aisc design guide 15 - aisc rehabilitation and retrofit guide

15 Steel Design Guide Series AISC Rehabilitation and Retrofit Guide A Reference for Historic Shapes and Specifications cover D815.qxd 3/11/2002 2:00 PM Page 1 15 Steel Design Guide Series AISC Rehabilitation and Retrofit Guide A Reference for Historic Shapes and Specifications Roger L. Brockenbrough, PE R. L. Brockenbrough & Associates, Inc. Pittsburgh, PA AMERICAN INSTITUTE OF STEEL CONSTRUCTION © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. Copyright  2002 by American Institute of Steel Construction, Inc. All rights reserved. This book or any part thereof must not be reproduced in any form without the written permission of the publisher. The information presented in this publication has been prepared in accordance with rec- ognized engineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific appli- cation without competent professional examination and verification of its accuracy, suitablility, and applicability by a licensed professional engineer, designer, or architect. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Institute of Steel Construction or of any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes developed by other bodies and incorporated by reference herein since such material may be mod- ified or amended from time to time subsequent to the printing of this edition. The Institute bears no responsibility for such material other than to refer to it and incorporate it by reference at the time of the initial publication of this edition. Printed in the United States of America First Printing: February 2002 Second Printing: October 2003 © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. v Author Roger L. Brockenbrough, P.E. is an engineering consultant working in the areas of product design and the development of technical information to facilitate improved steel designs. Formerly he was a Senior Research Consultant for U. S. Steel, involved in research studies on bridge girders (heat curving), pressure vessels, laminar imperfections, bolted connections (weathering steel), connections in HSS, and cold-formed steel. He is the author of numerous technical papers, is the editor of two current McGraw-Hill books, Structural Steel Designer's Handbook and Highway Engineering Handbook, and contributor to a third, Standard Handbook for Civil Engineers. He is a member of the AISC Specifications Committee (Chair of the Materials Subcommittee) and Chair of the AISI Committee on Specifications for the Design of Cold-Formed Steel Structural Members. Preface The use of ferrous metal for structural framing began with cast-iron columns and wrought-iron beams. Early uses of cast iron in England in the 1770s included a small arch bridge over the river Severn at Coalbrookdale, and interior structural members in St. Anne’s Church in Liverpool. In the United States, cast-iron columns were introduced as balcony supports in the Chestnut Street Theater in Philadelphia in 1820. An early use of wrought iron was in the Menai Bridge in Wales in 1826. In the United States, a wrought iron frame was used in 1853 to construct the six- story Cooper Union Building. Wrought iron appears to have flourished in the U.S. between 1870 and 1900. Structural steel shapes became available in 1880s and rapidly displaced cast iron and wrought iron. The ten-story Home Insurance Co. building erected in 1884 was the first to use steel framing. In this transitional structure, steel was used for the top four floors, wrought iron was used for the lower floors, and cast iron columns were used in the exterior walls. The advantages structural steel offered in strength, stiffness, and economy, greatly accelerated the development of tall buildings and other structures. Chapter 1 provides a historical review of the material standards published by the American