
1,391 1,299 1,193 1,092 765
12,0 11.0 10.0 6,0
, 2,3 1,7
LC 120 x 40 x 20 x S,O x 5,5 x 5,0 x 4,5 x 4,0 x3,5
1,141 1,069 993 912 927
12,0 11.0 10,0 9,0
1,9 1,9
739
7,0
x 3.0
645 B49
6,0 5,0 4,0
LC 120 x 60 x 20 x 6,0 x5,5
xM
x4,5
x 3,0
x25 x20
447
9,0
xM
703 615 523 427
7,0 6,0 M 4,0
x2.5 ~ x2.0
ASEP Steel Handbook -98-
\
9,0
I
ze
1,8: 1,7"
9,0
967 797
I}"
Eoj
Z~
9,0
"-... LC 100 x50 x 15 x 4,5 x 4,0
x $,0
.
1,51 1,4e
1,26 1, 1~ 93 16, 16,
1e,
17, 17,1 '. 17,1
1,24
1,15: 1,05' 931 91l
6n
Cold-Formed Light Gage Shapes 3-21
x
y
i-'~t
l";tffZ~Q-r ~
l
I
x - -; --:- - - - x
LC SHAPES Full Section Properties
20,6
20,7 20,9 20,9 21.1 12,9 12,9 12,9 13,0 13,0 13,1 13,1 13,2 13,2 16,7 16,9 16,9 17,0 17,1 17,1
I xi OS
Axie X-X S x10S
mm 4
mm 3
2,775 2,640 2,497 2,319 1,705 1,995 1,919 1,828 1,717 1,693 1,452 1,294 1,120 930 1,241 1,152 1,051 939 912 675
I
0'~
I .f
H
I
. ~\;~;-,~p·Bz;~;1 ~~_~.
L:~-l Axis y-y r
I xi OS
S xi OS
r
mm
mm 4
mm 3
mm
Designation Hx8xCxt
526 506 491 872
13,7 18,4 12,9 12,8 9,6
19,9 20,2 20.6 21.0 22,0
LC 120 x 60 x 20 x 6,0 xM x 5,0 x 4,5 x 8,0
41.9 42.4 42.9 43.4 48,9 44,3 44.9 45,2 45,6
170 172 171 167 160 150 137 122 103
6.3 6.3 6.3 6,2 5,9 5,6 5.1 4.5 3.9
122 12,7 13.1 13.5 13.9 14,2 14,6 14.9 15,2
LC 120 x 40 x 20 x 6.0 x 5.5 x 5.0 x 4.5 x 4.0 x 3.5 x 3,0 x 2,5 x 2,0
87,8 39,3 00,7 39,0 39,4 89,9
239 227 212 194 171 145
7,1 M 6.4 5,9 5,2 4.4
16,6 17,0 17,4 17,7 19,1 19,4
LC 100 x 50 x 15 x 4,5 x 4,0 x 3,5 x 3,0 x 25 x 2,0
46,3 44,0 41.5 89,6 29,4
44,9 45,3 45,7 46,1 .<17,2
540
38,3 32.0 30.4 28,6 26.5 24.2 21,.6 18.7 15,5 24,9 28.0 21.0 19,9 16,2 3,5
ASEP Steel Handbook ~99-
L
,3-22 Cold-Formed Light Gage Shapes
~-F-r
I __ I
i
X - - / -1- -- - - X
H
RJ21{mO~ +,zy,_
LC SHAPES FJII Seotlon Properti.s
L-~-J Des! gnation Hx8xCxt
W kg/m
FI mm
A mm 2
6,10
777
707
X 2,0
5,55 4,97 4,36 3,71 3.04
LC 75 X 38 x 15 x 4,5
5,08
x 4,0
464 418 366 3,14 2,56
LC SO X 45 X 15 X 4,5 x4,0 X 4,5 X 3,0
x2,5
x 3,5 x3,0 x2,5 x 2,0 LC 65 x 30 X 15 x 4,5 x4,0 xM x3,0 X 2,5 x2,0
633 555 473 367 647' 591 532 466
Xo
mm
9,0 6,0 7,0 6,0
M
4,0 9,0
,
6,0
<
7,0
~
6,0
S 3 2
401
5,0
329
40
530
9,0 6,0 7,0 6,0
487
441 390 336 277
ASEP Steel HandJ)ook -100-
I xiC
21 2( 2·
5,0
Z it
4,0
i€
Cold-Formed Light Gage Shapes 3-23
LC SHAPES Full Section Propertie$
ntroid I x1~
mm 4 1e>. e; 1e>. e; 15.6 1e>. 7
1M 15.9 13.9 13.9 13.9
14.0 14.0 14.1 11.2 11.3 11.3 11.4 11.4·
11.5
Axis X-X S x1 ~ mm s
Axis y-y I
r mm
S x1 ~ mm s
xll)~
mm 4
19.5
33.6
171
920
19.2
752 674 597 490
16.7 15,0 13,0 10, 9
34.0 34,5 34.9 35.2 35,6
164 155 142 127 108
491 454 421 392 335 282
12,9 12,1 11 ,2 10,2 9,9 7,5
27,3 27,7 28,1 28,6 28,9 29,3
99 97 93 86 78 67
267 258 243 223 199 169
9,2 7,9 7,5 6,9 6,1 5,2
22,5 23,0 2M 23,9 24,3 24,7
46 47
979
47 44 41 36
Designation HxBxCxt
r mm
16,7
LC 90x 45 x 1e; x4,5 x4,0 x4,5 x3.0 x2.5 x2,0
4,1 4,0 3. 8 3,6 3,2 2,8
12,3 12,9 13,2 13,6 139 14,3
LC 75 x 38 x 15 x 4,5 x4,0 x3,5 x3,0 x2,5 x2,0
2,5 2,5 2,5
9,3 9,8 10,3 10,7 11,0 11.3
LC 65x 30 x 15 x4.5 x4,0 x 3,e; x3,0 x2,5 x2,0
5,9 5,6 5,3
4.9 4,3 3.7
2,4 2,2 1.9
14.9 15,2 156 16,0 16.4
ASEP Steel Handbook -101-
i
3-24 Cold-Formed Light Gage Shapes
y
z,i~"
><
-r , 11
a
X - - -""--
- - X
H
LZ SHAPES Ful Seotion Properties
t- - '\.
R~21(m~L,;
LJ I
C
"
-
'z
Weight W kg/m
Deeignation Hx8xCxt
°
Area A mm 2
Fladiue FI mm
AxisZ-Z tan r a mm
8,18
1,085
6,0
0,287
18,99
e
LZ 185 X 50 X 20 X 5,5 X 5,0 X 4,5 X 4,0 X 8.5 X 8,0 X 2,5 X 2,0
12,06 11,18 10,16 9,16 8,13 7,07 5,97 4,84
1,587 1,418 1,295 1,167 1,086 900 761 617
11,0 10,0 9,0 9,0 7,0 6,0 5,0 4,0
0,212 0,215 0,219 0,222 0,225 0,228 0,231 0,285
12,74 13,12 13,47 13,81 14,1:3 14,43 14,72 15,00
6
LZ 175 X 50 X 20 X 4,5 X 4,0 X 8,5 X 3,0 X 2,5 x20
9,91 8,95 7,96 6,83 5,77 4,69
1,250 1,127 1,001 870 786 597
9,0 9,u 7JJ 6,0 4,0
0,237 0,240 0,243 0,247 0,250 0,253
13,53 13.97 14,19 14.49 14,79 ' 15,06
2,e
LZ 150 X 75 X 25 X 6,0 X 5,5 X 5,0
14,14 13,14 12,11
1,801 1,674 1,548
12,0 11.0 10,0
0,488 0,491 0,494
19,64 19,99 20,31 '.
5,9 5,5 ' 5,2
LZ 150 x75x 20x 6,0 X 5,5 X 5,0 X 4,5 X 3,0
13,67 12,71 11.72 10,69 7,42
1,741 1,619 1,493 1,362 945
12,0 11.0 10,0 9,0 6,0
0,461 0,465 0,469 0,472 0,482
19,73 ' 19,10 19,46 ' 19,79 ' 20,71
LZ 200 X 70 X 15 X 8,
5,0
ASEP Steel Handbook -102-
~
5, 5, 4, 4, 3, ~
5, 4,1 4,: 3, j 3,1
Cold-Formed Light Gage Shapes 3-25
y
-t-B_j-
z'r:~:'l ', .
LZ SHAPES Full Section Properties
r mm
I xi OS mm 4
Axis x-x S x10S mm 3
1 ' 11
x-·-·-c!----x I-I - , R~'l(~ ~,
L::J"~ r mm
I xi OS mm 4
Axis y-y S xi OS mm 3
r mm
Ii
c
.Designation HxBxCxt
18,99
6,110
61.1
76,8
875
12,8
29,1
LZ 200 x 70 x 15 x 8.0
12,74 18,12 13,47 18,81 14,13 14,43 14,72
72,9 68,3 63,4 58,0 52,2 46,0 89,4 32,4
66,2 66.8 67,3 67,8 68,3 68,9 69,2 69,7
550 535 513 484 449 407 358 802
11.6 11.3 10,7 10,1 9,8 9,4 7,3
H5,00
6,741 6,321 5,862 5,366 4,881 4,258 3,648 2,996
6,~
18,9 19,4 19.9 20,4 20,8 21.3 21.7 22,1
LZ 185 x 50 x 20 x 5,5 x 5,0 x4,5 x 4,0 x 3,5 x 8,0 x 2,5 x 2,0
13,53 18,87 14,19 14,49 14,79 15,06
5,109 4,690 4,217 3,720 3,199 2,621
58.4 53,5 48,2 42,5 36.4 30,0
63,9 64,4 64,9 65,4 65,8 66,3
513 484 449 407 358 302
10,7 10,1 9,3 8.4 7,3 6,2
20,3 20,7 21.2 21.6 22,1 22,5
LZ 175 x 50 x 20 x 4,5 x 4,0 x3,5 x 3,0 x 2,5 x 2,0
19,64 19,98 20,81
5,912 5,571 5,202
78,8 74,3 69.4
57,3 57,7 58,1
2,167 2,072 1,963
30, 1 28,7 27,1
34,7 35,2 35,7
LZ 150 x 75 x 25 x 6,0 x 5,5 x 5,0
18,78 19,10 19,48 19,79 20,71
5,747 5,419 5,064 4,683 3373
76.6 12,3 67,5 62,4 45,0
57,4 57,9 58,2 58,6 59,7
1,881 1,806 1,718 1,615 1 218
26,1 25,0 23,7 22,2 16,6
32,9 33,4 33,9 34.4 (35,9
LZ 150 x 75 x 20 x 6,0 x 5,5 x 5,0 x 4,5 x 3,0
ASEP Steel Handbook -103-
3-26 Cold-Formed Light Gage Shapes
y
[l i----t
Z'~fJa, ,
l
a-
':
',< -
X - --
- - - X
H
LZ SHAPES Full Section Properties
, Ro1'('~'1 j1
t-
-"
c
~,
I
LJ~j
,,- .
'z
Weight W kg/m
Designation HxBxCxt
°
Area A mm 2
Radius R mm
a
20.50 18.97 17.41 15.81 14.19 12.53 10.83 9.11
2,611 2,417 2,218 2,015 1,807 1,596 1,380 1,161
12.0 11.0 10.0 9.0 8.0 7.0 6.0 5.0
0.297 0.300 0.302 0.304 0.307 0.309 0.311 0.314
LZ 220 X75 X25 X 6. X5.5 X 5.0 X4.5 X 4.0 X3.5 X3.0 X2.5 X2.0
17.44 16.16 14.86 13.52 12.15 10.74 9.30 7.93 6.33
2,221 2,059 1,993 1,722 1,547 1,:369 1,195 999 807 1
12.0 11.0 10.0 9.0 9.0 7.0 6.0 5.0 4.0
0.292 0.294 0.297 0.300 0.302 0.305 0.307 0.310 M13
l' , i~
LZ 200 X 75 X 25 X 3.5 x3.0 X2.5 X2.0
10.19 9.93 7.44 6.02
1,298 1,125 948 767
7.0 6.0 5.0 4.0
0.347 ').349 0.352 0.355
7, 6, 5,
r)f LZ 200 X 75 X 20 X 2.5
7.25 5.96
923 747
5.0 4.0
0.335 0.339
LZ 255 X90 x 25 X 6. X 5.5 X 5.0 X 4.5 X 4.0 X 3.5 X 3.0 X 2.5
°
X
2.0
ASEP Steel Handbook -104-
24.08 24.41 24.74 25.06 25.37 25.67 25.96 26.24
2 2;
21 1!
r
1i 1: l'
1~
11 10
9
9 7 5,
! '
4, 5, 4,
Cold-Formed Light Gage Shapes 3-27
y
8 I z'h;:fiTH~,
I
~,
>(
"
,
x - - --" ----x
d,', t~1t(1J
LZ SHAPES Full Seotion Propertin
I~
.
I xi OS mm 4
S xi OS mm
3
- 11~
H
,-
~
L~J
'1
Axie Y-Y
Axis X-X
r ·mm
-r
..
r mm
I xi OS mm 4
S xi OS mm 3
Designation
HxBxCxt
r mm
°
24.09 24.41 24.74 25.08 25.37 25,67 25,96 26,24
24,255 22,653 20,976 19,223 17,395 15,490 13,509 11, ~51
190.2 177.7 164.5 150.8 136.4 121.5 106.0 89.8
96.4 96,8 97.3 97,7 98,1 98,5 98.9 99,3
3,646 3,464 3,261 8,037 2, 791 2,523 2,233 1,920
41 9 39.7 37.3 84.6 31.7 28.6 25.2 21,6
37,4 37,9 38.3 38.8 39.3 39,8 40.2 40,7
LZ 255 x 90 x 25 x 6,
20,12 20,46 20,79 21,11 21,42 21,72 22,01 22,29
136,0 127,5 118,5 108.9 98,9 98,3 77.3 65,7 53,6
82,1 92,5 93,0 93,4 8:3,8 84,3 84,7 95,1 8M
2,167 2,072 1,963 1,838 1,699 1,544 1,373 1,186 983
30,1 29,7 27,1 25.3 23,3
22,~
14,963 i 4,025 13,032 11,983 10,878 9,718 8,501 7,227 5,897
31,2 31,7 (32,2 32.7 33,1 33,6 34,0 84,5 34,9
LZ 220 x75x 25x 6,0 x 5,5 x 5,0 x4,5 x 4,0 x 3,5 x 3,0 x2,5 x 2.0
21,71 22,00 22,29 22,55
7,749 6,795 5,774 4,716
77.5 67,9 57,7 47.2
77.3 77.7 78,0 78.4
1,544 1,373 1,1 ee 983
21.1 18.7 16.1 13.3
34.5 34,9 35.4 35.8
LZ 200 x 75 x 25 x 3,5 x 3, x 2,5 x 2.0
21.49 21.n
5,624 4,595
56.2 46.0
78,1 78.4
1,055 877
14.3 11.8
33,8 34.3
LZ 200 x 75 x 20 x 2,5 x 2,0
21.1 18,7 16,1 13.3
x 5.5 x 5.0 x 4.5 x4.0 x 3,5 x 3,0 x 2,5
°
ASEP Steel Handbook -105-
.,
I
3-28 Cold-Formed Light Gage Shapes
B Y
-t-t
-1
Z'~ ,
a'
><
,,
x---
1-
- - - - X
R~'~
I~
1_B.1
'"
Jl
H
L.Z SHAPES Full Seotlon Properties
_.
'z j
j
W kg/m
Designation HxBxCxt
A mtn 2
R mm
a
mm
X
m
LZ 150 x 65 x 20 x 5.5 x 5.0 x 4.5 x 4.0 x 3.5 x 3.0 x 2.5 ." x2.0
11.85 10.93 9.98 9.01 7.99 6.95 5.87 4.76
1,509 1,393 1,272 1,147 1,018 885 748
11.0 10.0 9.0 8.0 7.0 6.0 5.0
0.394 0.398 0.401 0.405 0.409 0.412 0.415
607
4.0
0.419
LZ 150 x 50 X 20 X 6.0
1,441 1,344
12.0
0.283
xM
11. 31 10.55
11.0
0.297
L.Z 150 X 50 X 19 X 5.5 X 3.0
10.39 6.15
1,322 793
11.0 6.0
0.277
L.Z 125 x50x20x 5.5 X 15.0 X4.5 x 4.0 x 3.5 x 3.0 x 2.5
9.47 9.77 9.04 7.28 6.48 5.65 4.79
1,207 1,119
11.0 10.0
1,025
9.0
927 826 720 611
8.0 7.0 6.0
5.0
L.Z 125 x 50 x 15 x 4.5 x 4.0 x 3.5 x3.
0.297 0.371 0.375 0.379 0.383
0.387 0.391 0.394
,
~
,2 2, 2, 2, 1,
1, 1, ' 2,'
ASEP Steel Handbook -106-
Cold-Formed Light Gage Shapes 3-29
8
y
z,-t------"-c:::i ~;
!@\<
1 R~'~"~ jJ W'"
0-
,
x- -..,.::: !----x
LZ SHAPES Full Seotion Properties
I x1dl mm4
mm
16.79 17.16 17.50 17.93 19.15 19.44 19.73
Axis X-X S xi dl mm 3
H
.1-
r mm
I xi dl mm 4
Axis y-y S xi dl mm 3
r mm
Designation HxBxCxt
825 719 600
19.1 18.2 17.2 158 14.6 13.0 11.3 9.4
28.1 28.6 29.1 29.6 30.1 30.5 31.0 31.4
LZ 150 x 65 x 20 x 5.5 x 5.0 x 4.5 x 4.0 x3.5 x 3.0 x2.5 x 2.0
53.9 54.4
559 550
11.9 11.6
19.7 20.2
LZ 150 x 50 x 20 x 6.0 x 5.5
52.2 33.7
54.4 56.8
506 381
10.7 7.9
19.6 22.0
LZ150x50x18x5.5 x 3.0
2,524 2,386 2,230 2,056 1,864 1,654 1,425
40.4 38.2 35.7 32.9 29.8 26.5 22.6
45.7 46.2 46.7 47.1 47.5 47.9 48.3
550 535 513 484 449 407 a56
11.6 11.3 10.7 10.1 9.3 6.4 7.3
21.3 21.9 22.4 22.9 23.3 23.6 24.2
LZ 125 x 50 x 20 x 5.5 x 5.0 x 4.5 x 4.0 x 3.5 x3.0 x 2.5
2, 139 1,975 1,793 1,593
34.2 31.6 29.7 25.5
46.7 47.2 47.6 48.0
420 400 374 341
9.8 6.3 7.7 7.0
20.7 212 21.7 22.2
LZ 125 x 50 x 15 x 4.5 x40 x 3.5 x 8.0
64.6 60.5 56.1 51.8 46.2 40.7 34.9 29.6
56.7 57.1 57.5 57.9 59.3 58.7 59.1 59.4
1,190 1,139 1,077 1,004
19.00
4,945 4,539 4,206 3,947 8,461 3,049 2,609 2,142
12.46 12.99
4,191 3,993
55.9 53.1
12.51 14.29
3,914 2,525
12.95 13.24 13.61 13.95 14.27 14.57 14.96 12.70 13.09 13.44 13.77
~21
ASEP Steel Handbook -107-
3-30 Cold-For:med Light Gage Shapes
LZ SHAPES FuliSeoticn
Propertle.
Designation HxBxCxt
i W kgjm
a
mm
LZ 120 x60 x 20 x 6.0 x 5.5 X 5.0 x 4.5 x 3.0
10.84 10.12 9.36 8.57 6.01
1,381 1,289 1,193 1,092 765
12.0 11.0 10.0 9.0 6.0
0.479 0.400 0.487 0.491 0.502
LZ 120 x40 x 20 x 6.0 x 5.5 x 5.0 x 4.5 x 4.0 x (j.5 x 3.0 x 2.5 x 2.0
8.96 9.39 7.79 7.1 e 6.49 5.80 5.07 4.30 a51
1,141 1,069 993 912
12.0 11.0 10.0 9.0 8.0 7.0 6.0 5.0 4.0
0.296
LZ 100 >t 50 x 15 x 4.5 x4.0
6.81 6,19 5.52 4.83 4.11 3.35
967 787 703 615 523 42.7
)( S,5
xs,o x 2.5 x 2.0
627 739 645 549 447
9.0 8.0 7.0 6.0 E.O
4.0
ASEP Steel Handbook ·108-
Q.3oo 0.304
Moe 0.313 0.317 0.321
0.325
i
1 1 1 1 1 1 1 1,
0.329 0.470 0.475 0.480 0.485 0.490 0.494
1, 1, 1,
Cold-Formed Light Gage Shapes 3-31
l.Z SHAPES Full Section Properties
Axie
x-x I
r mm
14.00 15.20 15.57 15.92 16.85
9.60 10.09 1M1
2,775
46.3
2,640
44.0
2,<,87 2,318
41.5 38.S
1,705
28.4
1,995 1,919 1,826 1,717 1,593
33.3 32.0 30.4 28,6 26.5 24.2
10.90 11.26 11.60 11.91
1,452 1,294
12,20 12,47
1,120 930
19.7 15.(5
12,42
1,241 1,152 1,051
24.8 23.0 21.0
938
18.0
812 675
16.2 13.5
12,00 13.15 13.49
13.79 14.07
21.6
r
x1 cfl
mm
mm 4
Axie y-.y S x1 cfl
mm 3
. D0si 9nation HxSxCxl
r
I1'1m
969
17.0
941 905
16.4 15.7
26.5 27.0 27.5
859
14.9
28.0
665
11.4
29.5
41.8
281
7.6
15.7
42.4
282 279
7.6 7.4 7.2 6.9
5.8 5.1 4.4
16,2 16.8 17.3 17.7 19.2 18.6 19.1 19.5
8.8 9.3' 7.7
22.0 22.(5 23.0
7.0
23.5
6.2 5-2
24.0 24.5
44.8 45.3 45.7 46.1 47.2
42.9 43.4
43.9
272 280
44.3 44.8 45.2 45.6
245 224 200
37.9 39.3 38.7 39.0 39.4 39.8
420 400 374 341 302 256
170
6.~
ASEP Steel Handbook ·109-
LZ 120 x 60 x 20 x 6.0 x 5.5 x 5,0 x 4.5 x 3.0 LZ 120 x40x 20x 6.0 x 5.5 x 5.0 x 4.5
x 4.0 x 3.5 x 3.0 x 2.5 x2,0 LZ 100 x50x 15x 4.(5
x 4,0 x 3.5 x 3.0 x 2.5 x 2.0
3-32 Cold-Formed Light Gage Shapes
''
"
".
--I
"" x-----" 1 ._- -- -- x 1-
I
')
, 0
":,~"~' ~2ZZJt.
H
-
" _
LZ SHAPES Full Section Properties
~
L_G j'z Designation Hx8xCxt
Weight W kgfm
Area A mm 2
m
Radius R mm
AxisZ-Z tan r a mm
LZ90x45x15x4,5 x4,0 x3,5 x3,0 x2,5 x2,0
6,10 5,55 4,97 4,36 4,71 3.04
707 633 555 473 007
9,0 8,0 7,0 6,0 5,0 4,0
0.409 0.484 0.489 0,484 0,499 0,504
11,10 11.49 11,45 12,19 12.'19 12,79
LZ75x38x15x4,5 x4,0 xM x3,0 x2,5 x2,0
5,09 4,64 4,19 3,69 3,14 2.59
647 591 532 469 401 329
9,0 9,0 7,0 6,0 5,0 <1,0
0,504 0,515 0,520 0,526 0,531
9,19 9,62 10,00 10,3t5 10,00 10,94
LZ 65 X 30 X 15 X 4,5 x4,0 X 3,5 . )( 3,0 . x2,5 x2,0
4,16 3,93 3.45 3,06 2.63 2.17
~O
9,0 9,0 7,0 5,0 5,0 4,0
0.471 0.476 0,492 0.49S 0,493 0,499
7,04 7,55 7,98 9,35 aS8 9,99
497 441 390 336
277
ASEP Steel Handbook -110-
MOO
Cold-Formed Light Gage Shapes 3-33
1
y
_I
8
z,' ~£zz@
I
t:,'""-:~
,
"I:o"(~ 11
x---~
LZ SHAPES Full Seo!lon Properties
Axis X-X S x1(f mm 3
I x1(f mm 4
r
mm
----x
H
1-)':'
I<~
LLl
r mm
Axis Y-Y S xi (f mm 3
I x1 (f mm 4
r mm
"'-
'z
Designation HxBxCxt
19,9 20,4 20,9 21.4 21,9 22.3
LZ 90x 45 x 15 x4.5
254 226 193
7,2 6,8 S.4 5,8 5.2 4.4
8,9 7,5
27,3 27,7 28,1 29,6 28,9 29,3
164 179 171 159 143 123
5,2 5,0 4,7 4,4 3,9 3,3
16,9 17.4 17,9 18,4 18,9 19,3
LZ75x38x15x4,5 x4,0 x3,5 x3,0 x2,5 x2,0
8,2 7,9 Hi 6.9 6,1 5,2
22,5 2(:l,0 23,5 23.9 24,3 24,7
89 89
3,2 3,2 3,1 2,9 2.6 2.3
;2,9 13,2 14.0 14,5 15.0 15.4
LZ 65 x 30 x 15 x 4,5 x 4,0 x 3.5 x3,Q x2,5 x2,0
11.10 11,49 11.45 12,18 12.49 12,78
878 820 752 674 587 490
19.5 192 16,7 15,0 1M 10,9
9,19 9,62 10,00 10,35 10,00 10,94
481 454 421 382 335 282
12,8 12.1 11.2
7,04 7,55 7,98 8,35 aS8 8,98
267 258 243 223 199 169
;0,2
33,6 34,0
306 294
34.5
277
34,8 35,2 35,6
67 92
75 00
x4,Q x3,5 x3,0 x2,5 x2,0
ASEP Steel Handbook -111-
T >-
•
3-34 Cold-Formed Light Gage Shapes
y
t-
I I I --1--
--r
-
x-
-x
I 'Z%
1
B
LR SHAPES Full Seotlon Properties
I
R::2!(moxt. y
H
---I-
J
Designation Hx8xt
Weight W kg/m
Area A mm 2
Moment of Inertia Ix Iv x10S x10S mm 4 mm 4
Radius R mm
LR 175x50x4,0 x 3.5 x3,0 x2.5 x 2,0
13,09 11,56 10,01 8,42 6,80
1,667 1,473 1,275 1,073 867
8,0 7,0 6,0 5,0 4,0
5,500 4,935 4,335 3,701 3,0:31
LA 100 x 50 x 3.0 x 2.!5 x 2.0
6.48 5.48 4.45
825 698 567
6,0 M 4.0
1,024 994 7:32
LA 50 x 40 x 4.0 x'M x :3.0 x2,5 x 2.0
4.61 4.15 3.65 3.13 2.57
597 529 4b!5 3.99 327
9.0 7.0 6.0 5.0 4.0
174 164 150 134 114
LA 50 x 20 x 2.5 x 2.0
~,34
1.94
299 247
M 4.0
77 69
LA 40 x 25 x3.5 x 3.0 x 2,5 x 2.0
2,77 2.48 2,14 1.78
353 315 273 '227
7,0 6.0 5.0 4.0
57
LA 4Ox20x2.5
1,95 1.62
249 207
5.0 4.0
42 37
x 2,0
55 51 45
ASEP Steel Ha,dbook -112-
J
.
2S 2S 24 21 14 12
x' m
Cold-Formed Light Gage Shapes 3-35
y
tc
~~ 1 - 1
LA SHAPES Full Section Properties
Section Modulus Sx x10' mm 3
1
1 --1--
x-
-x
.
, R::2\(mox(
1
,I
y
B
I
Radius of Gyration
Sv x1 mm 3
as
rx mm
Dttignation HxBxt
rv mm
745 S74 599 514 425
62,as 56,40 49,55 42,30 34,65
29,80 26.98 23,90 20,58 16,99
57,4 57,9 58,3 58,7 59,1
21.1 21.4 21,6 21.9 22,1
LA 175 x 50 x 4,0 x 3,5 x 3,0 x 2,5 x 2,0
349 303 252
20.47
35,2 35.6 35,9
20,6
17,68 14,64
13,96 12,12 10,09
21.1
LR1 00 x 50 x 3,0 x2,5 x2,0
91
6,95 6,55 6,01 5,35 4.55
6,10 5,77 5,31 4,73 4,04
17,2 17,6 16,0 19,3 18,7
14,4 14,8 15,1 15,4 15.7
LR 50 x 40 x 4,0 x3,5 x3,0 x2,5 x2,0
19 16
309 2,71
1.76 1,57
16,1 16,6
7,7 8,0
LR 5Ox20 x2,5 x 2,0
26 26 24 21
2,85 2,74 2,54 2,23
2,11
8,6
1,93 1,71
12,7 13,2 13,6 14,0
9.4 9,7
LR 40x25 x3,5 x 3,0 x 2,5 x 2,0
14 12
2,10 1,87
1.37 1,25
13,0 13,5
7.4 7,8
LR 4Ox20 x2,5 x 2.0
122
m
106
95
2,07
20,8
g,O
ASEP Steel Handbook ·113-
T
H
J
1
3-36 Cold-Formed Light Gage Shapes
y
#'~!::Z'1~
---r
~ x-,--:--,-x r t- ''-
I
I I , I '
LA SHAPES Full Section Properties
R"21(mo<21~ ';:Jy ,,;' dodf3?@?'
L'Jl._-J,
...- --_. t
Designation HxBxt
Weight W kg/m
Area A mm 2
Radius R mm mrr
LR 40 x 18 x 2.5 x 2.0
1.87 1. 56
238.2 198.8
5.0 4.0
38.4 :.l4.5
LR 40 x 16 x 2.0
1.50
190.8
4.0
31.S
LA 38 x 18 x 2.5 x 2.0
1. 79 1.50
228.2 190.8
5.0 4.0
33.3 30.1
LR 32x25x3.5 x 3,0 x 2,5 x 2,0
2.33
7,0
30,0
S.O
1,83 1.53
297.4 267,4 233,2 194.8
5,0 4,Q
2S,8 28,2
LR 32 x 16 x 2, 0
1.25
158.8
4,0
172
LR 28 x 18 x 2,5 x 2,0
1,40
178.2
5.0
1.18
150,9
4.0
14,; 13,3
LA 25 x 16 x 2. 0
1. 03
130.8
4.0
8.7
2.10
ASEP Steel Handbook -114-
25,3
Cold-Formed Light Gage Shapes 3-37
r YZk -I y
t: '-1 ..J-;;;7 "
. I x- >--1-- ",-x • I
LR SHAPES Full Seotion Froperties Inertia Iv x103 mm 4 10,5 9,6
7,2 9,9 9,1
I
L---.~-l
Radi us of G ra ti on
Section Modulus Sy x103 mm 3
Sx x103 mm 3
R= 2\(mox~;;
"%?}zz:..W&u>-,
Designation HxBxt
ry mm
rx mm
1,92 1,73
116 1,07
12,7 132
6,6 7,0
LR 40x18 x2,5 x 2,0
1.58
0,90
12,9
6,1
LR 40x 16 x2,0
1,75 1.58
1,10 1. 01
12,1 12.6
6,6 6,9
LR 38 x 18 x2,5 x 2.0
1.88 1.86 1.76 1,58
1.60 1.60 1,53 1,38
10,1 10,6 11.0 11.4
8,2 8,7 9,0 9,4
LR 32x25 x3.5 x 3,0 x 2,5 x 2.0
1.07
0,70
1C,4
6.0
LR 32x16 x2.0
1.01 0,95
0,76 0,73
8,9 9,4
6,2 6,6
LR 28 x 18 x2,5 x 2,0
0,70
0,53
8,2
5,7
LR 25x16 x2,0
ASEI' Steel Handbook ·115·
H
I
3-38 Cold-Formed Light Gage Shapes
y
I I r!f&>ZH.fZXZ$:;
t_~IJ ~"-2~f:o~ ; I
x - .'
x
I I
y
8
r
t-i
,
$".tK:z'it<
1
- ,.. ~
x-
III
LS SHAPES Full Seotlon Properties
-----r
1
Designation HxBxt
J Weight W kgJm
Area A mm 2
r R mm
Ix=~
Sx=Sy x10' mm 3
x1 mm 4
rx=ry mm
LS 100 x 100 x 4,0 x :3,5 x 3,0 x 2,5 x 2,0
11.52 10,19 9,93 7.44 6.02
1,467 1,299 1,125 948 767
9,0 7,0 6,0 5,0 4,0
2,166 1,966 1,729 1,478 1,212
43,76 39,32 34,59 29,56 24,24
L.!
LS 75 x 75 x 4,0 x3,5 x 3,0 x 2,5 x 2,0
9,38 7,44 6.49 5,49 4,45
1,067 949 925 698 567
9,0 7,0 6,0 5,0 4,0
859 779 692 599 495
22,99 20,79 19,46 15,94 13,19
L.S
LS 50 x 50 x 4,0 x 3.5 x3.0 x 2.5 x 2,0
5,24 4,70 4.12 3.52 2.98
667 598 525 448 367
8.0 7,0 6.0 5,0 4.0
216 201 183 162 137
8,64 9,06 7.34 6,47 5.47
LS32x32 x 4.0 x 3.5 x30· x 2.5 x 2.0
2,98 2.72 2.43 2.10 1.75
379 346 309 268 223
8.0 7,0 6.0 5.0 4,0
40 40 39 36 32
2,49 2,50 2.41 2.24 1.97
LS
ASEP Steel Handbook -116-
19, 18, 19, 19, 19,
Cold-Formed Light Gage Shapes 3-39
'.
y
I ,
ITII I
-
I
~"~;i:o~: -x
x-
"'~ I
LS SHAPES Full Seotion Properties
-
I y
I
8
I
Designation HxBxt
Weight W kg/m
Area A mm 2
Radius R mm
I
S
r
IX=J
Sx=Sy x1 (iI mm 3
rx=ry mm
Xl
mm 4 39,6 39,9 39,2 39,5 39,9
LS29x28 x 4,0 x 3,5 x 3,0 x 2,5 x 2,0
2,49 2,29 2,05 1.79 1,50
315 290 261 229 191
8,0 7,0 6,0 5,0 4,0
222 23,4 23,4 22,3 20,0
1,59 1.67 1. 67 1.59 1. 43
9,4 9,0 9,5 9,9 10,2
29,3 29,7 29,0 29,3 29,5
LS25x25 x3,5 x 3,0 x 2,5 x 2,0
1. 95 1.77 1. 56 1. 31
248 225 199 167
7,0 6,0 5,0 4,0
14,3 14,9 14,7 13,5
1.14 1.19 1.17 1. 09
7,6 9,1 9,6 9,0
LS 24 X24 x 3,5 x 3.0 x 2,5 x 2,0
1.94 1.67 1. 48 1.25
234 213 189 159
7,0 6,0 5,0 4,0
11,9 12,6 12,6 11.7
0,99 1.05 1.05 0,97
7,1 7,7 8,2 9,6
190 13.3 18,7 19,0 19,3
103 10,7 11.2 11.6 11.9
.
ASEP Steel Handbook -117-
3-40 Cold-Formed Light Gage Shapes
NOTES
ASEP Steel Handbook -118-
Rolled Shapes 4-IA
PART 4 ROLLED SHAPES
ASEP Steel Handbook -119-
4-1B Rolled Shapes
NOTES
ASEP Steel Handbook -120-
CONTENTS Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-2 General ........ " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-3 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-3 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-4 Sectional Dimensions and Properties .. '"
. . . . . . . . . . . . . . . . . . . . 4-4
Dimensional Tolerances . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-5 Tables of Dimensions and Properties W-Shapes . . . . . . . . . . . . . . . . . ~ . . . . . . . . . . . . . . . . . . . . . . . '"
... 4-12
S-Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-38 Channels . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " ... 4-42 Structural Tees . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-46 Angles . . . . . . . . . . . . . . . . " '"
" . . . . . . . . . . . . . . . . . . . . . . . . . . 4-66
Pipes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-76
ASEP Steel Handbook -121-
4-2 Rolled Shapes
NOMENCLATURE
Symbol A
B
bf d H I
PS PD PE r
r
S
w x
y
u
t
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 Vleight pipe Designation for double-extra strong pipe Designation for extra strong pipe 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 sect .on 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 Z-Z axis with respect to Y-Y axis
ASEP Steel Handb00k -122-
....
-
mm
mm
mm mm 3 iuc:u.,~
mm mm mm
kg/m
mm 'I
mm
rad
gi
Rolled Shapes 4-3
ROLLED SHAPES Units
rum inches inches rum rum!'
rum
rum rum 3 inches rum rum rum kg/m Ibs/ft
rum
General Rolled steel shapes are herein defined to include structural steel sections produced by ing red-hot blooms (for larger sections) or billets (for smaller sections) through rolls until the 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 rum, flat bars up to a maximum size of 100 mm, angle sections up to a maximum of 100 rum, square bars up to a maximum of 25 rum. As a result, the number of sections presented in the 1st Edition was limited as they were based on locally produced sectiom. To increase the usefulness of the handbook, Part 4 has been considerably expanded to include the angles (which can be produced locally up to 100 rum) and the AISC Standard W shapes, WT shapes, S shapes, and pipes. All designations are identical to the AISC Manual of Steel Construction, 9th Edition but the dimenSions/elastic properties and weight are converted to S.l. units
Scope and Classification The following stiuctural steel rolled shapes normally produced abroad and imported in the country are: wide flange, WT, S, channel, angle nnd pipe sections. The classification and designations relating to these shapes are given below.
rum rad
ASEP S1:ee1 Handbook -123-
I
4-4 Rolled Shapes
I
I Class I I I Rolled I I [
I I I I
Shape
Designation
Wide Flange S Shapes Channels Structural Tees Angles Pipes-standard strength Pipes-extra strength Pipes-double extra strength
W S C WT L PS PE PD
dxw dxw dxw dxw HxBxt d d
d
A total of 674 steel sections are presented in this Handbook. Of these, 291 are W shapes, 31 are S shapes, 29 channels, 206 are WT shapes, 80 are angles and 37 are pipes. shapes have depths ranging from 105.7 ffiffi to 1,016.0 ffiffi. S have depths ranging from 76.2 ffiffi to 622.3 ffiffi. Channels depths ranging from 76.2 ffiffi to 381.0 ffiffi. WT shapes have ranging from 52.8 ffiffi to 475.0 mm. Angles have depths ranging 20.0 mm to 200.0 ffiffi. Pipe sections have depths ranging from mm to 304.8 mm.
Materials The minimum quality requirement for rolled shapes is tural steel conforming to the billet specifications for PNS Grade 230 (structural Grade, formerly PTS 230). Locally rolled shapes are available only for structural steel minimum specified yield stress, Fy ' is 230 11Pa. Sectional Dimensions and Properties Except for the angles which can be locally produced up to maximum depth of 100 mm, the shapes, dimenSions, and propert· of steel sections presented in this Part 4 of the Steel are based on the data compiled from AISC, Manual of Steel struction, 9th Edition but converted to S.l. units.
ASEP Steel Handbook -124-
11
Rolled Shapes 4-5
I I I I I I I I I Steel are ~9 les. W shapes :;
have
depths ng from m 12.7
For the locally produced angles, the adopted sections have dimensions which are in increments of 25 mm. The increment of angles' thicknesses were made to be similar to that of the plate thicknesses of thebuil t-up shapes to facilitate easy recall in detailing and design.
Dimensional Tolerances The
tabulated dimensions and properties are theoretical and the finished product will normally have some slight variations. To guide the designer and fabricator, a summary of the dimensional tolerances as given by the ASTM Specifications A6 is 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. 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.
struc,PNS 49 ;lroduced' whose
;up to a· ·operties :Handbook 'e1 Con-
ASEP Steel Handbook -125-
4-6 ROlled Shapes
DIMENSIONAL TOLERANCES Rolled Shapes ROLLING TOLERANCES
I
Nom
i
I 1 I Permissible Variations a F + F'I E, Web IShapelNominal Size, 1_ _ _ _ _ _ _ _ _ IOut-of-1 off I I mm I ",mm I B,mm 18QUarebi center i I lOver Under lOver Under[max, mwl max,mm I I I I I I f-f-----f-----f----f---f IW IUp to 310 i4 3 I 6 5 I 6 I IS 175-1BO,incl i 2 I 3 J 1 O.OJ 1 lover IBO-360 i J i 4 il 0.03 I I Ie Ito and under I 1 I I I 0.03 I I lover 40-75, i 2 I 2 I 0.03 I I I excl I I I I [75-180, incl i 3 I 3 I 0.03 I I I lover 180-360 i 3 I J 4 I 0.03 I c IL 125 and under I 0.8 0.8 I 0.8 O.B I 0.0261 I lover 25-50, I 1.2 1.2 I 1.2 1.2 I 0.0261 I I incl I I I I lover 50-75, i 1.6 1.6 I 1.2 1.2 I 0.0261 I I I ml i I I I lover 75-100, 1 3. 2 2.4 3.2 2.4 I 0.0261 I I I I I I inc! lover 100-150,1 3.2 J.2 3.2 3.2 I 0.5901 I I I I I I incl I lover 150 1 4. 8 J.2 4.B 3.2 0.5901
I G,max IDepth over I Specified, I mm I I I I I
ASEP Steel Handbook -126-
I Variations from Specified Web IThickness, Over and Under, mm 1_________________ 1 I 5 and lOver 5 I under I to 10 f---I--I I I I I 0.2 0.4 I 0.4 0.5 0.5 I I I I 0.2 0.2 I 0,2 0.2 0.3 I I 0.3 0.4 0,4 I I I I I I
61
7
a b 9, ( . fOl ': c
; var 1,5
Holled Shapes 4-7
a H is measured at center line of web for Wand S shapes; at the back of web for C and L shapes. Measurement is overall for C shapes under 75 mm. B is. measured paralle" to flange. G is measured parallel to web. b F + F' applies when channel flanges are toed in or out. For channels 16 mm and under ir depth, the permissible out·-of-square is 0.047 mm/mm of depth. Tolerance is given per mm of flange width for Sand C shapes.
I
I I
c For unequal angles, tre longer leg determines the nominal size classification. Out-of-square tolerance is per mm of leg length.
I
I I
I I I I I
CUTTING TOLERANCES I
[ied Web I der, mm I
--I
Over 10 I
I --1 I I I I 0.5 I I I I I
0.3 0.4
,
I
Variation from Specified Given Length, mm IShapelNominal Sizeal , mm I I I I 11,500 to 3,000 13,000 to 6,000. 6,000 to 9,000, 9,000 to iI,OOO 112,000 to 15,000 I I exel incl incl incl I i I Over Under Over Over Under Ove r Under Under Over Under I I
I I
I
I I I I I
I
f-I
Ii I
610 and I under I All columns
I I I I IS,C, LI Under 75 I I
I I
75 and over
10
10
10
10
10
10
I.
, Ib
10
( Ib
10
13
13
13
13
13
13
( Ie
13
(ic
13
16
0
25
0
38
0
51
0
64
0
13
6
13
6
19
2\
6
13
a Nominal size pertains to greatest sectional dimension. b W shapes with a nominal size of 610 mm and under with lengths over 9,000 mm, permissible variation over specified length. 10 mm plus 2 mm for each additional 1,500 mm or fraction ttlereof. c W shapes used dS columns with lengths over 9,000 mm permissible variation over specified length. 13 mm plus 2 mm for each additional 1,500 mm or fraction thereof.
ASEP Steel Handbook -127-
4-8 Rolled Shapes
END OUT-OF-SQUARE TOLERANCES r---.----------.-------------------
I
Shapes
I
I
I
Permissihle Variation for Ends Out-of-Square mm/mm of Depth
I
Ir-----~------------------------------------------~I a W 0.016 I·
I
°
I
I S O . 17 I C 0.017 b I 0.026 ~
_ _ _ _ _L -___________________________________________
I
I ~
a for W shapes, permissible vari?tion is mm/mm of depth or flange whichever is greater. b
for angles, permissible variation is mm/mm of the longer leg 1
I I I I I I I I I I Shape I I I
I
~
I
IW
I -I I I
I I I I
I I I I I I
I I I I I I IC I I I I SI I
S,C, L
I
I
I
a
ASEP Steel Handbook -128-
Rolled Shapes 4-9
STRAIGHTNESS TOLERANCES ~---------
r-
" """ ,,-"
f-,,-
I H
-s."p
"" "" "
,.)
NOt flN,q
L
H
I
(C) (lwmn
(S) S>W1:
(l) NlC(I
-~I------r'-----""------------------,----' ------ .. ---..---
-------1
1-1
',g length.
I Shape I I I
Slc'ion or
Sections with flange .idth less than 150 II
and
Sweep
I
,
r:
I
mm x (total length In m.1
Sections with a flange width appro!. equal to depth dnd specified on order as columns; i Length of 13,710 I. and nuder ,;1 ". x (total
I
I I leng~ll
in •. ), but over 10 mm
,
I Length
IS, C, L
I Cambe r
I
I
I
I
Nominal Size , a mm
I Camber
I I I I I I I I I
Permissible Vlriations
-----fl---------r--------------
1-:
Ii
Variable
I
I
over 13,720
Unde:' 75 mm 75 aiJd over
II
11C
II I
I 16
II
(1 mm
I
(total length in
I -
13,72 m,))
I I I I I I I
in any 1,500 mm, or 4 II x (tot,length in m.)1
12 mm x (total length in m.l
I
I I Ali I Sweep ,Due to the extreme variations in flexibility I I iof thrse shapes, tolerances for sweep are I I I [,ubject to negotiatIons between manufacturer I I I jand purchaser for th;: individual sections I I L __....l_________....!.___.. ____________ ......J____ .... ____.....____..... _____..______________
I
i
a
i
For L shapes, nominal size pertains to longer leg.
ASEP Steel Handbook -129-
4-10 Rolled Shapes
NOTES
ASEP Steel Handbook -130-
Rolled Shapes 4-11
TABLES OF DIMENSIONS AND PROPERTIES
ASEP Steel Handbook -131-
4-12 Rolled Shapes
,
".: -r
'f
r~r""
k1
~..::~
i
i I
x . _...
dl I
x
~.
:'w
.•.. __ .__.. _, .. _ c=: __ ~~-==:J
l__~f Designation dxw
--
IT
W SHAPES Dimensions Properties
, ---.-- -l k
-I ~
Weight W kg/m
Area A mm2
Depth H mm
Web Thlokness tw mm
Flange Width bf mm
454,9
mm
120,1 119, 118, 117, 11 ~, 112,52 .
x1 ml ,
50,0 4M 40,9 37,1 34,0 81.0 28,4 25,4 28,6 21.1 19,1 16,5 165
429,5 423,9 419.4 415,5 412,5 409,4 406,9 404,0 402,0 402,1 400,1 400,1 400,1
99,9 92,0 78.9 67,1 61.0 55,9 51,1 46,0 41.9 40,0 :36,1 81.0 27,1
3,815 2,026 10,655 9,656 9,115 9,116, 8,951, ,6,201,
16.5 16,5 16.0
300.0 3(10,0 300,0
31.0 26,0 21.1
4,828,: 4,070,'
62,198 56,516 50,839 46,258 41,806 :36,452
1,016,0 1,008,1 1,000,0 992,1 982,2 970,3
28,1 21,1 19,1 18,0 18,0 18,0
W 40x 655 x 531 x 480 x 436 x 397 x 362 x:324 x 297 x 277 x249 x 215 x 199
974,:3 983.0 791,6 710,4 649,5 588,6 587,9 488,6 443,5 412,6 872,0 321.2 296.3
128,971 112,258 100,645 90,322 92,590 74,889 68,397 61,484 56,387 52,452 47,290 40,839 37,677
1,107,9 1,091,9 1,075,4 1,062,0 1,050,0 1,040,1 1,000,0 1,020,1 1,011.9 1,009,1 1,000,3 990,1 982,2
W 40 x 193 x 167 x 149
272,5 249,2 222,3
34,645 31,677 28,258
990,1 980,2 970,3
4~2,9
ASEP Steel Handbook
,
rt
450,9 449,8 449,8 449,8
489,2 444,5 399,9 868,8 :328,8 286,7
-132-
~ mm
43,9 40,0 85,9 82,0 27,1 21.1
W 40 x 828 x298 x 268 x 244 x 221 x 192
x~9:3
Thlokness
1,11 10,Oi 8,~
'7,99 '6,90 ~,61
23,51 20,971 18,431 1~441
1,1,73'
~,535,
Rolled Shapes 4-13
W SHAPES Dimensions Properties
S xi 03 mm 3 120,14 119,39 118,62
117,60 115,82 112,52 112,52 111.2~
109,98 108,71 107,70 105,93 105,92 105,16 104,39 104,90 104,14 103,99 102,62
i
Designation dxw
S
xi 03 mm3
mm
415,65 406,54 392,62
690,944 620,185 549,425 486,991 411,237 320,498
3,037,8 2,738,7 2,437,0 2,165.4 1,828,5 1,425,1
105.40 104,76 103,96 102,60 99,18 93,77
W 40 X 328 x 298 x 268 X 244 x 221 X 192
10,655,524 9,656,569 9,115,468 8,116,513 6,951,065 6,201,848
1,190,422 1,040,903 915,709 807,489 715,918 640,996 574,399 507,802 453,692 432,881 385,430 331,320 289,281
5,556,2 4,946,6 4,866,8 3,886,8 3,471,1 3,131.4 2,823,3 2,513,9 2,257,2 2,153,1 1,926,7 1,656,2 1,446,0
98.03 96,66 95,39 94,55 93,11 92,55 91.65 90,88 89,70 90,85 90,28 90,07 87,62
W 40 x 655
25,611.8 23,357,5 20,891,1 19,086,0 18,084,5 16,228,2 14,041,1 12,628,5
435,72 432,29 428,03 426,65 422.41 421,87 419,4,) 416,30 413,83 416,88 41 4,29 412,56 405,72
M3t5,878 4,828,285 4,070,743
11,182,5 9,851,6 8,390,7
399,74 390,41 379,55
139,854 117,793 95,317
932,4 785,3 635,4
63,54 60,98 58,08
W 40 X 183 x 167 X 149
11,155,002 10,072,800 8,948,976 7,991,643 6,909,442 5,619,124
21,958,7 19,983,7 17,898,0 16,110,6 14,069,3 11,582,2
23,517,076 20,97e,064 19,439,052 1M41,141 14,734,592 13,319,406
42,453.4 38,424,9 3',292,5 :)0,962,6
1~029,088
28,065,9
3
xi 0 mm'
mm 423,51 422,17 419,~5
ASEP Steel Handbook -133-
X 593 X 531
X 480
x436 X 397 X 362 x324 X 297 X 277 x249 X 215 X 199
-
1
4-14 Rolled Shapes
W SHAPES Dimensions Properties
Designation d~
Weight W kg/m
Area A mm 2
Web Thickness
Depth H mm
mm
Flan!;ll Width bf mm
tw
Flange Thickness ~
mm
W 36x B48 X 798 x720 x650 X 588 X 527 x 485 X 439 X 393 x 359 X 328 X 300 x 280 x 260 X 245 x 230
1,263.6 1,187.4 1,070.7 964.2 872.8 781.5 720.6 649.5 593.6 532.8 499.2 449.1 418.1 389.2 365.9 343.0
160,645 150,967 136,129 122,580 110,968 99,355 91,613 82,580 74,193 67,742 62,193 56,969 53,161 49,355 46,516 43,613
1,078.2 1,066.0 1,046.2 1,027.9 1,011.9 995.9 984.0 971.9 960.1 950.0 942.1 933.2 927.6 921.0 916.4 911.9
64.0 60.5 55.0 50.0 45.5 40.9 38.1 34.5 31.0 28.4 25.9 24.0 225 21.3 20.3 19.3
460.5 456.9 451.5 446.4 442.0 437.4 434.5 430.9 427.5 424.9 422.4 42:3.0 421.5 420.4 419.4 419.3
115.1 109.0 99.1 899 820 73.9 68.1 62.0 5M 51.1 47.0 42.7 39.9 36.6 34.3 32.0
W 36 X 256 x 232 x 210 X 194 X 192 x 170 x 160 x 150
392.6 345.6 313.6 299.2 272.0 253.7 239.5 224.3
49,645 43,935 39,871 36,774 34,581 32,258 30,323 29,518 613
950.7 942.9 931.9 926.9 922.9 918.7 914.7 910.6 903.0
24.4 22.1 21.1 19.4 18.4 17.3 16.5 15.9 15.2
310.3 307.8 309.4 307.7 306.7 305.6 304.9 304.2 303.5
43.9 39.9 34.5 32.0 30.0 27.9 25.9 23.9 201
ASEP Steel Handbook -134-
7,5 353,7 "', 8, i 06,0 1 " M41,61
"'·6,992,69 . '" 6,243,47 '.,'.5,494,251 5,036,401 4,703,4H 4,370,43( , 4,tee,25! " 3, 782, 73~
Rolled Shapes 4-15
y
114==1 R~ 1 1 x ____ 1
W SHAPES Dimensions Properties
11 dJ
---x T
-:-Iw
l==~-===.l
_
k
d
.
