STRUCTURAL STEEL DESIGNER’S HANDBOOK docx

Merritt Merritt•STANDARD HANDBOOK FOR CIVIL ENGINEERS Merritt & Ricketts•BUILDING DESIGN AND CONSTRUCTION HANDBOOK Other McGraw-Hill Books of Interest Beall•MASONRY DESIGN AND DETAILING

STEEL

DESIGNER’S HANDBOOK

R L Brockenbrough & Associates, Inc.

Pittsburgh, Pennsylvania

Late Consulting Engineer, West Palm Beach, Florida

Third Edition

McGRAW-HILL, INC.

New York San Francisco Washington, D.C Auckland Bogota´ Caracas Lisbon London Madrid Mexico City Milan Montreal New Delhi San Juan Singapore

Sydney Tokyo Toronto

Structural steel designer’s handbook / Roger L Brockenbrough, editor, Frederick S Merritt, editor.—3rd ed.

p cm.

Includes index.

ISBN 0-07-008782-2

1 Building, Iron and steel 2 Steel, Structural.

I Brockenbrough, R L II Merritt, Frederick S.

or distributed in any form or by any means, or stored in a data base or retrieval system, without the prior written permission of the publisher.

1 2 3 4 5 6 7 8 9 0 DOC / DOC 9 9 8 7 6 5 4 3

ISBN 0-07-008782-2

The sponsoring editor for this book was Larry S Hager, the editing supervisor was Steven Melvin, and the production supervisor was Sherri Souffrance It was set in Times Roman by Pro-Image Corporation Printed and bound by R R Donnelley & Sons Company.

This book is printed on acid-free paper.

Information contained in this work has been obtained by Graw-Hill, Inc from sources believed to be reliable However, neither McGraw-Hill nor its authors guarantees the accuracy or completeness of any information published herein and neither Mc- Graw-Hill nor its authors shall be responsible for any errors, omissions, or damages arising out of use of this information This work is published with the understanding that McGraw-Hill and its authors are supplying information but are not attempting to render engineering or other professional services If such services are required, the assistance of an appropriate professional should

Mc-be sought.

Brockenbrough & Boedecker•HIGHWAY ENGINEERING HANDBOOK

Other McGraw-Hill Books Edited by Frederick S Merritt

Merritt•STANDARD HANDBOOK FOR CIVIL ENGINEERS

Merritt & Ricketts•BUILDING DESIGN AND CONSTRUCTION HANDBOOK

Other McGraw-Hill Books of Interest

Beall•MASONRY DESIGN AND DETAILING

Breyer•DESIGN OF WOOD STRUCTURES

Brown•FOUNDATION BEHAVIOR AND REPAIR

Faherty & Williamson•WOOD ENGINEERING AND CONSTRUCTION HANDBOOK

Gaylord & Gaylord•STRUCTURAL ENGINEERING HANDBOOK

Harris•NOISE CONTROL IN BUILDINGS

Kubal•WATERPROOFING THE BUILDING ENVELOPE

Newman•STANDARD HANDBOOK OF STRUCTURAL DETAILS FOR BUILDING CONSTRUCTION

Sharp•BEHAVIOR AND DESIGN OF ALUMINUM STRUCTURES

Waddell & Dobrowolski•CONCRETE CONSTRUCTION HANDBOOK

Penn-Cuoco, Daniel A., P.E.Principal, LZA Technology/Thornton-Tomasetti Engineers, New York, New York (SECTION 8 FLOOR AND ROOF SYSTEMS)

Cundiff, Harry B., P.E.HBC Consulting Service Corp., Atlanta, Georgia (SECTION 11 DESIGN CRITERIA FOR BRIDGES)

Geschwindner, Louis F., P.E.Professor of Architectural Engineering, Pennsylvania State University, University Park, Pennsylvania (SECTION 4 ANALYSIS OF SPECIAL STRUCTURES)

Haris, Ali A K., P.E.President, Haris Enggineering, Inc., Overland Park, Kansas (SECTION