Society for Testing and Materials (ASTM) for structural steel shapes and plates, steel pipe and hollow structural sections, rivets, and bolts, beginning in 1900. A review is also provided of the basic design stresses for structural steel, rivets, bolts, and welds, based on AISC specifications from 1923 forward. Chapter 2 includes reference data (cross- sectional dimensions and properties) for steel shapes (wide-flange or I-shaped cross-sections) that have been discontinued over the past 125 years or so. Similar data is included for wrought iron cross-sections, which were phased out in about 1900. Chapter 3 outlines considerations in the evaluation of existing structures for gravity loads, wind loads or seismic loads. Chapter 4 describes how existing structural systems can be enhanced for increased strength and stiffness. An extensive list of references on rehabilitation and retrofit is given in Chapter 5 along with a summary of their contents. This design guide is concluded with a set of appendices that provide a detailed review of AISC Specification changes beginning in 1923, a tabulation of AISC Manuals published beginning in 1927, a summary of changes in specifications for high-strength bolted joints beginning in 1951 (as developed by the Research Council on Structural Connections (RCSC) and its forerunner), and a summary of design specifications for structural welding from 1934 forward. © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. vi Acknowledgements The author would like to thank the reviewers for their assistance in the development of this design guide: John M. Barsom Reidar Bjorhovde Charles J. Carter Theodore V. Galambos Christopher M. Hewitt Rolf Larson Stanley D. Lindsey Heath E. Mitchell M. Kevin Parfitt David T. Ricker Raymond H.R. Tide Their comments and suggestions have enriched this design guide. Special thanks are due to the late Frank W. Stockwell, Jr. and to Robert F. Lorenz, both formerly with AISC, whose detailed notes and drafts as referenced herein were invaluable. © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. vii Table of Contents Author v Preface v Acknowledgements vi Chapter 1 Historical Review of Specifications 1 1.1 Structural Shapes and Plates 1 1.2 Steel Pipe and Hollow Structural Sections 1 1.3 Hot-Driven Rivets 2 1.4 Structural Bolts 2 1.4.1Carbon Steel Bolts 2 1.4.2 High Strength Steel Bolts 2 1.5 Structural Welding 3 Chapter 2 Properties of Beam and Column Sections 1873-2000 21 2.1 Steel Sections 1971-2000 22 2.2 Steel Sections 1953 -1970 27 2.3 Steel Sections 1887-1952………………… 35 2.4 Wrought Iron Sections 1873 – 1900……. 196 Chapter 3 Evaluation of Existing Structures 215 3.1 Introduction 215 3.2 Evaluation Methods 215 3.2.1 Gravity Loads 215 3.2.2 Seismic Loads 215 3.3 Chapter N, AISC LRFD Specification 216 3.3.1 Specification Provisions 216 3.3.2 Commentary 218 Chapter 4 Enhancement of Existing Structural Systems 223 4.1 Gravity Systems 223 4.1.1 Floors 223 4.1.2.Columns 224 4.2 Lateral Systems 224 4.2.1 Fully Restrained Moment Frames 224 4.2.2 Partially Restrained Moment Frames 225 4.2.3 Concentrically Braced Frames 225 4.2.4 Eccentric Braced Frames 225 4.3 Connections 225 4.3.1 Connection Types 225 4.3.2 Typical Methods of Reinforcement 226 4.3.3 Rehab of Seismic Moment Connections 227 4.4 Welding to Existing Members 229 4.5 Thermal Cutting of Existing Members 230 4.6 Drilling Holes in Existing Members 231 Chapter 5 References on Rehabilitation and Retrofit 233 5.1 Reference List 233 5.2 Summaries of References 237 5.2.1 General Retrofit 237 5.2.2 Retrofit Case Studies 240 5.2.3 Seismic Retrofit 250 Appendix Historical Review of Specifications and Manual 259 A1. AISC Specifications – 1923 to 1999 259 A2. AISC Manual – 1927 to 1995 301 A3. Specifications for High-Strength Bolted Joints – 1951 to 2000 305 A4. Design Specifications for Structural Welding – 1934 to 1999 309 A5. AISC Code of Standard Practice – 1924 to 2000 311 Index 317 © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. 