L~ Designation
dxw
I x10 3 mm4
rt mm
x10 3 mm3
mm
28,053,9S18 26,056,097 23,017,599 20,353,717 1e, 106,067 15,941,664 14,443,230 12,903,174 11,446,364 10,322,539 9,365,207 9,449,499 7,866,n4 7,200,904 6,701,326 6,243,471
52,038.6 49,995,7 44,002.3 39,602,5 35,796.3 32,014.6 29,366,2 26,555,2 23,944,1 21,731.7 19,991,6 19,109.( 16,961.6 15,686,9 14,625,3 13,693,3
417.89 415,45 411.20 407.49 403.94 400.56 397,U6 396.29 392,79 390.36 399,05 395. 1~ 394.69 381.97 379,56 379.36
1,893,863 1,749,172 1,531,132 1,344,429 1,196,260 1,036,416 936,621 929,301 729,405 663,483 591,049 541,101 499,479 453,692 420,394 391,258
8,225.2 7,652,3 6,785.1 6,023.4 6,367,7 4,739,0 4,310.8 3,944,6 3,407,7 3,075.9 2,799,5 2,559,4 2,370.0 2,159.4 2,004,7 1,870.7
108.58 107,61 106,08 ' 104.73 103,39 102,13 101. 11 100.16 99.09 98.22 97,49 97,46 96.93 95.99 95,07 94.72
W 36 x 848 x 799 x 720 x650 x 599 x627 x486 x 439 x 393 x 359 x 329 x 300 x 290 x 260 x245 x230
6,992,699 6,243,471 5,494,255 e,036,400 4,703,415 4,370,430 4,De8,256 3,762,732
14,710,6 13,244.5 11,791.5 10,969.4 10,193.9 9,514.4 9,973,4 9,264,3 7,190.7
379,14 376.97 371.22 370.07 369.90 369.08 365,93 363,25 356,03
219,770 194,796 171 ,071 156,097 144,432 133,194 122,799 112,392 652
1,416,5 1,265,7 1,105.8 1,014.5 941.9 871.7 905,7 739,9 617,1
67,21 66,59 65.50 65.15 64.63 64.26 63,63 62. 79
W 36x256 x 232 x 210 x 194 x 182 x 170 x 160 x 150 136
ASEP Steel Handbook -135-
4-16 Rolled Shapes
y
It-
=tkl i-;:---If [
(-~-I
R [
=0
[ [
x---
[
_::;J
.-
k
W SHAPES Dimensions Properties
.
G-J Designation dxw
Weight W kg/m
Area A
Depth H
Web Thick less tIl
mm2
mm
mm
Flange Width bf
mm
Flange Thickness ~
mm
868.2 861.8 855.5
46.0 41.9 38,6 35,1 32,0 29,5 26.4 24,4 221 21.1 19,7 18,2
423.5 421.4 418.0 414.4 411.5 408,9 406,0 404,0 401.4 402,8 401.4 399,9
89.9 83.1 75,9 69,1 63,0 57,9 53,1 48,0 43,9 39,9 35.6 32.4 29,2
31,935 28,839 26,839 24,710 22,387
859.0 850,6 845,8 840,5 834.6
17.0 16,1 15.4 14,7 14.0
292,1 293,8 293,0 292.4 291,6
31.0 26,8 24.4 21.7 18,8
1OS,677 99,355 90,322 81,935 73,548 67,097
898,9 882,9 868,9 855.0 843,0 833,1
50.0 45,5 41.4 38,1 34,5 31,5
411,5 406,9 403,0 399.4 396,0 392,9 ,4
89,9 82,0 74,9 68.1 620 56,9 52.1
W 33 x 619 x 567 x 515 x 468 x 424 x 387 x 354 x 318 x 291 x263 x 241 x 221 x 201
918.5 842.4 766.3 695.2 629.2 573.4 527,8 474.5 434,4 392,8 359.8 329,8 299,9
116,774 107,097 97,419 88,387 80,000 72,903 67,097 60,322 55,226 49,93(: 45,742 41,935 38,129
W 33 x 169 x 152 x 141 x 130 x 118
251.2 226.8 211.1 194.4 176,1
W30x581 x 526 x 477 x 433 x 391 x 357 x
862,7 781,5 710,4 644.5 578,5 527,8
962.9 948,9 935.0 923,0 913,1 903,0 893.1 884,9
8n.1
ASEP Steel Handbook -136-
Rolled Shapes 4-17
=n
y
1.111-
R~ I I I
x---~i -~--11
W SHAPES Dimensions Properties
1 w I
k
L~-J I x10 3
rt
mm
1,194,584 1,073,977 953,170 844,950 749,217 674,295 607,698 536,939 482,929 429,719 387,928 349,634 311,757
101.14 100,14 99,92 97,77 96,77 96,17 95,17 94.35 93,50 92.66 92.09 91.31 90,42
W33x619 x567 x 515 x 469 x424 x 387 x354 x 318 x 291 x 263 x 241 x 221 x 201
347,97 3<13.19 3(39, ~1 3(36,20 331.20
129,032 113,631 102,393 90,739 77,935
893,5 773.5 699,9 620,6 5(33,9
63,56 62. 77 61,77 60,60 59,96
W 33 x 169 x 152 x 141 x 130 x 119
353,99 350,35 346,91 343,30 342.27 3(39,69 3(36,54
1,053,066 928,196 919, ~76 729,405 645,159 579,562 51 127
5,119,2 4,562.3 4,069.4 3,647,5 3,259,4 2,945.1 ,644,1
97,99 96,66 95,29 94,29 93,66 92.86 91.43
W 30 x 561 x526 x 477 x 433 x 391 x 357 x 326
5,910,496 5,327,762 4,786,661
35,612,5 32,593,1 29,564,9 26,799,1 24,261.4 22,154,0 20,189,3 1("176,0 .6,651.1 14,995.9 13,615,5 12,364.3 11,190,3
3,866,790 3,396,448 3,100,924 2,792,913 2,45!i,765
9,003,0 7,996,0 7,332,5 6,645,9 5,994.9
13, 735,637 • 12, 195,581 10,863,640 9,856,569 8,615,991 7,741,905
30,561,0 27,626.2 25,005.5 22,588,5 20,441.3 19,585,9 1 993,2
M76,~7
688
S x103
mm3 5,562,7 5,047,6 4,523,9 4,042,8 3,615,9 3,277.3 2,972,4 2,645,0 2,390,2 2,136,1 1,926,2 1,742.1 1,559.2
mm 386,UO 382,78 379.46 376,49 374,11 372,49 369,59 366,81 365,24 362.91 359,46 356.41 354,31
. 17,398,474 15,691,925 14,026,999 12,528,566 11,196,625 10,114,424 9,115,469 8,116,513 7,367,296
Designation dxw
ASEP Steel Handbook -137-
T
---
4-18 Rolled Shapes
y
tf
f= c:::_ '
11 x---_i.:--' IJ I
R I I
W SHAPES Dimensions Properties
y
1
b,
Dulgnatlon d~}
1 Weight W kg/m
Depth H mm
Area A mmz
47.0 . 41.9 39.1 33.4
392.0
30.1
39o.e 266.2 267.9 267.1 266.6 266.1 265.4 264.2
27.1 30.0 25.4 23.6 21.6 19.3
50.0
93,549 84,516 76,774 69,677 63,677 59,193
926.0 812.0 798.1 794.1 771.9 762.0 752.1
53,290
744.0
48,839 44,591 41,161
729.0
46.0 41.9 39.6 35.1 32.0 29.5 26.9 24.9 23.1
722.1
21.1
397.5 383.4 379.5 375.9 372.5 369.4 366.9 364.5 362.5 360.4 358.5 356.5
160.9
20,452
147.7 134.0
19,774 17,032
W27 x 539 x 494 x448 x407 x 368 x 336 x 307 x 291 x 258 x 235 x 217
901.9
101,935
735.8 664.9 603.9
323.9
~ mm
397.5 394.9 392.4 393.7
55,290 49,494 44,516 40,000 36,193 32,774 29,064
350.7
Flange Thickness
25.9 23.6 21.1 19.7 19.0 16.6 16.5 15.6 14.9 14.4 13.9 13.2 11.9
434.9 399.2 350.1 314.6 294.7 257.9 220.7 197.4 195.2 173.5
500.9 457.7 419.2 384.1
tw mm
Flange Width br mm
813.1 902.9 795.0 795.9 779.3 773.2 779.0 769.9 766.3 762.3 757.7 753.1 . 750.1
W30x 292 x 261 x 235 x 211 x 191 x 173 x 149 x 132 x 124 x 116 x 109 x 99 x SO
549.0
Web Thickness
25,097 23,549 2:;064
738.1
19.1
ASEP Steel Handbook -138-
17.0 15.5 99.9 83. ·1 75.9 69.1 63.0 57.9 53.1
49.0
Rolled Shapes 4-19
y
,i---- ~--::J , 'I- - -
- I
Rl1,
---
I
W SHAPES Dimensions Properties
~)!-I:-
x-
11 k
-lI
J~-J rt mm
S x103 mm3
I x103 mm4
mm
Desillnation dxw mm
6,201,848 5,452,632 4,869,908 4,287,184 3,616,842 3,413,099 2,780,426 2,401,655 2,231,000 2,052,021 1,860,554 1,660,763 1,506,758
15,254.8 13,582,3 1g251.3 10,910.3 9,795.6 9,929.5 7,138.4 6,239,9 5,922.9 5,383.8 4,911.1 4,410.5 4,017.5
334.92 331.J5 330.75 327.38 324,74 322.71 314.76 309.35 307,90 304.96 301,62 297,42 297.43
457,855 399,166 355,878 315,087 260,124 249,906 94,495 81,591 75,339 68,262 60,770 53,279 47,867
2,363.1 2,074,1 1,861.3 1,642.4 1,466.6 1,309.0 709.9 609.3 564,1 512.1 456.7 401.5 362.4
91.00 89.81 89.41 88.75 87.99 97.15 58.02 57.01 56.56 55.62 54.51 53.27 5301
W 30x 292 x 261 x 235 x 211 x 191 x 173 x 148 x 132 x 124 x 116 x 109 x 99 x 90
10,613,901 9,531,700 8,491,121 7,533,789 6,701,326 6,035,356 5,452,632 4,953,154 4,495,299 4,020,796 3,691,973 930
25,699.5 23,477.1 21,278.3 19,216.4 17,363.2 15,840.8 14,499.9 13,314,9 12,213.8 11,046.1 10,225,7 117.5
322.69 319.20 316.97 313,26 310.12 307.86 306, ~ 0 8C'4,97 303.39 300,32 299.49 297.51
979,249 786,677 695,106 616,023 545,263 486,991 437,043 396,669 357,543 319,666 293,027 257
4,532.9 4,103.7 3,663.3 3,277.6 2,927.6 2,636.7 2,392.4 2,176.5 1,972.7 1,774.0 1,634.7 1 443.1
92.92 91.70 90.69 99.58 88.46 87.45 96.66 86.29 85.56 84.68 94.37
W 27 x 539 x 494 x 448 x 407 x 368 x 336 x 307 x 281 x 258 x235 x 217 x1
ASEP Steel HAndbook
~
~
-139-
___ ,. -, ____ "·'r""
..
T
I
4-20 Rolled Shapes
y
IfF
R I
=n dJ
x--- : ---x r
:-Iw I
y
1
bf
Deslgnetlon
dxw
d
W SHAPES Dimensions Properties
k
1 Weight W kg/m
Aree A mrrr
mm
Flenge Width bf mm
Web Thickness
Depth H mm
t,.
Flenge Thickness ~ mm
W 27x 178 x 161 x 146 x 129 x 114 x 102 x 94 x 84
265.4 240,5 217.7 191.8 170.0 152,2 140,6 125.9
88,742 80,581 27,677 24,887 21,618 19,855 17,871 16,000
705.4 700,8 695,5 701.8 693,2 698,1 688.8 679.4
184 16,t/ 15.4 15,5 14,5 18,1 12.4 11,7
857.8 856,1 854,7 254,8 255.9 254,4 258,7 253,0
80.2 27,4 24.8 27.9 28.6 21.1 18.9 16,3
W24x 492 x450 x408 x 870 x885 x306 x279 x 250 x 229 x207 x 192 x 176 x 162 x146 x 131 x 117 x 104
780,7 669,8 603.9 548,0 499,8 455,7 416.1 373,0 341.0 808,0 285,7 262,4 242,1 218,2 195.4 174,6 155,8
92,908 85,161 76,774 69,677 68,484 57,935 52,908 47,419 43,355 39,161 36,323 33,355 30,774 27,742 24,839 22, 194 1 742
758,1 738,9 724,9 710,9 699,0 6139,1 678,9 669,0 660,9 658,0 648,9 641.1 685.0 628.4 621,8 616,2
50,0 46,0 41,9 88,6 85,1 32.0 29,5 26,4 24,4 22.1 20,6 19,1 17,9 16,5 15.4 14,0
859,5 354,5 350.5 847,0 848,4 340,5 387,9 884,9 333,0 880,5 328,9 327,4 329,1 827,7 326.5 325,1 828,9
89,9 83,1 75,9 69,1 68.0 57,9 58.1 48,0 43,9 89,9 87,1 34,0 81.0 27,7 24.4 21.6 19,1
ASEP Steel Handbook -140-
·7,950, 7,117, 6,285,
5,577,~
' 4,958, 4,453,' 8,995,1 3,538,1 3,194,' 2,839,1 2,605,\ 2,864,' 2,151,!
Rolled Shapes 4-21
y
' R' It!==t(=
=n
'-~'I~-lJ =IC I
W SHAPES Dimensions Properties
k
L_:LJ
Desl gn ati on rt mm
)
l 1 :l 9 9 1
°°
.7 .4 ,6
I x103 mm4
dYJN x103
x103
r
r mm
2,909,458 2,613,933 2,343,383 1,981,262 1,702,387 1,506,758 1,361,077 1,196,260
f..,237.4 7,459.9 6,738.7 5,646.2 4,911.7 4,379.5 3,980.9 3,497,2
293.64 292.36 290.98 285.03 280.6: 279,01 275.97 272,29
231,008 206,867 184,391 76,587 66,181 57,856 51,613 44,121
1,291.3 1,161.8 1,039.7 602.3 517.4 454.8 406.9 349.8
82.74 82.25 81.62 56.04 55.34 54,67 53.74 52.51
W 27 x 178 x 161 x 146 x 129 x 114 x 102 x 94 x 84
7,950,020 7,117,557 6,295,095 5,577,501 4,953,154 4,453,676 3,995,822 3,533,905 3,194,170 2,838,698 2,605,609 2,364,194 2,151,916 1,906,340 1,673,250 1,473,459
21,112,8 19,265,3 17,340,6 15,691.4 14,172.1 12,926,1 11,771,5 10,564.4 9,635,9 8,694,3 8,055.7 7,375.4 6,777,7 6,067,S 5,382,0 4,792.4 222.9
292,53 289,10 286,12 282.93 279,32 277.26 274,83 272,99 271.01 269,24 267,83 266,23 264.44 262,14 259,55 257,66 255.65
695,106 620,185 549,425 482,828 428,718 382,517 342,558 301,352 270,967 240,582 220,603 199,375 184,391 162,746 141,519 123,621 107,
3,877.9 3,498,9 3,135,1 2,782,9 2,496,9 2,246,9 2,027,6 1,799.7 1,627.4 1,455,9 1,341,5 1,217,9 1,120.6 993.3 866.9 760,5 665.7
86.50 85,34 84,60 83,24 82.18 91.26 80.47 79.72 7906 78.38 77.93 77.31 77.41 76.09 75,48 74.63
W 24x 492 x450 x408 x370 x335 x 306 x279 x 250 x 229 x 207 x 192 x 176 x 162 x 146 x 131 x 117 x
ASEP Steel Handbook -141-
I
4-22 Rolled Shapes
y
Iii
~i
:0
--n
'-1:i WC~ =-~ t"-..I -«
-
W SHAPES Dimensions Properties
"
-I
c--
L~l Designation dxw
Weight W kg/m
Depth H mm
Area A mm 2
mm
Flange Width bf mm
Web Thickness
tw
Thlokness ~ mm
W 24 x 103 x 94 x 64 x 76 x 66 x 62 x 55
153,6 140,6 125,3 113,7 102,0 92,4 82,2
19,546 17,671 15,935 14,452 12,966 11,742 10,452
623,1 617,5 612,1 607,6 602,7 603.0 598,7
14,0 13,1 11.9 11.2 10,5 10,9 10,0
226,6 230,3 229,1 228,3 22'.',7 179,9 177.0
24,9 22,2 19,6 17,3 14,9 1s.o 12.8
W 21 x 402 x 364 x 333 x 300 x275 x 248 x 223 x 201 x 182 x 166 x 147 x 132 x 122 x 111 x 101
599,9 543,0 496,9 447,6 410,0 369.4 331.9 300.4 272,0 247.6 219,2 196.9 182.2 165.9 151,2
76,129 69,032 63,161 56,903 52,129 46,968 42,193 39,193 34,581 31,484 27,871 25,032 23,161 21,097 19,226
660,9 646,9 635,0 623,1 612,9 603,0 593,1 595,0 577.1 571.0 560,3 554,5 560.7 546,4 542.5
43,9 40.4 37,1 33,5 31.0 27,9 25.4 23,1 21,1 19,1 16.3 16.5 15.2 14,0 12,7
340.5 336,9 333.5 329,9 327,4 324,5 321.9 319.4 317,5 315.5 317.8 31M 314,7 313.4 312,2
79,5 72,4 66,5 60,5 55,6 50,5 45,5 41,4 37.6 34,5 29,2 26.3 24.4 22,2 20.3
rt mm 1,246, L123, '988, . a74, 761, . 645,' 551,(
91.1 90.1 99, aa 97, ge, 95. 95, 84, 94.
ASEP Steel Handbook -142-
.
--- - -
----------._--
71,S 2,613,7 2,476,5 >2,210,1 i 1,958,7 1,781,4' 1,510,9: 1,340,2! 1,232,0< ,111,~
1,OO7,2E
y
llj=~y==n x -- -
Jr---
x
T
d
J~=ll
W SHAPES Dimensions Properties
L_~L.J I x103 mm4
S x10 3 mm 3
I x10 3
Designation dX'N
S x10 3 mm3
mm
1,248,694 1,123,825 996,468 874,086 761,704 645,159 561,912
4,008.0 3,639.9 3,223.2 2,877.2 2,527.6 2,139,9 1,877.1
252.74 250.77 248.81 245.93 242.36 234.40 231.86
49,532 45,369 39,292 34,339 29,303 14,360 12,112
433.4 394.0 343.0 300.8 257.4 160,6 136.2
50.34 50.39 49.66 48.74 47,54 34,97 34.04
W 24 x 103 x 94 x 84 x 76 x 69 x 62 x 55
5,078,023 4,495,299 3,999,994 3,529,642 3,171,683 2,813,724 2,476,577
15,367,0 13,898.0 12,598.4 11,329,3 10,349.8 9,332.4 8,351.3 7,556.2 6,823,0 6,239,8 5,393,3 4,834,1 4,474,5 4,067,9 3,713.5
259,27 255.18 251.65 249,06 246.66 244,76 242,27 240,5E 2S860 237,87 232,93 231.39 230,64 229,52 228,89
529,614 466,179 413,734 363,370 326,742 288,865 253,485 225,597 201,040 191,061 156,503 138,605 126,951 114,047 103,225
3,104.9 2,767.5 2,481. 2 2,202,9 1,996.0 1,780.4 1,574,9 1,412.6 1,266.4 1,147,9 984.9 877.2 906.9 727,9 661,3
93.33 82.18 80,93 79,91 79.17 78.42 77.51 76.86 76.25 75,93 74.94 74.41 74,04 73,52 73.27
W 21 x 402 x364 x 333 x300 x275 x 248 x 223 x 201 x 192 x 166/ x 147 x 132 x 122 x 111 x101
2,210,189 '. 1,968,775 1,791,471 1,510,920 1,340,265 1,232,045 1,111,339 1,007,280
mm4
ASEP Steel Handbook -143-
mm
4-24 Rolled Shapes
y
IIF=-1R I I I
x----i
=n k
-~-dJ
W SHAPES Dimensions Properties
I --tw I
k
y
bl
DeslQnatlon dx!N
W 21 x 93 x 93 x 73 x68 x52 x57 x50 x44
WelQht W kQ/m
Aria A
Web Thlcknln
Depth k mm
mm2
mm
Width bl mm
Thickness ~ mm
t,.
100.5 123.3 109.1 101.5 92.9 94,7 74.6 55.0
17,613 15,677 13,871 12,903 11,806 10,774 9,484 9,397
549.1 544,3 539.5 536,7 533,1 534.9 529.1 524,9
14.7 13,1 11, t) 10.9 10,2 10,3 9.7 c,9
213.9 212,2 210.7 210.1 209,3 11lS,5 1SS.9 16(5,1
23,6 21.2 19.8 17.4 15.6 16.5 13,6 11.4
464.3 422,2
566.9 555.0 545,1 524.9 525,0 516,9 509.0 500,9 '19M 499.0
38.6 35,6 32.5 29,5 26.9 24,4, 22.6 20,6 19.5 17.0
304.9 302,0 299,0 295,9 293.5 291,0 288,9 287.0 283.5
69.6 53,5 59.4 53,6 49.5 44,5 40.4 36.6 3M 30,5
491.8 475,7 472.2 467,1 462,5
16.6 15.0 13.6 12.2 10,9
286,1 284,5 283,1 281.7 290,3
26.9 23,9 22.1 19,6 17,3
W18x311 x 293 x 259 x234 x 211 x 192 x 175 x 158 x 143 x 130
349.1 315.1 296,2 260.3 235.0 213.6 193.8
59,032 53,677 49,958 44,397 40,064 36,397 33,097 29,871 27,161 24,645
W19x119 x106 x 97 x 86 x 76
178,1 157,8 144,6 129,4 113,2
22,645 20,054 18,387 15,323 14,397
3~,2
2~,0
ASEP Steel Handbook -144-
86 1,5 , L 56 611 " 55: 491 I
40~
35e 2,99E 2,56~ 2,29~
2,036 1,902 1,510 1,435 1,273 1,144, 1,023, 911, 795, 728, 1635 -.. "'.~ ! 553,i
Rolled Shapes 4-25
=n, x--- t---x y
"i-~rc,,,
I
=J~C':_J
W SHAPES Dimensions Propertien
L-_'L_ I ,
S :3
Y
xi 03 mm4
mm
mm W 21 x 93 x 93 x 73 x 68 x 62 x57 x 50 x 44
350,993
22117 220,48 219,12 218,50 216,34 212,60 207,81 204,54
38,668 33,981 29,386 26,930 23,933 12,737 10,364 9,616
3616 319,3 278,9 256,4 228,7 153,0 124,9 104,4
46,86 46,49 46,03 45,68 45.02 34,38 33,06 3205
2,896,971 2,563,996 2,293,435 2,039,534 1,802,282 1,610,816 1,435,998 1,273,668 1,144,636 1,023,929
10,220,4 9,239,6 8,414,7 7,625,9 6,865,8 6,232,6 5,642.4 5,085,5 4,624,8 4,187,8
22153 218,56 216,41 214,36 212,10 210,40 208,30 206,49 205,29 203,83
330,904 293,027 261,393 232,257 205,202 183,142 162,746 144,432 129,448 115,712
2,170,6 1,940,6 1,748,4 1,569,8 1,398,3 1,259,7 1,126,7 1,006,5 908,4 816,3
74,87 73.89 73.06 72,34 71,57 70,94 70,12 69,54 69,04 68,52
W 18 x 311 x 283 x 258 x234 x 211
911,547 795,002 728,405 1636,834 553,588
3,783,9 3,342,5 3,085,2 2,726,8 2,393,9
200,63 199,06 199,04 197,52 196,16
105,307 91,571 83,663 72,840 63,267
736,2 643,7 5910 517,1 451,4
68,19 67,56 67,45 66,80 66,31
W18x119 x 106 x 97 x 86 x 76
40~,572
1
jJ
3,138,2 2,798,9 2,468,8 2,295,6 2,076,9 1,820,9 1,548,2 1,337,2
861,599 761,704 , 665,970 616,023 553,598 498,991
j
d
Designation dxw
I xi 03 mm4
)
T
ASEP Steel Handbook -145-
x 192 x 75 x 158 x 143 x 130
-
•
4-26 Rolled Shapes
y
W SHAPES Dimensions Properties
y
Designation dlNl
Weight W kg/m
Web ThloknesJ
Depth H mm
Area
A
mn-r
Flange Width
til'
mm
mm
x1
20,6 19,1 17,7 16,0 14,5
3~
153,9 152,9 152,4
15,4 13,3
29 25
10,8
21
14,9 13,3 11.6 10,0·
264,8 263,3 261.5 260,0
25,0
10,9 9,7 8,9 7,7·. 7,5 7,0/ 6,4
199,8 179,6 178,7 1n,7 1n,4 140,3 139,7
18,2
W 18 x 71 x 65 x 60 x 55 x 50
105,5 96,9 89,3 82,2 74.6
13,419 12,323 11,355 10,452 9,484
466, 1 463,3 460,0 456,9
11.4 10,5 g,g 9,0
192,8 191,9 191,3 190.4
W18 x 46 x 40 x 35
68,5 59,9 52,3
8,710 7,613 6,645
458,7 454,7 449,6
9,1 8,0 7,6
149,2 133,0 114,7 100,0
18,968 16,903 14,581 12,710
431.0 425,5 419,6 414,9
85.3 74.6 67,5 59,9 53,9 46,3 39,0
10,839 9,494 9,591 7,613 6,839 5,994 4,955
417,3 413,0 409,7 406,7' 403,4 399.5
1,091.0 139,709 994,6 126,451 90U 114,838
569,5 549,7 531,4
,
Flange Thickness ~
3i
"7"'"'\ ,
W1~ x 100 . x 89
x 77 x 6,7 W16 x 57
x 50
"x~-45
x 40 x 36
x 31 x 26 W 14 x 730 x 665 x605'
402,8
454,4 449,3 44?,3
ASEP Steel Handbook -146-
22.2 19,3 16.9
3H
16.0 14,4 12.8 10,9 11.2
a,a
124,7 114,8 105,7 97,0
27'
2~
..
21~
. 18E . 1SS : 125
Rolled Shapes 4-27
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y
Ir1=
R II
W SHAPES Dimensions Properties
I
W
I
I
y
br
_k
I Designation dm
r
mm
)
i4 ,9
is i2
is
,
445,369 409,572 370,446 332,995
1,911,0 1,769,1 1,610,6 1,457,6
,50 190,11 199,92 199,26 197,39
299,357 254,734 212,279
1,292,2 1,120,4 944,3
194,46 192,92 179,73
9,365 7,950 6,SS9
121,7 104,1 93,6
32. 79 32.32 30,96
W1Sx 46 x 40 x 35
620,195 541,101 462,017 397,095
2,977.9 2,543,4 2,202,2 1,914,6
180,92 179, Ei2 179,01 176,75
77,419 67,946 57,440 49,532
584,7 515,4 439,3 391.0
63,99 6:3. 35 62,76 62.43
W16x100 x 99 x 77 x 67
315,503 274,297 243,912 215.609 186,472 158,097 125,296
1,512,1 1,329,8 1,190,7 1,060,3 925,9 773,9 629,9
170,61 170,06 1-69,60 169,29 16t.12 162,97 159,01
17,940 15,494 13,652 12, 029 10,199 5,161 ' 3,992
199,5 172,4 152,9 135,4 115,0 73,6 57,2
4M9 40,41 39,99 39,75 39,62 29,62 29,38
W16x x x x x x x
22,909 20,953 19,699 16,691
x x
119,01 117,16 115,49 113,77 ASEP Steel Handbook -147-
57 50 45 40 36 31 26
W14x730 x665 x 605 x 550
-
1
4-28 Rolled Shapes
y
W SHAPES Dimensions Properties
Designation
dxw
Weight ,W kg/m
Area A mm 2
Web Thlokness (, ". ----------til" ,: mm I
Depth H mm
Flange I bf
W 14 x 500 x 455 x 426 x398 x 370 x342 x 311 x283 x 257 x 233 x 211 x 193 x 176 x 159 x 145
746,0 680,0 634,3 593,7 553,1 512,5 463,8 422,7 383.6 3476 314,6 288,2 262,9 237,0 216,7
94,839 86,451 80,645 75,484 70,322 65,161 58,968 53,742 49,774 44,193 40,000 36,645 33,419 30,129 27,549
497,8 483,1 474,2 464,6 455,2 445,5 434,8 425,2 415,1 407,4 399,3 393,2 386.6 380,5 375.4
55,6 51.2 47,6 45,0 42,0 39,1 35,8 32,8 29,8 27,2 24,9 22,6 21.1 18,n 17.3
432,1 427,6 424,1 421.4 418,5 415,5 412,2 409,2 406.:3 400,6 401.3 399,0 397,5 395.4 393,7
W'14 x 132 x 120 x 109 x 99 x 90
196,9 179,1 162,4 147,7 134,5
25,032 22,774 20,645 18,774 17,097
372.4 367,8 363,7 359."1 356,1
16.4 15.0 13,3 12,3 11.2
374,0 372,6 371.0 370.0 368,8
W14x 82 x 74 x 69 61
122,3 110,6 101,5
15,548 14,064 12,903
363,5
ASEP Steel Handbook -148-
Flange
T~~~$S
rt mm
x10 3 mm4
88,9 81,5 77.1 '72.3 67,6 62. 7 57.4 52,6 48,0
1,598,G 1,4HS, 1
43,1
t~.~
39,6 36.6 38.3 30,2 27,7
1,107,·
26,2 23,9 21.8 19,8 18,0
636,E
21.7 19,9 19,3 16,4
3,417,~
2,992, i 2,747,1 2,497,~ 2,264,~
2,039,E 1,e02,~
998,1 990,~
790,( 711, j
574,~
516,1 462,C 415,9
Rolled Shapes 4-29
11 If~~ iC-x y
~
I
Tk
d
-:tdJ
W SHAPES Dimensions Properties
I .
k
L~ I
xi 03
r :l
3 4
I
xi 03
xi 03
x103
4
mm 3
r mm
mm'
r mm
3,417,260 2,9')2,704 2,747,127 2,497,389 2,264,299 2,039,534 1,a02,282 1,599,329 1,415,187 1,252,857 1,107,176 999,955 890,735 790,840 711,756
13,729.4 12,389.6 11,586.4 10,750.7 9,949.6 9,156.2 8,290.2 7,519.0 6,902.1 6,150.5 5,545.6 5,091.2 4,609.0 4,156.9 3,792.0
189.82 196.06 184.57 181. 89 179.44 176.92 174.82 172.46 170.34 168.37 166.37 165.11 163.26 162.01 160.74
1,198,747 1,065,552 982,306 903,222 829,301 758,379 670,133 599,373 536,939 478,666 429,719 397,511 348,802 311,341 291,799
5,5485 4,993.9 4,632.4 4,286.8 3,958.4 3,626.4 3,251.5 2,929.5 2,643.1 2,372.0 2,136.6 1,942.4 1,755.0 1,574.8 1,431.5
112.43 111. 02 110.37 109.39 109.53 107.53 106.60 105.61 104.92 104.07 ·103.53 102.93 102.16 101. 65 101.14
W14x500 x 455 x 426 x 398 x 370 x342 x 311 x 293 x 257 x 233 x 211 x 193 x 176 x 159 x 145
636,934 574,399 516,127 462,017 415,915
3,420.2 3,123.4 2,838.2 2,568.9 2,335.4
159.50 159.91 158.11 156.87 155.95
229,095 206,035 186,055 167,325 150,676
1,219.8 1,003.0 904.5 817.1
95.46 95.12 9493 9441 93.99
W 14 x 132 x 120 x 109 x 99 x 90
153.66 153.49 152.72 151. 88
61,602 55,775
478.8 436.1 395.2 350.8
62.94 62.97 62.48 62.10
W14x 82 x 74 x 68 61
mm4
102.97 102.62 . 102.11 101. 10t
Designation dxw
mm
50,364
,537
1,105.9
ASEP Steel Handbook -149-
4-30 Rolled Shapes
y
IfF =fccc-o R/ :
-Ik-r ~.
I
x--- : ---x T
d
W SHAPES Dimensions Prop'lI'tles
-l-~:':J =Ll
L~L-J Designation dxw
, W 14 x x x x x
Weight W kg/m
Thlcknesll
Depth H mm
Area A mm2
t"
mm
53 49 43 39 34 30 26 22
79,2 71.6 63,9 56,9 50,7 44,9 39,0 32,9
10,064 9,097 9,129 7,226 6,452 5,710 4,961 4,197
353,6 3!5Q,3 347,0 359,1 355,1 351.5 353,3 349.0
W 12 x 336 x 305 x 279 x 252 x 230 x 210 x 190 x 170 x 152 x 136 x 120 x 106 x 96 x 97 x 79 x 72
501,4 ' 454,7 415,6 37e.o 343,5 313,6 293,2 253,7 ' 226.9 202,5 179,1 159,3 143,1 129,9 117,7 107,1
63,742 57,906 52,839 47,906 43,677 39,871 36,000 32,259 29,939 25,742 22, 774 20,129 19,194 16,516 14,969 13,613 1
427,2 414,5 402,6 391.4 392,3 373,6 365.3 356,4 348,2 340,6 333,2 327.4 322,9 319,3 314,5 311,2 307,8
x x x
9.4 9,6 7,7 7,9 ' 7,2 6,9 6,5 5,8 45,1 41.3 38,9 35,4 32.6 30,0 26,9 24.4 22.1 20,1 1BO 15.5 14,0 13,1 11.9 10,9 9,9
Flange Width bf mm
~.-,----"
~
mm
204,7 204,0 203,1 172,0 171,3 170,9 127,6 127,0
16,9 15,1 13,5 13,1 11,6 9,9 10,7 9,5
340,0 336,2 333,8 330,3 327,5 324,9 321,9 319,3 317',0 315,0 ' 312,9 310.4 309,9 308,0 306,9 305,8 304,8
75,1 68,7 62.7 57,2 52.6 4a3 44,1 39,6 35.6 31,9 29,1 25,1 22.9 20,6 18,7 17.0 15.4
ASEP Steel Handbook -150-
Flange Thickness rt mm
2~
201 17E 16C , 141 121 101 92,
1,699, 1,477, ' 1,294, 1,132, 1,007, 890, 786,1 696,' 595,: 516,' 445,: 3ae,~ ~4S,i
309,C 275,~
248,4
Rolled Shapes 4-31
y "'>1
11f-
I
11
,--Ji~-dJ
W SHAPES Dimensions
.
Propertle~
I
k
Y
bl
I x103 mm 4
3
Designation dxw x10 3 mm 3
x10 mm3
mm
225,181 201,972 179,147 160,249 141,519 121,123 101,977 92,930
1,273.6 1,152,6 1,026.8 895.0 797,1 699,2 577.3 474,7
149.58 149,97 149,04 148,92 149,10 145,t':I4 H3.37 140,65
24,017 21,394 18,814 11,113 9,699 9,159 3,709 2,914
234.7 209,7 185.3 129.2 113,2 95,5 58.1 45,9
48.85 49,49 48.11 39.22 39,77 37,90 27.34 26,38
W14x x x x x x x x
1,689,900 1,477,622 1,294,490 1,132,149 1,007,280 990,735 788,677 696,782 595,211 516,127 445,368 399,344 346,721 308,011 275,545 249,490 ,851
7,911. 5 7,129,7 6,430,6 5,795,1 5,269,6 4,769.4 4,307.0 3,854.0 3,419,9 3,030.7 2,673,3 2,372,3 2,149,2 1,935.4 1,752,3 1,597,0 1 441.5
162,82 159,99 156.52 153,89 151.86 149,47 147.82 145.91 143,66 141. 60 139.84 139,90 139,05 136.56 135.63 135, :; 134,18
495,315 437,043 390,009 344,640 308,844 276,379 245,160 215,192 199,969 165,660 143,600 125,296 112,392 < '1{), 31 2 99,906 91,165 424
2,913.6 2,599,9 2,336,8 2,086,8 1,886,1 1,701.3 1,523.7 1,347.9 1,192.2 1,051.8 917.9 807,3 727,6 651.4 596,1 530,9 475,2
88,15 86,95 85,91 84.91 84.09 93,26 82,52 81.68 90,95 80.22 79.41 79.99 78,59 77.93 77.50 i7,22 76.66
W 12x336 x 305 x 279 x 252 x230 x 210 x 190 x 170 x 152 x 136 x 120 x 106 x 96 x 87 x 79 x 72 x 65
ASEP Steel Handbook -151-
mm 53 49 43 38 34 30 26 22
\
l
4-32 Rolled Shapes
y
4--~r
lk-r
x---l---x
JL dJ
=~~:-~
T
d
-I,
.
W SHAPES Dimensions Properties
L~J Weight W kg/m
Designation dxw
;
W 12)( x x x x x x x x x x x
I
iI
)i
l i
:,.'
,
~,",
Depth H mm
Area A mm 2
Flange Width bf mm
Flange Thickness
~ mm
rt mm
,io
58 53 50 45 40 35 30 26 22_ 19 16 14
W10x112 x100 x x 77 x S8 x 60 )( 54 x 49 x 45 )( 39 x 33 x 30
Web Thlcknen t\\l mm
86.3 79,2 74.6 67,0 59,9 52,3 44,6 38,9 32,9 28.3 23. 9 21,1
10,968 10,064 9,484 8,516 7,613 6,645 5,671 4,935 4,181 3,594 3,039 2,694
309.6 306,3 309.6 306,3 303.3 317,5 313,4 310.4. 312,7 308,9 304,5 302,5
167.0 149,2 131.4 114,7 101. 5 99.3 80,2 73,1 67,5 58,4 49,3 44,9
21,226 19,969 16,710 14,581 12,903 11,355 J0, 194 9,290 8,581 7,419 6,265 5,703 910
299.5 291.9 275.3 269.2 264,2 259,6 256,3 253,5 256.5 252,0 247,1 265,9 262.4
9.1 §,~
9,4 8,5 7,5 7,6 6,6 5,9 6,6 6,0 .5,6 5,1 19,2 17,3 15,4 13,5 11.9 10.7· • 9.4 9,6 8,9 9.0 7.4 • 7,6 6,6
254.3 2'53.9 205,2 204,3 203,3 166.6 165.6 102.4 101.7 101.3 100,9 264,5 262,6 260,7 258,8 257,3 258,0 254,8 254,0 203, i' 202,8 i02,2 147,6
ASEP Steel Handbock -152-
16.3 J<),6 16,3 14,6 13,1 13,2 11,2 9,7 10,8 8,9 6,7 5,7 31.8 29,4 25,1 22,1 19,6 17,3 15,6 14,2 15,7 13,5 11.0 13.0 1.2
.
197, 176,
1'6'3, .145, 129, 119, 99,.1
,(94,~ ,- -..... ,".
64,S 54,1 42.E 36,E
298,0 259,3 222,2 189,3 163,91 141,9: 126,1 : 113,21 103,2, 86,99 70,75 . '70,75
Rolled Shapes 4-33
y
W SHAPES Dimensions Properties
Designation dxw
mm
2 7 8 9
7 7 .8 .4 ,.1 :.1 1,6
197,710 176,999 11)3,995 145,681 129,082 118,626 ,99,063 \ 94,91.1 " 64,982 54,110 42,872 36,979
1,277.2 1,155,1 1,059.4 951.2 95Q.9 747,3 632.2 / 547.1 415.8 350.3 291.6 243,8
134.26 182,56 131.50 130.79 130,19 183.61 132.17 181.17 124.62 122.70 118,77 117,22
44,537 89,875 23,434 20,812 18,856 10,198 8,449 7,201 1,940 1,565 1,174 982
350.3 814.1 228.4 203.7 190,6 122.4 102.0 87.4 37.9 30.8 23.2 19.5
6372 62.95 49.71 49.44 49.10 39.18 38.60 88.20 21.54 20.87 19,65 19.18
W 12 x 58 x 53 x 50 x 45 x 40 x 35 X 30 x 26 X 22 x 19 X 16 X 14
299,022 259,312 222,268 199,385 168,995 141,985 126,118 113,215 108,225 86,992 70,759 '70,759
2,066.0 , 1,889,7 1,614.7 1,407.0 1,241.4 1,098.5 984.1 898.2 904,9 690.4 572.7 582,2 456.6
118.49 116,92 115.38 113.91 112,74 111. 80 111. 28 110.89 109.68 108.28 106,27 111. 39
98,231 96,160 74,505 64,100 55,775 48,283 • 42,872 38,976 22,227 18,730 15,284 6,951 ,869
742.8 656,2 571.6 495.4 433.5 377.2 336.5 306.1 218.2 184.7 150.7 94.2 80.1
68.03 67.40 66.77 66.30 65.75 65.21 64.85 64.69 50.8S 50.25 49,31 34.91 34.57
W10x112 X 100 x 88 x 77 x 68 x 60 X 54 -x 49 X 45 X 39 X 88 X 30 X 26
1
ASEP Stnel Handbook -153-
4-34 Rolled Shapes
y
'IIF 1
x---
-: -I",
(==:.:~_.,_."...::)
L~LJ Designation dxw
W10x 22 x 19 X
17
x 15 x 12 W 8x x x x x x x -,x )"
'.-....:~.
x x x x x
W6x x x x x x
=nLt-
I·____
87 56 49 40 35 31 28 24 21 18 15 13 10 25 20 15 16 12
x
T
d
W SHAPES DimElnsions Properties
= k
Weight W kg/m
Thlokness
Depth H mm
Area A mm 2
t,. mm
Flange 'Mdth be mm
Flange Thickness ~ mm
32,9 28,5 25,3 22,4 18,0
4,187 3,626 3,219 2,845 2,284
258,3 260,1 256,8 253.7 250.7
6,1 6,4 6,1 5,8 4,6
146,1 102,.1 101,9 101.6 10o.s
9,1 10.0 8,4 6,9 5,3
49,1 - 40,01 34,01 2EW 22,3!
100,0 86.9 71.6 59,4 92,3 46.3 41.9 35,9 31.3 26,7 22,5 19.5 15,0
12,710 11,032 9,097 7,549 6,S45 5,890 5,323 4,568 3,974 3,394 2,865 2,477 1,910
228,6 222,3 215.9 g09,§ 206,2 203.2 204.7 201,4 210,3 206.8 206,0 202.9 200.4
14,5 13.0 10.2 9,1 7,9 7,2 7.2 6.2 S.4 5.8 6,2 5.9 4.3
210.3 209,9 206.0 205,0 '--' -..203.7 203.1 166,0
23,7 20,S 17,4 19 12.S 11.0 11,8 , 10,2 10,2 9.4 8.0 6.5 5.2
113,2 94,91 76,51 60,7",
'-"
165.0~
133:9 133.4 102.0 101.6 100.1 154.4 152,9
4,735 3,797
ASEP Steel Handbook -154-
11.S 9,3 6,6 10,3 7,1 5.5
'~2,e!
45,7! ,40,71 34,41 31,3' 25,7E
HI,9j 1S,4E 12,8~ 22,2~ 17,2~
12, 11 13,3E
9,1.6
e::
Rolled Shapes 4-35
y
,--1, , ~~dJ
'"-~=J1 11-
W SHAPES Dimensions Properties
R~ I -
k
L~-1
S x103 mm3
rt Y mm
)
, )
)
3 2 2 4 0 5 2 6 .3 .6 .3 .1
S x10 3 mm3
1
x10 m
Designation dxw
3
49,115 40,093 34,099 28,678 22,393
/seo.S 309.2 265.5 226.1 179.6
100.SI 1u~.14 102.91 100.40 99.02
4,745 1,786 1,482 1,20S 907
65.0 35.0 29.1 23. 7 18.0
SS.66 22.19 21.46 20.56 19.93
W10x x x x x
22 19 17 15 12
11 S,215 94,901 76.597 60,770 ~2,961 45,795 40,791 S4,464 31,342 25,765 19,979 16,493 12,820
990.5 953.9 709.5 579.9 512.7 450.6 398.5 342.2 298.1 249.2 vl94.0 162.5 127.9
94.S8 92.75 91.75 89.73 99.19 99.17 97.54 86.86 99.91 87.13 9S.51 81.57 81.98
36,878 31,259 25,349 20,437 17,731 15,442 9,032 7,617 4,067 S,317 1,419 1,136 870
350.7 299.4 246.1 199.4 174.1 152.1 109.8 92.S 60.7 49.7 27.8 22.4 17.4
5S.87 53.23 52.79 52.0S 51.66 51.20 41.19 40.8S 31.99 31.26 22.26 21.42 21.34
W 8x x x x x x x x x x x x x
67 58 48 40 35 31 28 24 21 18 15 13 10
22,227 17,232 12, 112 13,361 9,199
274.2 .-219.9 159.3 167.5 120.1 91.1
69.5', 67.46 65.10 66.10 63.38 83
7,118 5,536 3,879 1,944 1,24!: 912
92.2 72.4 51.0 36.0 24.5 1
39. 77 39.23 36.84 24.56 23.32 22.97
W6x x x x x x
25 20 15 16 12 9
ASEP Steel Handbook -155-
4-36 Rolled Shap0R
y
tli-
R~
91j I
I I I
x---_:_~--x
I W I -'k c=::::.l---=:l -
W SHAPES Dimensions Pro ptlrtles
.
0L-J Designation
dxw
Weight W kg/m
Area A mm 2
Web Thlokness
!;lepth H mm
Flan~e
Width bf mm
t" mm
Flange Thiokness rt mm
4
mm
I
x1Q3 mm'
W5x 19 x 16
28.1 23.7
3,574 3,019
130.8 127.3
6.9 6.1
127.8 127.0
10.9 9.1
35. 34.
10 6
W 4x 13
194
2,471
105.7
7.1
103.1
6.6
27.
4
ASEP Steel Handbook -156-
Rolled Shapes 4-37
W SHAPES Dimensions Properties
Designation
dxw
rt
I
S
I
mm
x10' mm4
x10' mm3
x10' mm4
mm
xi 0' mm 3
8,866
166.7 189,8
55.24 54,19
8,800 3,126
59.5 49,2
82.61 32,18
W5x 19 x 16
4,703
89.0
48,68
1,607
31.2
25.50
W4x 18
10,905
ASEP Steel Handbook -157-
4-38 Ro.lled Shapes
S SHAPES Dimensions Propertie$
Designation dxw
Weight W kg/m
Aria
Depth H mm
A mm2
Thioknen t..v
mm
bf mm
Thiokness ~ mm
S 24 x 121 x 106
180.7 158,3
22,968 20,129
622.3 622,3
20,3 15,7
204,5 199,9
27,7 27,7
S 24 x 100 x 90 x 60
148.7 134.5 119,2
18,903 17,097 15,161
609,6 609.6 609,6
18,9 15,9 12.7
184,0 161.0 177.6
22,1 22,1 22,1
S 20 x 96 x 66
143,1 129.4
19, 194 16,323
515,6 515,6
20,3 166
162,9 179,3
23,4 23.4
S 20x 75 x 66
111.6 99.4
14,194 12,516
509,0 506,0
16,1 12,9
162,2 156,9
20,2 20,2
S 18 x 70 x 54,7
104.5 81.7
13,290 10,367
457,2 457.2
19,1 11.7
158,8 152.4
17.6 17.6
S 15x 50 x 42,9
74.6 63,9
9,484 9,129
381.0 361.0
140 10,4
143.3 139,7
15,8 15,6
S 1.2x 50 x 40,6
74.6 60,9
9,464 7,742
304,8 304.9
17,4 11.7
139.1 133,4
16.7 16,7
S 12 x 35 x 31.6
52.3 47.4
6,645 6,032
304,8 304,6
10.9 6,9
129.0 127,0
13,8 13,6
ASEP Steel Handbook -158-
't
mm
994,' 936,! 674,( 695,1
657,e 532,7 495,3 395,4: 334,61 2J2,21 166,0~
126,ge 113,21
95,31 90,731
Rolled Shapes 4-39
y
4
'
I( = C _ I
R( )
,I S SHAPES Dimensions Properties
x---:-_:, Grip
1 S x10' mm'
I x10' mm 4
-:--11 w
b,
k
1 Designation
I I x10' mm4
k
I y
rt mm
R'11
:Y
dxw
S x10' mm'
1,815,291 1,228,720
4,227,2 3,932,9
289,80 246,56
84,672 32,091
889,1 321,1
89,95 39,93
S 24 x 121 x 106
994,793 936,521
3,263,9
229,40 234,04
874,096
2,867,7
240,11
19,854 19,699 17,565
215,9 206.5 197,6
32,41
3,072,6
33,06 34,04
S 24 x 100 x 90 x 90
195,46 200,72
20,895 19,490
229,5 217,3
33,99 34.55
S 20 x 96 x 96
29,56
695,106
2,696,3
6~,646
2,551,0
532,776 495,315
:,097,5
1,950,1
193,74 199,93
12,404 11,530
152,9 145,1
30,35
S 20x 75 x 66
895,430
334,650
1,696,0 1,463,9
170, 179,4')
10,031 9,658
126,3 11 S,6
27,47 28,87
S 19 x 70 x 54,7
202,288
1,061,9
146,05
196,055
976,7
151, 29
6,535 5,994
91,2 958
26,25 27,15
S 15 x 50 x 42,9
126,951 113,215
933,0
6,535 5,661
94.0 94,9
26,25
742,9
115,70 120,93
27,04
S12x 50 x 40,9
95,317 90,739
625,4 595,4
119,77 122,65
4,109 3,896
63,7 61,4
24,96 25,41
S 12 x 35 x 31,9
ASEP Steel Handbook -159-
4-40 Rolled Shapes
y
11f=- ~-":) R( I
X----: c<;pi -
-l~1
_.