7 DESIGN OF BUILDING MEMBERS)

Hedgren, Arthur W Jr., P.E.Senior Vice President, HDR Engineering, Inc., Pittsburgh, Pennsylvania (SECTION 14 ARCH BRIDGES)

Hedefine, Alfred, P.E. Former President, Parsons, Brinckerhoff, Quade & Douglas, Inc., New York, New York (SECTION 12 BEAM AND GIRDER BRIDGES)

Kane, T., P.E.Cives Steel Company, Roswell, Georgia (SECTION 5 CONNECTIONS)

Kulicki, John M., P.E.President and Chief Engineer, Modjeski and Masters, Inc., burg, Pennsylvania (SECTION 13 TRUSS BRIDGES)

Harris-LaBoube, R A., P.E.Associate Professor of Civil Engineering, University of Missouri-Rolla, Rolla, Missouri (SECTION 6 BUILDING DESIGN CRITERIA)

LeRoy, David H., P.E.Vice President, Modjeski and Masters, Inc., Harrisburg, Pennsylvania

(SECTION 13 TRUSS BRIDGES)

Mertz, Dennis, P.E.Associate Professor of Civil Engineering, University of Delaware, ark, Delaware (SECTION 11 DESIGN CRITERIA FOR BRIDGES)

New-Nickerson, Robert L., P.E.Consultant-NBE, Ltd., Hempstead, Maryland (SECTION 11 DESIGN CRITERIA FOR BRIDGES)

Podolny, Walter, Jr., P.E. Senior Structural Engineer Bridge Division, Office of Bridge Technology, Federal Highway Administration, U.S Department of Transportation, Washing- ton, D C (SECTION 15 CABLE-SUSPENDED BRIDGES)

Prickett, Joseph E., P.E.Senior Associate, Modjeski and Masters, Inc., Harrisburg, sylvania (SECTION 13 TRUSS BRIDGES)

Penn-Roeder, Charles W., P.E.Professor of Civil Engineering, University of Washington, Seattle, Washington (SECTION 9 LATERAL-FORCE DESIGN)

Schflaly, Thomas,Director, Fabricating & Standards, American Institute of Steel tion, Inc., Chicago, Illinois (SECTION 2 FABRICATION AND ERECTION)

Construc-Sen, Mahir, P.E.Professional Associate, Parsons Brinckerhoff, Inc., Princeton, New Jersey

(SECTION 12 BEAM AND GIRDER BRIDGES)

Swindlehurst, John, P.E.Former Senior Professional Associate, Parsons Brinckerhoff, Inc., West Trenton, New Jersey (SECTION 12 BEAM AND GIRDER BRIDGES)

Thornton, William A., P.E.Chief Engineer, Cives Steel Company, Roswell, Georgia ( TION 5 CONNECTIONS)

SEC-Ziemian, Ronald D.,Associate Professor of Civil Engineering, Bucknell University, isburg, Pennsylvania (SECTION 3 GENERAL STRUCTURAL THEORY)

FACTORS FOR CONVERSION TO

SI UNITS OF MEASUREMENT

CUSTOMARY U.S UNIT

TO METRIC UNIT MULTIPLY BY

foot

mm mm

25.4 304.8

N N kN

4.448 22 4448.22 4.448 22

klf

N/mm kN/m

14.593 9 14.593 9

psi

MPa kPa

6.894 76 6.894 76

foot-kips

N-mm kN-m

1 355 817 1.355 817

American Association of State Highway

and Transportation Officials 11.1 11.2 11.78 13.2

American Institute of Steel Construction 6.1 6.2 6.29 6.30

American Railway Engineering and

Arches: bridge: (Cont.)