1 Chapter 1 HISTORICAL REVIEW OF SPECIFICATIONS 1.1 Structural Shapes and Plates AISC and other specifications for the design of structural steel usually refer to standards published by the American Society for Testing and Materials (ASTM). Table 1.1a presents a historical summary of the pertinent ASTM standards for structural steels for buildings over the last century, with the relevant yield points and tensile strengths specified. For further information on specific ASTM standards, refer to the appropriate Annual Book of ASTM Standards where available or contact ASTM, 100 Barr Harbor Drive, West Conshohocken, PA 19428-2959 (telephone 610- 832-9585, website www.astm.org ). Always refer to the latest published ASTM standard for current information on present structural steels. Properties of rivet steel through 1949 are also included in Table 1.1a. For information on rivets after 1949, see Section 1.3. For information on bolts, steel pipe, and hollow structural sections, see Section 1.2. A review of structural bolts is presented in Section 1.4 and Appendix A3. A review of structural welding is presented in Section 1.5, and Appendix A4. Table 1.1b lists the basic allowable stresses for members given in AISC allowable stress design (ASD) specifications since 1923. The allowable stress was initially 18 ksi, increasing to 20 ksi in 1936. With the advent of higher- strength steels, the allowable stress was expressed in terms of the specified minimum yield stress F y in 1963. In 1986, the load and resistance factor design method (LRFD) was introduced. This method provided an improved design approach that included explicit consideration of limit states, load factors, resistance factors, and implicit determination of reliability. Further information on historical developments in AISC specifications, both ASD and LRFD, is given in Appendix A1. A chronological listing of publishing dates of the various versions of the AISC Manual is provided in Appendix A2. 1.2 Steel Pipe and Hollow Structural Sections (HSS) Steel pipe and HSS were introduced to the AISC Specification in 1969. Included were the following: • A53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless; • A500 Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes; and • A501 Hot-Formed Welded and Seamless Carbon Steel Structural Tubing. The 1978 AISC Specification added a fourth standard, A618 Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing. All four standards are included in current AISC specifications. A500, A501, and A618 all include both round and shaped (usually square and rectangular) HSS. The only standard referenced by AISC for steel pipe, A53, was first published in 1915. Only Grade B is included in the AISC specifications. A500, which is for cold-formed carbon steel product, was first published in 1964 and included two grades for round HSS and two for shaped HSS. Two more grades of each were added subsequently. A501, which is for hot- formed carbon steel product, was first published in 1964 and includes only one strength level. A618, which is for hot-formed HSLA product, was first published in 1968 and includes three strength levels. As with other steel products, it is important to properly identify the material when investigating existing construction with steel pipe or HSS. For example, A53 steel pipe has a specified minimum yield point of 35 ksi, while round HSS can have a specified minimum yield point of 33 to 50 ksi, depending upon specification and grade. A summary of ASTM standards for steel pipe and HSS is provided in Table 1.2. © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. 