I
---x r
d
S SHAPES Dimensions Properties
l~~~ --lJ
l-~l-J Desl~nation
dxw
Weight W kg/m
Area A mm2
Depth H mm
Web Thioknen t.,., mm
lange Thickness bf mm
~ mm
rt mm
S 10 x 35 x25,4
52.3 37,9
6,645 4,813
254.0 254,0
15.1 7,9
1256 118.4
1.2.5 12,5
61, 51,
S 8 x 28 x 18,4
34,4 27,5
4,368 8,490
203,2 203,2
112 6,9
105.9 101.6
10.9 10,9
27, ·23,
S 7 x 20 x 15,3
29.8 22,9
3,794 2,903
177,9 177.9
11.4 6,4
98.0 93,0
10.0 10,0
17, 15,:
SSx17.25 x 12,5
25.7 19,6
3,271 2,369
152.4 152,4
11.9 5.9
90.S 84,6
9.1 9,1
10,1 9,·
S 5 x 14,75 x10
22.0 14.9
2,800 1,897
127.0 127,0
125 5.4
83.4 76,3
8.3 9,3
S,1
S 4 x 9,5 x 7,7
14,2 11.5
1,800 1,458
101.6 101.6
8.3 4,9
71.0 67,6
7,4 7,4
2,e 2,E
S 3 x 9.5 x 5,7
11.2 8,5
1,426 1,077
76.2 76.2
8.9 4.3
63,7 59,2
6.6 6,S
1,2
ASEP steel Handbook -160-
St~
1,0
Rolled Shapes 4-41
II
t=-c:::
y
II
R{ I
I
"11 -"
k
-u
x----'----X T
S SHAPES Dimensions
-:-Iw
Proper~es
I_~ _
Griri=--
d
k
U~ Duignation
dxw
I
rt
xi 03
mm mm
xi 03 mm3
mm'
mm
61,186 ei1,613
481.8 406.4
95.96 100.56
3,480 2,826
55.4 47.7
22.88 24.23
S 10 x 35 x 215.4
27,013 23,97ei
265.9 23M
78.64 82.98
1,794 1,553
33.9 30.6
20.27 21.09
S 8x23 x 19.4
17,648 1ei,276
198.5 171.9
69.::0 72.154
1,319 1,099
269 236
18.65 19.46
S 7 x20 x115.3
10,947 9,199
143.7 120.7
57.95 62.33
961 758
21.2 17.9
17.14 17.99
S6x17.25 x 12.5
6,327 5,120
99.6 90.6
47.54 51.95
695 509
16.7 13.8
15.75 16.86
S 5 x 14.75 x10
2,926 2,531
55.6 49.8
39.62 41.66
375 316
10.6 9.3
14.43 1472
S 4 x 9.5 x 7.7
1,220 1,049
32.0 27.5
29.25 31.21
246 187
7.7 6.3
1313 13.18
83 x 9.5 x 5.7
ASEP Steel Handbook -161-
I
- -, 4-42 Rolled Shapes
CHANNELS Dimensions Properties
Desillnation dxw
Weight W kg/m
Area A mm2
Depth H mm
.:,i"
bf mm
mm
x
C 15 x 50 x 40 x 33.9
74.6 59.9 50.5
9,484 7,613 6,426
381.0 381,0 381.0
18.2 13,2 . 10.2
94.4 89,4 86.4
C 12 x 30 x25 x 20.7
44.8 37.3 309
5,690 4,742 3,929
304,8 304,8 304.8
13,0 9,8 7.2
60,5
747
C 10 x 30 x 25 x 20 x 15,3
44,8 37.3 29,8 22,8
5,690 4,742 3,794 2,897
254,0 254.0 254,0 254.0
17.1 13.., 9,6 6,1
73.3 69,6 66,0
C9x20 x15 x 13.4
29.8 22,4 20.0
3,79~
2,845 2,542
228.( 228,6 229.6
11.4 7,2 5,S
67.3 63,1 61.9
14,91 • 14,98
C 8 x 1.8,75 x 13,75 x 11,5
28,0 20.5 17.2
3,555 2,606 2,181
203,2 203,2 203,2
12.4 7,7 5,6
64,2 59,5 57,4
. 14,35 14,05 14,50
C7x14,75 x 12,25 x 9,8
220 18.3 14,6
2,794 2,323 1,852
177.8 177.8 177.8
10,6 8.ll 5,3
58,4 55.7 53,1
13,51 13,34 1:1,72
ASEP Steel Handbook -162-
n4 no
20.27 19,7~
.19,96 12,7 1a7 12.7
17,12 17,12 17,73
11.1 11.1 11.1 11.1
16.48 15.67 15,39 16,10
15,~7
Rolled Shapes 4-43
- y
q~'=n ':~t!····11 f
-
k
Rfl
CHANNELS DimensiCJr's Propertin
-
I
Gr ip.i=:--
---
~:=--=.::J
k
e9U~-l Designation dxvv
, ilokness ~ mm
x
mm
x103 mm4
mm
x10 3 mm4
m
mm
20,27 19,74 19,99
168,157 145,265 131,113
882,7 762,5 688,3
133,16 138,13 142,84
4,579 3,842 3,384
625 55,8 51.6
21.97 22,46 2295
C 15 x 50 x 40 x 33,9
12,7 12,7 12,7
17,12 17,12 17,73
67,429 53,694
442,4 393,3 352,3
108,86 112,43 116,90
2,139 1,861 1,615
34,1 31.2 28,7
19,39 19,81 20,27
C 12 x 30 x 25 x 20,7
11.1 11.1 11.1 11,1
16,48 15,67 15,:39 ' 16,10
42,872 37,960 32,841 28,054
337,6 298,9 258,6 220,9
86,80 89.47 93.04 98.41
1,640 1,399 1,170 949
274 24,6 21.8 19,2
16,98 17,18 17.56 19,10
C 10 x 30 x 25 x 20 x 15,3
10,5 10,5 10,5
14,81 14,88 15,27
25,348 21,228 19,937
221.9 185,7 174,4
81.74 86,:38 88,56
1,007 803 733
19,4 16,9 15,9
16,29 16,80 16,98
C 9 x 20 x15 x 13,4
9,9 9,9 9,9
14,35 14,05 14,50
18,314 15,026 13,569
1eo,3 147,9 133,6
71,77 7593 78,88
824 637 549
16,7 14,2 13,0
15,22 15,63 15,87
C 8 x 18,75 x 13,75 x 11,5
9,3 9,3 9,3
1:3.51 13,34 13,1'2
11,321 10,073 8,866
127,3 113,3 99,7
63,65 65,85 69,19
574 487 404
12,9 11,6 10,4
14,33 14.48 14,77
C 7 x 14,75 x 12,25 x 9,8
5~,,~37
ASEP Steel Handbook -163-
!
4-44 Rolled Shapes
- y
~ 111=
x- w
t
:
~
il
_1- - - -
-:1
~==--...:J
Grip
xT
j
-.
d
1
CHANt-.E'LS DimE'nsiona Properties
___ k
eJ~_J DlSlgnlltion dxw
Weight W kg/m
A mm2
Depth H mm
Area
Web Thickness
t,. mm
FI Width be mm
Fillnge Thlckne .. ~ mm
C 6 x 13 x 10,~ x 6,2
19,4 1~, 7 122
2,471 1,994 1,548
152.4 1~2.4 152,4
11,1 6,0 5,1
54,8 51,7 48,8
8,7 6,7 8,7
13.06 12,67 1298
C ~x 9 x6,7
. 13,4 10,0
1,703 1,271
127,0 127,0
6,3 4,6
47,9 44,5
6,1 9,1
12.14 12.29
C 4 x 7,2~ x ~,4
1M e,1
1,374 1,026
101,6 101.6
9,2 4,7
43,7 40,2
7,~
11.66 11.61
C3x 6 x ~ x 4,1
6,9 7,5 6,1
1,135 948 781
76,2 76,2 76,2
9,0 6,6 4,3
40,5 3e,0 35,6
6,9 6,9 6,9
ASEP Steel Handbook -164-
7,~
11,~6
11,13 11,07
Rolled Shapes 4-45
=n
- y
~
1(;=="Rl-! '. 1
x- -
CHANNELS Dimensions Pr-,pertles
_1- - - -
Iw'
-
i
xT
d
lk I
2J
Grip,t==t'.':::i==
e~!L~-l ;:Iang. ,iokness
D.slgna~on
dxw
I
~ mm
x1Q3
8.7 8.7 8.7
1S.06 12,67 12.98
8.1 8.1
12.14 12.29
3,704 3,118
58,3 49,1
7,~
11.66 11. 61
1,911 1,602
37,6 31.5
11.~6
862
11.13 11.07
691
22.6 20,2 18.1
7,~
6,9 6,9 5,9
7,242 6,327 5,453
95.0 83.0 71.6
54.14 56.33 59.35
437 362 287
r
10.6 9,4 8.1
1 :3.30 13.47 13.62
C 6 x 13 x 10.5 x 8.2 •
770
262 200
7,4 6,3
12.40 12.54
C5x 9 x 6,7
37,29 39,51
179 133
5,6 4.7
11.41 11. 39
C4x7,25 x5,4
27,56 28,50 29,74
125
4.4 3.9 3.4
10,49 10,47 10.31
C3x 6 x5 x 4.1
104 83
ASEP Steel Handbook -165-
4-46 Rolled Shapes
'" r---y-----1 -+------'I -~ 'I:dl x-------::,.x b,
'=1f
"."--t..
_,_,1-
,.
' ~
--"",.
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
, ,
.....•.
_---;
y
Deslgnetlon dxw
Weight W kg/m
Area A mm 2
Depth H mm
Web Thlokness tw mm
mm
mm
WT 18 x 179,5 x 164 x 150 x 140 x 130 x 122,5 x 115
267.4 244,6 223,8 209.1 193,8 192,7 171,5
34,000 31,097 28,452 26,581 24,645 23,226 21,806
475.0 470,9 466,6 463,8 460,5 456,2 455.8
28,4 25,9 24,0 225 21.3 2O,3 19,3
424,9 422,4 423,0 421.5 420.4 419.4 418,3
51.1 47,0 427 39,9 3ae 34,3 320 .
WT 18 x 128 x 116 x 105 x 97 x 91 x 95 x 90 x 75 x 67.5
191,3 173.0 156.8 144,6 136.0 126,9 119,2 112,1 101,0
24,323 22,000 19,935 18,397 17,290 16,129 15,161 14,258 12,939
475,<. 471.4 466,9 463,3 461.5 459,2 457,2 455,2 451.4
24,4 22.1 21,1 Hl,4 17.3 113.5 15,9 15,2
310,3 307,8 31>9.4 307,7 306,7 305,6 304,9 304,2 303.5
43.9 39,9 34,5 320 30,0 27,9 2e,9 23.9 20,1
WT16,5x 177 x 159 x 145,5 x 131 ,e x 120.5 x 110,5 x 100,5
264.4 237.0 217,2 196.4 179.6 164,9 149,7
33,613 80,129 27,613 24,969 22,939 20,969 19,032
,;51.4 446.5 442,5 438,4 434.1 430,9 427,7
29,5 26.4 24.4 221 21.1 19,7 19,2
408,9 406,0 404,0 401,4 402,9 401.4 399,9
53,1 4QO ' 43,9 39,9 35,S 324 29,2
ASEP Steel Handbook -166-
~9.4
,347 ,912 •. 511,965 ,504 ,20e 414,1eO 300,760
' '. . .
. 549,425 ,829 ,043 ,506 538 ' 3:32,e69 '.• 301,769
Rolled Shapes 4-47
I~
tft- ": X--~
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
tf mm
mm
3
~I
___
I
-i-,
d
Iw
-1
y
S
xi 03
:
:::iTt
y
Designation dxw
I
S
xi 03
xi 03
r mm
mm
mm
4
mm
3
r mm
51.1 47,0 42.7 39,9 36.6 34,3 32.0
624,347 581,912 511,965 474,504 441,205 414,150 398,760
1,710,5 1,543,8 1,415,5 1,316,5 1,233,7 1,163,8 1,098,0
135,51 134,42 134,14 138,61 138,80 133 53 133,52
1OS,98 106.93 104,90 , ')3,38 102,87 102,36 101,85
327,158 295,941 269,718 249,323 226,846 211,029 1!?5,629
1,539,9 1,401.2 1,275,3 1,183,0 1,079,2 1,006,3 935,4
98,09 97,55 97,36 96,85 95,94 95.32 94,72
WT 18 x 179,5 x 164 x 150 x 140 x 130 x 122,5 x 115
43,9 39,9 34,5 32.0 30.0 27,9 25.9 23.9 20.1
499,478 449,530 409,938 37M25 351,716 327,158 309,011 290,530 '265,139
1,426,0 1,298,1 1,198,3 1,099,6 1,033,4 964,8 914,5 870,5 914,9
143,30 142,94 143.41 142,92 142,63 142,42 142,53 142,75 143,70
124,97 122,43 123,70 121,92 121 ,16 120,14 120,40 121,41 125,98
109,885 97,398 95,744 77,935 72,424 66,597 61,196 56,191 47,034
708,3 632,9 554,3 505,9 472,3 435,8 401,5 369.4 3OS,9
67,21 66,54 65,59 65,06 64,72 64.26 63,53 6278 60,53
WT 19 x 128 x 116 x 105 x 97 x 91 x 85 x 90 x 75 x 67,5
53.1 4QO 43,9 39.9 35,6 32.4 29.2
' 549,425 492,828 437,043 392,506 382,539 332,569 301,768
1,589,3 1,401.8 1,276,4 1,151.5 1,078,0 995,7 909,7
127,85 126,59 125,81 125.39 125,99 125.94 125,92
105,66 102,11 100,08 97,54 97,79 96.77 96.01
303,433 268,469 241,930 215,192 193,964 174,017 156,087
1,484,1 1,322,5 1,197,2 1,072,2 963,1 971,0 780,6
95,01 WT 16,5 x 177 94.40 x 159 93,58 x 145.5 92,84 x 131,5 x 120,5 92,16 91,31 x 110,5 90,56 x 100,5
ASEP Steel Handbook ·167·
I
4-48 Rolled Shapes
r
bl
I
y
'~~1=31 x--~ ---x-l : I
i-,
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
d
tw
-1
y
Designation dxw
Weight W kg/m
Area A mm z
Depth H mm
Thickness
Iw
I Width bf
mm
84.5 76 70.5 65 69
125.8 113.7 105.5 97.4 87.8
16,000 14,452 13,419 12,387 11,161
429.5 425.2 422.9 420.1 417.3
17.0 16. 1 15.4 14.7 14.0
.1 293.8 293.0 292.4 291.6
WT 15 x 117.5 x 105.5 x 95.5 x 86.5
175.1 157.3 142,6 128.9
22,258 20,000 18,129 16,387
397.5 392.9 389.6 386.6
21.1 19.7 18.0 16.6
382.4 383.7 382.0 380.6
2SO,54C 253,901 228,511 206,867
WT15x x x x x x
74 66 62 58 54 49.5
110,1 98.4 92.4 66.8 80.7 73.6
14,000 12,516 11,742 11,032 10,258 9,355
389,4 384.8 383.0 381.0 378.7 376.4
16.5 15.6 14.9 14.4 13.8 13.2
266,2 267.8 267.1 266,6 266.1 265.4
93,964 175,233 164,828 155,254 45,265
WT13.5x 108.5 x 97 x 89 x 80.5 x 73
161.9 144.6 132.4 120,3 109.1
20,581 18,387 16,839 15,290 13,871
360.9 358.9 353,1 35Q.3 347.7
21.1 19.1 18.4 16.8 15.4
358.5 358.5 357.8 356,1 354.7
; 200,948 .184,807 72,320 1501,838
WT 16.5 x x x x x
ASEP Steel Handbook -168-
Rolled Shapes 4-49
b, ~
Y
S x103 mm3
mm
'--"j: .--,-1 -i- --1 I
,
y
I
y
x103
mm
mm4
731.8 690.2 642.6
129.94 1SO.~9 1SO. 85 131.29 182.2~
106.93 109.20 108.97 110.74 113.54
64,516 56,607 51,196 45,369
900.1 929.2 750.3 693.9
112.27 112.67 112.27 112.36
96.87 96.36 95.09 94.07
1n,731
664.6 613.2 590.4 552.7 524.7 491.8
117.71 119.32 119.48 119.63 119.00 119.69
200,949 184,807 172,320
741.1 519.0
1
1~,939
7
139,854
564.4 512.7
100.76 100.25 101.16 100.63 100.41
290,540 2~,901
229,511 206,967 ,
l
30.0 254 23.8 21.6 19.3 17.0
193,964 175,233 164,928 1~,254
145,265 134,027
837.4
7n.3
6~.3
d
Iw
mm
270,134 2<16,409 229,760 213,527 1~,21 3
~
tip":
STRUCTURAL TEES Dimensions Properties C: It from W ShepGs
S x10 3 mm3
Deslgnetion dxw mm
441. 7 39M 3495 310.3 267.2
6S50 62.59 61.77 60.52 59.08
139,954 124,453
929.6 920.1 782.2 654.0
99.36 99.69 97.93 97.15
WT15x117.5 x 105.5 x 95.5 x 96.5
97.54 99.06 99.06 100.09 101.85 100.89
47,034 40,791 37,627 34,173 30,395 26,597
353.4 304.6 281.7 256.4 229.4 200.4
57.96 57.09 56.61 55.66 54.42 53.32
WT15x x x x x x
78.99 79.76 77.47 75.95 74.93
146,513 128,616 115,712 100,225 92,403
817.4 721.5 646.9 579.8 521.0
94.37 WT 13.5 x 108.5 83.64 x 97 92.90 x 99 92.17 x 90.5 x 73 91.62
38,9~9
1~,335
ASEP Steel Handbook -169-
I
WT 16.5 x x x x x
84.5 76 70.5 65 59
74 66 62 59 54 49.5
4-50 Rolled Shapes
tfF
I
y
:
R 1
x- --
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
1 1
- I - tw 1
,1 y
Designation
dxw
Weight W kg/m
Area
A
mm z
Depth H mm
t\ll
mm
WT13.5x x x x x
64,5 57 51 47 42
95,9 85,8 75,1 70,0 52,9
12,194 10,9:39 9,677 8,908 9,000
850,8 846,7 844,2 841.9 :3:39, 1
15,5 14,5 18,1 12,4 11.7
254,8 255.9 254.4 258,7 258,0
WT12x x x x x x
88 91 78 65,5 59,5 52
180,9 121.8 109,1 97,9 97,:3 77.6
16,646 15,419 18,97"1 12,452 11,097 9,971
820,5 817,5 :314,2 810,9 808,1 :30M
19,1 17.9 16.5 . 5,4 14,0 12,7
827.4 :329,1 827,7 826.5 :325,1 :32:3.9
WT12x x x x x
51.5 47 42 88 :34
76,6 70,0 62,9 56,8 50,7
9,742 9,90:3 8,000 7,226 6,452
811,4 :308,9 806,1 808,8 301,2
14,0 1:3, 1 11,9 11.2 10,5
228,6 2:30,,:3 229,1 228,8 227,7 '
WT12x 81 x 27,5
46,2
5,877 5,226
801.5 299,2
'10,9 10,0
178,8 177,9
41.1
ASEP Ste.el Handbook -170-
448 20,291 07,888 99,479 89,906
32,778 21,956 09,995 99,058 89,241 ' 79,668 94,911 77,419 69,094 62,851 57,024
Rolled Shapes 4-51
y
tl'f= ":
-tki1 x--~j:----Z-l' I dI
STRUCTURAL TEES Dimensions Properties Cut /rom W Shapes
,I
Designation dxw
mm
134,443 120,291 107,388 99,479 99,906
509.0 462.9 415.3 389.7 358.6
105.00 105.35 105.34 105.71 106.01
86.11 86.87 95.60 86.61 88.39
38,377 33,049 28,970 25,806 21,977
301.8 258.4 227.8 203.4 173.7
56.10 55.22 54. 71 53.84 52.41
WT13.5x x x x x
64.5 57 51 47 42
:. 132,778 121,956 109,885 99,063
529.1 489.9 44M 406.7 365.3 328.1
89.31 88.94 89.01 89.19 89.17 89.27
69.60 68.58 67.56 67.31 66.55 65.79
99,896 91,987 81,165 70,759 62,018 54,110
610.2 559.0 495.4 433.4 381.5 334.1
77.47 77.24 76.49 75.38 74.76 74.04
WT12x x x x x x
88 81 73 65.5 58.5 52
361.4 332,4 299.6 276.2 255.1
93.36 93.25 9293 S3.26 94.01
76.45 75.95 75.44 76..20 77.72
24,849 22,685 19,646 17,190 14,651
217.4 197.0 171.5 150.6 128,7
50.50 50.49 49.56 48.77 47.65
WT 12x x x x x
51.5 47 42 38 34
255.3 231.6
96.32 96.53
87.89 99.90
7,159 6,035
90.1 67.9
34.90 33.98
WT12x 31 x 27.5
e~241
7M69
,.
-_.
y
tl
I
1
- I1·-1 W
. 94,911 77,419 69,094 6~851 ~7,024
ASEP Steel Handbook -171-
I
-r
4-52 Rolled Shapes
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
D8Slgna~on
dxw
Weight W kg/m
Area
A mm 2
Depth H mm
Web Thickness
tw mm
Flange Width bf mm
WT10.5x x x x x x
83 73.5 66 61 55.5 50.5'
123.8 109.6 98.4 90.8 82.7 75.6
15,742 1:3, 935 12, 516 11,548 10,516 9,613
285.5 290.2 277.1 275.:3 273.1 271.3
19.1 18.3 16.5 15.2 14.0 12.7
315.5 317.8 316.0 314.7 313.4 312.2
94,C 84,9 ,75,3 '69,0 62,4 . 56,1!
WT10.5x x x x x
46.5 41.5 36.5 34 31
69.5 61.9 54.3 50.7 46. 3
8,839 7,871 6,903 6,452 5,890
274.6 272.0 269.7 268.2 268.4
14.7 1~.1 11.6 10.9 10.2
213.9 212.2 210.7 210,1 209.3
.59,9: 52,8! 45,71 42,8i
WT 10.5 x 28.5 x 25 x 22
42.5 37,3 32.9
5,4C0 4,748 4,187
267.5 264,4 262.4
10.3 9,7 8.9
166.5 165.9 165.1
33,42 29,59
WT 9x 71.5
106.6 96.9 88.8 79.2 72,6 64.5
13,548 12,323 11,290 10,064 9,226 8,194
247.4 244.13 240.8 237,7 236.0 233.4
18.5 17.0 16.6 15.0 13.6 12.2
285.0 283.5 286.1 284.5 283,1 281.7
,.59,10 52,86 '49,53: 43,281 39,04: 34,29;
x x x x x
65 59.5 53 4M 43
ASEP Steel Handbook -172-
. 39,O~
37,6~
Rolled Shapes 4-53
bj
I
31 x--~ : ---x-1' y
114== STRUCTURAL TEES Dimensions Propertle$ Cut from W Shapes
I - I -I I W I
,
y
Flange Thickness
d
-1
Designation dxw
~ mm mm 34,5 29,2 26.3 24,4 22.2
";
20,3
~6,191
419,5 398.9 345,7 317,9 299,5 260,3
23,6 21,2 18.8 17,4 15,6
59,937 ~:; 961 45,795 42,972 39,043
292,4 259,5 224,9 211. 9 194,3
91.44 91.52 91.42
16.5 13.6 11.4
37,627 33,423 29,594
192,9
93,47
175.9
93,90 94,07
94,069 94,911 75,339
69,094 62,435
159,5
xi 0' mm 4
51,613
69,60 67,56 6604 65,79 6553
19,313 16,941 14,693 13,496 11,946
190.6 159,7 139,5 129,'; 114,2
46,74 46,39 46,14 45,72
72,39 74.42 75,69
6,369 5,203 4,297
76,5 62,7
53,09
64,932 57,956 52,445 45,795 41,623 36,462
90,322
77.59 77.35 77.05 76.45
59,19 57,91 56,64 55,37
69,094
92,35
52,961 49,532 43,299
66,05 65,50
39,043
209,3
34,297
194,2
6:;,05 64,70
66, 65.59
mm 75,75 WT10,5x 93 74,94 x 73,5 74,30 x 66 74,02 x 61 73,64 x 55,5 73,27 x 50,5
60,71 60,71
9~,35
xi 0' mm' 572,6 492,5 437,3 402,1 363,9 330.6
77.30 7906
304,2 273,5 261.9 230,6
59,105
y mm
51,31 51.56 50,04 49,51 47,24
79,252 63,267
57,024
51.9
34.34
i
455,'i' ' 4092 36(" IS 321.9 294,1 259,9
ASEP Steel Handbook -173-
45,04
1
33,10 32,00 69,23 69,52 69,16 67,45 67,17 66,71
WT 10,5 x x x x x
46,51 41,5 36,5 34 31
WT10,5x 29,5 x 25 x 22 WT 9x x x x x x
71.5 65 59,5 53 49,5 43
4-54 Rolled Shapes.
b
I-~---I If~ -r-- =+-RI I x--- :1
=t-t-l -~
k'
----x-1
- \ -Iw
,1 '(
Designation dxw
STRUCTURAL TEES Dimensione Properties Cut from W Shapes
d
--J Weight W kg/m
Area A mm 2
Depth H mm
Web Thlokness Iw mm
lang' Width bf mm
Fill Thl If mm
38 35,5 82.5 30 27,5 25
56,8 52,8 48.5 44,8 41.1 37,2
7,226 6,710 6,161 5,690 5,226 4,729
231,1 234.4 232,9 231.6 229,9 229,3
10,8 12,6 11.4 10.5 9,9 9,0
290,3 193,9 192,8 191.9 191.3 190,4
29,88 32,54 29,421 28,931 24,761 22,261
WT 9x 23 x 20 x 17,5
34.4 29,9 26,1
4,369 3,794 3,323
229,4 227,3 224,8
9,1 9,0 7,6
153,9 152,9 152.4
21,68~
1B,64, 16,691
WT 9x x x x
50 44,5 38,5 33,5
74,6 66,5 57,3 49,9
9,4~4
8,452 7,290 6,349
215.4 212.9 209,8 207,3
14,9 133 11,6 10,t,)
264,9 263,3 261,5 260.0
31,967 27,971 23,684 20,229
WT 8x x x x x
28,5 25 22,5 20 19
42,5 37,4 336 29,9 26.9
5,406 4,755 4,277 3,800 3,406
208,5 206.5 204,7 203,2 201.4
10,9 9,/ 8,8 7,7 7,'!>
180,9 179,6 178,7 177.7 1i7.4
20,270 17,607 ,15,734 13,777 12,737
WT 8x 15,5 x 13
231 19,5
2,942 2,477
201.7 199,1
7,0 M
140,3 139,7
11,405 9,791
WT 9x x x x x x
ASEP Steel Handbock -174·
T"'-'- - - - - - - - - -
Rolled Shapes 4-55
11(-0. L-
Ii
mm
kr
' R~r
y
'--l,:]
eTAUCTUAAL TEES Dimensions Properties Cut from W Shepes Flange Thlokness
r----;-r =f; ,
y
Deslgne~on
I x103
mm4
dxw xi 03 mm3
y mm
m
xi 03 mm4
xi 03
mm3
mm
20.6 19,1 17.7 18,0 14,15
29,A95 32,l549 29,429 28,930 24,766 22,269
181.2 193,9 188,2 152,3 141. 5 127,6
84,31 89,85 89,11 89,90 69,94 69,82
45,72 57,40 55,98 54,98 54,96 153,95
31,717 12,529 11,405 10,408 9,365 9,325
228.3 129,2 119.3 108,5 97,9 97.4
88,25 43,21 4303 42,76 42,33 41.96
WT 9x x x x x x
15.4 13,3 10,8
21,696 19,647 18,891
127.4 110,2 101.1
70.46 70,11 70,97
59,19 59,17 80,71
4,703 3,975 3,192
61.1 52,0 41,9
32,81 32,37 30,99
WT 9x 23 x 20 x 17,5
31,967 27,971 23,884 20,229
197,3 184,9 140,6 120,7
59.06 57,53 57,00 51),45
44.70 43,18 41.40 39,62
39,751 33,840 28,803 24,766
292,7 257,0 220,3 190,5
63,92 63,28 82.86 62,46
WT 9x x x x
50 44,5 38,5 33,5
20,270 17,607 15,734 13,777 12, 737
127,3 111.1 99,9 97,6 92,9
61.23 60.95 60,65 60.21 61.15
49,28 49,01 47,24 45,97 4775
9,991 7,742 8,928 5,994 M79
99,5 96,2 76,4 67,5 57,2
40,79 40,35 39,95 39,72 39,61
WT 9x x x x x
29.5 25 22,5 20 19
11,405 9,791
75,9 67.0
82,26 62,94
51.31 53,09
2,591 1,999
36,9 29,6
29,62 29,40
WT 9x 15,5 x 13
17.3
ASEP Steel Handbook -175-
T
•
39 35.5 32,5 30 27.5 25
•
4-56 Rolled Shapes
b,
1,-1
"tc~r =+'1 R I
-.
Y
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
X----I--·--X-f· I d
i, tw
--1
y
Web Thloknen tw mm
Flange Width bl mm
Designation dxw
Weight W kg/m
WT 7 x 265 x 332,5 x 302,5 x 275 x 250 x 227,5 x 213 x 199 x 195 x 171 x 155.5 x 141,5 x 128,5 x 116,5 x 105,5 x 96,5 x 88 x 79,5 x 72,5
543,0 496,3 451,1 410,5 373,0 339,5 317,7 296,9 276,1 255,3 231.9 211,1 191,8 173,5 157,3 144,1 131.4 119,7 109,1
69,032 63,097 57,355 52,193 47,419 43,161 40,387 37,742 35,097 32,452 29,494 26,939 24,387 22,064 20,000 18,323 16,710 15,097 13,742
284,7 274,8 265,7 257,0 249.9 241,6 237,0 232,4 227,6 222,8 217,4 212,6 208,0 203,7 199,6 196,6 198,3 190,2 197,7
78,0 71,9 65,9 60,5 55,6 51.2 47,6 45,0 42,0 39,1 35,9 32.9 29,8 27,2 24,9 22,6 21,1 19,9 17,3
454.4 449,3 442,3 436,9 432,1 427,6 424,1 421,4 419,5 415,5 412,2 409,2 406,3 403,6 401.3 399,0 397,5 395,4 393,7
99,4 99,9 81,2 74,1 67,0
12,516 11,419 10,323 9,419 9,516
196,2 183,9 181,9 179,9 179,1
16,4 15.0 13,3 12,3 11.2
374,0 3]2,6 371.0 370,0 368,9
WT 7x x x x x
66 60 54,5 49,5 45
Area A mm 2
Depth H mm
ASEP Steel Handbook -176-
1 11 105, 97,0 . 9aS .• 91,5 77.1 72.3 67,6 " 62. 7 I
57.4 .• 52.6' 4aO' 43,7 39,6 . 36.5 33,
30.2 27,7
~07,e
259,E 218,1 193,9 156,0 133,6 119,4 . 106,9 9M 94,4! 73,21 .63,61 55,3! 48,21
42,4~
. 37,3i 33,5C 29,21 ,26,01
' .24,OS ,". 21,51 18,85 17,02 . 15,15
Rolled Shapes 4-57
r~1
',j~~r,~l[
STRUC1URAL TEES Dimensions
-i,
Proper~es
Cut from W Shapes
r mm
mm
124.7 1, 14.9 105.7 97.0 89.9 81.5 77.1 72.3 67.6 62.7 57.4 52.6 48.0 43.7 39.6 36.8 33.3 30.2 27.7
307,595 258,896 218,105 183,974 156,087 133,610 119,458 106,971 95,317 84,495 73,257 63,683 55,359 48,283 42,456 37,378 33,507 29,219 26,014
1584.6 1346.5 1158.8 996.3 861.9 751.5 678.7 614.8 554.3 498.0 437.7 395.1 338.4 298.4 265.7 235.4 213.5 187.4 167.9
24,058 21,519 18,855 17,024 15,151
1'SU.8 141.2 123.1 112.8 100.8
66.75 64.06 61.67 5:1.37 57.37
y mm
I xi 03 mm 4
Designation dm
8 xi 03 mm3
mm
54.39 53.24 52.11 51.03 49.85 48.71 47.64 46.78 46.07 45.17 41, 78 43.99 43.51
88.14 92.55 77.47 72.39 67.92 63.75 60.96 58.42 55.63 53.09 50.04 47.24 44.45 4UI1 39.88 37.85 36.32 34.29 32.77
982,306 865,761 765,866 678,457 599,373 532,776 491,153 453,692 413,734 375,857 335,899 300,519 268,469 239,749 213,527 193,964 174,401 i 55,671 140,686
4323.5 3962.4 3463.1 3105.8 2774.2 2491. 9 2316.2 2153.3 1977. 2 1809.2 1629.8 1468.8 1321.5 1188.1 1064.2 972.3 877.5 787.4 714.7
119.29 117.14 115.56 114.01 112.43 111.10 110.28 109.64 109.57 107.62 106.74 105.82 104.92 104.24 103.33 102.89 102.16 101. 54 101.18
43.84 43.41 42.74 42.51 42.18
32.77 31.50 29.72 28.96 27.69
i 14,047 102,809 92,820 83,663 75,338
609.9 551.8 500.4 452.2 408.6
95.46 94.89 94.82 94.25 94.06
55.6~
-1
y
Flange Thlokness tf
lw
ASEP Steel Handbook ·177·
WT 7 x 265 x 332.5 x 302.5 x 275 x 250 / x 227.5 x 213 x 199 x 185 x 171 x 155.5 x 141.5 x 128.5 x116.5 x 105.5 x 96.5 x 88 x 79.5 x 72.5 WT 7x x x x x
66 60 54.5 49.5 45
4-58 Rolled Shapes
STAUGTURAL TEES Dimensions Properti", Cut from W Shapes
Designation
dxw
Weight W kg/m
Area A mm 2
Depth H mm
Web Thlokness
tw mm
Fla.nge Width br mm
41 37 34 30,5
60,9 55,3 50,7 45,5
7,742 7,032 6,445 5,781
181.6 179,9 179,3 1763
1(3,0 11.4 10,5 9,5
257,(3 255.9 254,9 253,9
WT 7x 26,5 x 24 x 21.5
39,6 35,9 32,0
5,039 4,561 4,071
1769 175,0 173.5
9,4 8,6 7,7
204,7 204,0 203,1
WT 7x 19 , x 17 x 15
28,3 25,4 224
3,600 3,226 2,952
179,1 177.5 175,9
7,9 72 6,9
172,0 171,3 170,9
WT 7x x x x
11,491 10,36, 9,11 i 9,691 e,69~
7,901 WT 7x 13 x 11 WT 6 x 168 x 152,5 x 139,5 x 126 x 115 x 105 x 95 x 95 x 76
19,5 16.5
2,484 2,097
176,5 174,5
6,5 5,9
127,6 127,0
250,7 227,3 208,1 187,8 172,0 156.8 1416 126.9 113,7
31,871 213,903 26,452 23,871 21,971 19,935 18,000 16,129 14,452
213,6 207,3 201.2 195,6
45,1 41.3 38,9 35.4 32,6 30,0 26,9 24.4 22,1
340.0 1336,2 333,9 330,3 327,5 324,9 321.8 319,3 317,0
ASEP
°
191. 19B,7 18~,S
178,1 174,0
St~el
Handbook
-178-
7,201 e,1eC 75,1 69,7, 62,7 57, 526 493 44,1· 39,6 3M
79,09~
67,425 ' 5~ee5 50,~e4
44,121 39,335 32,992 ,29,220 24,350
Rolled Shapes 4-59
I~I
"~~rJ
STRUCTURAL TEES Dimenaionli Properlles CuI from WShapes
,
'(
If mm
xi 03 3 mm
)
l 3
3 J
r mm
y mm
I xi 03 mm4
Desillnation dx# xi 03 mm 3
r mm
17,149 14,984 13, (,"69 12,029
117,2 102,4 93.2 83.2
47,06 46,16 45,88 45,62
35,31 33,53 32,77 31,75
30,884 27,846 25,265 22,352
240,1 217,7 198,2 176,1
63,16 62,98 62,61 62,19
WT 7x x x ,x
11,489 10,364 9,115
91,1 73,7 65,0
47,75 t;7,67 47,32
35,05 3429 33,27
11,997 10,697 9,407
117,1 104,9 92,6
49,77 48,43 49,07
WT 7x 26,5 x 24 x 21,5
9,698 9,699 7,909
69,3 62,7 59,3
51,90 51.93 52,66
39,12 39,96 40,13
5,536 4,970 4,075
64,4 56,9 47,7
39,21 39,95 37,90
WT 7x 19 x 17 x 15
7,201 6,160
54,2 47,5
53,84 54,20
43.69 44,70
1,852 1,457
29,0 22,9
27,31 26,36
WT 7x 13 x 11
79,084 67,429 .'. 5~699
510.4 442,5 393,6 343,1 304,7 269,1 232.4 202,4 176.9
49,91 49,30 47,10 4E,93 4491 43.95 42.74 41,93 41.05
58,67 54,96 52,07 48,77 46,23 43,69 41,15 39,61 36,32
246,825 219,521 195,213 172,320 154,422 139,199 122,788 107,904 94,495
1451.9 1299,9 1169,6 1043.4 943.0 950,7 763,1 675,3 596,1
88,00 96,95 85,91 8496 94,03 93.26 82,59 91,75 90,86
WT 6 x 168 x 152,5 x 139,5 x 126 x 115 x 105 x 95 x 95 x 76
50,364 44,121 39,335 32,882
,29,220 24,350
ASEP Steel Handbook -179-
41 37 34 30,5
4-60 Rolled Shapes
I~I
tlF ,;
=trt-r
I
d
,"~: --,-J
-i-,
tw
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
-1
y
Web Designation dxw
Weight W kg/m
Area
A mm
2
Depth H mm
Thiokm~S$
tw mm
FIMge Width bl mm
II mm
69 60 53 49 43,5
101.5 99,3 79,2 71.6 65,0
12,903 11,355 10,064 9,097 9,259
170,2 166.6 163,6 161,3 159,0
20,1 19,0 15,5 14,0 13,1
315,0 312,9 310.4 309,9 309.0
31,8 28,1 25,1 22.9 20,6
WT 6x 39,5 x 36 x 32,5
59,9 53,9 49.4
7,494 6,939 6,155
157,2 155,7 153,9
11.9 10,9 9,9
306,9 305.9 304,9
1B7 17,0 15.4
WT 6x 29 x 26,5
43,2 39,5
5,497 5,019
154,7 153,2
9,1 9,9
254,3 253.9
7,95 7,36
WT 6x 25 x 22,5 ( x 20
37,2 33,5 29,9
4,735 4,265 3,900
154,7 153,2 151.6
9,4 9,5 7,5
205,2 204,3 200,3
7,79,
WT 6x 17,5 x 15 x 13
26,2 22,3 19.4
3,335 2,939 2,465
159,9 156,7 155,2
7,6 6,6 5,9
166,6 165,6 164,9
WT 6x 11 x 9,5 x ,9 x 7
16,4 14,2 12,0 10,6
2,090 1,900 1,523 1,342
156,2 154,4 152,1 151,1
6,6 6,0 5,6 5,1
102,4 101,7 101.3 100,9
WT 6x x x x x
ASEP Steel Handbook -180-
21,01
l8,O! 15,1 ( 13,31 12,0~
10,73 9,65 9,57
6,901 5,99-
e.s6( 5,611 4,97( 4,97C 4,20~
3.621 3,192
Rolled Shapes 4-61
I
r mm
:31.8 29.1 25.1 22.9 20.6
21,061 19,064 15,109 1:3,:319
18.7 17.0 15.4
I
y
,2f-,-r, -i- -1
IfP=;: =~
STRUCTURAL TEES Dimensions Properties Cut from W Shapes Flange Thickness t, min
bl
Iw
,
y
y mm
I x103 mm4
S x103 mm3
Designation dxW mm
1~029
155.0 1:34.7 11:3.:3 100.5 91.9
40.40 39.99 :38.75 38.26 39.17
:34.29 32.51 30.2:3 28.70 27.94
82, 8:30 71,592 62,851 56,191 49,949
525.9 457.6 405.0 363.8 324.3
80.12 79.40 79.0:3 78.59 77.77
WT 6x x x x x
10,739 9,657 9,574
92.4 74.4 66.5
37.98 37.59 37.32
26.92 25.91 25.02
44,953 40,593 36,295
293.0 265.4 239.2
77.50 77.03 76.79
WT 6x 39.5 x 36 x 32.5
7,950 7,367
61.9 57.9
39.03 39.31
26.16 25.91
22,269 19,937
175.1 1!'7. 0
63,65 63.03
WT 6x 29 x 26.5
7,784 6,909 5,994
62.:3 555 43.3
40.55 40.25 39.72
29.72 29.70 27.4:3
11,738 10,406 9,157
114.4 101.9 90.1
49.79 49.39 49.09
WT 6x 25 x 22.5 x 20
6,660 5,619 4,870
53.0 45.1 39.5
4'!.69 44.49 44.45
'33.02 82.26 .31.75
5,079 4,246 3,605
61.0 51.3 43.8
39.02 39.67 39.24
WT 6x 17.5 x 15 x 13
4,870 4,204 3,621 3,192
42.4 :37.4 33,5 30.0
49.27 48.33 49,76 49,77
41.40 41.91 44,20 44,70
970 78:3 597 491
19.9 15.4 11.6 9.7
21.54 20.86 19.63 19,13
WT 6x 11 x 9.5 x 9 x 7
ASEP Steel Handbook -181-
68 60 53 48 43.5
-!
4-62 Rolled Shapes
r,~--l
x--~ :----x-r "Fl~~tr --1 I
STRUCTURAL TEES Dimensions Properties Cut /rom W Shapes
d
-: -tw
,
y
Designation
dxw
Weight W kg/m
Area A
mm z
Depth H mm
126.0 123,4
8,9 9,0 7,4
203,7 202,9 202,2
4,24 3,67 3,20:
2,852 2,459 2,090
132,8 131,1 129,0
7,6 6,6 6,1
147,6 146.6 146,1
3,86: .,3,27: 2,86-
14,3 127 11,2 9,0
1,913 1,613 1,426 1,142
130,0 128,3 126,7 125,2
6,4 6,1 5,8 4,8
102,1 101.9 101.6 100.6
2,79( ' 2,26E 1,911
49,9 43,4 35,8
6,348 5,516 4,549
114,3 111,,3 109,0
14,5 13,0 10,2
210,3 209,8 206.0
4,537 3,796 2,951
50 44 38,5 34 30 27 24,5
WT 5x 22,~ x 19,5 x 16.5
33,6 29,1 24,6
4,277 3,697 3,129
128,31
WT 5x 15 x 13 x 11
224 19,3 16,4
9,5 8,5 7,5 6
WT 4x 33,5 x 29 x 24
x x x
mm 11,9( 10,H
144,3 141,0 137,7 134,6 132,1 129,9 128,0 126,7
WT 5x
bf
mm
264,5 262,6 260,7 259,8 257,:;: 256.0 254,8 254,0
10,645 9,494 9,823 7,290 6,445 5,690 5,103 4,652
x x x x x x x
Width
19,2 17.3 15.4 13,5 11,9 10,7 9,4 9,6
83,7 74,6 65,5 57,3 50,7 44,9 40,1 36.6
WT 5x 56
Thlokneu tw mm
ASEP Steel Handbook -182-
eS!: ,
7,2;: 6,2C
5,36 4,62 4,16
2,52~
Rolled Shapes 4-63
bl 1
y
1
c::---'C ~ "j:'l --,J
1-IlL-
STRUCTURAL TEES Dimensions Properties Cut from W Shapes
-,
k
d
-"~ 'I J W
' y
.
Designation r
mm
11,904 10,198
104.8 78.2 66,2 57.2
17.3
8,658 7,242 6,202 5,369
15.6 1<1.2
4,620 <1,162
43.3 39.2
4,246 3,679 3,209
35.5 31.7
3,B63 3,:272 2,864
2,790
31.8 2Q<1 25.1 0.0 19.6
i xi 03
2,522 . 2,268 1,911 4,537 3,796 2,951
90.9
33.44 82.79 32.25 31.52
30.73 28.70
dY::w
xi 03
67.93 67.23 66,83 66,22 65.69 65.19 64.94 64.64
WT 5x x x x x x x x
109,1 92,4 75.3
50.97 50.33 49.34
WT 5x 22.5 x 19.5 x 16.5
47.1
34.91 34.55 33,72
WT 5x 15 x 13 x 11 WT 5x x x x
49,115 42,972 37,169 31,967
371.4 326.5 295.1
27,904 24,193 21,519 19,439
216.1 189.9 169,9 153.1
31.02 30.72 30,09
26,92 25.15 23.67 22,45 21.23
29.91
20.50
31.51 31.55
23.04 22.25
32.02
22.07
11,113 9,365 7,617
36,8 31.4 28,1
36.80
27.94 26.92 27.18
3,476 2,934 2,377
28.5 26.6 24. 7
3~.16
32.51 33.53
17.5 14,5 11.9
22,22 21.43
3454
895 741 604 454
9,0
19,94
26.73 26.23
23,77
18,439
22.20
15,609
53,90 53.20
25.04
19.74
12,695
175,4 149.5 123.3
50.0
40.3
20.0 50,1 42.6 32.3
3(:),49
37,02
39.54 39,89 39.82
34.80
247.0
40.0 32.5
ASEP Steel Handbook -183-
20,58
52.93
56 50 44 38,5 34 30 27 24.5
9.5 8,5 7.5
6
WT 4x 33,5 x 29 x 24
4-64 Rolled Shapes
STRUCTURAL TEES Dimensions Properties Cut from W Shapes ~--------~------~------r-----~~W·e~b~~~~~~
Weight W kgjm
Designation dxw
Dept" H mm
Area
A mm 2
Thickness
tw mm
bf mm
WT 4x 20 x 17,5 x 15,5
29,8 26,1 23,1
3,787 3,316 2,942
104,9 103,1 101,6
9,1 7,9 7,2
205,0 203,7 203,1
WT 4x 14 x 12
20,9 19,0
2,658 2,294 .
102,4 100,6
7,2 6,2
166.0 165,0
WT 4x 10,5 x 9
15.6 13.3
1,997 1,697
105,2 103,4
6,4 5,9
133,9 133,4
7,5 6,5 5
11.3 9,7 7,5
1,432 1,239 955
102,9 101,3 100,1
6,2 5,8 4,3
102,0 101.6 100,1
WT Sx 12,5 x 10 x 7,5
18,6 14,9 11.2
2,369 1,897 1,426
81.0 78,; 75,9
8,1 6,6 5,8
154,4 152,9 152,1
wT
WT 4x x x
3x x x
8 6 4,5
12,0 9,0 6,8
1,529 1,148 865
79,8 76,5 74,9
6,6 5,8 4,3
102,4 101,6 100,1
WT 25 x x
9,5 8
14. 1 11.9
1,787 1,510
65,3 63,5
69 6,1
127,8 127,0
WT 2x
6,5
9,7
52,8
7,1
ASEP steel Handbook -184-
.
- ----------. -.
...---------------~------.-- .
2,SE 2,QC 1,7E 1,~
1,46 1,62 1,41 i 1,36l 1,20( 8ll! 946
73:: 587
703 549 395 420 350
Joo Rolled Shapes 4-65
IfF STRUCTURAL TEES Dimensions Properties CuI from W Shapes Flange Thickness If mm
bl
I
I
y
, I
R' I
X ---
I I - I I I
d
tw
,
y
__ -xtll
-l
Designation
r
y
I x103 mm~
~
x10 3
m
2,395 2,002 1,781
27,7 23.4 21.0
25.10 24,57 24.60
18,67 17.49 16.04
10,198 9,OOe 7,700
99.5 97,0 75,9
51.89 51,71 51.16
WT 4x 20 x 17,5 x 15,5
1,756 1,469
21,0 17,7
25,70 25,36
19,64 17,65
4,495 3,904
54.2 46,1
41.12 40,91
WT 4x 14 x 12
1,623 1,419
19,3 17,3
29,59 29,92
21,11 21,19
2,035 1,657
30,4 24.9
32,00 31,25
WT 4x 1Q.5 x 9
[6 ,1
0
1,365 1,203 995
17,6 16,0 11.8
30,97 31.16 80.61
25,35 26,16 24,21
709 570 437
13,9 11.2 8,7
22.24 21.45 21,39
WT 4x x x
4 '.9 1
949 733 597
14,5 11.4 9,5
20.02 19.66 20,29
15.49 14,22 14.17
3,550 2,764 1,940
46.0 36.2 25,5
39,72 38,17 36.98
WT 3x 12,5 x 10 x 7,5
.4 .6 ), 1
703 549 395
11.2 9,3 6,7
21.44 21.87 21.37
17.17 17.20 15.92
920 624 459
19,0 12,3 9,2
24.53 23,31 23,01
WT 3x x x
8 6 4,5
7.8 1,0
420 350
7,9 6,7
15,33 15,22
12.37 11. 63
1,898 1,561
29.7 24,6
32.59 WT 2.5x 32.15 x
9,5 9
13.39
11.18
903
15,6
25,53
6,5
l
.4
221
ASEP Steel Handbook -185-
WT 2x
7,5 6,5 5
I
4-66 Rolled Shapes
y
z,
-r1 I
l L";~ -- -~ t \ 1
x
y
H
~,'\Rl
ANGloES EqulIll.egs Dimensions Properties
k
--I::::\~ I Y
--
\
-T.'~Q
1 J\'
- - §Y -
Weight W kg/m
Designation HxBxt
Area A mm 2
Depth H mm
·Width B mm
Thickness t mm
mm
0.88
112.31
20.0
20.0
3.0
1. 75
1.215 x 25 x 3
1.12
14Z31
25.0
2M
3,0
1.715
lo30 x 30 x 3 x5 )( 6
1.36 2,18 2.56
173.68 277.68 326.68
30.0 30.0 30.0
30.0 30.0 30.0
3.0 5.0 6.0
2150 2,50 2.50
lo40x 40 x 3 x 5 x 6
1.84 2,97 3.52
234.86 378,86 44786
40,0 40.0 40.0
40.0 40.0 40.0
3.0 5,0 6,0
3000 3.00 8.00
x 6 x 8 x 10
2.33 3.77 4.47 5.82 7.11
296.26 480.26 559.26 741. 26 905.26
50,0 50.0 50.0 50,0 50.0
50,0 50.0 50.0 50.0 50.0
3,0 5,0 6.0 8.0 10.0
3.50 3.50 3.50 3.50 3.50
1.65 x 6!5 x 5 x 6 x 8 x 10 x 12
4.97 5.91 7.73 9.49 11.18
633.69 752:69 984.69 1,209.69 1,424,69
65.0 65.0 65.0 65.0 65.0
65.0 65.0 65.0 65.0 65.0
M
4.50 4.50 4.50 4.50 4.50
.'