cost comparisons for 14.6 14.10

curved versus segmental axis 14.9 14.10

dead-load / total-load ratios for 14.9

depth / span ratios for 14.7

design example for 14.47

lateral bracing for 14.47 14.64

(See also Bracing, bridge)

preliminary design procedure for 14.44

rise / span ratios for 14.7

weight estimating for 14.44

weight / total-load ratios for 14.9 14.44

(See also Bridge, arch)

rib design example 14.59

(See also Beams; Cold-formed

members; Columns; Composite

LRFD interaction equations for 6.48 6.49 6.84 7.32 7.33plastic capacity of 3.106 3.107

Beams:

allowable bending stresses for 6.31 6.47 6.48 12.159

alternative to plate girders 10.54

bearing pressure on 5.60 5.61 6.48

bearings for (see bearing plates for)

(See also Rockers; Rollers)

bending and compression (see

bridge:

floorbeam (see Floorbeams)

girder (see Plate girders)

stringer (see Stringers)

buckling of (see Buckling)

analysis of (see Structural analysis)

carry-over factors for 3.84 3.85

unit-load method for 3.69 3.72 3.73

design example for:

building beam with overhang 7.16

simple-span building floorbeam 7.11

unbraced building floorbeam 7.14

(See also Composite beams;

moment diagrams for 3.38

flanges of:

effective area of 6.65 11.176

hole deductions for 6.65 11.25 11.176

width-thickness limits for 6.63 6.81 9.23 11.38 11.65 11.174flexural formula for 3.28 11.48 11.49

hollow structural section 6.82 6.83

lateral support for 5.95 5.96 6.64 8.7 8.9

11.55 11.175

(See also Cold-formed members;

Floorbeams; Framing: Girders;

Joists; Moments; Purlins; Sections;

Shear; Stringers; Structures)

design examples for 12.97

Bearing: shoes: (Cont.)

(See also Allowable stresses, bending

Strength design, bending)

bracket connections with 5.67

common (see ordinary below)

length required for 5.4

minimum pretension for 6.36 6.37

(See also Curved girders)

design example for:

shipping limitations for 12.116

single versus multiple 11.56

width / thickness limits for 11.38

(See also Orthotropic plates)

Bracing: bridge: (Cont.)

truss (see Trusses, bridge, lateral

bracing; portal bracing;

maximum allowable compression in 9.29

rigid-connection (see Rigid frames)

shear wall (see Walls, shear)

(See also Frames, concentric braced

and eccentric braced)

New River Gorge 14.12 14.13

North Fork Stillaguamish River 14.40 14.41

Smith Avenue High 14.36 14.37

South Street over I-84 14.42 14.43

West End-North Side 14.24 14.25

Bridge: cable-swayed: (Cont.)

(See also Cable-stayed bridges,

major, details of)

Bridge: suspension: (Cont.)

Brighton Chain Pier 15.86

Bronx-Whitestone 15.50 15.69 15.86

Brooklyn 15.1 15.14 15.45 15.47 15.48 15.50Chesapeake Bay (second) 15.46

Golden Gate 15.12 15.13 15.30 15.31 15.48

15.69 15.86 15.91Hennepin Avenue 15.47 15.50

Bridge: suspension: (Cont.)

approach slabs for 11.72 11.73

arch (see Arches; Bridge; arch)

(See also Bearings)

box girder (see Box girders; Bridge,

box-girder)

cable-stayed (see Bridge,

cable-stayed; Cable-stayed bridges)

cable-suspended (see Bridge, cable-

stayed and suspension; Cable-

stayed bridges; Suspension bridges)

floorbeam/ girder design example for 12.70

(See also Arches; Box girders;

Girders; Plate girders: Stringers;

Trusses)

13.5 13.8 13.9

(See also Composite beams; Concrete

slabs; Orthotropic plates; Steel-grid

floors)

deflection limits for 11.3 11.63

design method for:

(See also Loads)

load distribution for 11.20

Bridges: (Cont.)

orthotropic plate (see Bridge, ortho-

tropic plate; Orthotropic plates)

paints for (see Paint)

stringer (see Stringers)

suspension (see Bridge, suspension;