2 1.3 Hot-Driven Rivets Through at least 1949, A141 specified the yield point and tensile strength of rivet steel, as indicated in Table 1.1a. For many years now, however, rivets standards have specified the material hardness instead. Hardness is generally related to tensile strength as indicated by tables in ASTM A370. All material requirements refer to the un-driven rivet. The 1963 AISC Specification included three ASTM standards for rivet steel: • A141 Structural Rivet Steel, • A195 High-Strength Rivet Steel, and • A406 High-Strength Structural Alloy Rivet Steel. A195 and A406 were introduced for use with the higher-strength steels that were included in the AISC Specification at that time. A406 was discontinued in 1965 without replacement. A141 was discontinued in 1967 and replaced by A502. A195 was also discontinued in the 1960s. The 1969 AISC Specification included only A502, Grade 1 or Grade 2, Specification for Structural Rivets. The A502 specification was originally published in 1964, combining and including previous discontinued rivet steel specifications (A141 and A195). The 1978 AISC Specification and subsequent editions have included A502 Grades 1, 2, and 3. A502-93 defined three grades, with Grades 2 and 3 as the higher-hardness (higher-strength) grades. Grade 3 has enhanced atmospheric corrosion with resistance to weathering comparable to that of A588/A588M steel. Hardness values specified in A502 are listed in Table 1.3a. In 1999, A502-93 was discontinued without replacement. Allowable stresses for hot-driven rivets as specified by AISC over the years are summarized in Table 1.3b. Design strengths according to AISC LRFD specifications are given in Table 1.3c. The latter must be used in conjunction with factored loads. Certain strength reductions for long connections may apply. Also, the combined effects of tension and shear must be considered where both are present. Other design limitations may apply. Stress calculations are always based on the nominal body area before driving, even though the area after driving will often be greater. 1.4 Structural Bolts Two general types of bolts have been commonly used for structural steel connections: • carbon steel bolts (A307) and • high-strength bolts (A325, A354BC, A449, A490, and F1852). Information on each is given in the following sections. Further details on the historical development of high-strength bolted joints is given in Appendix A2. 1.4.1 Carbon Steel Bolts In the 1949 AISC Specification, the term unfinished bolts was used to refer to carbon steel bolts. In the 1969 and subsequent specifications, reference has been made to A307 bolts. The A307 standard was first published in 1947. These bolts have a tensile strength of 60 ksi and are not installed with pretension. Allowable stresses from AISC specifications over the years are given in Table 1.4.1a. Design strengths according to AISC LRFD specifications are given in Table 1.4.1b. The latter must be used in conjunction with factored loads. Allowable bearing stresses are the same as for rivets, Tables 1.3b and 1.3c. Certain strength reductions for long connections may apply. Also, the combined effects of tension and shear must be considered where both are present. Bearing and other design limitations may apply. 1.4.2 High-Strength Steel Bolts High-strength bolts were first used in the United States after World War II to replace rivets in the maintenance of railroad bridges. The Research Council on Riveted and Bolted Structural Joints (RCRBSJ) developed the first specification for the design of connections with high-strength bolts in 1951. It identified the ASTM A325 high- strength bolt as equivalent to a hot driven ASTM 141 rivet. Numerous new editions of the specifications have been developed over the years by the RCRBSJ and its 1980 successor, the Research Council on Steel Connections (RCSC). A summary of the salient points of those specifications is given in Appendix A2. High- strength bolts were initially recognized in the 1961 AISC Specification. High-strength bolts that have been used for structural connections include A325, A354 Grade BC, A449, and A490 bolts. Standards © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. 