..
x5
6.0 8.0 10.0 12.0
ASEP Steel Handbook
--
A2
mm
lo20 x 20 x 3
lo50 x 50 x 3
i
Aj
-186-
:i
.8.0:
"
1<1.~ 21.~
2<1.9<: 34.41: . 54.27 63.14 68.61 109.64 12Q41 162.83 193.60 247.<14 291.97 374.99 450.93 520.45
Rolled Shapes 4-67
ANGLES EO,ual Legs Dimensions Propertie$
I x10S mm~
S x1o' mm 3
r mm
x mm
y mm
tan mm
Deslgnlltlon Hx8xt
a
3,92
0,29 5,90
5099
3,92
0,29 5,90
5,99
3,93 1,000
L20x 20 X 3
9.03
0,45 7,51
7,23
9.03
0,45 7,51
7,23
4,94 1.000
L25x 25 x 3
1<4,05 21,64 24,94
0,65 9,99 1,04 8,83 122 8,74
9,35 9,18 9,56
14,05 21,64 24,94
0,65 9,99 104 8,8:3 122 8,74
9,35 9,18 9,56
5,91 1,000 5,75 1,000 5,75 1,000
L30 X30 X 3 I X5 x6
:34,46 54,27 63,14
1.18 12,11 10,73 1.91 11.97 1~';2 2,26 11,87 12,02
:34,46 54,27 63,14
1.18 12,11 10,73 1,91 11,97 11,62 2,26 1.87 12,02
7,83 1.000 7,7:3 1,000 7,70 1.000
L40x 40 X 3 X5 X6
68,61 109,64 128.41 162. 83 193,60
13,08 14,04 14,45 15,24 15,99
9,86 9,73 9,68 9,63 9,63
1.000 1,000 1,000 1.000 1.000
L50x50x :3 X5 X6 X8 X 10
19,76 17,58 19,69 19,04 19,51 18,89 19,31 19,66 19,11 20,41
12,74 12,69 12,59 12,53 12,51
1,000 1.000 1,000 1.000 1,000
L65x 65 X 5 X6 X9 X 10 X 12
"
sa,61 109,64 129,41 152.83 193,60 247.'14 291.97 374,89
450,9S ~O,45
1,86 :3,05 3,61 4,68 5,69
15,22 1:3,08 15,11 14,04 15,02 14,45 14,92 15,24 14,62 1M9 17,59 19,04 19,99 19,66 20,41
247.44 5,22 291.97 6,21 374,89 9,13 450,93 9,94 520.45 11,67
ASEP Steel Handbook -187-
4-68 Rolled Shapes
l
z,
y
I
~I
\ 1
H
x·yt Rt~~~ ~J I
ANGLES Equal Le!;ls Dimensions Properties
Y
-,-« \ Y
\
J-[~-J '2 Weight W k!;l/m
D.sl!;lnatlon HxBxt
Depth H mm
Area
A mm
2
Thicknee! t mm
Width B mm
R1
R2
mm
mm
11.07 13,09
735.73 974.73 1,146.73 1,410.73 1,666,73
75.0 7M 75.0 75,0 75,0
ns.\l nsJ') 75.0 75.0 75.0
9,0 10.0 12,0
5.0 5.0 5,0 5.0 5,0
6 8 10 12
8.30 10.90 13.45 15.98
1,056.98 1,888.98 1,712.98 2,028.98
90.0 90.0 90.0 90.0
90.0 90.0 90.0 90.0
6.0 8.0 10.0 12.0
5.5 5.5 5,5 5.5
L100x100x6 x8 x10 x12 x14 x16 x19
9. 12.18 15.04 17.88 20.56 23.23 25,94
1,179.45 1,551.45 1,915.1\5 2, 271.45 2,619.45 2,959.45 8,291.45
100.0 100.0 100.0 100.0 100.0 100.0 100.0
100.0 100.0 100.0 100.0 100.0 100.0 100.0
6.0 8.0 10.0 12.0 14.0 16.0 1e.o
6.0 6.0 6,0 6.0 6.0 6,0 6.0
12,0 12,0 12,0 12,0 12,0 12,0 ),2,0
L125 x 125 x 8 x10 x12 x14 x16 x19 x 22
1M4 18.99 22.56 26.09 29,58 32.92 39,52
1,954.13 2,418.13 2,974.13 3,322,13 3,762,13 4,194.13 5,084,13
125.0 125.0 125.0 125.0 125.0 125.0 125.0
125.0 12M 125.0 125,0 125,0 125.0 125.0
9,0 10.0 1'2.0 14,0 16.0 19,0 22.0
6.5 6.5
13.0 13.0 13.0 13.0 13.0 13,0 13,0
L75x 75 x 5 x6 x 9 x 10 x 12 L90 x 90 x x x x
5.79 6.97
g.OO
5.0 M
6.5 6.5 6,5 6,5 6.5 •
ASEP Steel Handbook -188-
~--"'.~~.-------.-.----
...
---------
.........
---------~~
Rolled Shapes 4-69
ANGLES
Equal Ltg. Dimensions Properti"
R2
S
mm
x1dl mm 3
mm
y mm
I x1(P mm 4
Designation Hx8xt
S xtdl mm 3
mm
tan
x mm
mm
a
10,0 10,0 10,0 10,0 10,0
395,1 45!5,7 eea7 711,9 925. 7
19,95 20,4;) 21.30 22,11 22,SQ
395,1 455,7 599,7 711,9 925,7
19,95 20,43 21,30 22,11 22,99
14,n 14,70 14,59 14,51 14,4$
11,0 11.0 11.0 11.0
903,2 1,269,2 1,490,8
24,05 803,2 24,96 1,043,8 25,90 1,269 2 26,59 1,4OO,S
24,05 24,96 25,90 26,59
17,76 1,000 17,62 1.000 17,52 1.000 17,44 1.000
15,1 1,110,5 1,449.4 ' 19,9 1,766,9 24,6 29,1 ~0S6,9 17 33,5 29,95 ~350.0 37,7 29,74 ~e17.4 ~e70,2 41,9 29,53
26.4<1 27,87 29,22 29,03 29,91 30.156 31,30
1,110,5 1,449,4 1,766,9 2, 06{),9 2,850,0 2,617,4 2,970,2
26.42 27,87 29,22 29,03 29,81 30,(56 31.30
19,79 19,64 19,52 19,48 19,86 19,82 19,30
33,50 34,39 35,21 36.01 36,79 37,54 39,01
2,901,2
33,50 34,39 35,21 36,01 36,79 37,54 39,01
24,75 1,000 L125x125x9 24,60 1.000 x10 24,49 1,000 x12 24,39 1,000 x14 24,30 1.000 xiS 24,24 1.0,00 x19 24,19 1,000 x 22
1,043,9
12,0 12,0 12,0, 12,0 12,0 12,0
i
1~,O
i'
13,0 13,0 13,0 13,0 13,0 13,0 13,0
• ~901,2 " M~7,0 ~,192.4
,53 ,35 ,15
' 4,779,9 5,349,0 ' ~991.4 ' ~906,9
,70 49 ,04
ii'
93
3,5~,0
4,192,4 4,779,9 5,349,0 5,991.4 6,906,9
31,7 ,53 39,3 39,35 4$,6 15 53,7 93 60,6 70 67.4 49 00,$ ,04
ASEP Steel Handbook -lag-
1,000 1,000 1,000 1,000 1.000
I
L75 x 75 x x x x x
5 6 9 10 12
Leo x 90 x 6 x9 x 10 x 12
1,000 L100x100x6 1,000 x9 1,000 x10 1,000 x12 x14 1.000 1,000 x16 1.000 x19
4-70 Rolled Shapes
ANGl.ES Equall.egs Dimensions Properties
Designation Hx8xt
l.1!50x150x9 x10 x12 xi"! xiS x19 x 22
l.200 x 200 x 12 x 14 x16 x19 x 22 x 25
Weight W kg/m 19~ ~.99
~7.85
181.65 i85.99
\fO.06 49.28 86.82 42.69 48.50
54.25 65.55 73.87
Area A mm 2
Depth H mm
Width
9 mm
Thickness f---':":=:;:'::==--~ t
R,
mm
mm
2,868.47 2,927.47 8,498.47 4,081.47 4,571.47 5,103.47 6,148.47
150.0 150.0 150.0 150.0 150.0 150.0 150.0
150.0 150.0 150.0 150.0 150.0 150.0 150.0
9.0 10.0 12.0 14.0 16.0 19.0
9.0 9.0 9.0 9.0 9.0
22.0
9.0
4,690.71 5,488.77 6,178.77 6,910.71 8,850.77 9,409.77
200.0 200.0 200.0 200.0 200,0 200.0
200.0 2CO.O 200.0 200.0 200.0 200.0
12.0 14.0 16.0 18.0 22.0 25.0
9.0 9.0 9.0 9.0 9.0 9.0
ASEP Steel Handbook
J
-190-
•
ao
1 1 1. 1. 1
..
16.
is.
I
Rolled Shapes 4-71
ANGLES Equal Legs Dimension! Properties
I x1
16.0 16,0 16.0 16,0 16,0 16,0 16,0
M66 ~240
7,369 ; ~4!54 9,497
122. 9 61.96 142,5 ,77 161,7 ,56 180,6 ,33 217,3 244,0
x mm
,30 46,17 45.99 45,79 45,59 45,36 44,91
39,S7 40,34 41. 42,07 42,87 43,66 45,18
29,3$ 29,28 29,20 29,07
1,000 L150 X 1ro X 9 1.000 x10 x12 1.000 1.000 x14 1.000 x16 1.000 x18 1.000 x 22
122,9 61,96 142,5 ,77 161,7 ,56 180,6 ,33 217,3 244,0
58,52 54,39 55,2$ 56,04 57.61 58,75
39,71 39,56 39.42 39,29 3$,08 38,96
1,000 L200 X 200 X 12 1,000 x14 x16 1.000 x18 1000 I 1.000 I X 22 1.000 x25
3$,37 40,34 41. 42,07 42,87 43,66 45,18
45,9 5,066 56,9 6,24J 67,9 7,369 78,3 8,454 88,7 9,497 10,500 99,7 12,898 118,2
58.52 54,39 55,2$ 56,04 57,61
18,009 20,752 23,414 25,997 30,941 34,464
58,75
Designation Hx8xt
r mm
ASEP Steel
tan mm 29,93 29,66 29,~1
Ha~dbook
-191-
a
I
,
·-
4-72 Rolled Shapes
ANGL.ES Unequal L.tge Dimensions
Propertln
D..lgnatlon Hx8xt
Weight W kg/m
Area
Depth
A
H
mm
!5Q,0 1iQ.0
5.0 6.0 8.0
aoo
50.0
10.0
3.00
75.0 75.0 75.0 75.0
50.0 50.0 50.0 50.0
5.0
961.75 1,263.75 1,557.75 1,943.75
90.0 90.0 90.0 90.0
75.0 75.0 75.0 75.0
1,0:::4,73 1,346.73 1,660.73 1,966.73
100.0 100.0 100.0 100.0
75.0 75.0 7'3,0 75.0
~!5.72
~.O
L.6!5 x ~ x !5 x6 x8 x 10
4.3!5 5. 16 6.75 8.27
!5!53.96 6!57.96 859.96 1,053.86
65.0 65.0 65.0 65.0
L.75 x 50 x 5 x6 x8 x 10
4.75 5. 7. 9.07
605.26 719.26 941.26 1,155.26
L.90 x 75 x 6 x8 x 10 x 12
7.55 9.92 12.23 14,47
L.100 x75 x 6
8.04
x9
10.57 13.04 15.44
x10 x12
2.00
~.O
~.O
x6
Rl mm
5.0 6.0
426. 72
!5
Redi
40,0 40.0
3.3!5 3.97
L.~x4Ox
B
mm 2
Thioknes51 t mm
103.9 • 121. 1
2.00
3.00 3.00
231.9 272,3 347.9 416.6 344.2 405.4
ao 8.0
520.3 625.8 '
10.
6.0 9.0 10.0
12.0 6.0 8.0 10.0 12.0
4. 4.25 4.25 4,25
767.6 993.9 1,205.1 1,402.7
5.00 5,00 5.00 5.00
1,024,4 1,330.5 1,619.2 U9S.5
ASEP Steel Handbook -192-
.
- ...... _.-
....
---~------
Rolled Shapes 4-73
ANGLES Unequal Legs Dimensions Properties
I x1(f mm~
I mm
x1 (f m
S x1(f mm 3
r mm
x
r
tan
mm
mm
a
59,9 68,5
'1.75 1.64
10,65 11. 03
8,44 0,623
231,9 272.3 347,9 416.6
19,94
119.3 13(; 3 177.4 211.2
4.68 4,59 4.36 4.16
12,54 12.94 13.71 14,45
10,68 0,577 10,63 0,575
344.2 405.4
3.2 14.26 3,9 4.17 5.0 3,97 6.0 3.78
11.65 12.07 12.85 1:3,61
10.84 0.436 10.78 0,4:35
625.E
23,94 24,38 25.21 25.99
767.6 993.9 1,205,1 1,402,7
26.31 27,16 27,96 28,73
1,024,<1 1,330,5 1,619,2 1,899.5
30,12 31.04 31.87 32,67
520.3
3,0 1MO 36 15,46
y mm 15,61 15,99
10a9 121,1
.i
S x1 (f mm 3
20,35 21.14 21,(19
123,1 1~4.4
183.8 219,3 484.9
626.0 756,7 879,1 495.1 640.8
776.0 901,7
8.40 0.619
10.55 0.569
10.51
0.562
10.69 0.430 10.64 0.423
Designation Hx6xt
L!50 x 40 X 5 X6 L65 X 50 X 5 X6 X 8 X 10 L75x!50x 5 X6 X 8 X 10
8.7 22,45 11.3 22,26 13.9 22.04 16,4 ,62
18.93 15.85 0,680 19,75 15.72 0.679 20.5:3 15.62 0.676 21,29 15.56 0,672
L90x 75
8.7 21.9a 11.4 .81 14,0 .62 16.5 .41
17,86 16.17 0.548 18,73 16.04 0,547 19.54 15,94 0,544 20,31 15,86 0.540
L100 X 75 X 6 X 9 x10
ASEP Steel Handbook -193-
6 X 8 X 10 X 12
X
x12
4-74 Rolled Shapes
z,
y
\ \R1
<
I I I I
--r R;,~~-X tJ \ I
x-yt
I
~i"-;;
II
y
y
ANGLES Unequal Legs Dimensions Properties
\ \
LJ'z Designation Hx8xt
Weight W kg/m
Depth H mm
Area A mm 2
Width 8 mm
Thlck"eu
A2
Al mm
mm
mm
L125 x 75 x 6 x9 x10 x12
9,24 12,16 15.02 17,91
1,176,98 1,549,98 1,912,99 2,269,99
12M 12M 125.0 125.0
75.0 75.0 75,0 75,0
6,0 8,0 10,0 12,0
L150 x90x 9 x10 x12
14,69 19,19 21.60
1,971.45 2,315.45 2, 751.45
150,0 150,0 150,0
90,0 90,0 90,0
9,0 10,0 12,0
!5.5
11.0 11.0 11.0 11.0
6,0 6,0 6,0
12,0 12,0 I 12,0 '
5.5
!5.5 5,S
ASEP Steel Handbook -194-
-
.--~- ~---- ---'-~ , .....
••........
--------------'
Rolled Shapes 4-75
z,
I x1dl
mm 4 11.0 11.0 11.0 11.0
1,900.4 2,473.0 3,0:20,2 3,!539.7
22,4 29.6 36.5 413,2
12.0 12,0 12.0
4,348.0 5,331.4 8,273.0
43.1 48.20 53.3 47.99 63.3 47.75
40.14 39,96 39.73 39. !SO
'l
I
I
Y
-r--"n \
f
_+.I___YiJ.__ . 'z
mm
I x1dl mm 4
40.36 41.36 42.26 43.10
520.9 676,1 920.5 S!5!5,2
49.03 1,197.5 49.96 1,460.8 50.92 1,708.7
S x1 dl mm 3 9,9 11.6 14,3 16.9
Axie Z-Z Designation Hx9xt
r mm
x mm
r mm
ten
21.04 20.99 :20,71 2M2
15.91 16.79 17.60 19.39
16.39 16,26 16.14 16,05
0.360 0.360 0.357 0.354
L125 x75 X 6 x8 x10 x12
19.52 19.65 0.362 20.36 19.53 0.860 21.16 1S.41 0.358
L150 x90x 8 x10 x12
17.0 25.30 21.0 25.12 24.8 24.92
a
I
I ASEP Steel Handbook -195-
-
1
r~
Elmlo Properties Axis y-y
y
y
x-'-~~---~ yj. ~1~1 k
ANGLES Unequal Legs Dimensions Properties
Axie X-X S x1dl r 3 mm mm
•
-T
\
(
4-76 Rolled Shapes
-I PIPES Dimeneions Properties
, y
Designation d
PS 0.5 PS 0.75 PS 1 PS 1.25 PS 1.5 PS 2 / PS 2.5 • PS3 PS 3.5 PS 4 PS 5 PS 6 PS 8 PS 10 PS 12 R'"
PE PE PE PE PE PE PE PE PE PE
0.5 0.75 1 1.25 1.5 2 2.5 3 3.5 4
Weight W kg/m
Nominal Diameter mm
Outside Diameter mm
Inside Diameter mm
1.3 1.7 2.5 3.4 4.1 5.4 8.6 " 11.3 13.6 16.1 21.8 28.3 42.6 60.4 74.1
12.7 19.1 25.4 31.8 38.1 50.8 63.5 76.2. 88.9 101.6 127.0 152.4 203.2 254.0 304.8
21.3 26.7 33.4 422 48.3 60.3 7:3.0 88.9 101.6 114.3 141.3 168.3 219.1 273.1 323.9
15.8 20.9 26.6 35.1 40.9 52.5 62. 7 77.9 90.1 102.3 128.2 154.1 202.7 254.5 3('4.9
1.6 2.2 3.2 4.5 u.4 7.5 11.4 15.3 19.7 22.4
12.7 19.1 25.4 31.9 39.1 50.9 63.5 76.2 99.9 101.6
21.3 26.7 33.4 422 48.3 60.3 7S.0 99.9 101.6 1101.3
13.9 18.9 24.3 32.5 39.1 49.3 59.0 73.7 85.4 97.2
ASEP Steel Handbook -196\
l..\
T
Wall Thickness mm
Imr
2.n 2.87 3,:;e 3.56 3.68/ 3.91. 5.16 M9 5.74 6:Q2 . 6.55 7.11 8.18 9.27. 9.53 3.73 3.91 4.55 4.85 5.08 5.54 7.01 7.62 8,09 8.56
I
1,I 1, ' 1, : 2,( 2, : 3,! 5,' 7,€ 9,-
,
•~
4
5 6 9 1,4 1,92,3' 2,80
Rolled Shapes 4-11
y
,
IIf
I I
I
PIPES Dimensions Properties
x-- ---+--- -x
d
i
I
, y
A mm2 2.77 2.87 3.:38 3.56 3.69/ 3.91 5,16 5.49 5.74 6,-02 6.55 7,11 9,19 9.27 9.53 3.73 3.91 4,55 4.85 5.08 5.54 7,01 7.6~
9,Q9 9,56
161 215 319 432 515
690
I xi 03 mm4 7.1 15.4 30.2 91.2
129.0 277.2 636.9
1,097 1,439 1,729
1,993,7
2,045
3,009,4
2,7]4 3,600 5,419 7,677 9,419
6,326.7 11,696.1
1,257.0
30,176.8 67,013.3 116,128.6
3
xi 0 mm3
6.62 8.47
0.7 1.2 2.2 3.8 5.3 9.2 17.4 28.3 39.2 52.7 89.3 139,2 275,5
10.66 13.71 15.82
20.04 24.10 29.56 33.96 38.36 47.76
57.00
490.0
74.62 93.43
718.0
111.03
0.8 1.4 2.6 4.8 6.7
8.3 18.7 44.1 100.7
95~
361.3 799,2 1,619.1 2,613,9
21. 9 36.5 51.5
6.35 8.19 10,35 13.31 15.35 19,45 23.46 28.83 33.18
4,000.0
70.0
37.50
1,452 1,948 2,374 2,945
Designation d
40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
PS 0.5 PS 0.75 PS 1 PS 1.25 PS 1.5 PS 2 PS 2.5 PS 3 PS 3.5 PS 4 pe 5 pe 6 pe 9 pe 10 PS12
80 80 80 80 80 80 80 80 80 90
PE PE PE PE PE PE PE PE PE PE
mm
206 279 412 568 690
16~.7
Sohedule No.
12.0
ASEP Steel Handbook -197-
0.5 0.75 1 1.25 1.5 2 2,5 3 3.5 4
-
4-78 Rolled Shapes
y
,
x-
PIPES Dimensions Properties
mm
Inside Diameter mm
Wall Thickness mm
127.0 152.4 203.2 254.0 304.8
141. 3 168.3 219.1 273.1 323.8
122.3 146.3 193.7 247.7 298.5
9.5:3 10.97 12.70 12. 70 12. 70
50.9 63.5 76.2 101.6 127.0 152.4 203.2
60.3 73.0 99.9 114.3 141.3 169.3 219.1
39.2 45.0 59.4 90.1 103.2 124.4 174.6
11.07 14.02 15.24 17.12 19.05 21.95 22.22
Outside Diameter
kg/m
nal Diameter mm
PE 5 PE 6 PE 8 PE10 PE 12
31.0 42.6 65.0 81.7 97.4
PD 2 PD2.5 PD 3 PD 4 PD 5 PD 6 PD 9
13.5 20.5 27.9 41.1 57.3 79.2 109.1
Designation d
ASEP Steel Handbook -198-
1-,
1,71! 2,SO( 3,52E 5,22E 7,29C 10,064 13,742
Rolled Shapes 4-79
y
,
PIPES Dimensions Properties
, y
A mm2 3,942 5,419 8,259 10,387 12,397
11.07 14.02 15,2<1 17,12 19.05 21,95 22,22
1,716 2,600 3,529 ~,226
7,290 10,064 13,742
I xi 03 mm' 8,616.0 16,857.4 44,120.5 88,241.1 150,675.8 545.3 1,194.6 2,493,2 6,368.3 . 13,995.4 27,596,1 67,429,5
S xi 03 mm3
r mm
121.8 200.3 401.7 646.2 929.4
46.75 55.77 7309 92.17 110.29
18.1 32.7 56.1 111,3 198.2 329.2 615.5
17.82 21.43 26.58 34,91 43.90 52.36 70,05
ASEP Steel Handbook -199-
Sohedule No.
80 80 80 80 80
Designation d
PE 5 PE 6 PE 9 PE 10 PE 12 PD PD PD PD PD PD PD
2 2.5 3 4 5 6 8
4-80 Rolled Shapes
NOTES
ASEP Steel Handbook -200-
Hetal Decks 5-1A
PART 5 METAL DECKS
-
ASEP Steel Handbook -20.1-
5-1B Metal Decks
NOTES
ASEP Steel Handbook ·202·
Metal Decks 5-1
CONTENTS ,un,,,uL;lature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-2 al . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5- 3 ~iH:"rial ,,,,,),,,~,u
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-4
....................................................... 5-5
reproof ing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5- 5 :C'n,rrn"'ion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-6 Design Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . " . . . . . . . . . 5-8 Section Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-9 Concrete Volumes and Weights . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-9 lowable Lateral Loads for SD Composite Slab . . . . . . . . . . . . . . • . 5-10 Composite Slab Allowable Superimposed Load . . . . . . . . . . . . . . . . 5-ll
I
Properties . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . 5-13 Reaction Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '"
... 5-13
I:OnlPosi te Slab Propertie:, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-14
ASEP Steel Handbook -203-
5-2 Metal Decks
NOMENCLATURE
Symbol
A f'
fy
C
Fy I
1+ 1-
Mn
Nw R
ZpC Zpt Zt Eo
Definition
Cross-sectional area Concrete strength at 28 days Reinforcing bar yield strength Specified yield stress of structural steel Composite section moment of inertia Positive bending moment of inertia Negative bending moment of inertia Second moment of area for negative moment regions (Strength) Second moment of area for positive moment regions (Strength) Governing moment capacity of section in the negative zone Governi'ng moment capacity of section in the positive zone Overall width of the metal deck Inside radius of bend Positive bending section modulus Negative bending section modulus Base metal thickness of the metal decks Composite section modulus for concrete Elastic modulus for negative moment zone (Compression flange) Elastic modulus for negative moment zone (Tension flange) Elastic modulus for positive moment zone (Compression flange) Elastic modulus for positive moment zone (Tension flange) Composite section modulus for steel deck Perimeter of embedded metal deck
pe
F
S:
/...o,~uct
RE
th
ASEP Steel Handboo'{ -204-
Metal Decks 5-3
METAL DECKS
Units
General
mm 2 MPa MPa MPa mm 4 mm4 mm4
Metal decks 01' s, generally considered as part of the ly of cold-formed structural steel , are categorized r the classification of surface . Roofing, siding or I and floor s of various profiles, coating and base rials, belong to this classification. Materials used are normally steel, aluminum and sometimes stainless steel (for speapplication) .
kN-m
Part 5 of the Steel Handbook deals with steel floor normally referred to as floor deck, steel deck, metal 'decking or simply metal deck. Metal decks may be used structurly, as a composite alternative to conventional wood or metal ,'formw0rks. However, unl ike conventional formworks, metal decks permanent and therefore not reusable. For composite systems, the metal decks have positive bond "enhancements between the concrete and the metal profile to prethe integrity of the composite action. For "trapezoidal ile" metal decks used in composite slabs, indentations along longitudinal elements are provided. For "other" profiles, folds or stiffened webs are totally embedded in the te to provide the necessary grip for composite action. Similar to cold-formed light gage frame , metal decks manufactured from galvanized-coated continuous coils or cut Cold-forming may be done using press braking/bending in the manufacture of "special" profiles. Generally, roll forming is employed by most manufacturers for mass DrclduLct i on. Regarding the architectural aspect, metal decks are availeither in "ribbed" profiles or with "flat" soffits. In the of a ceiling, metal decks with flat soffits are desirable the ribbed type. Metal deck products are mostly proprietary nature. The manufacturer usually holds a patent for each cular metal deck profile being produced.
ASEP Steel Handbook -205-
5-4 Metal Decks
The metal deck profiles featured in this Part 5 of the Handbook are only those available locally. The "trapezoidal" "ribbed" profile is available from Philmetal Products while "flat" or "soffit" profile is produced by Condeck Internati Metal decks under the brand names Stecldeck and Condeck, identified in this Steel Handbook as SD panols and CD respectively. Metal decks may be ordered in specific However, for efficiency in design, lengths should cover a mum of three spans. Very long spans may be limited by t limitations. Metal decks less than three spans shall be for both bending stresses and deflections.
.
,
Material The base metal quality requirement for metal 30 ksi shall be cold-rolled steel having a minimum yield point MPa, conforming to the requirements of JIS G3141 SPCC-S PNS 127 Class l-S. Specified in decimals and very seldom in and sheet metal gages, thicknesses of me~al decks range from mm to 3.20 mm (wherein 0.75 mm to 1.60 mm are locally availab in 914 mm and 1219 mm widths. Metal decks floor slab systems now locally avai.lable in specified minimem yield strengths, of 275 MPa and 550 MPa, and whose choice is normally dictated 80 ksi 40 ksi economic considerations.
Tl Cc
For hot-rolled varieties, the minimum quality requirement structural steel conforming to JIS G3101 SS 400, with a specified yield stress, Fy ' of 245 MPa. 35.3 ksi
For galvanized steel varieties, the minimum quality ment is physical (structural) quality zinc-coated steel con ing to the requirements of ASTM A446 Grades A to F or corresp,on,~ ing PNS 67 equivalent. For atmospheric corrosion-resistant steels, the quality requirement is high-strength low-alloy (HSLA) conforming to the requirements of JIS G3125 SPA-C or SPA-H, wi minimum yield stress, Fy ' of 314 MPa and 343 MPa, respectively. 45.5 ksi
49.75 ksi
of or ASEP Steel Handhook -206-
Metal Decks 5-5
Steel 1"
e .
Currently, only the galvanized cold-rolled steel of minimum yield strengths, Fy, of 275 MPa and 550 MPa are locally avail40 ksi 80 ksi able.
,
,anels, mgths.
The
structural properties for each particular profile were by the manufacturers. However, calculation of properspecial configurations follow the method specified in Cold-Formed Steel Design Manual, AISI 1986 Edition. When a metal deck is primarily used as permanent form for a slab, its design is straight forward similar to the an ordinary flexural member. As a component of a . composi te slab system, however, where it is considered as a posive moment reinforce.nent, the design calculations for metal : decks are more compl icated.
,ilable) are
~ms
Fy ' lted by
1S,
The NS and its referral codes, the AISC for steel, Amerr...,. 'can Concrete Institute CACI) for concrete and AISI for coldrmed are silent on this aspect of design involving 'metal decks. Furthermore, each manufacturer has its own composite method usually based on Allowable Stress Design or Design. The basic principles used are usually the or the British Standard CBS) Code of practice for the reinforced concrete flexural . Design examples each particular metal deck profile are available free from the reI3P'=ctive manufacturers' brochures.
""nrn("),fing Tesno,nd.-
1\)
Fireproofing is a very critical aspect of metal decks espelly if metal decks a~e used entirely or partially as reinThe respective manufacturers claim their metal decks are "fire-rated" from one to two hours, on the concrete slab thickness, the concrete type normal-weight or light-weight) used, and the presence or of positive fire-resistive paints or coatings. Regardof this claim, ASEP requires that for metal decks used as or partial reinforcement for composite sections, they must ASEP Steel Handbook -207-
5-6 Metal Decks
be provided with a permanent effective fireproofing. For all composite concrete and metal decks slab ASEP requires the installation of positive and permanent of fire protection.
met
Corrosion Another very important aspect of metal decks if used structural reinforcement for concrete slabs is the corr"Ri factor. For structures built in corrosive environments marine off-shore structures, and structures at or near shores), and structures having acidic or abrasive environm.en (like manufacturing plants), metal decks should at best be only as a replacement to formworks.
ASEP Steel Handbook -208-
Metal Decks 5-7
TABLES OF DIMENSIONS AND PROPERTIES \
ASEP steel Handbook -209-
---····l
5-8 Metal Decks
SD DESIGN DATA
51
SD SECTION, PROFILE AND DIMENSIONS
SD 9t SD 95 SD 95
GENERAL INFO[(MATJON BASE METAL TYPE ZINC-COATING THICKNESS BASE METAL WIDTH EFFECTIVE COVERAGE AVAILABLE LENGTH APPLICATION GENEIlAL CODE APPROVALS
COLD ROlU-:D Fy '" 275 MPo Fy = 550 MPo, AVAILABLE UPON REOUEST 380 g/m 2 NOMINAL (PNS-67-1986) 0.80 mm TO 1.60 mm 950 rnm NOMINAL
950 mm UP TO 1.3,700 rnm COMPOSITE SLAB FOR FLOOR AND ROOF SYSTEM CITY OF LOS ANGELES APPROVAL FOR 0) HORIZONTAL DIAPHRAGM RESEARCH REPORT NO. 23783, b) TWO-HOUR ROOF AND FLOC 1 DECKS, RESEARCH REPORT NO.23783, 0) COMPOSITE DECK, RESEARCH REPORT NO.L3803,
20 mm clearance
temp. As
Concrete fill fe' ot 28 doys
I
UI
slob thickness
L_ SO
VOL
TYPICAL SD COMPOSITE SLAB SECTION
ASEP Steel Handbook -210-
(cu,m,
Metal Decks 5-9
SD SECTION PROPERTIES (. PER METER WIDTH )
---1 POSITIVE BENDING MOMENT DESIGNATION
Nw X t
WEIGHT PER AREA
A
(kg/m')
(.nm')
NEGATIVE BENDING MOMENT I-
S+ 10 3
1+
10 3 mm'
X
10 3
X
X
mm'
mm'
S10 J
X
mm'
SD 950 X O.DO
8.070
1,033.7
504
20.008
419
19.582
SD 950 X 1.00
9.171
1,296.1
631
24.938
613
24.568
SD 950 X 1.20
12.109
1,560.9
757
29.843
736
29.596
SD 950 X 1.40
14.130
1,828.6
885
34.725
859
34.669
SD 950 X 1.80
16.1!:2
2,099.6
1011
39.584
982
39.787
SD CONCRETE VOLUMES AND WEIGHTS
SlAO
D[rrn
SLAS DEPTH OVER TOP OF SD, mm UNITS 50
03.5
75
90
114
1,924
2,216
2,503
2.790
3,369
0.085
0.097
0.110
0.123
0.148
1. WEIGHTS FOR CONCRETE ONLY - NO METAL.
2. WEIGHTS GIVEN INCLUDE ALLOWANCE FOR DEFLECTION.
ASEP Steel Handbook -211-
/
5-10 Metal Decks
ALLOWABLE LATERAL FOR SD COMPOSITE
ALLOWABLE LATEHAL LOADS ( N/m 2 ) TOTAL SLAB DEPTH, mm
DESIGNATION
SPAN -
Nw X t
ele
OF S, mm
1,800
2,100
2,400
2,700
3,000
3,300
. SD 950 X 0.80
26,120
25,240
24,510
23,930
23,490
23,200
SD 950 X 1.00
26,990
25,820
24,950
24,370
23,780
23,340
SD 950 X 1.20
28,890
27,430
26,260
25,390
24,660
24,070
SD 950 X 1.40
29,980
28,300
26.190
26,040
25,240
24,580
SD 950 X 1.60
31,080
29,180
27,720
26,700
25,820
25,090
SD 950 X 0.00
29,620
28,740
28,010
27,430
26,990
26,700
SD 950 X 1.00
30,490
29,330
28,450
27,870
27,280
26,850
SD 950 X 1.20
32,390
30,930
29,760
28,890
28,160
27,580
SI) 950 X 1.40
33,490
31,810
30,490
29,540
28,740
28,090
SD 950 X 1.60
34,580
32,680
31,220
30,2 )0
29,330
28,600
SD 950 X 0.00
43,620
42,600
42,020
41,440
41,000
40,560
SD 950 X 1.00
44,350
43,330
42,460
41.7 30
41,290
40,850
SD 950 X 1.20
46,400
44,790
43,770
42,890
42,170
41,580
SD 950 X 1.40
47,420
45,670
44,500
43,480
42,680
42,090
SD 950 X 1.50
48,440
46,540
45,230
44,060
43,190
42,600
10( 100
115
165
115
165
NOTES:
VALUES BASED ON 3 PUOOLE WELD AND NORMAL WEIGHT AGGREGATE.
1. LATERAL LOAD VALUES ARE DERIVED 8Y S.O. GARNES AND ASSOCIATES OF LOS ANGELES, CALIFORNIA AND D \TA CONTAINED IN I1ESEARCH RECOMMENDATION No. 2757 OF THE INTERNATiONAL CONFERENCE DF BUILDING OFf ICIALS,
2. NO INCREASE IN VALUES SHOWN IS PERMITTED FOR WIND
or,
SEISMIC FORCES.
3. WELDS TO ING SHALL HAVE A FUSION AREA EOUIVALENT TO 12. tmm EFFECTiVE DIAMETER. (COMMONLY REFERRED TO AS PUDDLE WELD)
ASEP Steel Handbook -212-
NOTES 1. ONE 2. PROY 3. BUTT' 4. f'c "= 5, VAWI /S, STEEL ABOVE
Metal Decks 5-11
~-LAO
SD COMPOSITE SLAB !\LLOW!\IlLE SUPEHIMPOSED LOAD (WOFKING STEESS DESIGN)
____1. 0 [1>111
ALLOWABLE SUPEHIMPOSED LOAD ( N/m 2 ) SLAB mm
DESIGNATION
Nw X l
NO. OF SPANS
SPAN-C/C OF S, mm
1,000
2,100
2,400
2.700
3.000
3,300
3,600
SD 950 X 0.60
SO 950 X 1.00 100
SO 950 X 1.20 SO 950 X 1.10
SO 950 X 1.60 .090
SD 950 X 0.60
.700
SO 950 X 1.00
.850 ,580
115
SD 950 X 1.20
.090
SO 950 X 1.40
.600
SD 950 X 1.60
.560
SD 950 X 0.00 SO 950 X 1.00 165
SD 950 X 1.20
:.090
SO 950 X 1.40 '.600 SD 950
10 DATA
OFFICI,:.lS.
ETER.
X 1.60
NOTES: 1. ONE ROW OF SHORING IS REQUIRED AT MIDSPAN FOR VALUES ON SHADED AREAS. 2. PROVIOE WEI.DEO WIRE MESH OR EQUIVALENT FOR SIIRINI(AGE CONTROL. 3. BUTTON PUNCH SIDE LAPS AT 900mm O.C. 4. f'e = 21 MPo @ 28 DAYS, Fy = 275 MPo 5. VALUES ARE BASED ON 960 Po CONSTRUCTION LOAD. /6. STEELDEK COMPOSITE SLAB CAN SPAN MORE THAN 3600mm. ABOVE TABLE DID NOT SHOW ALLOWABLE LOAD VALUES ABOVE 3,600mm DUE TO SPACE CONSTRAINT.
----------------------------------~ ASEP Steel Handbook ·213·
5-12 Metal Deck,s
NOTes
DESII
N,
CD 3' CD 3.
2
DESIGI
Nw
CD 30( CD 30C
ASEP Steel Handbook ·214·
Metal Decks 5-13
- - --
21
23
1.8
!
4)
j
1
jt !
8
CD PROPERTIES
55
PER METER WIDTH )
300
Nw
MtSS
CROSS SECTION AREA
kg/It
mm
mm
DESIGNATION Nw X t
POSITIVE BENDING MOMENT
Mp
Yo, 1
NEGATIVE BENDING MOMENT
Mn
kN-m
kN-m
CD 300 X 0.75
9.0
1,089
12.7
4·23
33.30
10.00
3.30
189
7.62
6.23
2.06
CD 300 X 1.00
12.0
1,472
12.7
561
44.22
13.25
4.37
274
10.48
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3.14
21
23
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MASS DESIGNATION Nw X t
CD REACTION DATA
55
jt
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SAFE INTERNAL REACTION
AREA 20mm
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X 0.75
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12.0
1,472
12.7
7.00
1,37
11,J2
21:16
1.26
25.10
ASEP Steel Handbook -215-
'-------------------_ __.----....---------_._._---...
5-14 Metal Decks
CONCRETE SLAB
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DESIGNATION Nw X t
SLAB DEPTH "D"
SLAB MASS DENSE WEIGHT
SLAB WEIGHT
EFJlECTlVE
d
CONCR
CD 300 X 0.75
CD 300 X 1.00
ASEP Steel Handbook -216-
T
p
S FLEXU
DEPTH
kd
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Metal Decks 5-15
CONCRETE SLAB
CD COMPOSITE SLAB PROPERTIES
SLAB :TIES WIDTH
PER METER WIDTH
Imm 2)
(f'c = 20 N/mm 2)
Nw
STEEL BASED FLEXURAL PRO PERTlES
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XI0 3 mm3 X103 mm3
BOND DATA (U
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Lb Eo U
DESIGNATION Nw X t
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ASEP Steel
Ha~dbook
-217-
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5-16 Metal Decks
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S FLEXU
EFFECTIVE D~PTH
d
kd
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m
mrn
mm
mm
mm
CD 300 X 0.75
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ASEP Steel Handbook ·218·
Metal Decks 5-17
CONCRETE SLAB
CD COMPOSITE SLAB
~
SLAB ERTIES
.
;-
PROPERTIES
._.,._-
PER METER WIDTH (r'c = 25 N/mm 2)
'ER WIDTH N/mm 2)
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FLEXURAL PROPERTIES
Zc
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BOND DATA (U
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DESIGNATION Nw Xi t
CD 300 X 0.75
CD :300
ASEP Steel Handbook -219-
x
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5-18 Metal Decks
CONCRETE SLAB
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DESIGNATION Nw X l
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SLAB
SLAD
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CD 300 X 1.00,
ASEP Steel Handbook ·220-
kd
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Metal Decks 5-19
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DOND DATA (U
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Lb So U
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ASEP Steel Handbook -221-
----------_
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5-20 Metal Decks
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8
>-
SLAB WEIGHT
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CD 300 X 0,75
CD 300 X 1.00
ASEP Steel Handbook -222-
-."
--
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FLEXl kd
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Metal Decks 5-21
CONCRE~E
. " '"<\
SLAB RTIES [~
.
SlAB
N·::A ,C.gmpOSitl;l; ' ,Section . .
.
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"
WIDTH
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;/mm 2)
(r'c = 10 N/mm 2)
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STEEL BASED FLEXURAL PHOPEHTlES
DOND DATA (U
=
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jd
Zc
Zl
x
Lb
Bo
Lb Bo U
Nw X l
CD :lOO
x
0.75
CD 300 X 1.00
ASEP Steel Handbook -223-
5-22 Metal Decks
NOTES
ASEP Steel Handbook -224-
Steel Flat Products 6-1A
PART 6 STEEL FLAT PRODUCTS
ASEP Steel Handbook -225-
6-1B Steel Flat Products
NOTES
Ai
JJ
ASEP Steel Handbook -226-
Steel Flat Products 6-1
CONTENTS Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2 Abbreviations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-2 Gimeral . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3 Scope and Classification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-3 Materials . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-4 ASTM A36M-87 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-7 JIS G3101-87 . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-15 :1S G3131-90 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-24 J1S G3141-90 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-31 PNS 127-88 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-38 ASTM A446M-87 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-43 PNS 67-86 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6-46
ASEP Steel Handbook -227-
6-2
Steel Flat Products
NOMENCLATURE
Symbol
Definition
Specified yield stress of steel
Uni MPa
ABBREVIATIONS
ASTM CQ CRC CRS excl HRC HRP HRS HSLA incl JIS PNS SPA-C SPA-H SPCC SPCD SPCE SPCEN SPCCT SQ SS
American Society for Testing and Materials Commercial quality Cold-rolled coil Cold-rolled sheet exclusive Hot-rolled coil Hot-rolled plate Hot-rolled sheet High-strength low-alloy steel inclusive Japanese Industrial Standards Philippine National Standards StructUral quality atmospheric corrosion-resistant cold-rolled steel as per JIS G312 Structural quality atmospheric corrosion-resistant hot-rolled steel as per JIS G3125 Commercial quality cold-rolled steel as per JIS G3141 Drawing quality cold-rolled steel as per JIS G3141 Deep-drawing quality cold-rolled steel as per JIS G3141 Non-ageing, deep drawing quality cold rolled steel as per JIS G3141 Commercial quality cold-rolled steel, tension and formability values guaranteed, as per JIS G3141 Structural quality Structural steel
or
",u~u-I:
...<:1UU.La
Tl
ASEP Steel Handbook -228-
Steel Flat Products 6-3
fTEEL FLAT PRODUCTS
Units MPa
Flat rolling or processing may be considered to involve operations in steel plants associated with the conversion slabs, either continuously or ingot-cast, into finished plates, sheets, and strip products, including hot-rolled, coldrolled and/or coated sheets. Conveniently, it is Classified into hot-roll ing and cold-roll ing 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 p.assing red-hot steel slabs between two large, cylindrical steel rolls contrast with the grooved rolls used in the production of shapes, such as structural beams) revolving in opposite directions but at the same peripheral speed. Commercial (CQ) or (SQ) plates, strip, or sheet are the resulting -ehd-
ant
In cold rolling operations, on the other hand, the hotrolled strip is processed to final ordered thickness without any further heating except for annealing or heat treating purposes. CQ or SQ strip, or sheet are the resulting end-products.
tant 3141 1 ,1
G3141 as
and
Steel flat products are locally available in the form of hot-rolled plates (HRP), hot-rolled coils/sheets (HRC/HRS), and cold-rolled coils/sheet (CRC/CRS). Likewise, coated (or finished flats which predominantly use CRC/CRG as base material, are also available in the form of hot-dipped zinc-coated (or : galvanized) steel. The product standards to which these are manufactured are listed in Table 6-1.
Coossification This Part 6 of the Steel Handbook specifies the characterisof plate and sheet (hot-and cold-rolled) products which are differentiated one from the other as follows (based from ASTM A6M and ASTM A568M definitions): ASEP Steel Handbook -229-
6-4
Steel Flat Products
(1) Plate - f1at,hot-rolled steel classified as over 200 in width and over 6.0 mm in thickness; or over mm in width and over 4.5 mm in thickness. (2) Hot-rolled sheet - flat, hot-rolled steel classified over 300 mm to 1,200 mm, incl. in width and 1.2 to 6.0 mm, excl. in thickness; or over 1,200 mm width and 1.2 mm to 4.5 mm, excl. in thickness. Note: minimum thickness for Steel (HSLA) is 1. 8 mm.
I
High-Strength
(3) Cold-rolled sheet - flat, cold-rolled steel classif as 50 mm to 300 mm, incl. in width and 0.35 mm to 2 mm, incl. in thickness; or over 300 mrr. in width and O. mm and over in thickness. (
Materials For the fabrication of built-up shapes enumerated in 1) of this Steel Handbook and ~Qld-formed plate shapes in (Part 2) of this Steel Handbook, the minimum quality steel structural shall conform to ASTM A36M and/or JIS G31 SS400 (formerly designated as JIS G3101 SS41). These steels a minimum specified yield stress, Fy ' of 250 MPa and 245 respectively.
{
For the fabrication of cold-formed light-gage shapes sented in (Part 3) of·this Steel Handbook, the material ments involve the following: (1) The minimum quali ty steel fOl structural conform to ASTM A36M and/or JIS G3101 SS400. St
(2) The minimum quality steel for the non-structural shall conform to (2.1) JIS G3131 SPHC and/or ASTM A569M for the rolled steel va~ieties. These steels have
roll the
:~~~mumT~~e~:!~~dai~~~:b~~r:~~~S:y~h~~~e~eas as 0.60F y '
thi
ASEP Steel Handbook -230-
Steel Flat Products 6-5
;fied 1.2 rom
;ssified , to 2.0 .nd 0.35
(2.2) JIS G3141 SPCC, ASTM A366M and/or PNS 127 Class 1 for the cold~ro1led varieties. These steels have a miLimum specified yield stress, F y ' taken as 170 MFa. The basic allowable stress shall be taken as O.60F y ' For the fabrication of the 1 Handbook:
'l5
;rs
'the as
e
of
this
(1) The base metal quality requirement for floor decks shall be cold-rolled steel having a minimum yield point of 206 MPa, conforming to the requirements of JIS G3l4l SPCC-S and/or PNS 127 Class l-S. Steel of this variety is locally available in thicknesses from 0.75 rom to 1.60 rom, in widths of 914 mm and 1,219 rom, and specified yield strengths Fy ' of 275 MPa or 550 MPa. (2)
[Ls
metal decks (Part 5)
The minimum quality for hot-rolled varieties is str~ tural steel conforming to the requirements of JIS G3l0l SS400, with a specified minimum yield stress, F y ' of 245 MPa.
(3) The minimum specification for galvanized varieties is physical (structural) quality steel conforming to the requirements of ASTM A446 Grades A to F (with minimum yield stress, Fy ' ranging from 226 MPa to 550 MPa) or the corresponding PNS 67 equivalent. (4) The minimum quality for atmospheric corrosion-resistant varieties is high-strength low-alloy (HSLA) steel conforming to the requirements of JIS G3125 SPA-C or SPA-H, wi th minimum y:·.eld stress, F y' of 314 MPa and 343 MPa, respectively. Steel conforming to other material specifications can also rolled locally. However, this is limited by the capabilities the local manufacturer of flat steel products. The designer consult with the flat steel manufacturer before specifying type of locally manufactured structural or high-strength not listed here in the Steel Handbook. Current mill capaities limit these grades of steel from 1.50 rom up to 12.70 rom thickness and widths from 660 rom to 1,524 rom, conforming to ASEP Steel Handbook ·231·
6-6
Steel Flat Products
specifications such as JIS G3106, JIS G3125, JIS G3ll3, ASTM A607,and their corresponding "near grade equi For reference purposes, a listing of currently manuf flat steel products are listed in Table 6-1: Locally Avail Flat Steel Products.
5.0 16.0 40.0
Table 6-1: Locally Available Flat Steel Products Product Form
Standard
Titles
IHot-Rolled Plate I (HRP)
ASTM A36M-87 JIS G3l0l-87
Structural Steel Rolled Steel for General Structures
JIS G313l-90
Hot-Rolled Mild Steel Plates, Sheets and Strip
JIS G3l41-90 PNS 127-88
Cold-Rolled Steel Sheets and Strip Cold-Rolled Carbo.l Steel Sheets and
ASTM A/.46-87 PNS 67-86
Structural Quality Galvanized Steel Galvanized Steel Sheets and Coils
6-
I
IHot-Rolled Coil I (HRC)
I
ICold-Rolled Coil I (CRC)
I
IGalvanized Steel
Che
~U'"~"'I
>20- 40
I
I
I >40-50
For convenience, excerpts from these relevant standards shown in Tables 6-2 to 6-49.
ASEP Steel Handbook
__
,....._-_.
.
-232-
I
I I
When COl For pIal For mal elongatJ of the s
Steel Flat Products 6-7
ASTM A36M-87
f
Unit:mm
6-2: Preferred Specified Thickness 5.0 16.0 40.0
5.5 18.0 45.0
6.0 20.0 50.0
7.0 22.0
8.0 25.0
9.0 28.0
10.0 30.0
11.0 32.0
14.0 38.0
12.0 35.0
le 6-3: Chemical and Mechanical Property Requirements
r-es
.p md ,el S 3
I
Tensile Test (Transverse Direction) I
Chemical Composition,%*l
I I I ,.1 i , 1 Thick- ! C Iness(mm) I max. I 1 1 1 0 . 25 I
Si
Mn
P
S
max. max.
i
Yield
I Tensile 1 IStrengthl I 1 (MPa)
Point
0.0/,
I 0.051
0.80 _1.• 20
0.0/,
0. 05
>40-50 10 . 26 0.15 0.80 -0.40 -1.20 1
0.04
I >20-40 10 . 25 1
I
(MPa) min .
I
IElongation,% min.
I
I
I
IGL=200 mmlGl=50 mm lor 8 in. lor 2 in.
I
:I 1
I
1
I 1 I 1 1
1
1
1
II
I
1
I 1
1400-550 0. 05
*21. 1
250
20*3
I 23
I I
1
ards When copper steel is specified, the minimum eu shall be 0.20%. For plates w'der than 610 mm, the elongation requirement is reduced 2%. For materi.l under 8 mm in thickness, a deduction from the percentage of elongation in 203 mm of 1. 25% shall be made for each decrease of 0.80 mm of the specified th~ckness helow 8 mm.
ASEP Steel Handbook ·233·
6-8
Steel Flat Products
Table 6-4a: Permissible Variations in Thickne3s
,
Unit:
e
I
Tolerance Over Specified Thickness for Widths
,
,Specified I I Thickness, I
mm
5.0 5.5 6.0 7.0 8.0 9.0 10.0 11.0 12.0 14.0 16.0 18.0 20.0 22.0 25.0 28.0 30.0 32.0 35.0 38.0 40.0 45.0 50.0
, ,I
, ,I I I I I I I I I I I I I I I I I I
1,200 and Under 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8
Over 1,200 to 1,500, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8
1,500 to 1,800, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 , .1
1.2 1.3 1.4 1.5 1.6 1.7 L.8
1,800 to 2,100, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8 2.0
2,100 to 2,400, excl 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.9 0.9 0.9 0.9 1.0 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.8 2.0
NOTE I-Permissible variation under specified thickness, 0.3 mm. NOTE 2-Thickness to be measured at 10 rum to 20 mm from the longitudinal edge. NOTE 3-For specified thickness other than those shown, the next higher ness will apply. NOTE 4-For thickness measured at any locatior other than that specified Note 2, the permissible maximum over tolerance shall be increased 75% rounded to the nearest 0.1 mm.
ASEP Steel Handbook ·234·
5 5 6 7 8 9 10 11 12 14 16. 18. 20. 22. 25. 28. 30. 32. 35. 38. 40. 45. 50.
ne No 75
Steel Flat Products 6-9
6-4b: Permissible Variations in Thickness(Cont'd.) Unit: nun
1i t : I 1S
) to ) ,
\
,
,
,Specified I ,Thicmess, , , nun I , / ,
3 8 8 8 8 8 8 8 8 9 9 9 9
o o 1 2
3 4 5 .6
.8 .0
,er th :ified ,ased
I I I I I
Tolerance Over Specified Thickness for Widths
, , , , ,
I , , ,
r/
5.0 5.5 6.0 7.0 8.0 9.0 10.0 11.0 12.0 14.0 16.0 18.0 20.0 22.0 25.0 28.0 30.0 32.0 35.0 38.0 40.0 45.0 50.0
I
2,400 to 2,700, excl
3,000 to 3,300 to 3,600 to 3,300, 3,600, 4,200, excl excl excl
/
--------------------------------~I
0.8 0.8 I 0.8 I 0.8 ,0.8 / 0.8 / 0.8 / O.A / 0.9 I 0.9 ,0.9 / 1.0 ,1.0 / 1.1 ,1.2 ,1.3 / 1.4 / 1.5 ,1.6 I 1.7 I 1.8 I 2.0 I 2.3 /
2,700 to 3,000, excl 0.8 0.8 0.9 0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.2 1.3 1.3 1.4 1.5 1.6 1.7 1.8 2.0 2.3 2.5
0.9 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.1 1.1 1.2 1.2 1.3 1.5 1.8 1.8 2.0 2.3 2.3 2.5 2.8 3.0
1.0 1.0 1.1 1.2 1.2 1.3 1.3 1.3 1.3 1.3 1.3 1.4 1.4 1.5 1.5 1.8 1.8 2.0 2.3 2.3 2.5 2.8 3.0
I
/
I 1.4 1.4 1.5 1.5 1.5 1.5 1.5 1.5 1.6 1.6 1.8 1.8 2.0 2.1 2.3 2.5 2.7 2.8 3.0 3.3
/ / / /
I / / / , , , / , , , /
I ,
I ,
l-Permissible variation under specified thickness, 0.3 mm. 2-Thickness to be measured at 10 mm to 20 mm from the longitudinal edge. 3-For specified thickness other than those shown, the next higher thickness will apply. thickness measured at any location other than that specified in 4-For by Note 2, the permissible maximum over tolerance shall be increased 75% rounded to the nearest 0.1 mm.