Suspension bridges)

temperature zones for 1.6 1.7

through:

design example for 12.105

main girder spacing in 11.48 12.104

(See also Arches; Plate girders;

seismic coefficients for 6.21 9.11 9.12 9.17

size limitations for 6.86

special approvals for 6.2

standard specifications for 6.2

terrain exposure types for 6.10 6.11 6.13 9.5 9.6

(See also Frames; Framing; Loads;

deflection theory for 15.78 15.79

first-order elastic theory for 15.76 15.78

cable prestressing effects on 15.76

cables for (see Cables)

drop-in lengths for 15.17

girder depths for 15.16 15.79

wind-effect studies for 15.93

(See also Cables; Suspension bridges)

Cable systems:

comparative costs of 8.33 8.35

Cable systems: (Cont.)

for cable-stayed bridges 15.41 15.99 15.100

for suspension bridges 15.39 15.97 15.98 15.100

pylon movement effects on 15.73 15.74

sag change effects on 15.73 15.74

Timoshenko equations for 15.64

(See also Cable systems)

bolted connections for 10.34

combined loading strength of 10.21 10.23 10.27

effective widths for 10.11 10.42

resistance factors for 10.3 10.4 10.6

residential construction with 10.41 10.42

safety factors for 10.3 10.4 10.5

Columns: (Cont.)

beam connections to (see Connections)

design example for:

ASD of truss chord 13.26 13.27

flange width / thickness limits for 11.37 11.38

hollow structural section 6.80

shapes commonly used for 7.1 7.5

torsional buckling loads for 3.96

web doubler plates for 5.89

wide-flange:

(See also Cold-formed members;

Compression members; Framing;

Composite beams: (Cont.)

continuous:

negative steel for 11.51 11.52 12.154

(See also design example for below)

design example for:

ASD of bridge stringers 12.5 12.23

building beam with overhang 7.28

continuous bridge beams 12.154

LFD of bridge stringer 12.34

LRFD of bridge stringer 11.78 12.169

simple building beams 7.2

effective concrete flange width for 6.54 11.50 11.51

flange area estimating for 12.10 12.11 12.26 12.27

future reinforcement of 8.17

metal deck and concrete 8.2 8.16 8.17

neutral axis location in 7.19 11.50

plastic design stresses in 7.19

shear-connectors:

design with for bridges 11.50

design with for buildings 6.67 7.18

(See also Beams; Plate girders)

(See also Concrete slabs composite;

(See also Columns, concrete-filled;

Composite beams; Composite

joists; Composite trusses)

Concrete slabs:

composite:

construction with 6.67 8.2 8.16 8.17 11.50design example for 12.5 12.37

edge beams required for 11.70 11.71

maximum bolt spacing in 5.13 5.14

minimum bolt spacing in 5.13

minimum bolts for 5.12 5.39

(See also Bolts, holes for;

Compression members, built-up;

Tension members, built-up)

Connections: (Cont.)

economic considerations for 5.1 5.4 5.39

(See also Hangers)

fully restrained (see rigid below)

girder cover plate to flange 6.65

girder flange to web 6.65 11.50

hanger end (see Hangers)

knee (see moment below)

minimum design load for 5.12 5.39

moment:

(See also rigid and semirigid below)

partially restrained (see semirigid

below)

pin (see Pins)

prying forces on 5.43 5.103 5.105 5.106 11.29rigid:

seismic design of 9.25 9.39 9.40

(See also moment above)

allowable slip load for 6.36 6.38

allowable stresses for 5.3

slip coefficients for 11.27 11.28

surface classes for 11.27 11.28

Connections: welded: (Cont.)

with various types of welds 5.2 5.22

(See also Welding; Welds)

(See also Bolts; Joints; Splices;

Deflections: beam: (Cont.)

moment-area method for 3.69 3.72

unit-load method for 3.56 3.72

by dynamic force method 9.14

by equivalent force method 9.10

specifications for 9.9 9.10

ground accelerations from 6.21

loads from (see Loads, seismic)

(See also Deformations)