3 A325, A449, and A490 were first published in 1964, and the standard for A354 in 1952. Tensile properties of these bolts are as listed in Table 1.4.2a. Twist-off-type tension-control fastener assemblies (i.e., splined-ended bolt assemblies with nuts and washers) with properties similar to A325 bolts, were standardized in 1998 as F1852. These so-called TC bolts had been used for several years previously as A325 equivalents. Similar TC equivalents have also been used for A490 bolts. Compressible-washer-type direct tension indicators, which depend on measurement of a gap at the washer for tension control, can be furnished to F959. It is important that appropriate nuts and washers are used with high-strength bolts. Table 1.4.2b lists acceptable types. Bolt types for A325 are as follows: Type 1 – medium-carbon, carbon-boron, or alloy steel, quenched and tempered, Type 2 – low- carbon martensite steel, quenched and tempered, and Type 3 – weathering steel, quenched and tempered. Type 2 was withdrawn in 1991. Bolt types for A490 are as follows: Type 1 – alloy steel, quenched and tempered, Type 2 – low-carbon martensite steel, quenched and tempered, and Type 3 – weathering steel, quenched and tempered. Type 2 was withdrawn circa 1994. Bolt types for A449 are as follows: Type 1 – medium carbon, Type 2 – low-carbon martensite or medium-carbon martensite steel, quenched and tempered. Allowable stresses for high-strength bolts that have been given in RCRBSJ/RCSC specifications since first issued are given in Table 1.4.2c. These allowable stresses are usually adopted in AISC specifications as they are updated. Similarly, design strengths for LRFD specifications are given in Table 1.4.2d. The latter must be used in conjunction with factored loads, except that slip-critical connections can be checked at service loads under some conditions. Certain strength reductions for long connections may apply. Also, the combined effects of tension and shear must be considered where both are present. Other design limitations including fatigue may apply. Hole configuration must be considered for slip-critical connections. 1.5 Structural Welding Allowable stresses for welds that have been given by AISC manuals and specifications since the first introduction of welding in 1934 are given in Table 1.5.b. Design strengths for LRFD specifications are given in Table 1.5c. The latter must be used in conjunction with factored loads. Further details on the historical development of specifications for welding in AISC is given in Appendix A3. © 2003 by American Institute of Steel Construction, Inc. All rights reserved. This publication or any part thereof must not be reproduced in any form without permission of the publisher. [...]... 1 15/ 16 13/16 3/4 3/4 11/16 11/16 1 7/8 11/16 5/8 9/16 9/16 1/2 7/16 7/16 7/16 7/16 11/16 5/8 5/8 9/16 9/16 1/2 1/2 7/16 7/16 3/8 3/8 3/8 5/16 15/ 16 5/16 5/16 5/16 1/4 1/4 1/4 3/16 1/4 3/16 16.235 16.130 16.025 15. 945 15. 910 15. 865 15. 825 15. 750 15. 660 15. 600 15. 550 15. 515 15.500 16.710 14.740 14.690 14.650 14.620 14.575 14.545 14.500 12.023 12.000 16 1/4 16 1/8 16 16 15 7/8 15 7/8 15 7/8 15 3/4 15. .. 0.991 0.911 0.831 0.911 0.831 0.751 0.686 0.499 1 15/ 16 13/16 15/ 16 13/16 3/4 11/16 1/2 15 1/8 15 1/8 15 1/8 15 1/8 15 1/8 15 1/8 15 1/8 15 7/8 1 11/16 1 5/8 1 1/2 1 5/8 1 1/2 1 7/16 1 3/8 1 15/ 16 15/ 16 7/8 7/8 7/8 7/8 13/16 5/8 96 88 78 71 64 58 28.20 25.90 23.00 20.90 18.80 17.10 16.32 16.16 16.32 16.16 16.00 15. 86 16 3/8 16 1/8 16 3/8 16 1/8 16 15 7/8 0.535 0.504 0.529 0.486 0.443 0.407 9/16 1/2... 