ASEP Steel Handbook -235-
6-10
Steel Flat Products
Table 6-5a: Permissible Variations in Width and Length Sheared Plates :$ 40 mm thick; length only of Uni sal Mill Plate :$ SO mm thick Specified Dimensions I I I I Length I I I I ITo 3,000, I I excl. I I
I
I I I 13,000 to I 16,000, I excl. I I I I
Variations Over Specified Width and Length A for Thickness, mm and Equiv,lent Masses, kg/m 2
I
I I
To 10.5 excl. To 78.5,excl.
Width
i
I I I I I I I I I
I I I I I I I I I I I
Width To 1,500, excl. 1,500 to 2,100, excl. 2,100 to 2,700, excl. 2,700 and over
I I I I I
I I I I To 1,500, I excl. I 1,500 to 2,100, I excl. I 2,100 to 2,700, I excl. I 2,700 and I over I
Length
10.5 to 16,excl 78.50 to 125.6, excl. Length Width
10
13
11
16
11
16
13
18
13
19
16
22
16
22
19
25
10
19
13
22
13
19
16
22
14
22
18
24
16
25
19
29
A Permissible variations under specified width and length, 6
mm.
e
Sp.
Ler
A Permj
mm.
ASEP Steel Handbook ·236-
Steel Flat Products 6-11
Permissible Variations in Width and Length Sheared Plates " 40 mm thick; length only of Universal Mill Plate " 50 mm thick (Cont' d. )
th
idth
Specified Dimensions
Variations Over Specified Width and Length A for Thickness, mm and Equivalent Masses, kg/m 2
run 2
6, excl. 125.6,
Length
ength 16
3,000,
18 22 25
22 22 24 29
to
I 16 to 25, excl.
I
Width
!
I I I I I I I I I I I I I I I I I I I I
I
To 1,500, excl. 1,500 to 2,100, excl. 2,100 to 2,700, excl. 2,700 and over
To 1,500, excl. 1,500 to 2,100, exc1. 2,100 to 2,700, excl. 2,700 and over
for
I ! I I I I I I I I I I I !
I I I I I I I
125.6 to 196.2, excl. Width Length
25 to 50, incl. 196.2 to 392.5, excl. Length Width
13
19
16
25
16
22
19
25
19
25
25
29
22
29
29
32
16
25
19
29
19
25
22
32
21
29
25
35
22
32
29
35
A Permissible variatJons under sped fied width and length, 6 mm.
ASEP Steel Handbook -237-
I
I I I I I
II
I I I I I I I I I I I I I I
6-12
Steel Flat Products
Table 6-6a: Permissible Variations from Flatness Note I-When the longer dimension is under 900 mm, the permissible should not exceed 6 mm. When the longer dimension is from 900 1800 mm, incl., t!1G permissible variation should not exceed 75% tabular amount for the specified width, but in no case less than Note 2-These variations apply to plates that have a specified tensile strength of not more than 400 Mra or comparable chemical sition or hardness. The limits in the tabie ere increased plates specified to a higher minimum tensile !Itrength or chemistry ·or hardness. Note 3-This table and these notes cover the permissible for flatness of circular and sketch plates, based on the maximum sions of those plates.
1-
2-
3-
I
I I I Specified I IThiekness, I Imm I I I ITo 6, I lexe1. I 16 to 10, I I exel. I 110 to 12, I lexel. I 112 to 20, I lexel. I 120 to 25, I I exel. I 125 to 50, I lexel. I
Permissible Variations from a Flat Surface for Specified Widths, mm A,B To 900 to 1200 to 1500 to 1800 to 900, 1200, 150O, 1800, 2100 exel. exel. exel. exel. exel.
Specified Mass, kg/m 2 To 47.1, exe1. 47.1 to 78.5, exel. 78.5 to 94.2, exel. 94.2 to 157.0, exel. 157.0 to 196.2, exel. 196.2 to 392.5, exel.
14
19
24
32
35
13
16
19
24
29
I I I I I I
13
14
16
16
19
11
13
14
16
16
11
13
14
16
16
I
10
13
13
14
14
I I
I
I
A Flatness Variations for Length - The longer dimension specified is ered the length, and permissible variations in flatness along the should not exceed the tabular amount for the specified width in plates to 4,000 mm in length, or in any 4,000 mm of longer plates. B Flatness Variations for Width - The flatness variations across the should not exceed the tabular amount for the specified width.
ASEP Steel
Handb0~k
-238-
•
so
---.-
7
s
ek
3
bF
A Flat
erec shoe to 4 B Flat shou
Steel Flat Products 6-13
e 6-6b: Permissible Variations trom Flatness (Cont'd.) the longer dimension is under 900 mm, the permissible variation should not exceed 6 mm. When th~ longer dimension is from 900 mm to 1800 mm, incl., the permissible variation should not exceed 75% of the tabular amount for the specified width, hut in no case less than 6 mm. variations apply to plates t~.t have a specified minimum tensile strength of not more than 400 MP. or comparable chemical composition or h2rdness. The limits in the table are increased 50% for plates specified to a tigher minimum tensile strength or compatible chemistry or hardness. 3-This table and these notes cover the permissible variations for flatness of circular and sketch plates, based on the maximum dimensions of those plates. /
'00
a Flat
mm A,B 800 to 100 xcI. 35
I
I
I I ified ISpecified IMass, Ikg/m 2
29 19
16 16
12, 20, 25,
14 50,
I
Permissible Variations from a Flat I I rnm A,B Surface for Specified Widths, I I 12100to 2400to 2700to 3000to 3600to 4200 1 2700, 4200, and I 3000, 3600, 1 2400 , excl. excl. excl. excl. Icxcl. overl
I I ITo 47.1, I lexcl. I 147 . 1 to I 17 8 . 5 , excl. I 178.5 to I 194 . 2 , excl. I 194 . 2 to I 1 157 . 0 , excl. I 1157.0 to I 1 196 . 2 , excl·1 1 196 . 2 to I \392.5, excl. I
38
41
44
48
32
35
38
41
22
25
29
32
48
I I I I I 54 I
19
25
25
29
38
51
16
19
22
25
35
44
16
16
16
18
29
ls
1e 'la tes ,he width
I I I
I I 38 I I
Variations for Length - The longer dimension specified is considered the length, and permissible variations in flatness along the length should not exceed the tabular amount for the specified width in plates up to 4,000 mm in length, or in any 4,000 mm of longer plates. B Flatness Variations for Wi4th - The flatness variations across the width should not exceed the tabular amount for the specified width.
ASEP Steel Handbook -239-
,.
6-14
Steel Flat Products
Table 6-7: Permissible Camber Maximum permissible camber, mm
=
length in millimeters/500
6 A Camber as it relates to plates is the horizontal edge curvature i" length, measured over the entire length of the plate in the flat tion.
6·
6-
ASEP Steel Handbook -~O-
Steel Flat Products 6-15
JIS G3101-87 1500
Unit: r:un
6-8: Preferred Standard Thicknesses in
I
1.4 4.0 12.5 25.0
2.3 2.0 1.6 1.8 4.5 5.0 6.0 5.6 12.7 13.0 14.0 15.0 25.4 28.0 (30.0) 32.0
The standard be used.
thickness
not
( 2 . 6 ) 2.8 2.5 7.0 8.0 6.3 16.0 (17.0) 18.0 36.0 38.0 40.0 in
parentheses
( 2 . 9) 3.21 9.0 10.01 19.0 20.01 45.0 50.0
should
preferably
I
6-9: Preferred Standard Widths 630 1000 1320 2000
670 1060 1400 2100
710 1100 1500 2134
Unit: rom
750 1120 1524 2438
800 1180 1600 2500
850 1200 1700 2600
900 1219 1800 2800
914 1 1250 1 1829 1 3000 1 1
I
For steel plate, the standard widths of 914 mm, 1,219 mm and mm or over shall be ap~lied.
1,400
e 6-10: Preferred Standard Lengths 2438 12000
30,18 12192
6000
ASE?
6096
[,~
7000
tee 1 Handbook ·241·
8000
9000
9144
6-16
8teel Flat Products
Table 6-11: Chemical Property Requirements I
I I I I I I I I I I I I I I I
Designation
Note:
I
Chemical Composition,%
I c
Mn
8
P
88330 (8834)
0.050 max.
0.050
88400 (8841)
0.050 max.
0.050
88490 (8850)
0.050 max.
88540 (8855)
0.30 max. 1.60 max. 0.040 max.
0.050
0.040 max.
Alloying elements other than in above table can be added to cording to requirements.
A8EP 8teel Handbook ·242·
SS540
I I I I I I I I I I I I I I I I I I I I I I4 I I I
Steel Flat Products 6-17
Mechanical Property Requirements
,0 max.
0 max.
I I I Yield I Point or ITensile IStrength I Yield Strength I I N/mm2 I N/mm2 I I I 205 min. 330-430 I I I I
I I
max.
3S540
I I I I I I I I I I I
245 min.
285 min.
I
I I I I I I I I I I
400 min.
I I I I I I 400-510 I I I I I I I 490-610 I I I I I I I 540 min. I I I I
Tensile Test I
Elongation
I
I I
I I I
I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
Dimensions of Rolled Steel,mm
Test Piece
'Steel sheet or strip has a thickness of not more than 5 mm ·Steel plate or strip has a thickness of over 5 to 16 incl.
No.5
26 min.
No.1A
21 min.
.Steel sheet or strip has a thickness of
No.5
21 min.
.Stee1 plate or strip has a thickness of over 5 to 16 incl.
No.1A
17 min.
·Steel sheet or strip has a thickness of not more than 5 mm ·Steel plate or strip has a thickness of over 5 to 16 incl.
No.5
19 min.
No.1A
15 min.
·Steel sheet or strip has a thickness of not more than 5 mm 'Steel plate or strip has a thickness of over 5 to 16 incl.
No.5
16 min.
No.1A
13 min.
%
not more than 5 mm
ASEP Steel Handbook -243-
6-18
Steel Flat Products
Table 6-12b: Mechanical Property Requirements (Cont' d. ) Bending Test
I I I I I Steel I I SS330 I I I I I I I SS400 I I I I I I I SS490 I I I I I I I SS540 I I I
I II
!
I ! I I I !
I I I i I I I
I I I I I I I I I
Bending Angle
180'
I
I I I
Test Piece
0.5 t
No. 1
1. 5 t
No. 1
2.0 t
No. 1
!
180'
180'
I I I I I I I
I I I I I !
I I
I
I I I I I
Inner Diameter
I
180'
I I I I I I I I
2.0 t
I
ASEP Steel Handbook -244-
No. 1
Steel Flat Products 6-19
Unit: mm
e 6-l3a: Tolerance on Thickness I
Width
ce
1
I
I I I
Under 1,600
I I I I I I I I I I
±0.4S
1,600 or over to and exel. 2,000
I I I I I I I I I I I I I I I
±0.55
r------------rl------~ or over & exel. or over & exel. or over & exel. or over & exel. or ove~ & exel. or over & exel. or over & exel. or over & exel. over to & exel. over exel. over exel. over exel. or over to & incl.
5.00 6.30 10.0 16.0 25.0
±0.50 ±0.55 ±0.55 ±0.65 ±~.70
40.0 ±0.80 63.0 ±0.9 100 160 ±1.6 200 ±1.8 250 ±2.0 300 ±2.l 350
±0.60 ±0.65 ±0.65 ±0.75 ±0.80 ±0.95 ±l.l
I,
±1.3
I
I I I
I I I I I I
I
I
I I I
±1. 5 ± 1.
8
±l. 9 ±2.l ±2.3
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
2,000 or over to and exel. 2,500 ±0.55 ±0.60 ±0.65 ±0.65 ±0.75 ±0.80 ±0.95 ±1.1 ±l. 5 ±1. 8 ±1. 9
±2.l ±2.3
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
1. Either plus side or minus sIde of the thickness tolerances given in
the above Table may be limited on request. The total tolerances, in this case shall be equal to those given in Table. 2. Thickness shall be measured at any point inward the scheduled cutting line concerning width for the as-rolled steel plate (with untrimmed edge), and at any point not less than 15 mm from the aforementioned line for the cut edge plate.
ASEP Steel Handbook -245-
6-20
Steel Flat Products
Table 6-13b: Tolerance on Thickness (Cont'd.)
I
Width
1
IThickness
I
I
14.00 or over I to & excl. 15.00 or over I to & excl. 16.30 or over I to & excl. 110.0 or OV8r I to & excl. 116.0 or over 1 to & excl. 125.0 or over I to & excl. 140.0 or over I to & excl. 163.0 or over 1 to & excl. 1100 or over I to & excl. 160 or over to & excl. 200 or over to &excl. 250 or over to & excl. 300 or over to & incl.
1 1 1
I
4,000 or 3,150 or 2,500 or over to over to and 1 over to and excl. 5,0 eircl. 3,150 1 excl. 4,000 I----------~--------~ ±0.65 1
5.00 1
I
6.30 1 1 10.0 I 1 16.0 I 1 25.0 1 1 40.0 I
I
63.0 1 1 100 1 1 160 1 1 200 1
I
250 300 350
±0.75
1
1
±0.75
1
I
±O.SO
1
±0.95
1
±1.0
I
±0.65
±0.9
±O.SO
±1.0
±O.95
±l.l
±l.O
±l.2
±l.l
±l.3
±l.3
±1.5
±t. 7
±l.9
±l.9
±2.1
±2.0
±2.2
±2.2
±2.5
±2.4
±2.S
1
1
1
1
±1. 1
1
±1. 3
1
±1. 7
1
1 1
1
±1. 9
1
±2.2
I I I I
±2.4
I
±2.0
1
I
I
±O.SO
1
I
Unit:
1
1
Remarks 1. Either plus side or minus side of the thickness tolerances the above Table may be limited on request. The total tolerances •. this case shall be equal to those given in Table. I 2. Thickness shall be measured at any paint inward the sclled.ule cutting line concerning width for the as-rolled steel plate untrimmed edge). and at any point not less than 15 mm from aforementioned line for the cut edge plate.
ASEP Steel Handbook ·246·
Steel Flat Products 6-21
Unit: rom
Tolerance on Length Length
Thickness
Tolerance
<6 <6300 ",6
<6
A
B
+25
+5
o
o
+25
+10
o
o
+0.5%
+10
o
o
;:6300
+0.5%
+15
o
o Tolerance B does not apply to thickness of
from
ASEP Steel Handbook -247·
~20
mm.
6-22
Steel Flat Products
Uni t~'
Table 6-15a: Tolerance on Width I
I
I
I
I
I
I
I
IWidth I I I I
I I I I I
Tolerance I
Mi 11 edge
I Thickness
Cut edge
I
ISteel platelSteel las rolled Istrip and! I (with [cut I I untrimmed Ilengths I ledge) I therefrom I
I
I
I
I
I I IUnder 1160 I I
IUnder 3.15 I 13 . 15 or over tol I & exel. 6.00 1 16.00 or over tol I & exel. 20.0 I 120 . 0 or over I
I I 1
I
I
I
I
j
+ 5 5
[10
2.0 3.0 0
1••
0
0
i 1 I
5 5
2.0 3.0
P I
I ±2
I. 10
0
4.0
0
6
I
I 15 I----------l-.....,
I
-1
I IUnder 3.15 I I 1250 orp.15 or over tol I lover I & excl. 6.00 I 0 I Ito & 16.00 or over tol + Not I Iexel. I & exel. 20.0 I specified I 1400 120.0 or over I I
I
B Resheared or fine cut edge +
I I 18
I
I IUnder 3.15 I 1160 or13.15 or over tol lover I & exc1. 6.00 I Ito & 16.00 or over tol lexcl. I & exel. 20.0 I 1250 120.0 or over I
I:
±2
A Normal cut edge
I I
2.0 3.0
lUI
I ±5
I
15
0
4.0
0
I
------------10
3.0 3.0
Il
+20 0
10 15
ASEP Steel Handbook -248-
/3. I 16 .
I
10
I
I IUnder 3 . 1 5 ! I 1400 or13.15 or over to! ! lover & excl. 6.00 I 0 I Ito & 16.00 or over tol + Not I Iexcl. I & excl. 20.0 I specified 1 1630 120.0 or over I I
5 5
0
5.0
120 IUn,
0
/3. : I ' 16. C
&
20.
Steel Flat Products 6-23
.ni t :
6-lSb: Tolerance
0'"1
I
I I I I C I 3li tted I edge I I I I ±0.3 ±O.S
±0.4 ±0.5
±O.S
Unit: rom
Widtn (Cont' d. )
Tolerance \
I I
I
I I
Cut edge
Mill edge
I
B A ISteel plate\Steel I C I Resheared Normal ISlitted I as rolled Istrip andi :1 I (with Icut :: 1 I cut edge or fine I edge edge cut luntrimmed I lengths I I .1 + ledge) + I therefrom I 1 I I I I I I 4.0 IUnder 3.1S ,'I I I I 10 I 1,.0 10 1630 or \3 .IS or over to I I I I +25 & excl. 6.00 0 I I I + Not 6.0 0 16.00 or over tol 0 0 I I 10 I & excl. 20.0 specified I I I I I 120.0 or over I I I I IS I I I I 4.0 IUnder 3.15 I I 10 I I 10 4.0 13.1S or over tol I I I 0 I I & excl. 6.00 I I +30 I + Not 15 6.0 0 16.00 or over tol 0 0 I I I I & excl. 20.0 I specified I I I 120.0 or over 15 I I I I I I I I 4.0 IUnder 3.15 10 I I I I 4.0 13.1S or over tal 10 I I I 0 I & excl. 6.00 I I +35 I I & 16.00 or over tal + Not 0 IS 6.0 0 0 I I I I & excl. 20.0 I specified I I I 120.0 or over IS I I I I I I I I Under 3.1S I 10 4.0 I I I 4.0 13.1S or over tal 10 I I I 0 I & excl. 6.00 I I +40 I I + Not 1.2% 0 16.00 or over tol 0 6.0 0 I I I I & excl. 20.0 I specified I I I 120.0 or over 1.2% I I I I
Thickness
' IWidth
I
I
~SEP
Steel Handbook -249-
\
I I I I I I I I I I I I I I I
I
I I I I I I I I I I I I I I I I
6-24
Steel Flat Products
JIS G3131-90
€
Unit:
Table 6-16: Preferred Thicknesses (for SPHC)
1.20 1(2.90) 1 7.00
1. 40 3.20 8.00
1. 60 3.60 9.00
1. BC
4.00 10.00
2.00 4.50 11. 00
2.30 5.00 12.00
2.50 5.60 12.70
(2.60) 6.00 13.00
Remarks: 1. The standard thickness not in parentheses should p be used. 2. For the steel strip and cut lengtll!i therefrom, the thicknesses of 12.70 mm or under s'.1all be applied.
Unit:
Table 6-17: Preferred Standard Widths
600 950 1300 1900 3048 Remark:
630 1000· 1320 2000
670 1060 1400 2100
710 1100 1500 2131
750 1120 1521 2138
800 1180 1600 2500
850 1200 1700 2600
900 1219 1800 2800
For steel strip and cut lengths therefrom, the standard 2,000 mm or under shall be applied.
ASE~
Steel Handbook -250-
widths
Steel Flat Products 6-25
6-18a: Chemical and Mechanical Property Requirements
, I I ig-I Chemical ionl CompoI sition,% I I I PIS
---1----11 tandard
Ini t:
914 1250 1829 3000
widths
Tensile Test ~I------~I--------------------------~
I I Tensile Istrength I I (MPa) I
I I I I I I
Elongation % Thickness 1.6 rom to 2.0 rom excl.
Thickness 2.0 rom to 2.5 rom excl.
mlfl.
29 min.
29 min.
30 min.
32 min.
33 min.
31 min.
33 min.
35 min.
Thickness 1.2 rom to 1. 6 rom excl.
1----11----
0.05010.0501 270 min. I max. I max. I 1 0.04010.0401270 min. I max. I max. I I 10.03010.0351 270 min. I I max. 1 max. 1
27
1. The C and Mn contents are not specified, but SPHC is manufactured from carbon steel having a C content of 0.15% or below and an Mn content of 0.60% or below. SPHD and SPHE are manufactured from carbon steel having a C content of 0.10% or below and an Mn content of 0.5010 or below. 2. Mechanical test values do not apply to abnormal parts of at both ends steel stri~ (coils).
ASEf Steel Handbook -251-
6-26
Steel Flat Products
Table 6-18b: Chemical and (Cont'd.)
I I I
Mechanical
Property
Requirements
Tensile Test Elongation %
I
IDesig-1 Chemical Inationl CompoI I sition,%
I
I
I
I
1
I
Thickness 2.5 rom to 3.2 rom excl.
I
PIS
I·
I
Thickness 3.2 mrn to 4.0 mrn excl. 31 min.
Thickness I 4.0 rom andlTest and I over I 31 min.
I
ISPHC 1 ISPHD I ISPHE
29 min. 10.05010.0501 1 max. I max. I 10.04010.0401 35 min. 1 max. I max. I 10.03010.0351 37 min. max. Imax. I
Remarks
1. The C and Mn contents are not specified, but SPHC is from carbon steel having a C content of 0.15% or below content of 0.60% or below. SPHD and SPHE are manufactured carbon steel having a C content of 0.10% or below and an M3 tent of 0.50% or below. 2. Mechanical test values do not apply to abnormal parts of at ends steel strip (coils).
37 min.
39 min.
39 min.
41 min.
ASEP Steel Handbook, -252-
I No. 5 I I Rolling I I I
3.15 4.00 5.00 6.30 10.00
2.
Steel Flat Products 6-27
ments
unit: mm
Ie 6-19: Thickness Tolerance Nicth
Under 1,600
1,600 to 2,000 excl.
2,000 to 2,500 excl.
±0.16 ±0.18 ±0.19 ±0.20 ±0.22 ±0.24 ±0.45 ±0.50 ±0.55 ±0.55
±0.23 ±0.25 ±0.29 ±0.34 ±0.55 ±0.60 ±0.65 ±0.65
±0.29 ±0.34 ±0.55 ±0.60 ±0.65 ±0.65
Thickness Under 1.25 1.25 to 1.60 1.60 to 2.00 2.00 to 2.50 2.50 to 3.15 3.15 to 4.00 4.00 to 5.00 5.00 to 6.30 6.30 to 10.0 to 16.0 s: 1. The
minus
m Mn
excl. excl. excl. excl. excl. excl. excl. excl. excl.
values
side
of tolerance in the table are unchangeable on plus or provided that the overall tolerance range is left un-
changed. 2. The position of thickness measurement shall be taken on an arbitrary point inside not less than 25 mm away from the edge for mill edged steel strip and cut plate therefrom of not less 50 mm in width, the central position for less than 50 mm in width. an arbitrary point inside not less than 15 mm away from the edge for cut edged strip and cut plate from it of not less than 30 mm in width and the central position for less than 30 mm in width. It shall be an arbitrary point inside of the assumed cutting line for as-rolled steel plate having rims and an arbitrary point not less than 15 mm inside of the edge for cut edged steel plate.
ASEP Steel Handbook -253-
I
6-28
Steel Flat Products
Table 6-20: Length Tolerance
,-
I I I
Thickness
Length
I
I I
i
j
! I I Under i I I I I
I Under
6.00
I 6,300
i 1
6 . 00 and over
I I I Under 6.00 , 1
6 ,300 and overl 16.00 and over I
Tolerances
i 1--
I
A (Ordinary
Cutting) +25 0 +25 0 +0.
5'~
0
1
I
I
+0.5% 0
I I
IB (Re-cutting, !Precise Cutt !
! I I ! I
I I I I
I I
I
'+5 0
I I
+10 0
I Un
I 3. I 6.
+10 0 +15 0
I 20 I I Un I 3.
250
I 6. I 20 I I Un
400
/3. I 6. I 20 I
I Un
630
I 3. I 6.
I 20 to
I I Unl I 3. I 6.1
. I 20
ASEP Steel Handbook -254-
Steel Flat Products 6-29
unit:
Unit: rom
6-21a: Tolerance on Width Tolerances
!
I
---I
i
Mi 11 Edged
Cut Edged
[---------1 Thickness
i
Steel Plates Steel Strip and Cut Plate ,! As Rolled ! (Having Rim) lherefrom
A(Ordinary Cutting)
I
1.15 11.15 to 6.00 exe!.1 I 6.00 to 20.0 exel.1 I 20.00 and over
,
6
-' +
10 10
I I Under
3.15 to 6.00 exel. 150 I 6.00 to 10.0 exel. I 20.0 and over
5 5 10 15
I 3.15
0
o
15
5
I
o
o
10 15
t Not speei fied
! Under
10 10 10 15
+20
t Not speci fied
o
I I Under
3.15 to 13.15 to 6.00 mI. 16.00 to 20.0 exel. I 20.0 and over
•
o
.
o Not specified
t
30
10
o
10 15
I
ASEP Steel Handbook -255-
±O, 3 ±O. 5
0
±0.4 10.5
I
1. 0 J.O 4. 0
3.0 3.0
±o, 5 o
10. 5
o
±0.5 10. 5
5.0
10 t
•
-<
J.0 4.0
1.0 J.O
I'
4.0
I I Under
3.-15 I 3.15 to 6.00 exel. 630 I 6.00 to 20.0 m!. I 20.0 and over
•
2_0
5
C
(Precise Cuttinoi !(Slittino!
--------------1.----.-,
I Under
1.15 I 1.15 to 6.00 exel. 400 I 6.00 to 20.0 exe!. I 20.0 and over
! B(Re-eutting or !
o
4.0 4.0 6.0
o
6-30
Steel Flat Products
Table 6-21b: Tolerance on Width (Cont'd.) Tolerances
i iWidth
I I
I
1,000 Ito p,210 lexc!. 1
I
p,250 Ito
IUOO Iexcl. I
p,600 land lover
/
Stee i Plates Steel Strip As Rolled and Cut Plate (Having Rim) Therefrom
Thickness
Cut Edged
.,
!hll Edged
Under].IS 3.15 to 6.00 exc!. 6.00 to 20,0 excl. 20.0 and om
I I
0 + %t
±t
specified
0
±2
10 10
i
0
4. I) 4.0
0
6.0 Qual.
°
U 4.0 6.0
0
15
specified
0 , .lot specified
10 10 15 15
""
+ Not
Under ],15
1.15 tc 6.00 exc!. 6.00 to 20.0 excl.
iPrecise Culting)
---,
,
,I Under LiS I 3.15 to 5.00 ex c1. Ir 6.00 to 20.0 extl. I 20.00 and over
I SiRe-cutting or
A(Ordinary lutting)
:5
10 10 1,2%
SPCI
0
4.0 4.0
SPCI 0
6.0
I I I
20,0 and over
Note:
The tolerances on steel strip mill edged and cut plates than 400 mm in width will be allowed to limit the minus side ances to zero. In these cases, the tolerances on plus side twice the value given in above table.
1.2%
/
ASEP Steel Handbook -256-
SPC<
Steel Flat Products 6-31
unit:
JIS G3141-90
Unit: mm
Standard Thickness
i
0.50 1. 80
C
0.60 2.00
0.70 2.30
0.80 2.50
1.00 2.80
0.90 (2.60)
1.20 (2.90)
1.40 3.20
i(Slitting)
I
standard thickness not in parentheses should preferably be used.
!
J _ _- ; I
Chemical Composition (%) C
[Informative reference]
Mn
P
s
SPCC
0.12 max.
0.50 max.
0.040 max.
0.045 max.
SPCD
0.10 max.
0.45 max.
0.035 max.
0.035 max.
SPCE
0.08 max.
0.40 max.
0.030 max.
0.030 max.
For steel sheets and coils of grade 1/8 hard> 1/4 hard, 1/2 hard and fuD hard> increase in hardness is achieved by sometimes changing their chemical composition instead of by temper rolling.
ASEP Steel Handbook -257-
6-32
Steel Flat Products
Table 6-24a: Mechanical Properties I
I
IClasslf-IDeslgIlcation Inatlon I I I I I I I I I I I ! I I I I I I
Tension Lst
Test!
, I I I I
IYield ITensile I Elongation Min. Value !Strength IStrength I iMax ValuelMin Value! (l1Pa) I IMPa) I I Nominal I ! 1 I I I IThlckness! i 10. 25 to 10. 40 to 10.60 to 11.0 to I mmlinch)1 10.25 and 110.0;0) 110.016) 110.024) 110.039) ! ! 110.010) 10. 40 excllO.60 exclll.O exel 11.6 excl ITempering! lover !10.016) 110.024) 110.03') !10.063) ISymbol! I I I I
I
1--j---I-----1!
ICommerIcial Iquality I IDrawing Iquality
I SPCC ! S,8,4, I SPCCT 2,1 ! I ! SpeD S I
I IDeep Idrawing Iquality
I I I SPCEN! I I I
S
I
11270) 1270
(32) 32
134) 34
,270
34
36
,270
36
38
I
136) I 36 I I I 38 I I 40
I I I !
II)
11.6 to 11 0. 063 ) 12.5 exel I 11 0. 098 ) I
1---1-
137) I 37 I I I 39 I I
(38)
38
40
I
41
I
42
I I
Remarks: 1. In principle, tension test values shall not apply when required by the customer the values in the apply. 2. When tension test values or Erichsen values or both are teed for SPCC in compliance with a customer's request, the Tshall be given to the designation: SPCCT 3. In principle, the tension test shall be omitted for thickness than 0.60 nun. 4. For SPCEN, non-ageing shall be guaranteed for a period months from the date of shipment from the works. indicates performance in which stretcher strain does not during working process. The bending test shall be omitted standard tempering.
ASEP Steel Handbook -258-
Steel Flat Products 6-33
e 6-24b: Mechanical Properties (Cont'd.) Test:
DGsig
Tension test
L _____, ______- - - - - - -..- - 1 _____________ .. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ --.!
R
nc:. ti on
IYield 5tle~ath i!'~ar.
iTensi Ie
:Strength '
Va!\le!Min Viiltfe! (!'~Pal
(MFa) i
~of:1inaJ.I-,---~
_____'DiL;c,ticr, of
.n i ckness ,I I mm1inchli
Typ2 iiIl:l
!Type and
f,!e,nd!ng 3.:.qle li:Si(;0 radLls 'Direction of Isp-2cimens
:spEir.ens
:0,25 ar.d
'(0,010) ,iTemperinq! ., ,iSrJnbol '
lover
1-----+-.--,: ------1 --------.-.,--------.-! - - spec S,8,L ( d70)
---' ----------- ..-- -_.--------------------
I
SPeeT
2, )
i270 n~.
speD 43
?270
Roll i ng di i;CtiOIi
Cl os i fig '['i qhU y
:hickness period
s.
di feetieri
c_________,
In principle, tension test values shall not apply to SPCC, but when required by the customer the values in the parenthesis shall appl. 2, Whel tension test values or Erichsen values or both are guaranteed for SPCC in compliance with a customer's request. the suffix T shall be biven to the designation: SPCCT 3. In principle, the ;~nsion test shall be omitted for thickness less than 0,60 mm. 4. For SPCEN, non-ageing shall be guaranteed for a period of six months from the date of shipment from the works. Non-ageing indicates performance in which stretcher strain does not occur during working process. The bending test shall be omitted for standard tempering. 1.
are , the
\
s } ____• ___L _____ " __________ -'-________.L_______ L. ____________ , ____________ L__________
thesis
No, 3 ko 1) in,g
ASEP Steel Handbook -259-
6-34
Steel Flat Products
Table 6-25a: Mechanical Properties, SPCC, Temper-Designated Temper I I I I I Temper I Symbol I I I I I I I I Standard I S I I Tempering I I 11/8 Hard I 8 I I I I 11/4 Hard I 4 I I I I 11/2 Hard I 2 I I I I I Hard I 1 I I I I
HrB
Temper
Hv
Bending angle
Closing ti Closing ti
95-130
180'
65-80
115-150
180'
74-89
135-185
180'
85 min
170 min
Properties,
SPCC,
Tensile Strength
I
Symbol I I I , I Standard I S I I Tempering I I 11/8 Hard I 8 I I I I 11/4 Hard I 4 I I I I 11/2 Hard I 2 I I I I IHard I 1 I I I I
Inside radius
180' 50-71
Table 6-25b: Mechanical (Cont' d. ) Temper
Bending test
Hardness
(MPa) 270 min. 294-412 373-490 441-588 550 min.
10.5 times the I thickness 11. 0 times the I thickness I I
Temper-Designated I
I I I I I I I I I I I I I
I
I
ASEP Steel Handbook -260-
Elongation, %
32 min. 25 min. 10 min.
th
Steel Flat Products 6-35
Tolerance on Thickness
(,-26 : Thickness Tolerances A
Unit: mm I
Nominal Width Thickness
.;
19htly
than 0.25 to 0.40, exe1. to 0.60, excl. 0.80, exel. to 1.00, excl. to 1. 25, excl. to 1.60, exel. to 2.00, exel. to 2.50, excl. to 3.15, exel. and over
19htly
the the
Under 630
±0.03 ±0.04 ±0.05 ±0.06 ±0.06 ±0.07 ±0.08 ±0.10 ±O .12 ±O .14 ±0.16
1600 1250 to 630 to 1000 to I 1000, excl. 1250, excl. 1600, exel. and overl
±0.03 ±0.04 ±0.05 ±0.06 ±0.06 ±0.07 ±0.09 ±0.11 ±0.13 ±0.15 ±O .17
±0.03 ±0.04 ±0.05 ,0.06 ±0.07 ±O.OS ±O .10 ±O .12 ±O.14
±O .16 ±O .19
±0.06 ±0.06 ±O.o.S ±0.09 ±0.11 ±0.13 ±0.15 ±O .17 ±0.20
±0.07 ±0.09 ±0.11 ±0.13 ±0.15 ±O .17 ±0.20
I I I I I I I I I I I I I
nated I
ion, %
lin. :lin.
nino
I I I I I I I I I I I I I I
1. Tolerance on thickness, width and length are usually in accordance with Table A. 2. When tolerances stricter than those in Table A are specified, the tolerances shall comply with Table B.
ASEP Steel Handbook ·261·
• '---------_....•....._-------
T
6-36
Steel Flat Products
Unit:
Table 6-27: Thickness Tolerances B Nominal Width I INominal Thickness
I
I
Under 160
160 to 250, excl.
400 to 630,
250 to 400, excl.
1:
ILess 10.10 10.16 10.25 10.40 10.60 10.BO 11.00 11.25 11.60 1 2 . 00 1 2 . 50 1 3 . 15
than 0.10 to 0.16, excl. to 0.25, excl. to 0.40, excl. to 0.60, excl. to O.BO, excl. to 1.00, excl. to 1.25, excl. to 1.60, excl. to 2.00, excl to 2.50, excl. to 3.15, excl. and over
±O.OIO ±0.015 ±0.020 ±0.025 ±0.035 ±0.040 ±0.04 ±0.05 ±0.05 ±0.06 ±0.07 ±O.OB ±0.09
±0.020 ±0.020 ±0.025 ±0.030 ±0.04(1 ±0.04~
±0.05 ±0.05 ±0.06 ±0.07 ±O.OB ±0.09 ±O.IO
,000 ±0.030 ±0.035 ±0.040 ±0.045 ±0.05 ±0.06 ±0.06 ±0.08 ±0.09 ±O.IO ±O .11
,0.030 ±0.035 ±0.040 ±0.045 ±0.05 ±0.05 ±0.06 .to.OB ±O.OB ±0.09 ±O.IO
Remarks: 1. Tolerance on thickness, width and length are usually in ance with Table A. 2. When tolerances stricter than those ,n Table A are specified, tolerances shall comply with Table B.
Unit:
Table 6-28: Tolerance on Width
t
t
Material Nominal Width
Length Tolerances '\
Length Tolerances B
+7
+3
-0
-0
+10 -0
+4
Under 1,250
1,250 and over
ASEP Steel Handbook ·262·
-0
Steel Flat Products 6-37
,]ni t: '. 'j
6-29: Tolerance on Length
to
:l,
Material
Unit: rum Length Tolerances A
exel.
r 1,000
+10 -0 +10 -0 +15 -0 +15 -0 +20 -C'
to 2,000, excl. 030 035 .040 . 045 .05
to 3,000, excl. to 4,000, excl . to 6,000, excl.
.06 .06
.08 .09 .10 .1l
n
Length Tolerances B
+3 -0 +4 -0 +6 -0 +8
-0
Tolerance on Flatness ar:r:"rd-
fied,
Unit:
,s B
Unit:
Flatness A UNClmll0a I
Kind of Strain
1,000 to l,250,excl.! to l,600,excl.! and over !
Bow
Wavy Edge
12 15 15 20
8 9 11
~
Flatness B Center Buckle 6
8 8 9
13
Bow
Wavy Edge
Center Buckle
2 3
2 2 3
2 2 2
5
4
2
The specification shall apply to cold-rolled steel sheets 500 mm or more in width of standard temper grade. Unless otherwise specified, Flatness A shall app!y.
ASEP Steel Handbook -263-
T
6-38
Steel Flat Products
PNS 127-88
Table 6-31: Preferred Standard Thickness
Unit
Div
0.20 0.90 2.80
0.25 1. 00 3.20
0.30 1. 20
0.35 1. 40
0.40 1. 60
0.50 1. 80
0.60 2.00
0.70 2.30
Th
Table 6-32: Chemical Properties,%, max. 1
Class 1 2 3
C 0.12 0.10 0.08
Mn
P
S
0.50 0.45 0.40
0.040 0.035 0.030
0.045 0.035 0.030
2 3 1
2
3.
Table 6-33: Tensile Strength and Elongation of Tempers 1, 2, 4 and 8 Tension Test Temper
Tensile Strength, MPa
Elongation, %
8 4 2
294-412 373-490 441-588 549 min.
25 min. 10 min.
1
ASEP Steel Handbook:. ·264·'
6-34: Tensile Strength and Elongation of Tempers A and S Tension Test
Jni t: 0.80 2.50
Division bylTensile I NominallStrength Elongation,%, min. I Thickness,lMPa, min. 1 I mml 1------------------11 I 0.25 & I 0.25 to 0.40 to 0.60 to 1.00 tq 1.60 to 2.5 &1 1.60, 2.50, over I 0.60, 1.00, lover I 0.40, excl. exel. exel. excl. excl. I I I
1--------1----1 1 275 I 2 275 I 3 275 I
S
045 035 030
2, 4
32 34 36
34 36 38
36 38 40
37 39 41
38 40 42
39 41 43
I I I I
1. The tension test values do not usually apply to Class 1, unless specified by the purchaser. 2. Table 6-34 applies to steel. sheets and strips 30 mm or more .in width but does not apply to those less than 0.60 mm in thickness. 3. For temper S, Class S where non-ageing of the sheet/strip is designated, the material shall have a six-month guarantee after delivery by the manufacturer.
ASBP Steel Handbook ·265·
/
6-40
Steel Flat
Prod~cts
Table 6-35: Thickness Tolerance A
Division byl Nominal Width I Division by INominal Thickness I I Under 0.25 10 . 25 to 0.40, 10 . 40 to 0.60, 10 . 60 to 0.80, 10 . 80 to 1.00, 1 1 . 00 to 1. 20, 11 . 20 to 1. 60, 11. 60 to 2.00, 12 . 00 to 2.50, 12 . 50 to 3.20, 13 . 20 and over
excl. I, excl·1 excl·1 excl·1 excl·1 exc1. I excl. I excl. I excl I I
6·
630 to 1,000, excl.
1,000 to 1,250, excl.
1,250 to 1,600, excl.
±0.03 ±0.04 ±0.05 ±0.06 ±0.07 ±0.08 ±0.10 :1:0.11 ±0.13 ±0.15 ±0.17
±0.03 ±0.04 ±0.05 ±0.06 ±0.08 ±0.09 ±O .ll ±0.12 ±0.14 ±0.16 ±0.19
±0.06 ±0.07 ±0.09 :!;0.10 ±0.12 ±0.14 ±0.16 ±0.18 ±0.20
Table 6-36: Thickness Tolerance B I
6·
Unit:
I
DivIsion byl I Nominal Widthl I IDivision by I I Nominal Thickness I I I Under 0.10 10 ;10 to O. 16, 10 . 16 to 0.25, 10 . 25 to 0.40, 10 . 40 to 0.60, 10 . 60 to 0.80, 10 . 80 to 1. 00, 11.00 to 1. 20, 11. 20 to 1. 60, 11. 60 to 2.00, 12 . 00 to 2.50, 1 2 . 50 to 3.20, 1 3 . 20 and over
/
--1
Under 160
250 to 400, excl.
400 630, excl.
Divi Under
±0.010 ±0.015 ±0.020 ±0.025 ±0.035 ±0.040 ±0.040 ±0.050 ±0.050 ±0.060 ±0.070 ±0.080 I ±0.090
I excl. I excl. I excl. I excl·1 excl I excl·1 excl. I excl. I excl. I excl. I excl. 1
160 to 250, excl.
±0.020 ±0.020 ±0.025 ±0.030 ±0.040 ±0.045 ±0.050 ±0.050 ±0.060 ±0.070 ±0.080 ±0.090 ±0.100
ASEP Steel HandbaaL ·266·
2,000 ±0.030 ±0.035 .<0.040 ±0.045 ±0.050 ±0.050 ±0.060 ±0.060 ±0.080 ±0.090 ±0.100
4,000
Steel Flat Products 6-41
Unit:
Unit: mm
6-37: Width Tolerance A I
1,600 and over
I I I I I I
Division by Nominal Width Under 1,250
1,250 and over
+7 0
+10 0
I
±0.08 ±O. ).0 ±0.12 ±0.14 ±0.16 ±0.18 ±0.20
I
I
I
I I
I I I I
Unit: mm
6-38: Width Tolerance B Division by Nominal Width Under 1,250
1,250 and over
+3
°
°
6-39: Length Tolerance A Division by Nomillal Length excl. Under 2,000 2,000 to 4,000, excl. ±0.030 ±0.035 ±O.040 ±O.045 ±0.050 ±0.060
I
+4
4,000 to 6,000, excl.
Unit: mm
I 1 I I I I I I
ASEP Steel Handbook -267-
Tolerance +10
°
+15 0
+20
°
6-42
Steel Flat Products
Table 6-40: Length Tolerance B
, I I I I I
Division by Nominal Length Under 1, 000
I
Tolerance
I I
6
+3
I
,
2,000 to 3,000, excl.
I I I
3,000 to 4,000, excl.
a
I I I I I I I
1,000 to 2, OOO,excl.
L-
+4
a
a o o a o o o a o
+6 0 +8
0
Table 6-41: Flatness Tolerance I Classification I of Warpage I IDivision of I INominal Width I
I lunder 11,000 11,250 11,600
Buckling Wave
Elongation of Edge
0, 0,
1-------1------ - - - - 1,000 I to 1,250,excl I to 1,600,excl.l and over
8 10 12 14
12 15 15 20
Notes: 1. Buckling wave is the warpage of the entire width of strip. 2. Elongation of edge is the warpage of edges of the sheet 3. Elongation of center is the warpage of the center of strip.
ASEP Steel Handbook -268-
6 8 9 10
O. O. l. l. l. 1. 1. 1. 1.
ASTM A446M-87
e 6-42: Preferred Sheet Dimensions Recommended Thicknesses, mm
Unit: ration mter
6 8 9 10 .:1e sheet
0.el5 0.40 0.45 0.50 0.55 0.60 0.65 0.7 0.75 0.8 0.85 0.9 0.95 1.0 1. 05 1.1 1.2 1.4 1.6 1.8
Recommended Widths, mm
2.0 2.2 2.4 2.5 2.6 2.8 3.0 3.2 3.4 3.5 3.6 3.8 4.0 4.2 4.5 4.8 5.0 5.5 6.0
300 400 500 600 800 1,000 1,200 1,500 2,000 2,500 3,000 3,500 4,000 5,000
Recommended Lengths, mm 2,000 2,500 3,000 3,500 4,000 4,500 5,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000
\
r strip. he sheet
ASEP Steel Handbook ·269·
-------------------_ _ - - - _ _ ..
...
.......
...
6-44
Steel Flat Products
Table 6-43; Chemical Requirements Composition,%
I I I I I I I I I Carbon, max. I I Phosphorus, max. I I Sulfur, max. I I Copper, when copper I I steel. is specified, mini
Grade B
A
0.20 0.04 0.04 0.20
0.20 0.10 0.04 0.20
C
0.25 0.10 0.04 0.20
DA
0.40 0.20 0.04 0.20
F
E
0.20 0.04 0.04 0.20
Over
1,5C
I
A Class
or
1 and 2.
UI
the Table 6-44; Mechanical Requirements, Base Metal Yield Point, min Grade I MPa (ksi) I I I 230 (33) IA I 255 ( 37) !B I IC ! 275 ( 40 ) 345 (50) ID Class 11 345 (50) ID Class 21 8 (80) lEA 550 I 345 ( 50 ) IF I
Tensile Strength, Elongation min MPa (ksi) nun (2 in. ) %
310 360 380 450
( 45) ( 52 ) (55) (65)
570 (82) 480 (70)
20 18 16 12 12
1,50( 12
A If the Rockwell B result is 85 or higher, ro tension test is required, 8 The yield point approaches the tensile strength and since there is no halt in the gage or drop in the beam, the yield point be taken as the stress at 0.5% elongation, under load.
ASEP Steel Handbook -270-
Over
unequ the t,
Steel Flat Products 6-45
,Table 6-45a: Thickness Tolerances of Hot-Dip Galvanized Sheet A Specified Width, mm
Over 0.50 0.04 0.04 0.20
I I I I I
I :l
in 501
min,
20 18 16 12 12 ; 12 luired. nt
I I I I I I I I I I
Through 1,500
Thickness Tolerance, Plus and Minus, mm For Specified Thickness, mm S
Through 0.4
Over 0.4 Through 1.0
0.08
0.10 0.10
1,500
Over 1.0 Through 1.5 0.13 0.13
A Thickness
is measured at any point across the width not less than 10 mm from a side rdge. B Regardless of whether total thickness tolerance is specified equally or unequally, over and under, the total tolerance should be equal to twice the tabular tolerances.
hble 6-45b: Thickness Tolerances of Hot-Dip Galvanized Sheet A (Cont I d.) Specified Width,
Over
Through 1,500
1,500
mm
Thickness Tolerance, Plus and Minus, mm For Specified Thickness, mm B Over 1.5 Through 2.0
Over 2.0 Through 2.5
0.15 0.15
0.20 0.23
Over 2.5 Through 5.0 0.23 0.23
( A Thickness is measured a t any point across the width not less than 10 mm from a side edge. B Regardless of whether total thickness tolerance is specified equally or unequally, over and under, the total tolerance should be equal to twice the tabular tolerances.
ASEP Steel Handbook ·271·
I
6-46
Steel Flat Products
e
PNS 67-86
Unit:
Table 6-46: Standard Nominal Thickness 0.20 0.35 Note:
0.40 0.80
1. 00 1. 60
0.25
0.50
1. 20
0.30
0.60
The nominal thickness of sheets and coils is tte thickness of the metal in millimeter measured prior to galvanizing.
Unit:
Table 6-47: Standard Width and Length Standard Length
IStandard Width 1 1 1 1 1
760 915 1,000 1,220
1830 1830
2440 2440 2440 2440
2140 2140 2140
2750 2750
3050 3050 3050 3050
Table 6-48: Thickness Tolerance Widthl 1Nominal 1Thickness 1 IUnder 0.25 10.25 to 0.40, 0.40 to 0.60, 0.60 to 1. 00, 1. 00 to 1. 60, 1. 60
excl. exc1. excl. excl.
1 1 1 1 1 1 1 1 1
Unit:
Under 1,000
±0.04 ±0.05 ±0.06 ±0.07 ±0.09 ±0.12
1,000 to 1,220
±0.04 ±0.05 ±0.06 ±0.07 ±0.10 ±0.13
Note: 1. Thickness is measured at any point across th8 width not less mm from the side edges.
ASEP Steel Handbook ·272-
Th
Steel Flat Products 6-47
Unit:mm
e 6-49: Tolerance on Width and Length Tolerance
Division Width
+10
o
1. 40
--------------------------1
Length
+15
o
the
The actual length of coils must not be less than the nominal length.
'Uni t:
3660 3660 3660 3660
,220
ess than
ASEP Steel Handbook -273-
I I
6-48
Steel Flat Products
NOTES
ASEP Steel Handbook -274-
-~
Design Examples 7-1A
PART? DESIGN EXAMPLES
ASEP Steel Handbook -275-
7-1B Design Examples
NOTES
IXdilllJ;'.l E
~.lI' (jill1~' j
ASEP Steel Handbook -276-
E
Design Examples 7-1
CONTENTS . Nomenclature . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . '"
" .. 7-2
. General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-3 # 1 - Desigll of a Purl in . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-6
Ie # 2
-
Desigr, o:f a Strut . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ 7 17
# 3 - Design of a Beam . . . . . . . . . " ... " . . . . . . . . . . . . . . . 7-20 # 4
-
Example # 5 -
Design of a Column with Uni-Axial Rencling . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7-26 Design of a Column wi th
Bi-Axli'11 nc, ndin 9· . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . 7-35
ASEP Steel Handbook ·277.-
7-2 Design Examples
NOMENCLATURE
Symbol
A B DL F
/ FT
~Y LL M
MN MT P P DL
P LL r
rx
~r
Definition
Cross-sectional area Flange width of section or shorter leg of tubular section Dead load of the member Basic design stress component of inertia Basic design stress component normal to the roof Basic design stress component parallel to the roof Specified yield stress of structural steel Importance factor Live load acting on the member Bending moment Bendi.ng moment. normal to the roof Bending moment parallel to the roof Concentrated load Concentrated dead load Concentrated live load Radius of gyration Radius of gyration about x-x axi.s Radius of gyration about Y-Y axis Wind Load
ASEP Steel Handbook -278-
Design Examples 7-3
DESIGN
mm N/m MPa MPa MPa MPa N/m kN-m kN-m kN-m kN kN kN mm rom rom N/m
EXA~lPLES
A total of five design examples are of the handbook to demonstrate simple ,typical structural steel commonly using the various tables in the
presented in this Part design procedures of encountered in actual Steel Handbook.