Endurance (fatigue) limit 3.118

(See also Box girders; Curved girders;

Drilling; Plate girders; Punching;

Reaming; Sawing; Welding; Welds)

Fasteners (see Bolts; Pins; Studs; Welds)

Fatigue:

effect of notches on 1.22

loading cycles causing 6.51 6.57

provisions for avoiding 6.57 6.62 11.30

stress categories for 6.51

stress range for:

Fire protection: (Cont.)

thickness equations for 6.95 6.96 6.100

with water-filled columns 6.93 6.95 6.96

with wood-fiber plank 8.11

bridge (see Bridges; decks for)

concrete (see Concrete, precast plank,

and prestressed plank; Concrete

slabs)

framing for (see Framing)

loads on (see Loads)

(See also Rigid frames)

nonlinear behavior of 3.99 9.38 9.39

rigid (see moment-resisting above)

(See also Rigid frames)

seismic coefficients for 6.21 9.11 9.12 9.17

(See also Earthquakes)

seismic loads on (see Loads, seismic)

seismic response spectra for 9.15

seismic slenderness limitations for 9.24

soil profile coefficients for 6.23 9.11

statically determinate 3.68 3.69

statically indeterminate 3.68 3.69

(See also ASD; Framing; Loads; LRFD

Structural analysis; Structures)

Framing:

box (see Box girders)

composite (see Composite beams)

(See also Beams; Plate girders;

Sections; Stiffeners; Stringers)

Gypsum concrete, roofs of 8.13

Hangers:

allowable stresses for 11.164

(See also Allowable stresses)

combined bending and compression 6.84

combined tension and compression 6.84

(See also Connections; Knee braces;

Nodes; Splices; Trusses, joints in)

(See also specific type of load

above and below)

LRFD: (Cont.)

for bridges:

load combinations in 11.18 11.19

specifications for 11.1 11.2 11.30 11.31 11.78for buildings:

load combinations in 6.28 6.29

specifications for 6.1 6.2 6.29 6.30

for cold-formed members 10.3 10.4 10.6

design strength in (see Strength design)

resistance factors for 6.30 10.3 111.13 11.19 11.20

(See also Beams; Columns; Composite

beams; Strength design; Trusses)

effect of strain rate on 1.19

for structural steels 1.4 1.15 1.20

from maximum highway load:

on box girders 12.119 12.120

Moments: from max highway load:

bridge cross sections with 12.129

bridge design example for 12.130

maximum slenderness ratio for 11.62

Pelikan-Esslinger method for 4.50 12.130

plate parameters for 4.59

ribs in:

design example for 12.139

thickness limits for 11.62

stresses in:

wearing surfaces for 11.69 11.70

wheel load distribution to 11.61 11.62

(See also Bridge, orthotropic plate;

Box girders; Floorbeams;

equilibrium (statical) method of 3.109

matrix stiffness method of 3.114

Plastic design:

maximum column loads in 6.78 6.79

maximum unbraced beam length 6.78

maximum yield stress in 6.78

moment redistribution in 6.78 6.79

width-thickness limits for 6.78

(See also LRFD; Structural analysis)

Plate girders:

bearings for (see Bearings)

(See also Camber)

composite (see Composite beams)

cost-effective design of 11.54

curved (see Curved girders)

deck with floorbeams:

design method preferred for 11.54

Plate girders: flanges of: (Cont.)

hole deductions for 6.52

width / length ratio limit for 11.56

width / thickness ratio limit for 6.50 11.37 11.38 11.65

floorbeam design example for 12.75

rolled beam alternative to 11.55

splices (see Splices)

stiffeners for (see Stiffeners)

through:

characteristics of 5.96 12.69 12.104

design example for 12.105

effect of web depth on 12.110

weathering versus painted steel 11.54

thickness selection for 11.40

thickness variation for 11.55

from maximum bridge highway load 11.16 11.9 11.26

(See also Frames; moment-resisting)

Rigidity; modulus of (see