3/8 15/ 16 15/ 16 13/16 - 100 87 83 60 29.4 25.5 21.6 17.5 13 .15 12.95 12.75 12.54 13 1/8 13 12 3/4 12 1/2 0.765 0.665 0.565 0.460 3/4 11/16 9/16 7/16 3/8 3/8 5/16 1/4 13.205 13.105 13.005 12.900 13 1/4 13 1/8 13 12 7/8 0.765 0.665 0.565 0.460 3/4 11/16 9/16 7/16 10 1/4 10 1/4 10 1/4 10 1/4 1 7/16 1 3/8 1 1/4 1 1/8 1 15/ 16 15/ 16 7/8 22 ERRATA / DESIGN GUIDE NO 15: AISC REHABILITATION AND RETROFIT GUIDE. .. Sections 197 1-2 000 Section Footweight Producer Code* W44 W40 W36 W33 W30 W27 W24 W21 W18 W18 M14 M6 M4 S7 S7 S5 HP13 All All All All All All All All 31 1-2 58 23 4-1 92 18 20 13 20 15. 3 14.75 10 0-6 0 T T T T T T T T B B, W N U I C B,I C I * Producers: B - Bethlehem Steel Corp C - C F & I Steel Corp I - Inland Steel Co N - Northwestern Steel & Wire Co U - United States Steel Corp T - TradeARBED W - Weirton... W16x78 W16x71 W16x64 W16x58 Flange Width Distance bf in bf in tf in tf in T in k in k1 in 7/16 3/8 3/8 15. 865 15. 810 15. 750 15 7/8 15 3/4 15 3/4 1.400 1.275 1 .150 1 3/8 1 1/4 1 1/8 28 5/8 28 5/8 28 5/8 2 7/16 2 5/16 2 3/16 1 3/8 1 3/8 1 3/8 3/4 11/16 5/8 3/8 3/8 5/16 15. 105 15. 040 14.985 15 1/8 15 15 1. 315 1.185 1.065 1 5/16 1 3/16 1 1/16 25 3/4 25 3/4 25 3/4 2 5/16 2 3/16 2 1/16 1 5/16 1 5/16 1 1/4 0.725... A57 2-6 8 A58 8-6 8 1972 A57 2-7 2 Material HSLA Steel: Grade 42 - Shapes to 426 lb/ft & plates/bars to 1½ in Grade 45 - Shapes to 426 lb/ft & plates/bars to 1½ in Grade 50 - Shapes to 426 lb/ft & plates/bars to 1½ in Grade 55 - Shapes to 426 lb/ft & plates/ bars to 1½ in Grade 60 – Group 1 & 2 shapes and plates/bars to 1 in Grade 65 - Group 1 shapes and plates/bars to ½ in HSLA Steel: Group 1 - 4 shapes and. .. A53/A53M-99b Hot-Formed Welded and Seamless Carbon Steel Structural Tubing Hot-Formed Welded and Seamless High-Strength Low-Alloy Structural Tubing: Grade I Grade II Grade III Round Grade C Shaped Grade C Round Grade D Shaped Grade D Grades Ia, Ib, & II with walls to ¾ in Grades Ia, Ib, & II with walls ¾ - 1½ in Grade III Steel Pipe Same as 1963 A50 0-9 9 Cold-Formed Tubing Same as 1990 A50 1-9 9 Hot-Formed... Tension 20 40 40 50 40 60 40 54 44 54 Shear, SlipCritical Type 15 15 15 20 15 22.5 15 20 17.5*** 22*** Shear, Bearing Type, Threads Incl 15 15 15 20 15 22.5 15 22.5 21 28 Shear, Bearing Type, Threads Excl 15 22 22 24 22 32 22 32 30 40 44 44 44 17 28 22 21 21 21 30 30 30 54 54 54 21 34 27 28 28 28 40 40 40 44 Varies with bolt pretension and surface condition 21 30 30 40 54 Bearing 32/40† 46 45 45 1.35... A14 1-3 6* *Published as tentative standards, 193 2-1 933 Replaced rivet steel formerly in A7 and A9 Rivet Steel ½ Tensile Str ≥28 52/62 A14 1-3 9 Rivet Steel ½ Tensile Str ≥28 52/62 A14 0-3 2T* * Issued as a tentative revision to A7 and A9 Plates, Shapes, & Bars A14 1-3 2T* * Issued as a tentative revision to A7 and A9 A14 0-3 2T discontinued A 7-3 3T (Bridges)* *Tentative revision, Oct 30, 1933 Rivet Steel 193 4-. .. 2.500 2.300 2.110 1.910 1.750 2 3/4 2 1/2 2 5/16 2 1/8 1 15/ 16 1 3/4 15 1/2 15 1/2 15 1/2 15 1/2 15 1/2 15 1/2 3 7/16 3 3/16 3 2 3/4 2 9/16 2 7/16 1 3/16 1 3/16 1 1/8 1 1 15/ 16 5.10 5.89 3.81 14.00 6.00 4.00 14 6 4 0. 215 0.250 0.254 3/16 1/4 1/4 1/8 1/8 1/8 4.000 5.938 3.940 4 6 4 0.270 0.379 0.371 1/4 3/8 3/8 12 3/4 4 1/4 2 3/8 5/8 7/8 13/16 - 20 15. 3 14.75 5.88 4.50 4.34 7.00 7.00 5.00 7 7 5 0.450 0.252 . 15 Steel Design Guide Series AISC Rehabilitation and Retrofit Guide A Reference for Historic Shapes and Specifications cover D 815. qxd 3/11/2002 2:00 PM Page 1 15 Steel Design Guide Series AISC. Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless; • A500 Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes; and • A501 Hot-Formed Welded and Seamless. 60/72 52/62 193 9- 1948 A 7-3 9* *Consolidation of A 7-3 4 and A 9-3 4 into one specification for bridges and buildings. A14 1-3 6* *Published as tentative standards, 193 2-1 933. Replaced rivet