The first example is that of a purlin. Light gage purlins comprise approximately twenty percent (20%) of the total weight of a structural steel roof structure. Normally. a purlin is considered to be a simply ed beam. but the design of which is complicated by the presence of sag rods. The purlin design is further complicated by the inclination of the roof. which prostresses along the normal and tangential axes of the purConcepts related to the design of purlins are discussed to the presentation of the calculations. Post installation of other trades which affect the integrity of the ~rlins and accessories are also discussed in order to alert the designer about some of the more common of these practices. A typical strt.t is discussed as the second example. Inexperienced designers may design a strut just to comply with the '''"WUt!rness ratio requirement of the NS. However. struts play vital role they being a lateral . For an unusually wide building. struts (together wi. th the rod braces) are critical to the structural stability under wind load paralThe first to the ridge or longitudinal axis of the buildi.ng. struts are the most critically-loaded element and deserve careful consideration. Failure to properly analyze struts result in a building collapse with its trusses behaving a "fallen" deck of cards. The third example is that of a simple. roof beam carrying a at the center. typical of a situation where wide column is required. While the calculations for a simple beam a center load is only presented in this design example. r important simple beam type commonly encountered in ice are also discussed. Examples of these are floor ng "filler" beams. Crane runway girder. although simply ASEP Steel Handbook ·279·
t
7-4 Design Examples
ed, are not really simple in design as they are subj to moving lateral traction loads, transversely and longituu",,,.. ly, in addition to vertical moving loads. To complicate design, most of the time, either a "welded" built-up asymmetri section or a combination of two rolled shapes is used. The fourth example is a column usually found in structural steel buildings. Mill building columns, "indoor" traveling cranes, are also discussed to introduce designers to other "special" columns that are encountered actual practice. ApproximC'.te manual deg concepts discussed. A preview to more "sophisticated" design methods given. Anchor bolts are also discussed. Tips on the design proach depending on the magnitude and nature of the forces on anchor bolts are also presented. Related topicS on footings also discussed. The fifth example is that of a column in a high-rise ing subjected both to simultaneous vertical load and bi-axi bending. In all probability, the design of such a bi-axi loaded column, under present "state-of-the-art", is implemlenlt& with the use of sophisticated computer analysis and software. Nevertheless, it is important that the designer aware of the design method, in order to "demystify" the process. Also, it is necessary sometimes check the output with actual "hand" calculations, just to be sure that computer is not producing garbage.
to
A brief discussion vf pertinent information useful to designer is presented prior to the actual calculations invu.Lva in the manual design process. Design concepts focused on particular examples are presented to force the designer to at the problems more intimately and have a clearer view of "design philosophy" behind the concepts. Comprehensive related to the design of the particular member are also discUSIIS to have complete perspective of the locdlized structural "vis-a-vis" the overall design of the whole structure. Information or data, not specifically provided by the were obtained from standard practices of experienced s steel designers. These data had become and adopted as good neering practice, after several years of successful ASEP Steel Handbook -280-
I
Ste
Design Examples 7-5
structural engineers, steel. fabricators and
juce ',mtered '1cepts '.uethods jesign ('ces on :Jtin'Js
j bi-ax~ ...u imp 1 emen't4 and
manufac-
Experienced steel designers will probably find the examples simple or uncomplicated. To these "elite" colleagues, their and valuable constructive criticisms are expected. On other hand, the "updated" property tables and the additional diagrams will be a wealth of information rarely published in Ie reference book. It
is
hoped that with these design examples, incorrect assumptions and practices of inexperienced design IIY.l1~ers in structural steel may be addressed and hopefully nrr'Arred. Inste2d of the slow, sad and painful learning process mistakes, it is faster, joyful and wiser to learn from the ence of others, some of whom had probably gone through the learning process themselves. the other hand, for the young civil engineers, these examples may serve as their guide, to help them in their step towards the satisfying adventure in structural steel by understanding the proper approach to the design of structural and the use of the various tables in Steel Handbook.
e that
ul to s ed on er to ew ive a di:;c.u",,,, al el
the struc good
ASEP Steel Handbook -281-
,
7-6 Design Examples
EXAMPLE # I - DESIGN OF A PURLIN
General Light gage sections are normally used as purl ins suppo roofings and as girts ing wall claddings. Lines of rods are necessary for purlin alignment and as their intermed1~ s along the weak axis. The number of lines of sag depends on the purlin span or bay distance between the trusses, rafters or frames. A sag rod spacing of about 1.50 considered i~eal for light gage purl ins. Engineers follow the sag rod spacing standard indicated below: Number of Lines
F 1 re~lu1r
Max. Bay Distance 3.00 m 4.50 m 6.00 m
1
2 3
T
The roof slope commonly used by Engineers is about 1 cal to 4 ~orizontal, except where there are constraint or spec reasons necessitating a more gentle or a steeper slope. standard or lesser roof slopes ing Galvaaized Iron (G. or asbestos roofing sheets, 51~ •..!?.1lU1) diameter sag rods are adequate. For roofs with steeper slopes ing heavy roof (such as concrete) tiles, or unusually heavy live load (such in "lahar" areas), larger diameter sag rods may be necessary. Roofing sheets are usually connected to the purl ins by of the following fasteners: (1)
(2) ( 3)
(4)
Flat G. I. straps with rivets G. I. wire straps Hook bolts, and IITek" screws/rivets
Where hook bolts are to be used, the hook should engage entire width of the lower flange of the light gage purlin and just the "down-turned" lip of the top flange of the purlin.
ASEP Steel Handbook -282-
Ir
c Ro ord us
pur
Design Examples 7-7
For
of
a typical roof, without a ridge monitor or ventilator the lowermost roof shall be provided with a truss consisting 0 ' bent sag rods (diagonals) and purlin struts rticals) in line with the straight sag rods. The ridge (space between the two ridge purl ins) shall be provided with struts only. The ~dea is to provide a positive method of ixing the alignment of the purl ins within the bay.
he .50
For a roof with a ridge monitor or ventilator frame, both lowermost and uppermost roof shall be provided with a In this special case, the pe,ak strut is no longer
Where the roof is very steep, roof slopes 40' or steeper, trussed roof s are required, so that the tangential are properly taken cared of. Otherwise, larger diameter rods are required on the upper part of the slope in addition heavier ridge purl ins. The
)e.
i3ary. is
by
gage ,n and in.
tr'lSs system is designed for the cumulative tanreaction forces (at the sag rod locations), of all the placed below the truss system. The "strutted" (top and bottom) chord of the truss system are for axial load and bi-axial bending. The compression purl ins may have to be reinforced or doubled, if
In standard roof slopes, with a truss top chord wind bracing having no distinct top chord strut~ intermediate "trussed" may also be required. The purlin flanked by top chord connections has to function as a "strutted" purl in. Roof cladding is sometimes assumed to be a rigid diaphragm. to justify this assumption, however, it shall have fixity to the purlins. This can be accomplished with use of "Tek" screws or rivets directly fastened to the top of the purlin. The other fastening systems may not efferevent relative movement along the longitudinal axis of
ASEP Steel Handbook -283(
7-8 Design Examples
Purlin Design In this particular example, the purlin is not part truss system. The roof is an inclined plane and the design thereon loads have to be resolved into normal and tangential (perpendicular and paral.'el, respecti to the roof.' The purlin is ed tangentially by lines of sag rods. The purlin behaves as a simply ed in the normal direction and as a 4-span continuous beam in tangential direction. Along the tangential spans, the purlins assumed to be as follows:
(1) (2)
(3)
The end s (at the trusses) and inte s (at sag rod locations) are co-linear. For simplici.ty, although the tangential are applied at the top flanges they are assumed to through the shear center, therefore the purl ins analyzed disregarding torsional stresses. Top flanges are effectively ed in the direction by the roofing sheets.
The design illustrates the more common Situation where purlin is used for the roof a typical building without large or end wall openings. The critical cowpressive stress is on top flange which is assumed to be full~' laterally ed the roofing sheets. The bottom flange may undergo compress stresses for dead and wind load combination, but the stresses still within the allowable values considering lateral at sag rod locations. There are special applications where the bottom flange be critical such as when there' is substantial internal or external suction. Special attention should be given following: (1) (2) (3)
Purlins on canopies, Buildings with one side open and three and Cantilevered roofs over bleacher seats.
ASEP Steel Handbuok -284-
sides
b
~n'nn'()r
Pl Si
GE
HE
rc
Design Examples 7-9
of
T
:ed in
For such situations, ordinary sag rods may not be able to provide effective lateral s against torsional buckling. Short struts (with angle connectors at both ends) instead of sag rods may be necessary. The length of the angle connector shall be equal to the depth of the purlin. Two bolts located as near as sible to the flanges shall be provided. The struts, located opposite sides of the web of the purlin, commonly connected by two bolts, will then provide the necessary stiffness to SUtlDort_ the purlin laterally, especially the bottom flange.
Lins .
to ins
ere rge on rted
cnge pressure to the
Sometimes, purl ins are made to loads which were not -considered in the origina_1_ design. These "extraneous" loads are air conditioning duc~s, sprinkler piping systems, electrical condui ts and cei lings. Furthermore, "unscrupulous" trade conhang their wares for convenience onto the purl ins using ther G.I wire, or small diameter rods, or 50 mm x 50 mm wooden Worse, wire or rod hangers are sometimes ed, not the purlin itself, but on the sag rod. So the sag rod bends pulls the purlins laterally out of alignment. The purlin sags and twists resulting in a se:lous maintenance problem. Generally, conduit pipes (for lighting purposes) and minor :piping (for sprinkler systems) may be permi tted but not electrome,cnanl1cal process piping (such as for plants and factories). ;Ceiling (on either aluminum or steel T-runners) may also be lerated but not conventional plywood ceiling on (either 50 mm x mm or 50 mm x 100 mm) nailers. Heavier non-metal roofing, such as brick, clay or concrete les, may be ed by light gage purlins with closer spacing required by design or by the method of recommended by roof tile manufact-,rer. The advantage of these type of type" of roofing is that there will be no uplift on the
ASEP Steel Handbook -285-
------------- -----.---
7-10 Design Examples
EHAMPLE #1 - DESIGN OF A PURLIN
Sht. EH 1.1
GiVE N 3pan, I.. = 5.00 rn. Roof 310pe Angle, IX = 14.030 deg. (Jurlin 3pacing, 3 = 1.00 rn. No. of Ones of Sag Rods = 3 Height of Roof = 6.00 rn. Wind Zone = 2 Exposure Category = B Irnportance factor, I = ! 70p flange fully ed laterally by roofint}.
30W710N
Wind Dead
live
7ang! DI.. LI..
\ REFERENCE
Dead I..oads: G.I. Roofing = n.on Pa Purlln & Access., say = 08.00 (Ja 7otal, rz, = 14000 pa
UVe I..oad.·
f
=
1000.00 Pa
NS Teble 2.1C
Wind I..oad. (Method 1 - Norrnal force Method) 3tagnation Pressure, qs = 1560.00 Pa Cornbined height, Exposure & Gust Coefficient, Ce = 0.07 Shape Coefficient, C'1 = - 0.90 (Suction) = 0.30 ((Jressure) Design Wind f)ressure, ~ = Ce C'1q., I Suct ion = 007(- 090)! 500.00(! ) = - 90450 Pa (Jressure = 0.67(0.30) 150000(1 ) = 30150 Pa
NSyP Fi g. 2.3-A NS Teble 2-J NOTE:
Purli ns are considered parts of pri mary frames.
Norrnal I..oads 0er Uneal Meter. DC rz, S cos IX = 140.00(100)(097) = !35.82'Nlrn 1..1... q S cos IX = !OOO.OO( !OO )(097) = 970 14 N Irn WI... ~ S =- 90450(!00) = --90450 N.'rn (Suction) = 30150(100) = 301 SO N Irn (Pressure)
Mo rnic
ate roo
ASEP Steel Handbook ·286·
-
"~"'N"',~,V~"'.''''''~_~.'';'''·
"" - Y "
1.1
EHAMPLE # 1 - DESIGN OF A PURLIN
'>tlt. f.H 1.2 FTFFRFNCF
!ad & ·jve
Tangent ial Loads Per Lineal Meter. DC q, S sin ex U ~ S sin ex
=
=
140.00(1.00) 0243 = 33.96 Nlm 1000(100) 0243 = 243.00 Nlm
DES IGN LOAD COM/3 I NAT IONS NCE
Case
# ,,' (D +
L)
WI( = 13S.82 + 97014 = I lOS 96 Nlm WT = 3396 + 24300 = 27696 N 1m
; 2.1 C
WI( Wr 2.3-A
32-J
= =
07S( I IOS.96 + 30 I 50) = 10SS.60 Nlm 07S(3396 + 0) = ;:S47 Nlm
Case #3: WI( Wr
= =
0.7S(D + WSuct. )
0.7S(l3S82 -90450) = -S7652 Nlm 07S(3396 + 0) = 2S47 Nlm
NOTE--) Case I GoVerns l
Calculat ion of Normal & Tangent lal /3endlng Moments. Most proable crit Ical sect lo'ls are at the mid-span (max. normal positiVe moment) and at a point between the 1st and 2nd line of sag rods.
ASEP Steel Handbook -287-
~~~";bC"'"
7-12 Design Examples
EHAMPLE # 1 - DES 1GN OF A PURLI N
REFERENCE
Normal /3ending Moments
S'l mm . 1.25
m
1.25
m
Part 9: Miscellaneous Tables and Date
Sag Rods
t-----'? X
MIj
Sht. EH 1.3
A
/3
327
3456
=W(yX(I.-X)
2
1.92 m
Normal /3ending Moment Diagram At Section
0 /::'"
X = ) 25 + 0.536(125) = 192 m Mw - (! !OS.96x 10-3 ) !92(S.OO - !92 )/2 , = 327 k.N-m At Section
0
(Mid-Span)
Trial
Mw = O.!25W(y /..2 = O!25(i 105.96xlO- 3 )(500l = 346 kN-m
RE Tf re
ASEP Steel Handbook -288-
Design Examples 7-13
.1.3
NCE
Sht. EH 1.4
EHAMPLE # 1 - DES IGN OF A PURLI N
REFERENCE
Tangent ial /3ending Moment ~
9: , ,eous d Dete
! 2S
0530(125)
(:4
m
=
0.07 m
~ /3
-0.0 3!
/ I"-
Mr
/ 0.0!0
Pert 9: Mi scell eneous Tebles end Dete
S'I mm
Tangent ial /3ending Moment Diagram L
=! 2S
At Sect ion Mr
m
Wr
=
276.96 N/m
0
0.0304Wr12 = 00304(27690 X ! 0- 3 )(! 25)2 = 0.0!0 kN-m
=
At Section
@
Mr = 007!4WrL2 = 0.07 ! 4 (27f, 90 X 10- 3 )( 125 i = 0.031 kN-m Trial Section: Req'd Depth
= = =
U30 5.00 X !03/ 3 0 166.07 mm
The closest I.C shape to satisfy depth requirements is an I.C !75 mm
ASEP Steel Handbook -289-
NOTE: I f den ect ion is not criticel e shell ower section mey be used.
7-14 Design Examples
EHAMPlE # 1 - DES IGN OF A PURlIl\
Sht. EH 1.5
REFERENCE
7[\/. LC n5x50X20X20 rnrn
Sx = 30.0 Xl 0 3 rnrn 3 Sy =55 xl0 3 rnrn 3
Ix = 2,021 X 10 3 rnrn'i Iy = 199 X 10 3 rnrn 'i Xc = 14.2 rnrn
Pert 3: Cold-Formed Gage Shapes
7c
y
2
sirni/(
c.g.
Xc
y Norrnal 13ending Stresses Norrnal flexural stresses at all points (1,2,3 & 4) shall be calculated using the following: fN
=
NJNI Sx
At point (j) of Sect ion 0) MN
=
327 kN-rn
0v
Sx
=
30560 rnrn3
(327xI0- 3 )1(300 xl0 3 X 10- 9) =109.00MPa
=
ASEP Steel Handbook -290-
!
Design Examples 7-15
1.5
,NCE
Sht. EH 1.6
EHAMPLE #1 - DESIGN DF A PURLIN
REFERENCE
langential /3endlng Str§sses
'3:
langentlal flexural stresses s0al/ be calculated using t0e follow Ing
ed Light apes
At pOints / & 3.
fT
=
M/3y
At points 2 & 4
fT
=
MTXc! Iy
At point @of Section@ M Iy
= =
0.0/6 kN-m /99 x /03 mm 1
fT
=
00 /6! ((! 99 x!o 411 4 / )( 10- 6))
= //2
Xc
=
/4/ mm
M('a
Similar calculations yield t0e following tabulation.
I!1/3ULAlION Of S7RESSES Moment (kN-m)
'"' <::l Q.
Normal
~ 'I) 'I)
3.27
/
- 10900
2
- /0900
- / /5.33 - / /5.33
3
/0900
/ /5.33
4
10900
/ /5.33
0.0/6
-0031'
Moment (KN-M)
~
2 3 4
-2.82 / /2 -282 //2
5.46 - 2. 16 546 - 2 i6
Z 3 4
- / / / .82 - 107.88 /06./8 / /0. /2
- /09.87 - / /749 /20.79 ( / /3./7
i--
'0
'"s:
langentlal
'I)
<::
Combined Stresses
3'/6
ASEP Steel H2ndbook ·291-
Maxlmu/li
7-16 Design Examplns
EHAMPLE # 1 - OES IGN OF A PURLI N
Sht. EH 1.7
Since the maximum compressive stress is less than the '/Jasic stress' of J23.6 Mf?a the trial section is adequate. The required minimum yield point of the materia!, fy
= 104.997/0.6
=
J74995 Mf?a T
Deflect ion The deflect ion normal to the plane of the roof shall be computed using: 970.J43 NIM E = 2x J0 8 Kf?a
WIIU =
o
/. = 5.0 M Ix = 2664 X 10 3 mm'1
5 WIILL /.4 5x970J4(JO-3)(500)'(J015) = 384 E Ix = 384(2xJ08 )(2664 XJ03) J4.82 rnm
Allowable U deflect ion for f"lexible roofing (G. I.) = U J80 = 50001 J80 = 27.778 mrn ) 0 OK.!
Part 9: Mi see 11 aneous Tables and Date Th el
me In
Doul
ASEP Steel Handbook -292-
1-!
H
1.7
Design Examples 7-17
EXAMPLE # 2 - DESIGN OF A STRUT
In the design of industrial buildings, the bottom chord of roof trusses are ed laterally by horizontal struts at regular intervals. These struts are normally designed as compression of a horizontal truss system to take care of lateral wind loads perpendicular to the end walls. These horizontal truss systems are called "braced" bays 'distributed eithe~ cortinuously or alternately along the length the building. For an "all-steel" building, it is typical to :-find the EOond bays as "braced" together wi th one or more intermebays. The bottom chord struts of the end bays are the
-t 9: Itlneous and Dtlte
The advantage of con-tinuous bottom chord struts is the -distribution of the tote l. wind force into several bays resulting _in minimum sizes for the truss . Not all the braced bays, are considered effective because of axial deformation. The advantage of having discontinuous bottom chord struts is el.imination of the struts at the "unbraced" bays. However, chord tie rods in line with the bottom chord struts are required for the alignment and lateral of the chord. The disadvantage, however, is the high uplift and forces at the bottom of the columns of the end braced bays, may require heavy anchor bolts and footings. In very rare instances, horizontal bottom chord struts may required to take care of horizontal traction crane loads from traveling cranes or traveling hoists from monorails, hanging directly from the bottom chords of roof trusses. Double angle web of trusses and diagonals of single9raced s are designed as simple struts. Single angle struts shapes eccentrically loaded or connected, are designed as compression with bending moments about one or both ipal axes.
ASEP Steel Handbook -293-
7-18 Design Examples
Bottom chord struts come in various shapes or sectionn. lightest are C-shaped light gage sections singly or two sect connected back-to-back or as a closed box. Four light formed into a box with intermediate welds on four sides or bar separators are also very popular. Circular pipes may also used but cost more than the aforementioned sh3pes.
GiVe
Lei
Ax Me Us
Bottom chord struts, like purlirs, are generally especially where there is a ceiling. 1'he strut is made to port the ceiling, air conditioning ducts and electro-mE,cIlal~l,~aJ piping. The strut becomes a beam-column instead of an axial loaded compression member as originally designed, The situation is when the strut is cut because it is on the some facilities. This may be allowed for a long building prov ed the strut is installed somewhere at the middle of the longi dinal axis of the building beyond the numb"r of braced assumed to be active for wind bracing. For a short building a few braced bays, however, this may not be tolerated. Diagonal may also function as compression struts, such as in Chevron, V- or K-bracing systems. In systems, secondary lateral suppcrts along the weak axis, may al be required for the brace if it is made up of double angles or H-shaped section. These type of steel sections are typical diagonals in self-ing antenna towers and in roof trll'''''''. with long spans.
Requ, Requi
r Try:
I
,ti -
(Q
/1",
J.()lil.JC C
KL
For unusually long struts, such as diagonal the base of a tall self-ing antenna tower, or for through-type bridges, struts are usually composed of four or two channels, with single or double lacing on the open of the composite or built-up member. I
Strut DeSign This particular example demonstrates the use of a Tee section (BWT Series) as a bottom chord strut. In this pIe it is not necessary to reduce the stresses since width-to-thickness ratio of both flange and web are within desirable values, i.e.,the reduction factor 08'= 1.0.
ASEP Steel Handbook -294-
Therei bendir.
Design Examples 7-19
[HAMPLE #2 - DES IGN DF A STRUT
Sht. EH. 2.1
Given: Length, L = 6.00 m lixial Load, (J = 4000 kN Material Yield Strength, fy = 245 M(Ja Use !3w/t--{jp Tee Shape (!3W7)
(J
~C:I====:=JIE--
(J
REFERENCE
SOWT fuN Required Slenderness I\atio: KUr = 200 Required radius of gyration.' K = 1.00 r = kU200 = (6.00x 1000)1200 = 30.00 mm
Part 1: Built- Up S ha pes
. Try' !3WT 125x!7
Ii = 2190 mm 2 : Qa = 1.00. lieal
(.h'~'c = j ~ 1'/ ---p;KUr
=
=
r x =346 mm ry =35.8 mm <-- Use thisl 2 (7[2)(2x 10 245
(6 OOx1000)132S
=
5
)
= 12694 .
167.6 say 168 Refer to ALLOWABLE
rs
Since KUr '> Cc the allowable compressiVe stress is.' fa = 3649 m(Ja Qa Qs
= =
1.00 1.00
KLir > Cc If there is no val ue for Qs on BWT Shapes Table
Capac ity, (J cap = (Qa)(Qs)(fa)(li) =(100)(100)(3649 X)03 )(2190 xI0- 6) = 7991 kN '> (J s nee hin
COMPRESSIVE STRESS Table. Val ue of Ca does not appl y when
Therefore trial section is veC/.. adeguate, f!Ven if bending due to self weigh: is inrluded.
ASEP Steel Handbook -295-
use Qs = 100
7-20 Design Examples
EXAMPLE # 3 - DESIGN OF A BEAM
General In
the design of beams, . the allowable bending stress pends on the lateral s of the compression flange. lateral is assumed for simply ed floor ing concrete slabs. Usually, filler beams wooden or steel floor joists may be considered as fully except for in cases where the joist spacing is unusually wide. It is very rare where the loaded flange of a beam has lateral . A crane runway girder is a typical example this extra ordinary condition. The principal load of a girder comes from the vertical and horizontal wheel reactions the Lraveling bridge crane. For light cranes, the end trucks saddles are provided only with two whe0.ls. Heavier cranes eight wheels per saddle not uncommon.
( (
Tt per
The traveling crane bridge cannot be considered a for the compression flange of the crane runway That is why it is not uncommon to find the top (comp'rE'SEli~ flange of crane runway girders substantially wider ~han bottom (tension) flange. For this type of crane runway the top flange alone is made to resist horizontal bending from the side thrust of the crane wheels, in addition vertical bending moment due to the traveling crane wheel In other words, the maximum stress on the top flange of runway girder is equal to: (1) (2)
The flexural stress of the crane runway girder due vertical loads, and The flexural stress of the compression flange only to the lateral loads.
For very heavy crane systems, the crane runway girder its own horizontal truss at the level of the top flange to lateral . In this situation, the top flange of the girder acts also as one of the chords of the horizontal system. Calculations are complex becaus3 the top flange as a continuous chord of the lateral truss loaded with a ASEP Steel Handbook ·296·
The
Design Examples 7-21
moving load, resulting in local horizontal bending. The most critical positioning 07 the wheels will have to be determined (probably by cut and try method) that will produce the maximum bending moment at a particular peint along the top Therefore, the maximum stress on the top flange of the runway girder is equal to:
5S
r beams pporting upported wide.
(1) (2) (3)
has mple ions 'ucks les
or with
girder. Jression) ,~han the girder, :J moment to the al of
due to only
rder to act :he :al
The flexural stress of the crane runway girder due to vertical wheel loads, plus The axial stress of the top flange as a chord of the horizontal truss, and The flexural stress of the compression flange due to lateral loads, wilen the set of wheels are positioned to produce the maXlnum horizontal bending moment.
The deflection in a crane runway girder is very critical to performance of the traveling crane bridge, that is why it is standard practice to limit its deflection to 1/1000 of the span. There had been serious maintenance problems for traveling cranes Isupp.orted by slender crane runway girders. Tile traveling crane motor gets overloaded, slows down or burns out when it starts negotiating the upward climb from the lowest point of a sagged
Inadequately designed top flanges of crane girders also serious maintenance problems on the crane runway girders. necessary that the crane rails (which are fixed to the top runway girder flange) are made parallel throughout the of the runway_ However, due to lateral buckling of the flange (during the age of the crane) or permanent lateral due to yielding, the top flange, together with the out of alignment. There
had been instances where misalignment of the crane such magnitude that the crane stalled because of side friction between the crane rails and the saddle So much friction force is generated along the inner and edges of the rails where the misaligned rails are at their t and farthest distance to each other. In very serious Icas:es, the crane gets derailed which could lead to serious damage to the collapse of the traveling crane.
ASEP Steel Handbook -297-
7-22 Design Examples
The design of crane runway girders, es!,€cially for the heavy crane systems, is rather complicated and beyond the of the presented examples, especially since there are no table properties yet for asymmetrical beam sections in this Handbook. The above discussion, however, hopes to alert ers on the special care that should be observed in the design this particular type of beam.
GIVE
Spa Con, DI U
Beam Design
fy;
The example presented in Example # 3 is that of a roof spanning two bays, carrying a roof truss at mid-span, with bottom chord directly resting on the top flange of the beam, truss is assumed to be laterally sUPJorting the beam. assumption is valid only if there is complete horizontal chord truss bracing system on both sides of the roof Otherwise, the distance between lateral s for the sion flange shall be the entire beam span.
tI1itJI
LatE
For lateral s of compact compression flanges exceeding Lc ' the allowable compressive bending stress is 0.6 Otherwise, the allowable stress becomes 0.60F y only. For sections with lateral s exceeding Lc but not more than the allowable bending stress is also 0.60F y . For lateral ports exceeding Lu ' the allowable bending stress is less 0.60F y . Normally, for ordinary welded built-up beam spans, it sufficient to use minimum fillet welds connecting the flanges the web. The minimum size of fillet welds are shown on 4.17.2A, page 4-50 of the NS. However, for beams with concentrated loads, the minimum weld has to be checked for shear stresses and increased, if necessar}.
71)
7he wit! /3/~
IX ;
rt; /3;
ASEP Steel Handbook
-23.8-
Design Examples 7-23
Ie
very scope :able of -; Steel design:lign of
beam, i th the 'im. The This bottom truss. compres)f
ges not O.65F y ' compact than L u ' al supss than
it is mges to m Table :h heavy )r actual
EHAMPLE #3 - DESIGN OF A BEAM
Sht. EH. 3.1
GIVEN P
Span, L ~ }O.O rn. Concentrated Load at Mid Span. N =36.00 kN U = 45.00 kN fy = 248 MPa Lateral , Lb ~ 5.00 rn. Minirnurn f3earn Depth = U30
0
w
8 }OO kN '
~
REFERENCE
SOLU110N Calculate f3ending Moments. Assurne self weight, w = 050 kN Irn Due to P = PU4 = 8} .00 x 1O.001 LI = 20250kN-rn Due to w ~ vIL218 = 050(} 000 )218 = 6. 25 kN-rn 70tal M =208.75kN-rn
7ry cornpact sectionfb
=
0.66 fy : }63.68 Mra
Req'd Section Modulus, Sr = Mlfb = 20875('0 6 )1(16368) = } ,275.35 x} 0 3 rnrn 3 Req'd depth
=
500(10 3 )130 ~ }66.67 rnrn
7rial Sect ion. 7he nearest qual ify ing 13W sect/on is f3W 450 x 83 with the following properties. f3121f = 625 IX = 362 X } 0 6 rnrn 4 rt = 52.3 rnrn f3 = 200 rnrn
HIAf=0}4} Sx=} ,6!lx10 3 rnrn 3 Hltw = 45.00
Part 1: Built-up
S ha pes BW Series
ASEP Steel Handbook -299-
T
I
;
7-24 Design Examples
EHAMPlE # 3 - DES IGN OF A BEAM
Sht. EH. 3.2
REFERENCE
Check. 3ection for ComJ?actness: /312tf = 025 ( 10.80 OK! flange: Web. Hltw =45.00 ( 100.00 OK! ---) 7herefore sect ion is compact. 70 be able to use an allowable bending stress of 0.06fy, the uned length of the compression flange shall not exceed the Value of Lc. Compute, La or
200/3 I fy = (200x200)lj248 = 2,540.00 mm (Lb = 138,0001(HIAf)fy = 138,0001{(0141)248) =3,940.47mm ( Lb
Req'd
=
3ince Lb is greater than Lc the allowable bending stress is limited to 0.00fy or less.
is
NS 4.5.1.4. 1 Sub- Paragraph 5
Since a roo be co
ComJ?ute Cb. M, = 0 M2 = 208.75 k.N-m Cb = 1.75 + 1.05(M, 1M2 ) - 0.3(M, IM2)2 = 1.75 since M, 1M2 =
°
Compwe: j703,000Cb fy
)703,000X 1.75 248 70.43
(
(
(
L rt
!],520,000 Cb fy
(
5.00x 10 3 52.3 95.00
(
P
(
,520 ,OOOX 1.75 248 157.60
Condition satisfied!
ASEP Steel Handbook -300-
I
Design Examples 7-25
. 3.2
Sht. EH. 3.3
EHAMPLE # 3 - DES IliN OF A BEAM
REFERENCE 1 .4.1.2 10//248
\80
fb
2
'3 -
=
[
=
[2
16.60 =
'3 -
Fy(Urt)2 ] 10.55 X lo"'eb
Formula (4.5- 6a)
13489 M(Jo
= Mlfb =
IS
NS Sec 4.5.1.4.5
248 (9560)? ] 10.')5 X I0'" XI 75 248
Req'd ,section Modulus, ,sr
1.4. 1 'graph 5
Fy
1,547.56
x 10 3
mm 3
(,sx therefore section is adequate!
,since the depth of the sect ion is less than U 30, as a roof beam, deflect ion is not crit ical and need not be computed.
ASEP Steel Handbook -301-
r
7-26 Design Examples
EXAMPLE # 4 - DESIGN OF A COLUMN WITH UNI-AXIAL BENDING
General UsuallY,columns with uni-axial bending occur on buildings such as warehouses, factories, manufacturing mill buildings (with or without traveling cranes). these structures can tolerate column braces not only for exter but also for interior columns, at all levels. The effective length factor along the minor axis, Ky axial load, ranges from 0 to less than 1.0 and is assumed 1.0 Whereas, interior columns braced along the minor axis. effective length factor along the major axis, Kx ' is usually than 1.0, for both exterior and interior columns. In this pIe, the K-values are given, but in actual practice it is sufficient to use the alignment chart as shown in Part 7 of Steel Handbook. For exterior columns ing cladding, K is made to 0.0 or less than 1.0 if the cladding is either metal. The column is fully ed 0. '.ong the minor masonry is installed directly against the column and positive dowel connections connecting the wall to flange. Partial is assumed for metal claddilg on the spacing of the girts and the type of fastene,s between cladding and the girts. Special treatment for the determination of Kx ' is for stepped columns, such as found in mill buildings with ing crane systems. An approximate yet fast method is to mine first the point of contra-flexure of the stepped which usually occurs ,,!omewhere belov' the step (connection upper and lower column). Then, tile lower column be a vertical cantilever fixed at the ground level with the column, likewise, assumed as a cantilever fixed at the line. An effective length factor of K 2.0 is used.
1
c 1
Fo r
w: s.
g, oj
cc
=
For stepped columns, two planes of columns braces usually installed. A set of column brace is installed along plane of the centerline of the upper colUlnn with cross ASEP Steel Handbook -302·
o
Design Examples 7-27
extending all the way to the truss level. The other set of column brace is located along the plane of the centerline of the runway girder (extending from the ground up to the bottom runway girder).
NG
lustrial mts and )rmally, ,xterior
for 1.0 for ,as, the 'lly more s examusually of this Ky
e
equal
lere are ., column lepending :ween the
required ,h travelo detern
sumed :the upper he
'aces long bracing
In mill buildings with indoor traveling cranes ed on columns, rod braces may be used for cross-braces above the crane runway level, where the principal stress (due mainly from wind loads coming from the end walls) is assumed to be resisted. Under this condition if the braces are not tied properly at their tersections, they may noise as they hit each other when they brate during the operation of the crane. Below the crane runway level, angle braces are used for additional strength, and ffeners against vibration. Aside from resisting, the wind load coming from the ends, the braces are subjected to longitudinal 'traction loads from the crane wheel s. For ordinary warehouses, it is usually sufficient to use brace rods for columns, especially when there are several braced bays. However, when there are few braced bays, angle braces are sometimes utilized. Cc\lumn braces and struts may be dispensed with when there are masonry walls, but not for buildings with metal sidings. Mill
buildings columns with moderate crane loads and eaves are usually designed as prismatic , with the crane runway ed on either brackets or corbels. For this system, it is necessary to install a horizontal brace, normally inclined at 45 degrees to the axis of the girder connecting between the flange of the girder and the web of the column. This is done to prevent the column from twisting due to the horizontal .traction load from the crane wheels. Weak axis bending of the upper column due to the angle brace reaction must, be investigated, otherwise, a column strut must be provided at the level of the angle brace, in order to prevent weak axis bending the column. tall mill buildings ing heavy crane loads, columns are usually used. The stepped column may be Hor a composite shipe consisting of H-shapes laced with bars. Sometimes, inner shorter columns are used to crane runway directly and independent from the columns ASEP Steel Handbook -303-
7-28 Design Examples
ing the trusses and sidings. However, both columns still connected at the top of the crane column. Usually, columns are designed as fixed at the bottom. 'rherefore, attention shall be given to the design and detailing of the and the anchor bolts. Normally, there are more than one traveling crane in a building, which may not be of the same capacity. The columns shall be designed for maximum vertical and horizu",~,~ reactions. It shall be assumed that two of the heavier are positioned in tandem, with their saddles touching, to maximum reactions on the column. It is normal practice and usually sufficient to design columns for dead and full live (crane) load, impact wind load. However, it is wise to investigate wind load plus crane load without tile payload This Situation can happen when there is a typhoon, with the not in operation, but critically parked at the column. In all cases there is only one column footing, subjected to significant overturning forces. Except where ings are directly resting on rock or "adobe," it is necessary provide stiff grade/footing tie beams along the direction to prevent differential settlements which are critical to the proper operation and minimal maintenance of traveling cranes. If the end wall is a concrete hollow block (CHB) wall, end column is considered ed laterally along the axis, but not along the major axis. In this particular the cladding is assumed to be made of corrugated galvanized (G.I) sheets. Positive lateral s are provided only horizontal struts framing into the web of the column at height.
Column Designed For Uni-Axial Bending A particular examples hereby presented in Example 4 is of a typical end column in a mill building wah metal or sidings. The lateral along the minor axis is ASEP Steel Handbook -304-
ar
berin£ , part. ,bolts S
dir Th to ba,
Design Examples 7-29
mns
he
servatively taken as the distance between horizontal column struts. The siding is rot assumed to offer any lateral . to the outer column flange. End
,e )rizontal
19n crane and 50% of full 1 load).
",hich re footssary to gitudinal are e of
he example,· zed iron. only by·· at mid-
1 is
or is
columns are usually connected to the underside of the chord of the truss and are assumed to be pinned both at the top and bottom. The top reaction is directly transferred to the bottom chord strut. If the bottom chord strut is not in line with the top of the column then the bottom chord of the truss be designed for local lateral bending. The bottom horizontal reaction of the column is resisted by anchor bolts in shear. Two anchor bolts are usually i,sufficient except where the building is exceptionally tall or the ! bay distances very wide. Since the cost of anchor bolts are just a fraction of the total structure cost, it is wise to oversize ancho~ bolts, considering that they are the most abused, neglected forgotten parts of the structure especially after rememthat the whole building is only as strong as the weakest It is good practice to provide two nuts fQr the anchor bolts where the pr2dominant stress is tension. Sometimes the horizontal base shear, for columns especially to braced bays, is large. This large shear is the horizontal reaction of the column brace, which is normally connected by a gusset plate to the column web and top of the base plate. When the anchor bolts become too large, as they have to be designed for both tension and shear, it is wise to use shear plates, welded to the underside of the base plate. The longitudinal axis of the shear plates shall be perpendicular to ~he direction of the shear force. The shear plates are located in the middle of the grooves at top of the pedestal, which are later filled with grout when base plate elevations have been verified. The shear plates react against the c0ncrete pedestal by bearing thereby relieving the stress on the anchor bolts. Actually, good design practice ignores the participation of the anchor bolts in resisting the However, the anchor bolts are then designed for the vertical component of the brace tension, which is mainly uplift on the anchor bolts. The allowable tension on the anchor bolt shall be developed by embedment. Otherwise, anchor bars or other ASEP Steel Handbook ·305·
7-30 Design Examples
effective bolts.
devices
are
used to be able to
use
shorter
Grade beams or footing tie beams connected to the shall be designed to take additional load in compression possibly additional bending if the grade or tie beam is significantly below the top of the pedestal. The footing is designed only for the vertical loads. horizontal reaction is transferred by bearing between the face of the pedestal and the ground floor slab. If the extends beyond the top of the. slab, it is designed for The footing may not be designed for overturning provided adequate slah ties are provided between the pedestal and slab.
I
f
f-
(C
.4s, of t corr.
Max ;t ;t
/3ase deter
TCL/3'W .4 \
ASEP Steel Handbook -306-
=.
Hlt0
rx It
=
=
Design Examples 7-31
ter
EHAMPLE #4- DESIGN OFA COLUMN
Sht. EH. 4.1
(With Uni-AHial Bending) '~ssion
, is
1 0""
(J
GiVen,'
=
26,00 kN
t~,d
oads. the inner ,e p,edestal r bending. vided that 1 and the
Column Heig17t, L = Lx = 900 m Weak Axis I..aleral ,, 1..,/ = Lb = 4.50m factored Axial I..oad, (J = 26,00 kN factored /3endlng Moment at mid-helgi7t of column, M = 80,00 kN-m f,/ = 248 M(Ja (Column is carrying t,-anSVerse load) REFERENCE
SOLUtiON As a start ing point, determine t17e boundary limits of t17e slenderness ratio for bot17 aXis as a main compression member, MaXimum Slenderness Ratio, Ur
=
200
Minimum rx = LX/200 = 9,OOx 10 3 /200 = 450 mm Minimum r,/ = L,//200 = 4S0x 10 3 /200 = 225 mm /3ased on an allowable bending stress of O,60f,/ determl'le t17e required section modUlUS, Req'd 3x
tvJ/fb = 80,OOx J03 /(060x248 X 10-3 ) = 537,63 X 10 3 mm 3
=
7c'L/3W 350 x 49.
A = 5 ,580
mm" H/tw = 58,33 r X = J 479 mm r t = 478 mm
/3/2tf = 9,00 Sx =697,OOXJ03 mm 3 rv = 4 1,7 mm
Part 1. Built- Up S ha pes BW Series
ASEP Steel Handbook -307-
I
7-32 Design Examples
EHAMPLE # 4 - DES IGN OF A COLUMN
Sht. EH. 4.2
(With Uni-AHi61 Bending)
.<EFERENCE
Determine the (Jllowable Com/?ressive Stress, fa: X-aXis buckling:
t..x = 9.00m r.x = 147.9 mm t..xlrx = (9.00XIO.3)1147.9 = 60.85
Y-aXis buckling:
I.y = 4S0 m Ry =41.7 mm I.y Iry = (450x 10.3)141.7 = 107.91 (--GOVeRNS!
NS Sec 4.5.1.4.1.4 1680//fy= 1680;1248 = 106.60
NS TABLE 3- 248
M
Therefore, fa = 82.44M(Ja (Interpolated)
Ci Calculate Actual Stress: fa
=:(J/A = (2600x 10- 3)1(5,580 X 10-6) . = 466M(Ja
Check comp-actness criteria: flange: /312tf
= 9.00 ( 10.8 --) ok!
Web: falfy = 4.66/248 = 0.019 (0.16
1,680
(I _374
fa) ~ fy = 1,0801248(1 - 3.74xO.0 19) = 99.10 Since (H Itw = 58.33) ( 99.10 --) ok I
Therefore the section is compact and qualifies for an allowable bending stress of 0.00fy, provided that the I.b requ irement is sat isfied.
ASEP Steel Handbook -308-
.
-)
<
[;
\
Design Examples 7-33
EHAMPLE # 4 - D(S IGN OF A COLUMN
t.2
(With Uni-AHilli Bending)
Sht. EH. 4.3
REFERENCE 4.1.4 0;,1248
Check. Lb reguirements:
/3
=
180.00 mm
200/31.ffY = 12.70x 180.00 =2.286.00 mm ProVided Lb = 4.S0x 10 3 = 4,SOO mm )2.28600 Req'd Lb
.60
=
1herefore, fb is limited to 0.60fy or less! Camp-ute for Cb: ·248
MJ
=
M2
0
=
80.00 kN-m
Cb = 1.7S +I.OS(MJ IM2)-0.3(MJ IM2)2 =
1.75
since M J 1M2
=
NS Sec. 4.5.1.4.5
0
compute: j703,000Cb fy
(
j703,000X 1.75 248
(
I
j
(
4S0x 10 3
(
478
j.
7043
"1-
L rt
(
9414
(
3,520,000 Cb fy
P,s20,000X 1.75 248 157.63
Condition satisfied! Camp-ute for the allowable bending stress, fb. fb
2
'3 -
=
[
=
[2
'3 -
fy(Lirt)2 ] lOSS x IO b Cb
fy
248 ( 94 14 )2 ] IOS5 X IO b x 175 248
= 135.81MPa
ASEP Steel Handbook -309-
Equation (4.5- 6a)
7-34 Design Examples
EHAMPLE # 4 - DES IGN OF A COLUMN (With Uni-AHilll Bending)
Sht. EH. 4.4
REFERENCE
c
Combined stresses: Calculate combined stress ratio criteria due to axial load and strong axis bending moment: Compute
falfa = 4.50172.50
Compute
fbx
=
nr'l.ces
0.062
= MISx = (80.00xI0- 3 )1(702.00xI0 3 )(l0-9) = 11396 Mra
T
Since falfa (0.15then, fa =0.062+ 11396/135.81 fa' + fbx fbx = 0.062 + 0.839 =
TJ NS Sec. 4.6.1 Equation (4.6.2)
0.901 ( 1.000 ---) OK!
Therefore, sect ion is adequate!
Ast,,,,cia
Til
1
ASEP Steel H
Design Examples 7-35
EXAMPLE # 5 - DESIGN OF A COLUMN WITH BI-AXIAL BENDING EH. 4.4
RENeE Columns subjected to bi-axial bending are common in ldings. Except for columns at elevator cores, floor-to-floor braces cannot be tolerated, due to architectural constraints. -axially loaded columns are usually components of threeolllle:n:,;ional moment frames ing gravi ty loads and/or lateral
The effective length factor for both axes is always greater 1.0 and may be more than 2.0 especi.ally for heavy columns the base of a high-rise structure. Normally, transverse applied between floor levelR are ignored and instead assumed to act at the floor levels.
4.6.1 4.6.2)
There are two ways of deg columns permitted by the NS. The first method is to analyze the structure using a 'first order" analtsis and then design the columns with a correction or magnification factor to take care of the "second order" effects which were not considered in the "first order" analysis. s ·second order" effect is popularity known as the "P-delta" effect on t~e column. In simple , this is the effect of the itional moment induced into the column equal to the column at a certain storey multiplied by the inter-storey drift column effect) shared by the top and bottom ends of the The disadvanti".ge of this method is that the required procedure, which is done manually, is often very tedious especially in the ubsence of a design post-processor. The
other method of design, is to analyze the structure the first and second order effects. Most sophisticomputer programs can handle this chore by activating a Pta switch or flag. The computer automatically calculates and !n(~o.rD·orates (as an option) the second order effects in the axial shears and moments in all frame . The subsequent design of the column would then become straight forward, like deg a short column, even without utilizing a ign post-processing software.
ASEP Steel Handbook -311-
I
7-36 Design Examples
For manual calculations, it is sufficient to use the mended K-factors or the alignment chart shown in Part 7 of Steel Handbook. Where the analysis and design is performed a sophisticated software, the K-factors are computed automat ly.
Column Designed For Bi-Axial Bending This particular example shown in Example # 5 is typical of column in a SpeCial Moment Resisting Space Frame (S~RSF) resi ing simultaneous bending moment8 along the major and minor together with an axial load. The example assumes that the and K-factors were obtained from a sophisticated computer delta" analysis with the designer ing the computer by a random check of a particular column in a certain storey the building. In the actual design of a hi-rise building, sizing of main is not enough. Just as important is the detai engineering design of the connections. The building is strong as the weakest connection an6 therefore the co detailing of the connections is very important. Addit~v .. ~ .•. detailed engineering work is required where the column is welded built-up shape or a hollow section. It is normal to partial penetration butt welds or minimurr, fillet welds for longitudinal welds for welded built-up columns. It is very convenient to use an automatic design processor, but usually the automatic design is based geometry of rolled shapes. Rolled shapes have larger than built-up shapes and therefore the resulting sizes, example, for doubler plates or continuity plates, may inadequate. The only way to use the design post-procesl!or, properly is to make the fillets welds of the built-up equal to the sizes of the corner fillets of the rolled in the computer data base. This design convenience bigger welds requiring effort to maintain weld and base mater integrity (by the observance of pre-heating and inter- temperature). Additional cost of non-destructive testing dures, such as ultrasonic or radiographic methods, are to expected. ASEP Steel Handbook -312-
shop built· neceSl splicE condu( full I
Design Examples 7-37
.e
of :·med omat~C;'H-
lical of )
lnor the ,mter r
It is considered good shop fabrication practice to stagger shop splices for flange and web plates in the production of built-up . However, there are disadvantages like the necessity for odd lengths adjacent to field splices. Where shop splir:es have to be made at a particular section, it is wise to conduct Ultrasonic Testing (UT) inspection procedures for all the full penetration butt welds. The NS code allows partial penetration butt welds for column splices located more than 910 rom from the top of the girder. However, recent studies based on actual performance show that partial penetration butt welds exhibit brittle fracture behavior. Therefore, it would be wise to use full penetration butt welds even for splices 910 rom away from the top of the girder for resisting seismic loads.
storey
g
of
e co"'''''''''''~: Addi t~V""4 umn tal to for
;ign !d on :!r fil ;~i
zes,
may :;)
:j
: will i- 'ting prclce·.... re to
ASEP Steel Handbook -313-
7-38 Design Examples
EHAMPLE # 5 - DES IGN OF A COLUMN
Sht. EH. 5.1
(With Bi-AHi!l1 Bending)
GiVen:
(J = 1,000 k.N
Colurnn Height, L = Lx = LV = 5.00 rn factored Axial Load, (J = 1,600 f<.N factored /3ending Mornents (k.N-rn)· Top. Mx = 450.00 My = 100.00 /3ot· Mx =500.00 My = 120.00 fy = 248 M(Ja Kx = 1.7 KV = 1.3 Colurnn ends free to sidesway, ern = 0.85
ffi
Mx = 450.00 My = 100.00
x
o
C>
y
VJ
'W
~
Mx = My =
REFERENCE SOLUTION The rnaxrnurn slenderness ratio for Quilding colurnns in seisrnically actiVe areas shall not exceed 00. The rninirnurn radius of gyrat ion about t!?e weak axis is:
fie
We Minirnurn rV
KLyl00 = 1.30 X 500x 10 3 /00 = 108.33 rnrn
=
/3y inspection of t!?e!3H S!?apes Tabies, only !3H 450 series colurnns qual ifV. Pert 1: Built- Up Shepe3 BW Series
TCL/3H 450 x 322 A = 41,000 rnrn 2 Hltw = 18.00 Sx = 0,550x 10 3 rnrn 3 rx = 189.O rnrn
!312tf = O.43 r t = 123.8 rnrn Sy = 2,365 XI 0.3 rnrn 3 TV = 1 13.9 rnrn
\ (.
ASEP Steel Hcndbook -314-
Design. Examples 7-39
EHAMPLE #5 - DESIGN OF A COLUMN (With BH1Hiai Bending)
5.1
Sht. Ex. 5.2 REFERENCE
Determine t0e allowable com/2rssive stress, fa SO.OO :)0.00
X-aXis buckling
KLx/rx
Y-axis buckling
KLy/."Y = )3(S.00x J03)/) )39 =57.07 (--GOVE.RNSI
T0erefore, Fa 500.00 )20.00 NCE
=
)7(SOOXJ03)1)896 =44.83
=
) mPa (Interpolated)
) 22)
NS Table 3- 248
Calculate Actual stress: fa =NA
(i,600.00X!0-3)/(4),000)!O-'" = 3902tVJpa =
C0eck coml2actness criteria: Flange.' /3/2tf Web.
=
NS Sec. 4.5.1.4.1
6.43 ( JOE --'> okl
Sub- Paragraph 2
fa/fy =3902/24800 = O. )S7 ( 0.)6
k)
NS Sec. 4.5.1.4.1
),MOC) -374 Jf9 . Fy
Sub- Paragraph 4
= (i ,6801} 248)() -374xO) S7) = 4404 Since (H Itw = i 9.3) (4404 ---'> OK! -Up
es ,e ri es
T0erefore t0e section is compact and qualifies for an allowable bending stress of 0.66Fy, provided t0at t0e Lb requirement is satisfied. C0eck Lb regwrements' Req'd Lb
/3 = 450.00 mm
200/3/0 = )270x45000 = S,7)5.00mm ProVided Lb = L = SOOx !03 = S,OOOOOmm ( 5,7 )5.0 mm =
ASEP Steel Handbook -315-
7-40 Design Examples
EHAMPLE #5 - DESIGN OFA COLUMN (With Bi-AHial Bending)
Sht. EH. 5.3
REFERENCE ,tllliowable /3ending Stresses:
7hE ber
Since the section is compact the allowable stresses are: fbx = 0.00fy 0.00x248
=
103.08 MPa
=
fby
~
122.
1.·; r i f
=
0.00fy
=
103.08 MPa
Combined Stresses:
Cmx
=
Cmy
=
f'ex = 512.00 MPa (interpolated Value) Compute f'ey: =
Ky I..by/ry
= 59.09
31025 MPa (interpolated Value)
Camp-ute Actual /3ending stresses: fbx
fby
=
Mx/sx
=
(SOO.OOxIO
=
70.34 M Pa
=
My/Sy
= (J 2000x 10
Sine unit
OBS
Kx I..bx/r x = 4722
Compute f'ex:
f'ey
f f
-J
)/(0,SSO X /0.3)( 10- 9)
-J
)/(2 ,30Sx 10.3)( 10 -9)
= S074MPa
ASEP Steel Handbook -316-
Table 9 Val ues of f'e
Design Examples 7-41
EHAMPLE # 5 - DESI GN OF A COLUMN
. 5.3
Sht. EH. 5.4
(With Bi-AHiell Bending)
NeE Combined Stresses: 7he c07ibined stress criteria for axial load and bending about both axes is:
!1 : . , , :'. '" .
,. -:
fa
-
+
fa
39.02 122.11 =
Cmy fby
(I _f'ey fa ). fby
+
Cmx fbx = fa ) fbx ( 1 - f'ex
08 5 x SO 74
+
(I -
0.320
+
~~~~s}6308 0.302
+
0.430
+
NS Eq. (4.6-1 a)
__O..,. .8-c:-S-:,-X-:,-7--,,6-"O.3C-'L__ I () -
= ) .033
.-"
/
';~20tO }0308
\'
t "-
I
I) .
) )000
Since the stress rat io is only slightly greater than unity the trial section may be considered adequate. I/,I/r
"I ,)(~
"J ~,
~,
!
~I
('
'j
(Hi"?)
ues of F'e
ASEP Steel Handbook ·317·
f
7-42 Design Examples
NOTES
ASEP Steel Handbook ·318·
Welded ts 8-lA
PART 8 WELDED TS
ASEP Steel Handbook -319-
- - - - - - - - - - ---------------------------
8-18 Welded ts
NOTes
Abbn
Requi Notes
I
c p
ASEP Steel Handbook -320-
Welded ts 8-1
CONTENTS
Abbreviations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-2 Requi rements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-3 Notes To Prequalified Weld ts . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-5 Welded ts (Standard Symbols) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-7 Prequalified Welded ts Fillet Welds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8-8 Complete Penetration Groove Welds . . . . . . . . . . . . , .......... 8-9 Partial Penetration Groove Welds . . . . . . . . . . . . . . . . . . . . . . . . 8-18
ASEP Steel Handbook -321-
8-2 Welded ts
ABBPEVIATIONS
AISC
American Institute of Steel
ASD
Alternative Strength Design
AWS
American Welding Society
Constru~tion
Reqt
the most ex em of with work the 1 requl for c
metal of p merel: and d, eritti, tude, hili t3 . nectec
I il
AW: TI
circuit . deviati the dep . given.
ASEP Steel Handbook -322-
Welded ts 8-3
WELDED JbINTS
Requirements The AI8C Specification and the Structural Welding Code of the American Welding Society exempt from tests and qualification most of the common welded ts used in steel structures. Such exempt ts are designated prequalified. AWS prequalification of a weld t is base(l upon experience that sound weld metal with appropriate mechanical properties can be deposited, provided work is performed in accordance with all applicable provisions of the Structural Welding Code. Among the applicable provisions are requirements for t form and geometry, which are reproduced for convenience on the following pages. Prequalification is intended only to mean that sound weld metal can be deposited and fused to the base metal. Suitability of particular ts for specific applications is not assured merely by the selection of a prequalified t form. The design and detailing for successful welded construction require consideration of factors which include, but are not limited to, magnitude, type and distribution of forces to be transmitted, accessibility, restraint to weld metal contraction, thickness of connected material, effect of residual welding stresses on connected material and distortion. In general, all fillet welds are deemed prequalified, whether illustrated or not, provided they conform to requirements of the AWS Code and the AISC ASD Specification. These prequalified ts are limited to those made by the shielded metal are, submerged are, gas metal arc (except short circuiting transfer) and flux-cored arc welding procedures. Small deviations from dimensions, angles of grooves, and variation in the depth of groove ts are permissible within the tolerances given. Other t forms and welding procedures may be employed, provided they are tested and qualified in accordance with AWS 01.1-88.
ASEP Steel Handbook ·323-
8-4 Welded ts
Most prequalified ts illustrated are also applicable for bridge construction. (See Notes to Prequalified Welded ts, immediately preceding the tables, and to prohibited types Sect. 9 of AWS Dl.1-88). For information on the subject of highly restrained weI ts, refer to the article "Commentary on Highly Restrained Welded Connections," AISC Engineering Journal, Vol. 10, No. 3rd Quarter 1973, pp.61-73. The designations such as B-Lla, B-U2, B-P3, which are on the following pages, are used in the AWS standards. welds are classified using the following convention: 1. Symbols for t Types
B C T Be TC BTC
-
butt t corner t T-t butt or corner t ~ T or corner t - butt, T or corner t
2. Symbols L U P -
for Base Metal Thickness and Penetration limited thickness, complete t penetration unlimited thickness, complete t penetration partial t penetration
Notes 1
! Br
c E
3. Symbols for Weld Types 1 - square groove 2 - single-V groove 3 - double-V groove 4 - single-bevel groove 5 - double-bevel groove 6 - single-U groove 7 - double-U groove 8 - single-J groove 9 - double-J groove 10 - flare-bevel groove
ASEP Steel Handbook -324-
J
J2:
L: M:
Welded ts 8-5
ts, ·rpes
4. Symbols for Welding Processes If not shielde~ metal arc (SMAW): S - submerged arc welding (SAW) G - gas metal arc welding (GMAW) F - flux-cored arc welding (FCAW) 5. Symbols for Welding Positions F - flat H - horizontal V - vertical OH - overhead 6. The lower case letters, e.g., a, b, c, etc., are used to differentiate between ts that would otherwise have the same t designation.
Notes To Prequalified Weld ts
ion ration
A: Not prequalified for gas metal arc welding using short circuiting transfer. B: ts welded from one side. Br: Bridge application limits the use of these ts to the horizontal position. C: Gouge root of t to sound metal before welding second side. E: Minimum effective throat E as shown in AISC Specification, Table J2.3. S as specified on drawings. J: If fillet welds are used in buildings to reinforce groove welds in corner and T-ts, they shall be equal to ~Tl but need not exceed 10 mm. Groove welds in corner and Tts in bridges shall be made with fillet welds equal to ~Tl, but not more than 10 mm. J2: If fillet w(!lds are used in buildings to reinforce groove welds in corner and T-ts, they shall be equal to ~Tl, but need not exceed 10 mm. L: Butt and T-ts are not prequalified for bridges. M: Doubl8-groove welds may have grooves of unequal depth, but the depth of the shallower groove shall be no less than ~ of the thickness of the thinner part ed.
ASEP Steel Handbook ·325·
8~6
Welded ts
Mp: Double-groove welds may have grooves of unequal provided they conform to the lim'. tations of Note E. the effective throat E, less any reduction, applies vidually to each groove. N: The orientation of the two in the ts may from 135° to 180°, provided the basic t confi (groove angle, root face, root opening) remain the and that the design throat thickness is maintained. Q: For corner and T-ts, the member orientation may changed, provided the groove angle is maintained specified. 02: The member orientation may be chC'.nged, provided groove dimensions are maintained as specified. R: The orientation of two in the t may vary 45° to 135° for corner ts and froll 45° to 90· for ts, provided the basic t configuration (groove angle, root face, root opening) remain the same and the design throat thickness is maintained. V: For corner ts, the outsid~ groove preparation be either or both , provided the basic configuration is not changed and adequate edge distance is maintained to the welding operations without excessive edge melting. Z: Effective throat E is based on ts welded flush.
BACK
Finist ContOl Root ( plug a Effec Depth or stn Specl or oth Tail(o refere, Refer<
B'lsic
or det,
Not.:
Si Neither ( 11> Ar both the
Fie
arrow.
51, wise din
Th material
this con l as well c
ASEP Steel Handbook -326-
Welded ts 8-7
WELDED TS Standard Symbols
depth, Also, indily vary lration same may be led as
__
BgSIC WELD SYMBOLS ... .•.. _ - - - _ . _ . _ - - - BACK
~
FILLET
~
PLUG OR SLOT
SQUARE
GROOVE OR BUTT _. BEVEL
V
U
-
.-----.~
J FLARE V FLARE BEVEL _•._--_.. - .._"._.--..
~
V Y
CJ I I V
\( If
SUPPLEMENTARY WELD SYMBOLS 'led the BACKI~G
SPACER
WELD ALL AROUND
FIELD WELD
0
~
cy from for
T-
(groove 'ld the ion may groove istance thout
II
-D-
-
CONTOUR FLUSH CONVEX
--
For other basic and supplementary weld symbols, see AWS A2.4-86
/'..
STANDARD LOCATION OF ELEMENTS OF A WELDING SYMBOL Finish symbol -'.-. F .-- ..-._" .. ---Contow' symbol-·--·· Root opening, depth of filling for~ A--'plug and slot welds _.__ Effective throat------~ ........ R
--
D'p," of p"poro,;O" , ,',
~_\
or strength for certain welds ' , speclflcatlon,processf-or other reference -..- T Tail(omitted when _ -reference :s not used) Reference line -"Basic weld Symbo~~. or detail reference ....
S(E;:O 0';;;
/11/ I
t
Vi
-
< ell '-} g~
-
~Groove
angle or included angle of countersink for plug welds
/---. Length of weld in mm / _'1PitCh (c. to c. spacing) ;; of welds in mm
""}
~ ~
.-.......-
. .-
/
I
pi
C
!
F "," .", " mbo'
/"Weld-all-around symbol
L © P
L'~ Arrow connecting reference line to arrowside member of tor arrow side of t,
Note. Size,weld symbol, length of weld and spacing must read in that order from left to right along the reference fine.
Neither orientation of reference line nor location of the orf'O'r'.' alter this rule. The perpendicular leg 01 t,., weld symbols must be at left.
V, V, If
Arrowood Other Side welds are of the some size unless otherwise shown. Dimensions of fillet welds must be shown on both the Arrow Side and the Other Side Symbol. Flog of fjeld-weld symbol shall'be placed above and at right angle to reference line of junction with the arrow. 11
11
Symbols op~y between obn !pt changes in direction of weld log unless governed by the all around symbol or otherwise dimensioned. l11ese symbols .do not explicitly provIde for the case that frequently occurs In struc.tuml work, where duplicate
material (such as stiffeners) occu'S on'the for side of a web or gusset plate, The fabricating industry has adopted this convention: that when the billing of the detail material discloses the existence of a member .on the for side oswell on the near Side, the welding shown for the near side sholl be duplicated on the for side.
ASEP Steel Handbook -327·
8-8 Welded ts
PREQUALIFIED WELDED TS Fillet Welds
5
{
~
)
cJ.:.:.:-:-: ..
'f;';';"::':'::"
{
~
--.-I'
~ :\~:>.
BO::lQ metal las.:! fhon 6 'hiCk
BO.:lemeral6 or more In thlckne$3
eA)
(6)
~
Maximum detailed size of fillet weld along edges
J_"'----w,
ee)
(0) Skewed T t
NOTE·:
En)E~ ~
el1(1cflve throats dependenlon rnoQnlluda ot "roofoponlnQ'Rn)~' Sub3crlptin) repreS6nl3 1,2 ,30r4.
"AnQlessm oiler than GO\ioQrees orc perm I tred; howov(lr, In such cases, The weld 15 considered to be 0 portio r jo Int. penetro1ion Qrove weld. For oddittionol reqiurcmenls for skewed T· ts> see 2,3,2.4,)f AWS OL 1-88
ASEP Steel Handbook ·328·
Welded ts 8-9
PREQUALIFIED WELDED TS Com p lete Penetration Groove We Ids Square-groove weld Butt t I B) Corner t I C)
Welding process SMAW GMAW FC AW
R , -,
+2, -0
Square groove wel Butt t I B) w
A,N
All
1
(
I----.l-~
Back gouge (except B-Li-S)
r---'--~~::~~:l~::i~8~:r------' ·:~1{::: '4 mlo
Notes
Squore- groove weld I I ) T- t IT) Corner tlC) TI Note
J
Gas Shielding for (FCAW)
:Or 4. See AWS 3.3.1.
Not req.
qualified Weld ,t tobles.
ASEP Steel Handbook -329-
I
Notes
A,e
j
J
8-10 Welded ts
PREQUALIFIED WELDED TS Complete Penetration Groove Welds Single V~groove weld ( Butt t eB)
Tolerances As defailed
Singl, Butt j
R Base
Groove preparafion , Welding process
designation
SMAW
8-U2a
t
Permitted welding
Weldinl proces
u SMAW
GMAW FCAW
B-U2a-GF
GMAW FCAW
U
SJngleN-groove weld (2) Corner t eC)
Welding
Permitted welding i
t designation
SMAW
C·U2a
U
U
GMAW FCAW
C-U2a-GF
U
U
GMtW FCAW SAW e.
ASEPSteel Handbook -330-
...
.,.
•
Welded ts 8-11
PREQ UA LIFIED WELDED JOI NTS CompletePenetration Groove Welds Single - v- groove weld (2) Butt jo'nt (B)
/""'4<---< Bock gauge
Gas Jo int Roat des ig not 10 n F,;:.:c"'T-C;::::"'I 0 pen i n g B- U2
U·
B-U2-GF
S-L2c-S
as Shielding for (FCAW)
Permitted
welding pas itions
t designation C- U2
U
U
GMAW FCAW
C-U2-GF
U
U
SAW
C-U2b'S
+2 ,- 3 Not limited tlOO 5°
R'Oto'3 f' 0 to 3
()(' 60° R'O U
C,J,R
All
f' 0 t03 ()(' 60°
Notes
Not
All
required
A,C,J,R
+2 ,- 0
!O
!2
U
_ 5°
C,J,R
F
Notes on page preceding
ASEP Steel Handbook -331-
I
8-12 Welded ts
PREQUALIFIED WELDED TS Complete Penetration Groove Welds Double-V-groove weld (3) Butt t _(B)
Back gouge
As derailed
metal thickness Groove preparafion
J oj nt designation
SMAW
B-U30
SAW
B-U3a-S
Fermitted
1- --=--c---------r----~R"o--a-t---------,----,,---------1 wet din 9 1---------;;-----,--,"1 foee positions (U :; U nli mited)
U, Specer:; 3 )( R
R' 16
F
f'Ot06
DoubJe-V-groove weld (3) Butt t (B)
K
Bock gouge
Over
_L __J
50 65 75 90 100 120 140
S l-----.--l
-4f~ metal Bose thickness
(U:: unlimited)
r_---;~;~IG~r~o~ov~'el~~:~~~=:~j Root opening Fbrmitted Root foce Groove angle
As fit up
+ 2,
f , 0 to 3 ()( :; B :: 60 0
- 0 -t 2, - 0 t 100 - 0
R'O
+ 2,-0
R '0 to 3 GMAW FCAW
SAW
B-U3-GF
U
+ 6,-0
1 :: 6 min U
01' :; /3 :;
+ 10°,-0
600
0
find $, see table ab
-lS,
+ 2,
Gos shielding for
(FCAW)
- 3
Not limited +10°-5°
+ 2, + 6,-0
+ rOO,-5°
f)
weldIng posItions
to 65 75 90 100 120 140 160
All
F
Not
GMAW FCAW SAW
ASEP Steel Handbook -332-
T
Welded ts 8-13
'S cis
PREQ UA LI FlED WELDED TS Complete Penetration Groove Welds As detailed
As f~ up
Gas shielding
for I FCAWI Groove preparation
Gas shielding
t desgnation
!,er )
'5
:5 ,0 '0 0 '0 1j
to 65 75 90 100 120 140 160
> 160
35 45 54 60 70
SMAW
B-U4a
GMAW FCAW
B-U4a-GF
I (4) IT) t (C)
Note V
80 95
or T, .;
,$, '2/31T, -61 Gas shielding for IFCAWI
Base metal th ickness
Notes
Not required
C,M,N
Gas shielcing for (FCAW)
Groove preparation
Welding process
t desfJnotion
SMAVI
TC-U4a
u
u
GMAW FCAW
TC-U4a-GF
U
U
SAW
TC-U4a-S
U
u
F
ASEP Steel Handbook -333-
J,Q ,V
8-14 Welded ts
PREQUALIFIED WELDED TS Com,plete Penetration Groove Welds Single -bevel-groove But!' t( B)
-K--
---j WeldinQ
pnocee
t designation
SMAW
B-U4b
r;MAW F'CAW
B-U4b-GF
T, Permitted welding As detailed
' As fit up
R'Oto 3 f' Oto 3 0(=45°
+2,-0 +2,-0
+10°, -0
+2.,"3 Not limited +10°,- 5 °
ASEP Steel Handbook -334-
All
Notes
Br,C,N
All
U
U
positions
Gas Shielding for (FCAW)
Not required
A,Br,S N
Welded ts 8-15
s
PREQUALIFIED WELDED TS Comp lete Penetration Groove Welds
s
r-~J'-1
,:
ng
red
A,Br,S N
Permitted welding positions
Root opening Root face Groove angle
Br,C,N TC-U4b-GF
U
U
TC-U4b-S
U
U
NoteV
Groove preparation
metal thic,kness Not ••
1
R' Oto 3 f = 0 to 3 Q' ::; 45°
+10°,-0°
-rIO o , -5°
R=O f = 3mo, or= 60°
iO +0, -3 +10, _0°
+6,-0 ±2
+2,- 0 + 2,- 0
+ 2 ,-3 Not limited
Gas shielding for (FCAW)
Notes
,J,R
All All
A,C,J R,V
Not req.
F
R,V
+rO~~5°
weld (5) As detailed
Base metal thickness t
B_U5b
TC-U5a
1-_~_-=-G;..:ro.::.ov:.:e:,:.:.re2p.::.o:.:ro,-tio.,:n'-~_--l Permttted I-(-=-U_=.::.u;;nl:::im.::,it.::.e-=-d:,.)~ Root Root welding opening face U, Spocer= 3xR
U, = 3xR
R=6
f=Ot03
"'=45°
All
R=6
f =0 to 3
ex::; 45°
All
R=IO
I =0 to 3
<>' = 30 Q
F,OH
ASEP Steel Handbook -335-
T
Gas shielding lor (FCAW)
As
mup
Notes
Br,C
M,N
C,J,M R,V
8-16 Welded ts
PREQUALIFIED
WELDED
TS
Com plete Penetration Groove Welds Single-J Butt
Double-bevel-groove weld (5) Buft (Bl
,r--*--< Bock gouge (X
I Bose metal thick ness Welding
t
(U :: unlimifed)
Gas
Root opening
s fit up
Roof face
Groove angles
SMAW
B-U5a
R:: Oro 3 f :: 0 to 3 ex :: 45°
U
f3 :: GMAW FCAW
B-U5-GF
OOto 15°
+ 2,
-0
+ 2, -0
()( +t3,
tlO O -00
U
welding it ions
tor (FCAWI
Weldln\
+ 2,- 3 Not limited
()(
+f3 +10
Proc6s6 All
SMAW
'-5
+ 2,
R'Oto 3 t'Ot03 ex :; 45° fJ :: 0° to 15°
Permitted shielding ,
GMAW FCAW
- 3
Not limited
All
Not req,
Single-J T-jolnt Corner j'
Dauble-bevel-groove weld (5) T-tCT)
Corner .
Note V
(Cl
T,
~T Permitted
Welding process
designation
SMAW
n::-U5b
GMAW FCAW
SAW
Root opening
t
Root foce
Tolerances
welding positions
Groove angle
U
U
U
TC-U~S
U
U
Welding
Process
All
U
TC-U5-GF
Gas shielding tor (FCAW)
+ 2,
R, 0 to 3 f '0 to 3 ()(=45°
;. 2, -0 + 2, -0
Not limited
+ IO~-O°
+IO~-5°
R,O f :: 5 max (X , 60"
.:to to, -5 +JO~- 0°
+ 2,-0 :t 2
+ IO~ _5°
ASE? Steel Handbook -336-
SMAW
- 3 All
F
Not required
GMAW FCAW
Welded ts 8-17
rs. ::JS
PREQUALIFIED WELDED TS Complete Penetration Groove Welds ~ Back gouge
r
T1
As Detailed
I
-jf f
As At Up
Gas
,shleldlllQ
Groove Preparation
for IFCAW).
Root
Opening
Not req.
Root
Groove Angle
Face
Gas
Groove Radius
Permitted Welding Positions
B-UB
U
R = Ot03
()(:: 45°
f
=3
r
=
10
All
B-UB-GF
U
R = Ot03
01=
f
=3
r
= 10
All
S!ngle-J~groove'
weI(
Shielding for IFCAW)
Notes
Br,C,N
(8)
T-jolnt IT) Corner jol nt I C)
, ""
As Detailed
,'
As Fit Up
eV
0
i, J
~
1 1S
Gas
Groove Preparation
shielding
for IFCAW)
t Designation
TC-UBo Nat required
U
U
U
U
Root Opening
Groove
R = 0 t03
()( = 45°
Root Face
Angle
Groove Radius
=
Permitted
Welding
Positions
f
=3
r
10
Ail
R = 0 to
f
=
3
r = 10
F,OH
R ',0 to
f' 3
r = 10
All
ASEP Steel Handbook -337-
Gas Shielding for IFCAW)
Notes
C,J,R, C,J,R,V Not required
A,e, R,V
J
8-18 Welded ts
PREQUALIFIED WELDED TS Partial Penetration Groove Welds ~--'I,--,Bock
gauge
Weld;'
Proce B Metal
Welding
t
Process
DesignatIon
SMA Square Butt ]0
B-l)6
SMAW C-U6
£,
+.
Weldin
___-+--<eOCk
Proces
gouge
SMM Single-v Butt Jail Corner J
Welding Process
t Designation
SMAW
S-U7
Gas ,hielding
(F~oAW)
Welding
Process SMAW
GUAW
FCAW
SAW
Fit-up to
ASEP Steel Handbook -338-
Welded ts 8-19
PREQUALIFIED WELDED TS Partial Penetration Groove Welds rR",""",m", ,
10 3,no 10lerance
T,
B
'"
I Thickness
t Designation
B-Plb
r---::;---,-::;--1 6 max
-
Root Opening
R
=!i. 2
As detailed
:!::..2,-0
As fit up
t 2
Permitted
Effective
Welding Positions
Throat
All
( E)
Notes
371 4
weld (2)
Base Metal Thlckneu
t Designation,
--equired
{U::un!Jmltod}
s
BC-P2
6mln
U
All
BC-P2-GF
6'mln
U
All
BC-P2-S
11 min
U
F
S
B,E,Q2
S
B,E,Q2
Fit-up tolerance ,SAW :See AWS 3.3.2:for rolled shape R nlay be 8tnmln thick plates if backing is provided.
ASEP Steel Handbook -339-
8-20 Welded ts
PREQUALIFIED WELDED TS
Partial Penetration Groove Welds
)<:. r"
DoUble-V-grooveweld 131 Butt t (BI
SIEI S I EI
Single-I
Butt jol
R
T- t
Corner
Base metal thickness
Welding
process
t designation
(U
=unlimited)
Welding
Root face
B-P3
13 min
B-P3-GF
13 mln
= 3 min Q( =60 f
0
+ 2,-0 UnlimIted
+ 10°,-00
+ 2,-0
R'O GMAW FCAW
As detailed
Grooveangle
R'O
SMAW
Tol
Root opening
f , 3 min ex = 60°
Unlimited
+10°,-0 0
prOce8~
Permitted As titup
welding posItions
throat lEI
All
S
All
S
t 3, - 2 .1:2
+ 10
0
,-5°
+ 3,- 2
± 2 + 10° -5°
SMAW
GMAW FCAW
SAW .. Flt-
R '0
SAW
B-P3-S
19 min
= 6 min ex =60 f
0
+2, -o*'
±O Unlimited
+ 10°,-0
±2
0
+ 10 ,_5 0
Flot
S
0
*Fft-up tolerance,SAW: tor rolled shapes R moy be 8mm in thIck plates if backing is provIded.
Welding
process
SMAW
See NOTe:
ASEP Steel Handbook -340-
Welded ts 8-21
TS
PREQUALIFIED WELDED TS Partial Penetration Groove Welds
)
I-groove 14} (B)
Note J2
tIT) t (C)
Note V
BTC-P4
U
BT(>F'4-'GFI6mln
U
R=O f=3mln ex = 45°
+2,-0 Unlimited +10 0 ,-0 0
+3, -2 ! 2
U
R=O (=3mln
+2,-0 Unlimited
<X=L/-')o
+10°,-0
+3,-2 ±2
---_4~--.---+--_4~-+---
TC-P4-S
Ilmln
U
Effective throat (E)
Permitted welding positions
t designation h~~~~
R=O f=6mln <X =60°
0
0 Unlimited fIO°,-Oo
tIO O,-5°
S-3
All
+ 1O~-5°
Notes B,E, J2 Q2,V
___F_,,_H____I__.______~ A,B,E, J2p2,V S-3 VPH
+2,±2 flo o,-5 0
F
S
B,E,J2 Q2,V
.. Fit-up tolerance, SAW: for rolled shOpes R may be 8mm In thick plates if backing is 'provided. -bevel-groove weld i5} t (B) oint IT) .'olnt (C)
Note V
---
t designotion BTC-P5
ition$ 8mln
All
U
fI00,-5° BTC-P5-GF 13m1n
TC-P5-S
19m1n
U
U
R=O f = 3mln ex ::: 45° R=O f = 6mln
ex:; 60
0
Unlimited
+IO~-O°
+ 3 ,- 2 ! 2 +IO~-5°
Effective throat (E)
Notes
(S,+S2) -6
E,J2,L, Mp,Q2,V
F,H V,OH
+2,
!O Un limited +I 0°,-0 0
! 2
+100, -5°
E,J2,L Mp ,Q2 ,V
F
.. Fit-up tolerance, SAW: for rolied shapes R may be 8 mm In thick plates If backing Is provided. on page
ASEP Steel Handbook -341-
- . _ . _ - - - - - - - - - - - - - - - - - - - - _....-
T
8-22 Welded ts
PREQUALIFIED
WELDED TS
Partial Penetration Groove Welds S!n'ilI.~,J·
Butt '
Single-U-groove weld (6) Butt t IB) Corner
T-t (
Corn.r Jo
nf (C)
Welding Process
Welding Process
Permitted Welding Positions
t
Desig nation
Effective ThroC1t IE)
SMAW
Notes SMAW
SMAW
BC-P6
6 min
U
All
S G,MAW FCAW
GMAW FCAW
SAW
BC-P6'GF
6 min
All
S
BC-P6-S
II min
F
S
GMAW FCAW
B,E,Q2
5°
SAW
SAW
tFlt-up tolerance ,SAW: See AWS 3.3.2;lor rolled shapes,R may be 8 mm In thick plat•• II bacl
T-)o/nt {T
Corn.r JO/11
Proceu
Werding
f
Process
Designafion
f - - - - - . - - - - - i Permitted WeldIng
Effective Throat
~~~~-+~~~~~~~-+~~~~£E~~~~~~~~~~~~~P~O~S~it~io~n~+-~I~E~)_-+~~~-i SMAW
GMAW FCAW
SAW
B-P?
B-P7-GF
B-P?- S
13min
13min
unlimIted
~::: 45° R=O f ::: 3 m:n r ::: 6 ex = 20"
All
+6,-0
s, + S2
SMAW GMAW
FCAW
+IO~-O(l
+ 2,-0
r 3,- 2
unlimited
"",-2'
+6 -0
±2
+10~-Oo
19min
SAW
SAW
F
SAW
AppI* to jn~
+Fit-up tolerance, SAW: See AWS 3.3.2; for rolled shapes, R may be 8 mm In thick pial.. II backing is provided
ASEP Steel Handbook -342-
Apples to 00
Fit-up tolef(
~lelded ts 8-23
PREOUALIFIED WELDED TS Part ial Penetration Groove Welds
s
Note V
1··-----,-----1
Jotnt Designatio
Permlftod Weldlnf,l Positions
Effective Throat
{E I
Notes
All
s
E,J2,Q2,V
All
s
E ,J2 ,Q2tV
All
s
fectlve
rhroat (E)
min
TC-PS'
6
BC-PS"
6 min
N u
s
s s
BC-PB-GF"
TC-P8-S'
min
u
All
s
I J min
u
F
s
t I m!n
u
F
s
6
provided,
Not V
~ L~t8J I-____
Permitted -,-_-:-~-__/
Welding Pot>ltions
Effective Throat {E I
All
Notes E,J2,MPP2,V
All
min
U
F
E,J2,Mp/J2,v
19 min
U
F
E,J2,Mp,Q2,V
U
F
E,J2,Mp,Q2
19
C-P9-S '.
19
Ing Is provided
min..
',',:;",'"" ',;;;;;,.,"" I nu . AWS 3.3 .• ;torrolladshopes Rmayl>e14mm In thick plote$lf baCkIng [s provided.
ASEP Steel Handbook -343·
8-24 Welded ts
PREQUALIFIED WELDED TS Part iol Penetration Groove Welds Double-J-groove Butt t (B)
Flare·beve Sun iolnt( T-Ioint( T Corner Jo
~~:..--< Buck gOUlie
"'';'' .:..;:-:.!.'
r
r Greove Preparation
';:"'o ••J------,-..--.·.----T~-·--,-·--_j Welding Process
t DesignatIon
SMAW
B-U9 B-U9-GF
Root Open Ing
Groove Angle
U
R=Oto3
a=45°
u
R = 0 to 3 a = 30°
Root
Face (=
3
(= 3
Permitted
Groove Rodlus
Welding Positions
=10
All
,= 10
All
r
Welding Process
Double-J-groove we>l(9) T-Jolnt (T) Corner (C)
SMAW
GMAW FCAW
S\W
• For colc
Groove PreparatIon
Welding Proc~ss
SMAW
t Oeslgnathm
TC-U9a
U
U
Groove Radius
3
'=10
All
(=3
, = 10
F, OH
=
, = 10
All
Root Opening
R = Ot03
ex = 45°
(=
IX=
Gos Shielding for (FCAW)
U
R TC-U9a-GF
Root Face
Permitted Welding Positions
Groove Angle
U
= Oto 3
R= Ot03
IX
= 30°
f
3
ASEP Steel Handbook -344-
Not required
Notes
9-4 Misc_ Tables and Data
PREQUALIFIED WELDED TS Partial Penetration Groove Welds weld (101
(EI ,
(C I
"7
,
r----
f- -- -
V
,
,-,'(:..~0'<.:".)-___-{ . J .".? Tl --I I
Go I i for CAW)
Not .. N
t Designation
BTC-PIO
5mln
U
7i min R=O
BTC-PIO-GF 5mln
U
f ' 5 min 7j min C, ¥,mln
R'O
SAW
T-PIO-S
min
13 min
N/A
f ' 13 min C' ~TI 2
Permitted Welding
Effective
a
Throat
Positions
(EI
•s
All
5/8 T,
J2 02 Z J2 02 Z
+ 2,-0 NotUmited -O,+Not Limited
+ 3,- 2
-/. 2,-0
1-3,-2 tU,- 2 -O,tNot Limited
All
518 T,
+2,-0 tU,-2 -0, +Not Limited
F
518 T,
Not Limited
- 0 ,+Not limited 0 Not Limited -0, +Not
limited
+ U,- 2 - O,+Not Limited
A
• For cold formed (ABOO) rectangular tUbes, C dimension is not limited (see AWS commentary).
Gas ;hlelding
for :FCAW)
Notos
Ired
I, ASEP Steel Handbook -345-
t
J2 02 Z
8-26 Welded ts
NOTES
ASEP Steel Handbook -346-
••
7
Misc. Tables and Data 9-1A
PART 9 MISCELLANEOUS TABLES AND DATA
ASEP Steel Handbook -347-
;~----------------""'---""."'$-t
9-1B MiscellQneous Tables and Data
NOTES
Abbre Simpl Canti Beams Propp Fixed Fixed· Beam
I
Beam I F
Equal
u C P
Contin Single Single
ASEP Steel Handbook -348-
Misc. Tables and Data 9-1
CONTENTS
lhh,r~",j
ations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-3 ed Beams .... , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-5 Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . · .... ·· 9 - 8
Wi th Overhangs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-10 Cantilever Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-11 Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-13 j!ir:Lx'~a-End
Forces and Moments . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-15
DiaJrams and Formulas
,,
I.,
Table of Concentrated Load Equivalents . . . . . . . . . . . . . . . . . . 9-21 Design Properties of Continuous Beams . . . . . . . . . . . . . . . . . . . 9-23 Diagrams and Deflections For Various Static Loading Conditions . . . . . . . . . . . . . . . . . . . 9-24 Span Continuous Beams Uniformly Distributed Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-25 Central Point Loads .... , . . . . . . . . . . . . . . . . . . . . . . . . . . . ' ..... 9-26 Point Loads at Third Points of Spans . . . . . . . . . . . . . . . . . . . . 9-27
I'ir~,"+-inuous
Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-28
e Rectangular Frame Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-29 Gabled Frame Formulas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-33
ASEP Steel Handbook -349-
t
9-2 Misc. Tables and Data
Effective Length Coefficient for Columns . . . . . . . . . . . . . . . . . . . . . 9-43' Effective Length Factors, K . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-44 ASTM Properties of Beam Cross Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-45 Sl Properties of Geometric Shapes and Structural Sections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-49 Properties of Geometric Shapes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-50' Form Factor For Shear Deflections . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-53 Conversion of Common Measurements From Non-SI to SI Units . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-54' Weights and Measures (International System of Units) ......... 9-56 Weights and Measures (United States System) . . . . . . . . . . . . . . . . . . 9-57 SI Conversion Factors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9-58
ASEP Steel Handbook -350-
Misc. Tables and Data 9-3
, ...... 9 " ..•.•• 9
ABBREVIATIONS
American Society For Testing and Materials Systemes Internationale
, ...... 9-49 " ...... 9-50 · ...... 9-53
· ...... 9-54 · ...... 9-56 · ...... 9-57 · ...... 9-58
ASEP Steel Handbook -351-
r
9-4 Misc. Tables and Data
NOTES
ASEP Steel Handbook -352-
Misc. Tables and Data 9-5
SIMPL V ED BEAMS = force reactions = maximum bending moment
Ro. Rb M mo ,
Iy
6 ~ deflection in y direction Sma, = maximum deflection '= angles at rotation at ends of beam
eo. eo
EI = constant
wL
R=R b =2 o Mmo,
wi!
=8
L
x=2
at
wx s=-(U- 2Lx 2 +x') 24EI
I I I I
5wL4
L
x =
384EI at
Sm"
2
wL3
eo = e = 24EI b
wa
R=-(2L-a) a 2L w
~
Mmo ,
~a-+-b-1
wa 2
8L2 (2L-a)
2
Forx>a:.
2
eO =24LEI U.. + b ) =2 P
Ro
=
Ll2
+
Mmox
x
at
L orx <2:
F
6=
pi! Sma, = 48EI
e" = eb
e
wa 2
b
=
2
LX~
2
24LE,(2t -a)
P
=4
Ll2-j
a
-(2L-a) 2L
=2 PL
p
f---
Rb
=
6 =wx - - [.a 2(L+b)2-2ax 2 (L+b)+ 24LEI wa 2 8 = - - (L-x)(-a 2+4Lx-2x 2 ) 24 LEI
Forx
wa 2
Equiv. Unit. Load
x
at
at
L
=2 Px (3f - 4x 2 )
48EI
x
L
=2
pf = 16EI
ASEP Steel Handbook -353-
T
'
....
9-6 Misc. Tables and Data
SIMPLY ED BEAMS Total Equiv. Unit Load _ 8Pab - L2
Pb
Pa Rb =-L
Ro =L-
Pab
(
A~_________!~
=7
Mmax
____~B
t-a-+-b-t If x = a 2 2 6 = Pa b 3L£1
Total Equiv. Unit Load 8Pa L
=
(e-
For a;;;' b;
o
x=a
8= PbXU_2_b2_X2) 6L£1 Pb b 2 )312 8 max =
For x ";;a;
e
at
Pab = - - - (L-t- b) 6LEI
Ro
= Rb
= P
Mmox = Pa
(between loads)
Px 8=-(3aL-3a 2-x2) 6EI Pa 8 = - . . (_a 2 + 3Lx- 3x 2 ) Fora <:x.:;; L-a: 6FI _ Pa 2 2 L 8 mox - 24EI (3L - 4a) at x=-
Forx
~
a
2
eo =
Pa e = 2EI - ( L - a) b
Mo .Ro =--L
Mo
~--------"A
Mmox = Mo at 6=
M x
_0_
6LEI
Smox =
Mo Rb = L
x =0
(2L2- 3 Lx t x 2)
9~'
at
x = L
_ Mo L eo - 3EI
ASEP Steel Handbook ·354·
(1- V;) '"
0.423L
Misc. Tables and Data 9-7
II I
SIMPLY ED BEAMS I 1';-----------------. !!
Mo
Mo Ra '" - L
For o rel="nofollow">b: For
0
Rb=L
Mmax
= - -Moo L Mo 2
=b:
;':-
at
at
X =0
L
x =-2
For x'; 0: For o?i:- b:
eo = -
Mo 6lEl
2
2
- - (L - 3b I
Mo eb =--(L 6LEI
2
2
-3a )
WoL
R a =6- 3x 2
)
at
L x = ~ '" 0.577L
WOL4
5 7'ax-, -0006522
EI
at
x=0.5J QY 3L
0.423L
ASEP Steel Handbook -355-
T
9-8 Misc. Tables and Data
CANTI LEVER BEAMS = force reaction Ma = mom
Ra
Mmax = maximum bending moment 6 = deflection in y direction 6. = deflection at free end (maximum deflection in all cases tabulated) e. = angl e of rotation at free end
E I '= constant
Ra'" wL
I I I
Ma'" - Mma<
=
wL' 2
wx'
B
6= --(6L2_4Lx+X2) 24£1 WL4 wU 6 =€I = b 8E! b 6£1
Ra =
WO
For x .;; a: For
8.
~~1-A:;-------~B(
x
>-0:
Ma
= -Mmax = 2wa wx 2
wa'
8= --(4x-a) 24£1
24£1
Ma = - MmaX = PL 2
Px 8= -(3L-x) 6£1
6 = PL.' b 3£1
Ra '" P For x .,; a:
Px 2 6=-(3a-x) 6£1 .
x >- a:
Pa 2 6=-(3x-a} 6£1
For
2
6= - - (6a 2-4ax+x2) 24C!
wa' = --(4L-a)
Ra = P
Wo
ASEP Steel Handbook ·356·
Misc. Tables and Data 9 -9 ~i
, i;
,
-
CANTILEVER BEAMS
..' ~
·t lum d efiection
Ra
~o
L
B
,
=0
Mo
M x2 2£1 6 ,MoL2 b = 2£1
~
;A
I
2
a
I T]:r:-r=:=r= ' B
Mmox = Mo
6=-'
woL R =--
wor~
=-
'-
eb -
Ma =
MoL £/
WOL2
-Mmax~::: -~0
2
WoX (lOL 3 - 10ex +5Lx 2 -X 3 ) 120LEI WOL4 6, = ---9, = -Woe -) 30EI ) 24£1 6=
. •
ASEP Steel Handbook -357-
T
•
q-lO Misr. Tablp-s and Data
BEAMS WITH OVERHANGS
Ro • Rb ·= force recctions Mb = bending moment at B Mmox =- maximum positive bending moment
eo. e, = angles of rotation at s A and 8 5 e = d eflecrion at free end C angle of rotation at free end C
ee '"
R ",J!.(Lta)" b 2L wa"
Mb "'--2 For L >a:
.
IY(" 80 L -
Mmox '"
wL (2a 2_L2) e o '" 24'£1
5 '" c
e '" b
ec '" 24£1 ~ (4a'+40 2 L - L') wa"
A~~-------B~~C p
tC
R '" wa (2L tal 2L
b
wa'
Mb " ' -2-
eo '"
wa 2 L 12£1
wa'L
ab "'-6£1
Mb '" -Po
e '" o
PaL 6£1
e
b '"
PaL 3£1
ASEP Steel Handbook ·358·
2)2
2
at
_L- a x -
wL.(4a'_L 2 ) 24£1
wa (3a'+ 4a 2L-L') 24£1
Ra '" - 2L
a
2
-----u
Misc. Tables and Data 9-11
PROPPED CANTrLLEVER BEAMS 8 moment >rts A and 8
Ro , R b " force reactions Mb = moment reaction V = shear force M = bending moment
c
M, = maximum positive bending moment M2 = mayirnum negative bending moment 8 = deflection in Y direction
L2_
Smax = maximum deflection = angle of rotation at end A of beam
eo
a2
x = ---;:-,----" 2L
w
J
_~\-'-I--,--,-IS--,----,--lI'---'.I--LI--,--I v.
o~ xI
6
3L
=8
WX = __ (L3 __ 3Lx2 +2X3 )
tiBET
Smax
=0.005416
wL4 El
at
X
=0.4215L
WL3
eo = 48£1
ASEP Steel Handbook -359-
1
9-12 Misc. Tables and Data
PROPPED CANTILEVER BEAMS Pb 2 Ro= 1;(=-(2Lt-a) a 2L"
I
A
A
I
P
Pa R =-\1, =-(3L2 b b 2L'
B~
.
-
(
a2 )
Ma
Pab Mb =-M2 = 2L'{Lt-a)
Ra
Pab 2 M =-(2L+a) I 2L"
f-- a -+-b--j
For x <:; a:
5=
Forx;;. a:
5
=
Pb 2 x
(3aL2- 2Lx2_ ax 2 )
12L" £1
t
Pa (L-x)2{3L 2 x-a 2x-2a'L) J2L"£1
Fora (;{j2- I)L~OAI42L;
5
(L' _a')"
Pa max
For a>
= -
3£1 {3L2- a 2)2
at x =
{L ' +,,2)L 3L 2
-
0i--
a2
mox
=
6£1
;-a
vi2~
o~
x=L4L:a
2
Pab eo = 4L£1
r;Mo ~A
B
~
0
v.1 a
"'--v
Iv.b
M2 ,
3Mo Ro=-R =. b 2L
~ f--
3Mo Va = Vb = 2L
Vac
M =-M2 = Mo
OI-
2
b
Mox 5= 4L£/{L-x)2
5 max
C
{Vi- I)L '" OAI42L: Pab 2
5
Va
= MoL' 27£1
at
x
MoL eo = 4£1
ASEP Steel Handbook -360-
L
=-
3
I
o~ M2
.. -._--,--'"_.,,---.'."'
•
Misc. Tables and Data 9-13
FIXED - END BEAMS •• ....
Ra , Rb = force reactions Ma , Mb = moment reactions V = sh ear force M = bending moment M, = maximum positive bending moment M 2 , M, = maximum negative bending moments S = deflection in y direction
E I = constant
Smax
= maximum
deflect ion
WL2
)_ 2
Ma =Mb =-M2 =12 -
+ a2)L
wU M, = 24
3L 2 - a 2
L
x,
at
wx 2
S = 24£1 (L - x) 2
.;
wL4
L
atx=-2
S max = 384EI
IP
~A
)
t
B
I---L/2 -+I-L/2
>
•..
2
=
V
~ Ra
--I
C-V
~I
~
PL
M I =8For x>(-:
·. 0 /t<M 2
P
= - Vb = "2
~M
at
L 2
M,
Mb7Z,~
= Va
Ma =Mb =-M2
~x,-L __-,I'/"
.)
= Rb
Smax
=
PL' 192 EI
PL
=8
L
x I = 2Px 2
S=--(3L-4x) 48EI at
x
= .l::.-
2
ASEP Steel Handbook ·361::
'2
9-14 Misc. Tables and Data
FIXED - END BEAMS
( B~ I b-/
~A
I
a
~l.~v_-I
1Vb
MI
0 M2
Pb z L' PaZ Rb = - Vb = -(3b +0) L' Pab' Ma =-M, = L' Prlb Mb =-M3 = - L2 22 2Pa b M, = at x, = a L" Ptlx" For x <:;;;0: 6 = - - (3aL- 2ax- Lx) 6L"E! 2Pa"b" 2aL Fora;;'b: 8 max = at x = 20+L 3£!(20+ L)2 R.=v. = -(3a+bl
I M3
ASEP Steel Handllook -362-
t=l-
hI ~
~ ~(
Misc. Tables and Data 9-15
FIXED - END FORCES AND MOMENTS w
, I , A
f II
I
~
8
'!--Ll2--J
R = 13wL a 32
Rb = 3wL 32
Ma = " wU
M ---
192
Ra
B~
2aL X = 2a+L
~ 5!
[trj
I
ta~
~A I f-a~
~A
I
La~
IS
fi
-
(2L3 - 20 2Li-0 3 )
w0 3
Rb = 2L" (2L- 0)
wa 2
M = (6L2- 80L -t- 30 2 ) a 12L"
Mb
w
= 2L" -wa
b
5wL 2 192
=
W0 3
12L2 (4L- 30)
= wa
Ra = Rb
w0 2
Ma=Mb = 6L (3L- 20)
w
j
I
8
~
la--J I
B
~
M
a
= Mb
2:
w
= - ( L 3_ 60 2L i-4a 3 )
12L
[(L- 0)3(L '- 0) - b 3(2L-b)]
Ra
=
Rb
=~
Ma
= ~ ~L-
0)3(L +30) - b 3(4L'- 3b0
Mb
= ~ I(L 12L L
b)3(Li-3b) - 03(4L- 30)1
3
2L"
12L
f(L - b)3(L-t- b) -03(2L- 00
J
L'
L
J
J
ASEP steel Handbook ·363-
t
=
9-16 Misc. Tables and Data
FIXED- END FORCES AND MOMENTS
~A
p
P
!
B~
I
R, = Rb = P
Mo
P
p
~A
!
I
8
~
f..-L/3+ L/3-+-L/3-j
p
p
Po
= Mb = T(L - a)
R, = Rb =P
2PL Mo=Mb=-
9
p
~ I J I ~ ~. L/4+ L/4+- L/4 L/4-j
t
3P
Ro = Rb
=2
5PL
16
Mo = Mb =
n equal spaces; n -1 loads
p
p
l --- ~ 8~
~A ~
~A
L a=-
p
P
1
p
t
8~
n
_R_(n-IlP
Ra -
b-
2 PL(n' -I)
Mo
= Mb =
Ro
= - Rb =
Mo
= - Mb = -.
-'-----'-
12n
P -3
l:.
Po
L
(L3
-
6a' L +
'
(L - o)(L - 20)
3M
Ro =-Rb = - -o 2L
Mo =-Mb=- _Mo
4
ASEP Steel Handbook -364-
40')
.'
,
.. '
Misc. Tables and Data 9-17
. ,..
..• '
," .
NTS
FIXED - END FORCES AND MOMENTS
<
.
.
',
- - - - , ..•• , i
(to
~A
I,
I
a
' •.
·1·
B~
b-j
,
.
~l ~L/2-
_ 9woL R0 - 40
Bf --L/2----j
Mo=
R
= a
B~
R _ woL b
23wo L 2 960-
-
40
7woL'
Mb = - 960
WoO (IOL'-50 2 L"t20') 20L' . 3
R b
= Wo 03 (5L 20L
20)
W 02
M =_o-(10L"-IOoL+30 2 ) a 60L 2 Wo03
Mb =60L 2 (5L-30)
~~ ~Ll2-+-L/2~
woL
Ro =Rb = 4 W O L2
Mo =Mb = - 32 WoO
Ro =Rb=2 . W0 02(2 M=M=-L-o ) a b 12 L
ASEP St. eel Handbook
·365·
9-18 Misc. Tables and Data
FIXED - END FORCES AND MOMENTS ~wo
~AI---Ll2~
B~
L/2---j
Ro=
29wo L 160
Rb=
M _ 3woL2 b - 160
M = woL2 a 30 w 0 R. _0_3 (IOL3 a 20L
=
~ A~ ---cerrO I
WO
B~
a
Ilwo L 160
-
150 2L +80 3 )
W 03 R =_0_ (15L-80) b 20 L' W 02 M =_o_(IOL2_ /50L+602) a 30L" Wo 0 3 '-- Mb= (5L~40) 20L"
l~~
\
~A ~ B~
WO Ro = Rb = 4(L- 20)
~L/2
L/2~
~a~b~b~a~
~~ ~B
WO
~~ A~
a---i
f---a
~ lf11T-+- BI f---L/2
.
Ll2---j
woL Ro=Rb = ~
M -M _ 5wO L2 0-
b-
96
Wb Mo= Mb = 4~L (0':'2+ 40L-40 2 ) Wo 0 Ro = Rb = -2WO 0 2 Mo=Mb= 12L(4L-30)
Parabolic load Ro = Rb =
3woL
woL 2 Ma=Mb=--
15
ASEP Steel Handbook ·366·
\;.
,
h •••
Misc. Tables and Data 9-19 :. .[,
...
:NTS
FIXED - END FORCES AND MOMENTS
i
. ·1)1
-. Ra =-Rb - -M Ma -
=
I 2 ElL L'
_ 6EIL b--cr
i 6EI8
Ra =-Rb = -L-2 M
= 4£18.
L
a
•••••
Beam with right end simply ed
M(~ tRI
.
J
[
~
tRz
R,
=
R2
= Rb
M
,=
Ra
Ma
:
+
3Mb 2L
3Mb --2L Mb +-
2
where Ra, R b , Ma , and Mb are found for a beam with both ends fixed :
Beam with left end simply ed
R, = Ra :
:
i£ fRJ
~~
fR2 2
R2
3Ma
--U 3M
a = Rb + 2L -Ma
M.= Mb
+2
where R a , R b , M a , and M bore fou nd tor a beam with both ends fixed
•
ASEP Steel Handbook -367-
r
, 9-20 Misc. Tables and Data
FI XED - END FORCES AND MOMENTS n
Wo
4
Wo
~~~~ 1
Ll2
I
LI2
00
.17 Wo L2
384
.I 2
Wo
RA
A
~Alllill Db~Wo ~B
~I
L
~
=Re = -
Wo
MA = Me =
Wo
Me =
-24
%0
RA =
- -3
( L-o)
2 12
[ L2_
[2 2
3
0 ] 1.:-0 (2-y)
2tJ 4
(10L3 - 350 2L+300 3 )
10L
Wo
A~~
~:.J
~B
J
R
Wo 0 3
= --3
~\
MA
=
Me =
5 (35L-300)
101.:
~02 2 2 ( 30L - 700L +450 ) 2 30L Wo0 3 (35L-450) 30L2
ASEP Steel Handbook ·368-
a: Maxim! b: Pinned Fixed t Maxim
Misc. Tables and Data 9-21
BEAM DIAGRAMS AND FORMULAS Table of Concentrated Load Equivalents
~NTS n
00
Loading
j.
p
t
2
e f 9 a b
p
p
c
I I
3
f }]
d
e f
'1
4
a b c
p
p
p
I I I p
5
p
p
e f 9 a b c d
p
Itl!
....
~
f g
MaXimum positive moment: a XPX L Maximum negative moment: b x P xL Pinned end re action: c x P Fixed end reaction: d x P Maximum deflection:ex PL3/EI
~
0.0417 0.0703 0.0833 0.1250 0.3750 0.5000 0.5000 0.6250 0.0026 0.0054 0.0130 0.6667 1.0000 1.0000 0.3000 1.0000 0.4151 0.1250 0.1563 0.2500 0.1875 0.1250 0.5000 0.3125 0.5000 0.6875 0.0093 0.0052 0.0208 1.5000 1.0000 2.0000 0.8000 0.4770 0.4000 0.3333 0.2222 O. II I I 0.3333 0.2222 0.6667 1.0000 1.3333 1.0000 0.0152 0.0077 0.0355 2.6667 2.6667 1.7778 0.4381 0.3333 1.0222 0.5000 0.2656 0.1875 0.4688 0.3125 I. 03 I 3 1.5000 1.9688 1.5000 0.0104 0.0495 0.0209 3.7500 2.5000 4.0000 0.9500 0.428 I 0.3200 0 .. 6000 0.3600 0.2000 0.6000 004000 2.0000 1.4000 2.6000 2.0000 .0.0630 0.0265 0.0130 4.8000 4.8000 3.2000 1.0080 0.4238 0.3120 EqUivalent simple span uniform load: f xP Deflection coeff. for equivalent simple span uniform load: g Number of equal load spaces: n Span of beam:L
ASEP Steel Handbook -369-
.
Both Ends
-
e
..
A
Beam Fixed
-
d
i
....
Beam Fixed One End ed at Other
0.1250
a b c d e f g a b c d
~
••••
2-
Coeff.
Simple Beam
T
~
9-22 Misc. Tables and Data
BEAM DIAGRAMS AND FORMULAS Table of Concentrated Load Equivalents CONTINUOUS BEAM -THREE EQUAL SPANS, ONE END SPAN UNLOADED
wi
A
( I I I I II
III
wI
II I 11111 I r~11111 I I ~II 1111 I I :f~
RA = 0.383wl 0.383 wi
RB = 1.20wl
No.
l
iD
Rc = 0.450wl
RD
= -0.033,/l
0.583wZ
0.033wl 0.617wZ 0,417wl -0.11671'112 +0.0735wI 2 +0.0534wI 2 -0.0333wI2
SHEAR
2
•
0.033wl· 3
4
MOMENT 0.3831 I::. Max. (0.430 1
trom A) : O.OO!l9wI 4 / E!
CONTINUOUS BEAM- THREE EQUAL
SPANS-~ND
wI
wI
AeJ:1::r~~~ RA=0,450wl
k-
0,450wliw,= SHEAR
5
SPANS LOADED
tl~IIIIIIII}TT1~1)
I
?:e
(even
RD"0,450wl
Rs=0.550wl Rc=0.550wl 0.550ui 0.550 w
!
0,450wl ?:7
-0.050wI2
I'
(odd J
+0.1013 WZ2
kITrrn~TIT~YD·UU.J~~~U~UJ
MOMENT 0,4501
n
0,4501
Typlcc Span Loadif
6 Max, (0.479/ from A or OJ : O.0099d 4 /EI
e
CONTINUOUS SEAM-THRSE EQUAL SPANS-ALLSPANS LOADED
A
wi
EIII
; IIIII
RA =0.400wl
~r[l
wZ crr;I'
R s =1.IOwl
c
"\]!~III"III;IIII'D Rc=I.IOwl
O.40Ow I Itr:n=_.;;0~.5~0:f°aWml:fn~n;;;~0:;;.6:;:0~OaWJ:ldR~o:~~~==~ 0.400 wI 0.600 wi -0.1 Owl' -0.10')wI2 2 +0.080wI +0.025wI 2 +0.080w1 2
0.5001 0.5001 6 Mox. (o.446ltromA or OJ :,O.0069wt4/EI
::;;
RD=0.400wl
SHEAR
MOMENT 0.4001
'" E "0
~
wI
O.400Z
r
'"
c 0 ;:: 0
0
I-~'" "c >0
".-'"
.- c
~"
5E
uCi
ASEP Steel Handbook ·370-
,
"
0:
-
I
, I
,,
C
1
..
Misc. Tables and Data 9-23
BEAM DIAGRAMS AND FORMULAS Design Properties Of Cantilevered Beams
's •
'J
Equal Loads, Equally Spaced
!
System
No. Span
)33wl Iwl
<
2
"
~
A
ri
... '&I c
"
3
"
._- r-
?6
(even;
Owl
It§!
..'"
~
<=
E 0 ;:;;
)wl
'f'Y
•
~
tM~1 I~ ~~~
'!;'>'
wI
~1
l'~ "1!>'
F
G
~1wl~ H
~,@M&
1
"1'>'
H
11 ! ,>
,>
,>
0.833 2.233 0.875 2.125 2.167 2.208 I. 9158 2.000
x x x x x x x x
P P P P P P P P
1.250 x 3.500 x 1.333 x 3.167 x 3.250 x 3.333 x 2.917 x 3.000 x
0.172 0.125 0.220 0.204 0.157 0.147
x x x x x x
L
0.250 0.200 0.333 0.308 0.273 0.250
x x x x x x
L L L L L L
0.200 x L 0.143xL 0.250 x L 0.231 x L 0.182xL 0.167 xL
E
a
b
c d
e f
L L L L
0.250 0.278 0.167 0.083 0.139
x x x x x
~
D
F
p p
C
'1~ "i'Y
G
•c
~
1('9
p
p
1l l 1 1
l
P P P P P P P P
c
~l D
4
2" "2
x x x x x x x x
PL PL PL PL PL
A
"1'.y
H
3
!
~
H
2 p
•
'®!
F
iiii,· ~I I ~) ~"H'rl·.. H ~) H I-M rr.\{1 ~'I "1'>'
-
G~
0.414 I. 172 0.438 1.063 1.086 1.109 0.977 1.000
F G
°6
H
~7-t
I~
t$\1
A
0
-c ~" §E
'\4JJ
(l~ftl .-
~}'
D
D
0.167 x 0.188 x 0.125 x 0.083 x 0.104 x
H
.
G
l'~ "!'3I
~I
PL PL PL PL PL
.."
>0
..c
'&I
x x x x x
0::
~'" .,c
~1 0
0.086 0.096 0.063 0.039 0.051
0
.... -'"
A
M, M2 M. M4 M.
'"0
-;::
F
00
B
<=
c
H'iiiY
I~~~
t
.'
O'H
~
C
Typical Span Loading
.. .
~
4 A
.Jwl
n
'&I
0
-----.~-----.
A
2:7 (odd)
4>\1
'&I
'IV'
c
5
A
~I i~ aw-~G ...
.,
t~ 0
.
\('1)1
~
'&
A
4
B
~y~ E E
...
•
#1
,>
~
'®I
5 p
11 1 1 1 1 1 p
r
r
,>
PL PL PL PL PL
0.333 0.375 0.250 0.167 0.208
x x x x x
PL PL PL PL PL
0.429 0.480 0.300 0.171 0.249
x x x x x
PL PL PL PL PL
P P P P P P P P
1.667 4.667 1.760 4.250 4,333 4.417 3.917 4.000
x x x x x x x x
P P P P P P P P
2.071 5.857 2.200 5.300 5.429 5.1557 4.871 5.000
x x x x x x x x
P P P P P P P P
0.176 x 0.130 x 0.229x 0.203x 0.160 x 0.150x
L L L L L L
0.182 xL 0.143 xL 0.222 x L 0.211 x L 0.176 x L 0.167xL
ASEP Steel Handbook -371-
rIt.
9-24 Misc. Tables and Data
BEAM DIAGRAMS AND DEFLECTIONS For Various Static Loading Conditions CONTINUOUS BEAM -FOUR EQUAL SPANS- THIRD SPAN UNLOADED
wi
'wi
wi
ACFQ~!~!t~ll~!!:tC RA '0.380wl
0.380wl
R e '1.223w1
,f~!!I!!;!!!!!!tE
I
Rc' 0.357 wi
0.603 wi
R 0' 0.598w1
R
0
E'
.442w
I
0.558wl
SHEAR
0.397 w I
0.040 wi
-0.1205w/"
-0.0179 wi· +0.0611 wi"
+0.072 w/"
MOMENT
0.442 wi
-0.058 wi· +0.0977w1·
0.603/ o Max. (0.475l1rom El:: O.o094WZ4/cl
CONTINUOUS BEAM - FOUR EQUAL SPANS· LOAD FIRST AND THIRD SPANS
En;n1t wi
A
wi
.
1=r=~~J;!;;g1!;i;i11!~!Q;!!;g!1;Jji!tF"D==1= = j
B R. '0.446w1 Re '0.572wl 0.446w/
0.018wl
SHEAR
RC' 0.464wl
IE R E ' - 0.054wl 'Tn.0.462w/ln= 0.054w/I..-.,..,::JD'==j0.054WI
0.554wl -0.0536wl·
I
'"'40.5i8Wi
-0.0357w/"
-0.0536 wi"
+0~.0~8~0~5~W~I;2~IDnII:o::r"",=-!
+0.0996 wj2
MOMENT
Ro' 0.572 wi
0.4461
0.518/ 6 Max, (Q.477lfrom A) : O,0097WI 4 /EI
CONTINUOUS BEAM - FOUR EQUAL SPANS- ALL SPANS LOADED
A
t'
wi I I I I I I; II
RA' 0.393wl
0.393 wi
WI
5!=~' 'J'~ Re' I.I43wl
0.536 w/
SHEAR
wi I II ! I
wi
~I I Imr:!TT~[JmJ E
Rc' 0.928w1
Ro' 1.143w/
RE' 0.393wl
0 .464w 1TJ-:lI?:":-",O;,;.6~07:rrwrl~-,::,:::,?,,,,:-~"=III 0.464 wI 0.536 wI 0.393 wi
-0.1071 wt" +0.0772 wi"
MOMEN
.3931
.5361 6
M~~:{O,440;~rom
Aand E):: O.006!5wZ 4 /EI
ASEP Steel
Handbo~k
·372·
)
Misc. Tables and Data 9-25
-----.
;
EQUAL SPAN CONTINUOUS SEA MS UNIFORMLY DISTRIBUTED LOADS
I! 12wZ
!
!wl
.
.!
Moment = c oe fficient x W x L Reaction = c oe fficient x W where W is the UDL. o.n one span o.nly and L is one span
.
~', '"
0.0.7g
'---,.-......
;~O;"i.iV
,
~ ~ W,
~f
W-,,-
~r= 0../01
\() r---
054wZ
~Y
4wl
W" 0..0.94 -(>.10. 7
W"
- ...-'"
Q 0
-0100
0..0.25
1
w\
1lI1
0.075
W"
0..0.80.
-0..0.50.
W-" 0./01
-0..0.50
~k
vi
-0..0.33
0.0.54
~t
+ 0.017
-0..067
~t >1\
W,
3f ~t
- 0..050.
~t
"i
-;f0.63 \ -- ::~
-0..0.50.
-0.117
0.073
~t
"0..0.70. A:'
W,
gf
• ~I
W..
~r
"l
'" C).
-0..10.0
0.080
'ANS
/m
~ -0..071
Wi\.
-0..10.7 0.0.77
~ d
!!
W,
-0..121
0.0.72
§l
-0..036
wi
W\
-0..0.18
-0..0.58
006~ W'-- -0.107
~f W\
W, 0..0.98
-0.0.36
~~r------~~*~t==~0.~·0.~5~6~~~~.t~~0.~0.~5~6==~~.t~---~ W\ 0..094
-!~67
+0.0170.
~r
-0..049
~~
W\
-0..0.54
-0.305
~t
+0.0.14
ASEP Steel Handbook ·373·
0
~~
9-26 Misc. Tables and Data
EQUAL SPAN CONTINUOUS BEAMS CENTRAL POINT LOADS Moment = coefficient x W x L Reaction = coefficient x W where W is the Load on one span only and L is one span
~f
-0.094 0..20.3
~~
~t
c;;
C)
W
~ c:i
rW
~f
0..2/3
~t
c;;
~~
cif
-0..0.75
r
-0..0.75
c;;
~f
-0..0.75
t
W
0../63
~f c;;
-0..175
~t
0../75
W
i 0../38
W -0../0.0. t 0..20.0.
~t
W I 0..2/3
c;;
---m
~f
c;;
C)
-0..0.50
~t 2~ W
~t
+0..0.26
~
0
~f
W
t
0..2/0.
c:i
i
-0..0.80.
~t
c:i
~J ~ C)
W
i 0.20.0. 0.173
tW
0./43
*f C)
c:i -0..16/
5f ~~
tW
0../43
c; -0..0.54
~tci
-0../00.
+0..0.27
-0..0.0.7
c; -0..0.74
tW -0..0.80.
+0..0.20
~f
~f
~f c;;
~f ~l
ci
ASEP Steel Handbook -374-
~~
(1;
~
-0..0.54
~t
ti
"-
to
c;;
~i
c;
0)
~~ ci
W -0..0.80.
0..183
;;;
~t
c;;
-0..0.75
~i ~l ~1 ci
F
Misc. Tables and Data 9-27
EQUAL SPAN CONTINUOUS BEAMS POINT LOADS AT THIRD POINTS OF SPANS
,II
where W /s
Mom(!nt = coefficient x xL Reaction = coefficie.~t x W the total load on one span only a L is one span
0./22
8t ~l
a
"-
~t
W2
~t
.
t
W2
t-
0.//5
r
l2 { 12 a
0./45
w,-2
-0.067
~I U)
l);.t \()
0.145
-0.067 Wl2
*
+ -0.067
o. /00.
W2 0.156
W2
*
~t
t
0.085
~
9ta
~t a
-0.045
~t
W12: WI2,
!
"1
a
'"
~t
! -0.089
~
w,-2! ~<.'I ! ! - 0.072 -----i(Tp'-'::-:-:-:-'--irr'-"----"""" 0.143 Wl2 WI2 a WI2 Wl2 -0./6/ -0.024
~
mt
~ ~
~I
at
Wl2 -0.048 WI2
t
WI2
0.137
~t a
*
WI:?
t
0.111
t -0.089
ga
~
WI2 WI2 a -0.143 t + -0.048
"'_-:i
0.111
~t
a
+0.024
-0.006
W2 W2 Ci -0.066" Y - 0.071
+0.0/8
~f
tt~
a
iIlja
0.099
~t ~
~t
a
ASEP Steel Handbook -375-
r
9-28 Misc. Tables and Data
CONTINUOUS BEAMS Moment And Shear Coefficients Equal Spans, Equally Loaded UNIFORM LOAD
MOMENT
.
SHEAR
IN TERNS OF W/ 2
IN OF +.02~
+.08
wi
+.06
~C'""'>-.IOC:> 't' .., I +.071
+.036
+.036
+.077
~.I01.c::::s.07k:::---"O~
.t~
l'
f
+.076 +.079 p.I06.c=:>.07l=:S:OOOC::S07r:-s.IO~
l''f'+'1
'f",
'. CONCENTRATED LOADS
MOMENT
+ ,1~6
IN 0,- PI
.. f
~-.167
~
+.171
'V
ZV
+.11
r"W~ZV
+.t.
If':>,
t
-$. -.119
f
hi
~
;;,
SHEAR
AT CENTER
+.156
+,35
t
:t
+.171
-.1!S8~
"V
W
p
t
h4
+
.66t~4
IN OFP
p
p
p
t
t
t
P
t
P
.tlOt.46
CONCENTRATED LOADS
MOMENT IN OF PI
+.222 t.1I1
+.!!I +.222
AT; POINTS
A-i..-.",.~
'¥t
t
+.244 +.106 +.066 +,068
+.~6
t
W'V
++
....,."L.J,co.,'::,;:I",c:.,L,-'CO.•-.,.
.54t:66
.3<4t
SHEIlR IN OFP
t I
+.244
~-2" H~2'#:J",.
t
+i
i
t
i .46 +.50
."f
.50t.65
.6!!hO P
p
t
MOMENT
+.267
IN OF PL
CONCENTRATED LOADS
+.267
AN.,..,...,,,,
+.258
t
+.314
ATL POINTS
+.022 +.OI2~..tl08 .
4
~.
~.12
+.28L-....+.Q97 t. A +'"";...,372
.
+.314
t·P9L+·,282
.3T'2Y".~
ASEP Steel Handbook -376-
•
.,it
SHEAR IN OFP
Misc. Tables and Data 9-29
StNGLE RECTANGULAR FRAME FORMULAS 8 I, SHEAR 0'"
wI
C
lz
k= 12
L
A
Coefficients:
I,
"'"
I,
D ~
@l
,!!.. L
N = 2k+3
FRAME DATA
i~o To4
~o
8
---
---
w per unit len J'h
!o ;s
C -
C
"'"
42 14"2
t
®
SHEAR
D _Ho
HA_ A
0
I T£RMSOFP
t
VA
M =M B
L-;:r
c
wL2 =-4N
V = V = wL A
0
2
M m ,,=
Vo
8wL2 + Me
_ _ Me HA-H o - -
h
SHEIlR TfiRMS OFP
w per unit leng th
LA
p
.~
-l-- Liz
i SHEAR OFP
wL2 8N ,
p
lb
V = 3wL A 8
vo = wL 8
HA=Ho=_Me
ASEP Steel Handbook ·377·
h
9-30 Misc. Tables and Data
.c
SINGLE RECTANGULAR FRAME FORMULAS
B
8 W
c -
C
per unit
-<::
D--_h_ei_gh{-1.D
o
t
Ho
Vo
Me=
2 W: [-:N + 1]
Me =
2 W: [-2~ -1]
Ho = -Me h-
iPc-j 8 I
I
8_--~~--~C
Cl--
o
A
P
Constant: a, Me
;71a
=~c [(3a~ ~ 1)k + 1]
Me = ~C[(3ar,.; )k _
1 I]
M,
Pc' Vo=y
VA=P-V o
= - HAa
M2 =Pc-HAa
ASEP Steel Handbook ·378r
Ii
-
Misc. Tables and Data 9-31
JLAS
SINGLE RECTANGULAR FRAME FORMULAS B------~~----~C
~
t"'"
I------ncl--
HD
-
1
1
+
-iCL --- D
-
D_HD
~
f
Va Constant:
M
o
= Ii
_ Pc(3o~ - I )k N
_M B -
01
C -
H = Ho _. Pc - MB
h
A
Po
B
-/0
P
B+
C
tJ+
P
---Po
T"'" A
C
L __ A _HA
f
"-4
MB=-Mc=Po
V
A
=
HA=Ho-P
-V =_2Po 0
L
Moment at loads = ±Pa
ASEP Steel Handbook ·379-
D_HD
l
T~bles
9-32 Misc.
~nd
Data
SINGLE RECTANGULAR FRAME FORMULAS P 8
l----+-- L - - - 1
P
c
8
Ph
VA=-V o = - L
-+-P-- b ------1
c
o
I--+-- L - - - - 1 A
t-
VD
, Pb L
V A =-
ASEP Steel Handbook -380-
a
ill'
I' 'FIr
Ho
.
-
Misc. Tables and Data 9-33
'LAS
SINGLE GABLED FRAME FORMULAS
Coefficients: k= I 2 .c:
lA
I,
I,
I, 1----- L ----IE
!25
4 = hI
m = 1 +4 8,,-3k+2
~
C=I+2m
FRAME OATA
K, =2(k+1 +m+m2) R ,,-.pC - k
w p!r unit length IIDTIJIilllWJJJT1IIIlJ
C------T
--t
8
0 ....
o _
-<::
A fo---- L ----IE
1
~
MA
-M _wU k(8+15.p)+4(6-g,) E - 16 . N,
M "- M "- _ wL 2 k (16 + 15 1) + 12 e
N,
16 .
0
wL 2
Mc=S-1>M A +mM e
wL
VA =VE =2
ASEP Steel Handbook -381-
9-34 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS w per unit length WTI.WTIru C B
+
• Note that X, ,- X 2 and Me are respectively half the values of M A ( =ME), M8 ( and Me from the previous set of formuloe where the whole span was loaded.
w per unit height
._- -- -- - - --T
c
"-
o-t-
Wf2
73
ASEP Steel Handbook -382-
u
,
•
.
HE
=M 0)
Misc. Tables and Data 9-35
... )
SINGLE GABLED FRAME FORMULAS
JB T "
--T
c
c
....
Q1-
-<::
i-----L ----IE
1
--HA
~MA I;:; Constants:
\I XI =
01
= PC[2¢2_(1-3b~)kJ
YIKI-Y2R X2 =
2NI
= -XI +X3
'40
bl
= Iib
Y,. = Pc(~ - (3aF- I)k]
Y2K2 -Y I R 2N
I
MA=-XI-X3 M£
=Ii°
Pc B-3(01-b l )k X 3=-2' N 2
Ma=+X2+(;c- X3)
= +x2-(i -X3)
Me
= - ¢;c +¢ XI+mX2
MI =MA-HA a
v.£
_PC-2X3 L
-
M 2 =Ma +H£b " - p V. HA-H- Pc XI+X2 VA £ - £ - 2h h
ASEP Steel Hanabook -383-
-,
.Sf -... ---.. -------- - -....t - - - - -1IIIIIIIIiII
9-36 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS
Constants:
01
=Iio
bl
=hb
Y1 = Pc[2p 2 - (I .- 3btlk]
Y2 = Pc[¢C+(3oF- ll k)
HA -- H£-- Pc +MA - Me h
.~
C
D_ I--+---L - - - - 1
M =0
ASEP Steel Handbook ·384·
f
-
---~.---.-,~--
Misc. Tables and Data 9-37
SINGLE GABLED FRAME FORMULAS -
c
- T
....
+
+
B
-
HA A
A
f-
MA~ v,; Me-- M 0-- _3PLkm 2NI MA -Me VA =Vc =P/2AH e =H ='-""--,--.c"-"'h
c P B
+ 2MH)
Constants: XI =3P/Ck
2NI MA=-XI-X3
Me=+X2t(~h_X3)
Mc=-XI+X3
Mo=+X2-(r;'- X
\!.A = - V". = _Ph-2 X 3 ~ L P
3)
H =E_XI +X2 c 2 h
c
c B
D
-~~--- ~
L
--
.. E
-~-~~-~~---
A
+A
HA
'fo'M
A
~ _ _ PhB _ 3Phk M A - - M - -NM =o -M -+ -e · 2N 2 2 2 H =-H V -V =_p(htnt2 MA A c LAc
=
M=O c
=-
P 2
ASEP Steel Handbook -385•
T
1
9~38 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS
T --------C~S'
r
B
[2
[2
[,
Coefficlerrts:
0 D 1,--
i-----L-
I\=I2
I,
.'2 s
E
FRAME DATA
B';2(k+ll+m
W
C =1-:-2m
N= B+mC
per unit length
II I ! Ii!
,
!
!
I j I j
I
J
I I j I I I ! I !I
--------T
C
"-.
Dt
Me=Mo=-
we(3+5m) 16N
HA=H£=_Me h
WL2
MC=a+ mMe
.
wL
VA=V£='2
;i ;
,j iiI
ASEP Steel Handbook -386-
-------_._---
.I;j
.
,
• _ _ _ _ .,_~
. " . _ . __
' n __ •• _ _
'.
_
•
Misc. Tables and Data 9-39
AS
SINGLE GABLED FRAME FORMULAS w per unit lengto !I \ !\!
I
'(Sl~\ __ c __
I \ \ \ \I
+~Lt.:;+~:--_~
B
WL2
32
- M _. wL2 (3+5m) Me- 0 - 32N V _3wL
A-a
wper unit height ------ C
-------r
B
D
-1""
D _
A 1---'--- L ~-
U .
Constant. X = Me
=+X+ W{h
Mo = ..
x_W{h
w/ 2 (C+m) 8N
Me
= + ;(\mx
VA = - V£= _
w/hk1L+ m )
X wi
HA = - - - h 2
ASEP Steel Handbook -387-
i
9-40 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS ~-'-----T
8
C
w per unit height
~t"'" .<;:
R---;---- L - - - - I E
A
M
o
1
=_Wh 2 ,2(8+Chk 8 N
wh 2 tl'e=2+ Mo
H A = - (wh - H £
~~-~----T
18 .Q
P
~t
C
T cl-
'"
lAI----L ~
Constants:
0,
Me=Pc-X
=~
= Pc 8 + C - k (30~ -
I)
N
2'
Mo=-X
M,=-o,X Pc V£=y
X
Pc
M C =2'-mX
M 2 =Pc-o,X
VA=P-V£
X HA=H£=T
ASEP Steel Handbook ·388·
+
-
-
)
Misc. Tables and Data 9-41
~S
SINGLE GABLED FRAME FORMULAS
7
P
---'
HE:
----
Constant:
01
=h-a
- M _P 4>C+k(30~- f) M B- 0 - c. N
H A = HE:
Me =-4>Pc+mMB
=Pc ~ f,j B
VA
=VE: =P
M 1 = - 01(PC- Mal
c B
B ~-l---
L
\/L_
Po
Pa
---....j
E.-HE:
t
V" Ma= - Mo=Po ·HA=-HE:=-P
Mc·=O
2Po VA=-VE:=-Y
Moment at loads
= ±Pa
ASEP Steel Handbook -389-
I
9-42 Misc. Tables and Data
SINGLE GABLED FRAME FORMULAS
B
rc ----,.... t
EF
c +
+
-
B
D
H~A
£
D
-
-<:
L
£
A
~
j((
Me= Mo
I-A
PL C
= -il'tv
J Me
PL B =+-.4 N
Hf:
P
2
...... - - - - T
C
....
t
D
=Ph+Mo
Me
P .........., C
~
= Vf: =-
----"~-
C
1
Ph Me ="2+ mMo
----,
C
il
....
t
D _
Me=O
c
n
i,
1---- L ----I
Ph Me=-Mo=+2"
I:
I,
Phm VA=-Vf:=-T
P HA =-Hf:=-2'
f( fl h n
c
C
ASEP Steel Handbook -390·
.....,________..,'f,...-_______
ft _ _ _ _ • _ _ _ _ .....
'~ _ _ "~ •• _~~.
-
Misc. Tables and Data 9-43
EFFECTIVE LENGTH COEFFICIENT FOR COLUMNS GA
5:f0'
1.0
10,05,0 3,0
GA
Ga
K
I'" 1?50,0 10.0 5.0 3.0 0
"0.9
K ,,00
00-
100.050.0: 30.020.0 10,~_
0,8
~:g
1.0 0.8 0.7 0.6 0.5
7.0 6.0 5.0 4.0
0.4
0.4
3.0
0.3
0.3
2,0-
1.00.8 0.7 0.6 0.5
0.7
0.6
0,2
100.0 -50.0 -30.0 20.0
5.0 4.0
1-2.0
2,0
-00
~Hfj8
~ "<0 "'i>
-
r)O.O I-§',O 7. 6.0 5.0 4.0
3.0
8.g
-3.0
~1.75
1-2.0 1.5
0.2 1.0
--1.0
0,1
0.1
o
0,5 (a)
0,26~
o
,0
SIDESWAY INHIBITED
(b)
--1.0
o
SIDESWAY UNINHIBITED
Figure 1. The subscripts A and 8 refer to the ts at the two ends of the column section being considered. G is defined as
G = L. I./L. L I./Lg in which r: indicates a summation of aI/ rigirlly connected to that t and lying In the plane in which buckling of the column is considered. Ic is the moment of inertia and Lc the unsupp,)rted length of a column section, and Ig is the moment of inertia and Lg the uned length of a girder or other restraining member. Ic and 19 are taken about axes perpendicular to the plone of buckling being considerea. For pinned column end Ied but not rigidly 'Connected to a footing or foundation), G is theoretically infinitYI but, unless actually designed as a true friction free pin, may be taken as"IO 'for practical .de~igns. If the column enq, is rigidly attached to a praperly designed footing, G 'is theoretically zero but' may be taken as 1.0. Smaller values may btl used if justified by analysis. Girder stifhess Ig/Lg should be multiplied by the fol/owing factor for the stated . condition: 1.5 fvr far end hinged, Figure I la); 2.0 for far end fixed on Figurella); 0.5 for far end hinged, Figure lib); 0.67 for for end fixed, on Figure lib).
AfEP Steel Handbook -391-
9-44 Misc. Tables and Data
Pf EFFECTIVE LENGTH FACTORS, K ( 0)
(b)
I
~9'
f
Buckled shape of column
,/
Is shown by 'dashed line
(
(c)
I
i
, ,,
,,
I ""," ,,
I
,
,
/
[
,,
I
,
/
\
\
\
i?jl1;
i'.!!w,
!!h
I
I
I
I
II
W4
,, ,, ,
p
,
f
,,
/
,/ ,,
,,
,
"
J",",
I
/
,,
~~
(0
(e)
(d)
I I
f
/
/
d~
I
-"--"
"p,
f
Theoretical K value
0.5
0.7
1.0
1.0
2.0
2.0
0.65
0.80
1.2
1.0
2.10
2.0
Recommended design Va lue
when Ideal conditions are approx Jmoted
"'f"
Rotation fix 3d and translation fixed
1
End condition code
Rotation free and translation fIxed Rotot Ion fixed and trons:otlon fre,
Iif'l ?
RotatIon free and translatIon tree
1 h
1 t\\ \
p
p\
,, \
,,
Kl
I
1 I
---
---
I I I
....
1,
,, ,
T 1
I I
,,
b
, I
ASEP Steel Handbook -392-
a
y
-
'I I
Misc. Tables and Data 9-45
PROPERTIES OF BEAM CROSS SECTIONS o : centroid and shear center C = cen,'roid S = shcJr center
J,
c,
J ~f'1
7
= distances
C2
to centroid
e = distance to shear center
,
A = area lx' Iy = moments of inertia Ixy = .,roduct of inertia
I
I
I
I
I
:/
Sx Sy
"
=section
moduli (=I/c )
rx ry = radii of gyration J = torsion constant
(= V I/A
)
:.0
Rectangle !.Q
~y
T h
1
0
~b-j
A = bh
h~2
-L
x
bh 3 1=x 12 bh 2 S =x
~
x
hb 3 =12 hb 2 S =y 6 Iy
6
h
IXY =
0
b
=--
r = --
2../3
y
J = f3hb 3
2~
For h;::' b:
Square
b4 Ix=/ y = 12
Ixy=O
b3 Sx =$y =6b
rx = 'Y = 2.j3 f3z0.141
ASEP Steel Handbook -393-
I f3~--O
3
4 b (1 -b- -) 21. h 12 h4
9-46 Misc. Tables and Data
PROPERTIES OF BEAM CROSS SECTIONS
PR
Square (Axes along the diagonals) A = b2
y
I
x
S
x
~
x
b4 =[ = -
=0
lXl
.12
y
b3
=--
=$
6/2
1
b
=2V3 --
=~
1
J =f3b4
(3
""0.141
Isosceles Triangle
2h.
jY
I K
3 bh" =36
I
S
y
rx
1
A
bh
=2
48
bh 2 = 24
Ix
SKI
h 3 hb" =-
c2 = -
C, : -
= C; hb 2 =24 h = 3-/2
ry
b
= 2;;6
ASEP steel Handbook -394-
G
4a
&JI
2 ;;;;;;:;
Misc. Tables and Data 9-47
'JS
PROPERTIES OF BEAM CROSS SECTIONS Circular Ring
(Approximate formulas for thin sections)
y
A = 2..".,t Ix
x
= Iy =..".,3r
Ixy
=0
Sx '" Sy'" ..".,2f
,
'x ='y = Y2 J '" 2.."..r 3 f
I Section y
~bl2_
1
A '" 2bft + hfw
ltl
h2 Ix'" T2(6b 1 + htw)
! 0 tw~
(Approximate formulas for thin sections)
l""Itl
f..-b~
h~ "j
X
h Sx '" "'6(6b'i
+ ht,)
= II YV;
r
.) '"
2bf?'+ht 3
L
W
3 Box Section A '" 2 ( b t
(Approximate formulas for thin sections)
+ htw)
h2 Ix'" S(3b
t + htw)
h
Sx '" 3(3b t +htw )
b2
Iy'" 6(3hrw
+ b't)
b Sy "'3"(3htw + bft)
~ YVA
r '"
ASEP Steel Handbook -395"~
9-48 Misc. Tables and Data
PROPERTIES OF BEAM CROSS SECTIONS
F
T Section (Approximate formulas for thin sections)
= _.:..:h_2·.:!!tw,--_
C
2( b~
I
y
A = btl +ht",
ita; ~b/~ 1
!
Jtl
+ h'w)
I = h3t w (4bt{ + hfw) x 12(btl +htw)
CI X
C
xl
C2 -+ ~tw
i
=
S
S
ci
-
y
.!L =
h(4bt, + htw) 6
Ixy=O
SZ=!£= h Zt w (4bt, + htw ) x Cz 6(2bt, +htw)
b 2 t, 6
r=fi: x VA J
I =b3t, y 12
r=!£ y v1;
= btl + ht~ 3
Channel Section (Approximate formulas for thin sections)
y
IITr f
S
1
YI
= .:x...~ C,
b -( btl+2ht. 3
W
2
S y2
= Iy = b ,,(btl +2htw ) Cz 3( b~ + htw)
Ii;
II;
rx=.j~
J .. 2btl
)
ry=lt-
+ ht.,? 3
ASEP Steel Handbook ·396·
a
,
.
.]
s
i
iii
Misc. Tables and Data 9-49
PROPERTIES OF GEOMETR IC SECTIONS AND STRUCTURAL SHAPES REGULAR POLYGON AXis of moments through center
n
,
~
,
a
,
R
,
R,
,
I, ' '2
, ,
= r2
,
A
,+ ht,..> " ht",>
'I
ANGLE
Ion 29 ,
Ax Is of moments through
cenler of gravity
A
~~a \ ----+--r-T ~:tions>
y
Xl"
, ,ISot_ e . . .~-
C
'II
K
"
X
~ H=:!:::::::il=t--i -->j \ \ z - Z ,s axis of minimum I 'Y
=0
I, I.
n 2 --JR2 - R,2 a
2sTii7 a 2 Ion
~
±no2col~ '~n
~ 'nR,2 lan ~ , A( 12R,2 + a')
AC6R'-a') 24
48
~6R2_a2
2 , ~ 12 R!2 + 0
48
24 2K
'y
R2 sin 2
'.
d' + ot , I (b + c) x , b 2 +- of 2(b+c)Y' 2(b + c) , Product of inertia about X-X 8: y-y , + abcd! - 4(b +c)
,, ,
1
Number of sides 180 0
, , ,
±(
t!d - y)'
+ by'- a(y -I)')
{- ( I (b - x)3 + dx'- c(x - I )') Ix sin 2G
+ I)' cos261+ K sln2 e
II( cos 2 9+ly 51n 29 - K sln2G
K Is negative when heel of angle, with respect to C, g., Is in 1st or 3rd guadront, positive when in 2nd or 4th guodront.
BEAMS AND CHANNELS Transverse force oblique
Ihrough cenler
13
=
1II! 51n 2 ¢
+ I)'
cos 2 1!f
cos2¢
+ I)'
'1m "
'4 ,
Lit
f. =
M
where M
2
(f- s ,nH T x
C0S¢)
y:
ts bending moment dut' to force F.
4
ASEP Steel Handbook -397-
t
9-50 Misc. Tables and Data
PROPERTIES OF GEOMETRIC SECTIONS
center
0
grav ty
11 itl r.-----l
I
,
s ,
d
~I
c
, ,
A
EQUAL RECTANGLES Axl, of mome~ls Irrough
bCd-d,)
Ji
2 bCd 3 - d,3 ) 12 bCd 3 -d 3 ) I 6d d 3 -d,3 . 12Cd -d, ) _b (d" -d,") 4
Y
r
,
f.-b~
Z
,
UNEQU'AL RECTANGLES
A
Axis of mOments through center of Qravlty
c
, ,
r t--r-~1-tt
I
,
S
,
I c
r
,
{f
Z
, ~
A
,
d
I
d, ______
~ I I
++
le, -=t-=if
~b,~ ~
TRIANGLE Axis of moments through cent~r
of gravity
ili1 .--
1 .1
~b~
I
, ,
S
=
r
,
c
.bl+b, I, It.bl 2 + b,l, Cd- 1;" l,l A 3 bl 2..!!...!L. 12 +bl; + 12 + b,l,y," $,
[d - ( '
I
=
c,
~ I,
)]
bd 2 2d 3
~ 36 bd2 24 d
YT8 =
.235702d
TRIANGLE Axis of moments on base
[31 ~b--i
A
= .M. 2
c
,
I
=
$
= 12
r
= -Vs =
d bd 3 12 bd" d
.406248d
ASEP Steel Handbook ·398·
PI
Misc. Tables and Data 9-51
PROPERTIES OF GEOMETRIC SECTIONS PARABOLA 2
1;,
A
i/--t-- .1:
m
= =
4
-ab 3 2 -0 5
I,
=
J.§.. a3b
12
=
~ab3
13
=
k-b-o/
175
15
32 O~ 105
2
HALF PARABOLA 2 4 \.
[n- rel="nofollow">j
114'~' L -+-+-r' ;
J,
:3",
2 -ab 3
m
= =
n
=
d.b 8
A
m
,---1.3
I, 12
£a 5
0 3b = .JL 175 3 - Rab 480
13 = J§...a~ 105 ab3 '4 = ..£. 15
l-b-=.J
4
COMPLEMENT OF HALF PARABOLA 2
!<-n-..
A
T.1E!'~' lim
a' " - "i' ",
2
,__
ab = .L 3
m -
1
7 lOa
n
= .d.b
0
=
b
= V2 = ..!.. t 2 6
I,
=
37 :3 2100a b
12
=
I 0b3 80
I,
=
4
~b~ PARABOLIC FILLET IN RIGHT ANGLE
r-m -,
2
"-
lrCi"~,
~
~bf''<'l "y" f--- t--->l
A
t
2[2
t
m =
n
t = .1. 5
ASEP Steel Handbook "399"
'2
=
...1L t 4 2100
9-52 Misc. Tables and Data
FO PROPERTIES OF GEOMETRIC SECTIONS TRAPEZOID A
,
d(b + 1'1 )
c
,
d(2b+~)
I
,
s
:
r
,
CIRCLE
A
,
Axis 01 mo ments through center
c
Axis of moments through
center ot gravity
r- '-1 b
B
1 ----
J
f-b---! \
2 3(b + b,) d 5 (tJ2+ 4bb, + !!f) 36(b+b,) 2 2 d (b + 4bb l + bf) 12(2b+b,) d 6(b + b,).,j 2 (~ + 4bb, +
-wd 2 """"": 1TR2, .78(l398~' 3.1411593 R2
S
, d , 2 , ~~4 , , lf3d; ,
~
r
,
HOLLOW CIRCLE
A
,
Axis of moments through center
c
:
I
,
S
,
r
,
HALf CIRCLE
A
,
Axis of moments through centor of gravity
c
=
I
=
P.~_l
I
ll~E--)j_l I t
~"
_____ ---~l d--l
S
=
r
=
R
If:
4
1T:
d
R
'4
'2
3
'.049087 d"' .785398 R4 , .098175 d', .785398R'
1T(d2; df ) , .785398
(d~d~
d 2 1T(d 4 -dI4 ) , .049087 (d 4- d,4) 64 11' (ct4 - d,· ) .098175 ct4~ d,· 32d .jd 2 + df 4
,
l1R2 -2R
(I -3~)
R4(!L.lL.) 8 911' ~ (911 2-64) 24 (31T 4) R
-/91!2-64 611'
ASEP Steel Handbook -400-
bj')
=
I. 570796 R2
=
.575587 R
=
.10975',' R4
=
,190637 R3
=
,264336 R
-~ ...•..•..
" '<1
Misc. Tables and Data 9-53
s
FOR~~
FACTOR FOR SHEAR DEFLECTIONS . Form Factor f
of Cross Section
Shap~
Rectangle
6
5
10
9
Thin circular ring
r
or box section
-+---- - f - - - - _~L
NOTE S:
2
A
A web
A
7
A = total area of cross section AWtlb
f =
,
= area £..A'
of web (or webs) .
A " shear area
= Q
r2
2 (' Q dA JA b2
= first
moment of area above leve.l y
b = b"om width at level y
ASEP Steel Handbook -401-
I
9-54 Misc. Tables and Data
CONVERSION OF COMMON MEASUREMENTS From Non - SI To 51 Units a 51 UNIlS
NON-51 UNITS TO MEASURE
MULTIPLY BY.
TAKE THE NUMBER OF
TO
EQUALS THE NUMBER IN
LE TEMPERATURE
degree Fahrenheit (OF)
TIME SPEED OR VELOCITY
Same units are used: second{s), minute (min) and fiour (h) 1.609 miles per hour (mph) feet per second (ft/s) 0.305 knots I
Same units are used: second{s) , minute(min) and Hour{h) kilametres per hour (km/h) metre per second (m/s) Nautical mile per hour ( n mile/h)
cycle per second (cis)
hertz (Hz)
FREQUENCY (Radio, FM, AM, TV, etc.) POWER ELECTRIC CURRENT ENERGY
5/9 (after subtracting 32)*
horsepower (hp)
FORCE PRESURE OR STRESS
0.746
degrees Celsius (OC)
kilowatt (kW)
Same units is used:ampere{A) 1.055 British Ther[llal Unit (BTU) calories, int I. table (cal IT) 4.187 calories, thermo-chemlcai{colJ 4.184
kilojoule (kJ) joules (J) jaules(J)
pound-force (I bf) kilogram -force (kgf)
newton (N) newton (N)
"
4.448 9.807
VO (Se .
kilopascal (kPa)
\L<:'
27.68
pounds per cubic inch Ob/ln)
.,-
grams per cubic centimetre (g/cm 3 )
/
exa ct conversion • Last figure was rounded off for ordinary uses except those marked with* which are exact. • The letters and figures enclosed in parentheses under this column are the symbols of the measurement units. Examples of use: 25.4 mm, 9m 2 , 32 °C,.IIOkm/h, 7g/cm".
a Fram Metrication, Bureau of Product Standard, Derartment of Trade and Industry ASEP Steel Handbook
,
WE Ave
116 Tro
*
3
VO • {Li< US
MA
".
pound per square inch (psi)
DENSITY
AR
·402-
7
(12 lib
*
•• a Fre
Misc. Tables and Data 9-55
CONVERSION OF COMMON MEASUREMENTS From Non - SI To SI Unlts O SI UNITS
NON-SI UNITS TO MEASURE
TAKE THE NUMBER OF
LENGTH
inches (in) inches (in) inches (in) feet (ft) feet(ft) yards (yd) miles (mi)
AREA
square Inches (in') square feet (ft') square feeHft2) square yards (yd') square miles (m i 2 )
VOLUME (Solids)
cubic inches (j n' ) cubic feet (ft') cubic yards (yd')
VOLUME (liquids) US
fluid ounces :fI. oz.) pints (pI.) qUflrts (qt.) gallons (gal) fluid ounces (fl.oz,) pints (/)t ) quarts (qt) gallons (gal)
MULTIPLY BY·
EQUALS THE NUMBER IN
l IN
econd(s), Ir(h)
(km/h) m/s)
our
English
ntimetre
lxact. 015 of the 11~
;try
MASS OR WEIGHT Avoirdupois (16 oz. = llb.J Troy (12 troy ounces = I Ib for jewelries)
...
••
25.4* 2.54* 0.025 0.305 30.48* 0.914 1.609
ounces (oz) pounds (lb) short tons (s.t.) (2000 Ibs) long tons ( !.t.) (2240 Ibs) ounces (oz.) pounds
6.45 929.0 0.093 0.84 2.59 16.39 0.028 0.76(5
millimetres (mm) centimeters (cm) metres (m) metres (m) centimetres (cm) metres (m) kilometres (km) square centimetres (cm') square centimetres(cm') square metres (m') square metres (m') square kilometres (km') cubic centimetres (cm') cubic metres (m') cubic metres (m')
29.57 0.47 0.95 3.79 28.41 0.57 1.14 4.55
millilitres (ml) litres ( L) litres (L) litres (L) milillitres (mil litres (L) litres (L) IItres (L)
28.35 453.6 907.18 0.907 1016.05 1.016 31.104 373.241
grams (g) grams (g) kilograms (kg) tonnes (tJ kllillgrams (kg)
~~~~: 1~))· grams (g)
exact. conversion Lost figure was rounded off for ordinary uses except those marked with'" which ara exact. The letters and figures enclosed In parentheses u.!1der this column are the symbols of the measurement units. Examples of use: 25.4 mm, 9m', 32°C, 1I0km/h, 7g/cm'.
a From Metrication, Bureau of Product Standard, Department ot Trade and Industry ASEP Steel Handbook ·403·
I
9-56 Misc. Tables and Data
WEIGHTS AND MEASURES International System of Units (SI)° ( Metric Practice) 8ASEUNITS Quantity
Unit
Length
Mass Time Electric current Thermodynamic temperature Amount of substance Luminous Intensity
SUPPLEMENTARY UNITS Symbol
Metr. Kilogram Second Ampere Kelvin Mole Candela
m kg
Quantity
Unit
Symbol
Plane ongle Solid angle
Radion
rod·
Steradian
sr
s A K mol cd
DERIVED UNITS (WITH SPECIAL NAMES) Unit
Symbol
Formula
Newton Pascal Joule Watt
N
kg - m/s 2 N/m2 N-m
Quantity Force
pressure, stress EnerO'y, work, quantity of heat
Power
Pa J W
Jis
DERIVED UNITS (WITHOUT SPECIAL NAMES) Unit
Quantity Area
Volume. Velce; ty Acceleration Specific volume Density
Formula
Square metre Cubic metre Metre per second
m2
Metre per second squared Cubic metre per kll09rom Kll09ram per cubiC metre
m/s2 m'/kg
SI PREFIXES Multiplication Factor
, 000000000000 000 000 =lO'! 1000000 000 000 000 =10: I 000 000 000 000 =10 2 1 000 000 000 =10" 1 000 000 =lOG 1000 =10' 2 100 =10
Prefix exa peto
tera 9190
mega kilo
hecto b
= 10J 0.1 =10-' 10
m' m/s
dekjl,b dec I centl b mlill
-.
001010- 2 . 0.001010 0.00000 1= 10- 6 0.000 000 00 I =10-· 0.000 000 000 001 = 10-'2 0.000 000 000 000 001 =10- 10 0.000000000 000 000 001 = 10-'6
micro nano
plco
kg/m'
Symbols E
P T G M k h do d
c m /I n
p
fern '0
f
alto
o
a Refer to ASTM E 380 -79 for more complete .Informatlon on SI. bUse Is not recommended.
Iii
$
,
ASEP Steel Handbook -404-
n
aL
Misc. Tables and Data 9-57
WEIGHTS AND MEASURES United States System LINEAR MEASURE Inches
01
Feet
1.0 , .08333 12.0 , 1.0 36.0 3.0 198.0 , 16.5 7920.0 = 660.0 63360.0 '5280.0
Yards
, , ,
.02778 .33333 1.0 5.5 = 220.0 , 1760.0
,
,
Rods .0050505 = .0606061 , .1818182 , 1.0 = 40.0 ' 320.0
,
Furlongs
,
Miles
.00012626 , = .00151515 , .00454545 , .025 , ' 1.0 , '8.0
, ,
,
.00001578 .00018939 .00056818 .003125 .125 1.0
SQUARE AND LAND MEASURE Sq. In.
1.0 144.0 1296.0 39204.0
, ,
Sq. Ft
Sq. Rods
Sq. Yds .
Acres
Sq. Miles
,
.006944 1.0 , 9.0 = 272.25 43560.0
.000772 .111111 1.0 = 30.25 = = 4840.0 3097600.0
,
=
.03306 1.0 = 160.0 = 102400.0
=
=
.000207 .00625 1.0 =640.0
= =
= .0000098 = .0015625 =1.0
AVOIRDUPOIS WEIGHTS Grains
Ou nces
Drams
1.0 27.34375 437.5 7000.0 14000000.0
.03657 = 1.0 = 16.0 = 256.0 = = 512000.0
= = = =
Tons
Pounds
.002286 .0625
1.0
16.0 =32000.0
.000143 = .003906 = .0625 = = 1.0 =2000.0
= .0000000714 = .00000195 = . O<X>0312 5 = .0005 = 1.0
DRY MEASURE Quorts
Pecks
= .5 = 1.0 = 8.0 =25.71314
= .0625 = .125 = 1.0
Pints
1.0 2.0 16.0
51.42627 64.0 =32.0
Bushels
CubIc Feet
=
= = =
.01945
.01563 .03125 .25 = .80354 = 1.0
= .03891
,
.31112 = 1.0 = 1.2445
= 3.21414 =4.0
LIQUID MEASURE Gills
1.0 4.0 8.0
Pints
= .25 = 1.0
= 2.0
32.0 = 8.0
Quarts
=
.125
= .5 = 1.0 = 4.0
U.S. Gollon. Cubic Feet
=
,
.03125
.125 , .250 = 1.0 7.48052
= .00418 = .01671 = .03342 = .13378 = '1.0
ASEP Steel Handbook -405-
T ,
9-58 Misc. Tables and Data
SI CONVERSION FACTORS Quantity Length
Inch Foot Yard Mile (U.S. Statute) "
Millimetre Metre Metre Kilometre
Area
Square inch Square foot S quare yard
Square mile (U.S. Statute) Acre Acre
Square millimetre Square metre Square metre Square kilometre Square metre
Hectare VolUme
Masa
by
Multiply
Cubic Inch Cubic foot Cubic yard Gallon (U.S. liquid) Quart (U.S. liquid)
to obtain
~5.400 b 0.304600 b 0.914400 1.609 347
39.370 079 x 10'· 3.260 640 1.093613 0.621 370 b 0.645 160 b 0.092 903 0.636 127 2.569 996 4.046 673 0.404667 1.550 10.763 1.195 0.366 0.247 2.471
003 910 990 101 104 044
x 10"
61.023 35.314 1.307 0.264 1.056
Ounce (avoirdupois) Pound (avoirdupois) Short ton
26.34952 0.453 592 0.907 '165
Gram Kilogram Kilogram
35.273 966 2.204 622 1.102311
759 662 951 172 666
x 10" x
10-·
mm m m km
Inch Foot Yard MUe
In
x 10'8
yd ml
Square metre
Square kilometre Square metre Hectare
km' m2 ha
Square Inch
In2 ft2 yd 2 ml 2
Square yard Square mile
F.
ft
mm2 m2 m2
Squore millimetre
Square foot
Acre
B
p
E
Acre
x 10-6
x 10· x 10'· x 10"
a Refer to ASTM E 360 - 79 for more complete information on SI. b Indicate. exact value.
ASEP Steel Handbook ·406·
&
Millimetre Metre Metre Kilometre
Square motre
b16.367 06 x 10· '26.31665 x 10· 0.764555 3.765412 0.946 353
Cubic millimetre Cubic metre Cubic metre Litre Litre
o
Cubic millimetre Cubic metre Cubic metre Litre Litre
mm a ma m3 I I
Cubic inch Cu blc foot Cubic yard Gallon (U. S. liquid) Quart (U.S. liquid)
In"
F
ft yd 3 gal qt
Gram
g
Kilogram Kilogram
kg kg
Ounce (avoirdupois) Pound (avoirdupoIs) Short ton
oz av Ib av
o· b
c
Misc. Tables and Data 9-59
SI CONVERSION FACTORS :nm
n
Mulfiply
Quantity
O
to obtain
by
n (m
In It yd ml
Force
Bending Moment
mm2 m2
Ounce - force Pound - force
0,278014 4.448222
Newton Newton
N N
Newton NeYiton
3.596 942 0.224809
Ounce-force Pound - force
I bf
Pound -force-Inch Pound -force - foot
0.112985 1.3~5 818
Newton - metre Newton - metre
N-m N-m
New1')r.-metre Newt In - metre
8.850748 0.737562
Pound -force-inch Pound -force-foot
Ibf-In Ibf-ft
Pound - force per square Inch Foof of Ylater (39.2 F) Inch of Mercury (32.F)
6.894757 2.98898 3,386 38
Kllopascal Kiloposcal Kilopascal
kPa kPa kPa
Kllopascal
0,145 038
Pound - force per square Inch
Ibf/ln2
Kllopascal Kllopascal
0.334 562 0,295301
Foot of wafer (39.2 F) Inch of Mercury (32F)
'm 2
km2 m2
Pressure, Stress
;ha
Energy, Work, H_cl
Foot - pound - force C8rlflsh thermal unit CCalorie Kilowatt hour Joule Joule Joule Joule
Power
9 kg kg 02
Foot - pound -10rce/s econd cBrltlsh thermal unll p.r hour HorsepoYler (550ft.lbfls)
1.355 818 0.293071 0.745700 0.737562
Watt
3.412 141
Angle
Oegr.e Radian
Temperature
Degree Fahrenheit Deoree Celsius
Joule Joule Joule Joule
Foot -pound - forcel 0,737562 0,947817 )( 10-3 CBrltlsh thermal unit 0,238 846 cealarle 0,277 778 x 10-6 Kilowatt hour
Watt
KiloYiatt
av
1.355818 1,055056 x 10~ b4,186800 b3.600 000 x 10·
1.341 022 17.45329 x 10-~ 57.295 788
Watt Watt Kilowatt Foot -pound--force second cBritlsh thermal unit per hou~ Horsepower (550ft-lbf/s)
Radian Degre_
Ib av f'C = (f"F-32)/1.8 Degre_ Celsius fOf = 1.8 x f'C + 32 Degr.e Fahren helt
a'Refer to A5TM E380 -79 for more complefe informaflon on 51. b Indicates exact value. C International Table, ASEP steel Handbook
-407-
J J J J
It -Ibf BfU kW-h W W kW ft-Ibf/s Btu/h hp
rad
,
9-60 Misc. Tables and Data
NOTES
.
) •..... \
~,
.
.. . .
'
f
,.
.
(,
..
ASEP Steel Handbook -408-
s
,
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