AISC 101-2002 Designing with Structural Steel - A Guide for Architects (Second Edition).pdf

1、AMERICAN INSTITUTE OF STEEL CONSTRUCTIONOne East Wacker Drive, Suite 3100Chicago, Illinois 60601-2000Tel. 312.670.2400Fax 312.670.5403www.aisc.orgDESIGNING WITH STRUCTURALSTEELA GUIDE FOR ARCHITECTSSECOND EDITIONCopyright 2002byAmerican Institute of Steel Construction, Inc.ISBN 1-56424-052-5All righ

2、ts reserved. This book or any part thereofmust not be reproduced in any form without thewritten permission of the publisher.The information presented in this publication has been prepared in accordance with recognized engineering prin-ciples and is for general information only. While it is believed

3、to be accurate, this information should not be usedor relied upon for any specific application without competent professional examination and verification of itsaccuracy, suitability, and applicability by a licensed professional engineer, designer, or architect. The publicationof the material contai

4、ned herein is not intended as a representation or warranty on the part of the AmericanInstitute of Steel Construction or of any other person named herein, that this information is suitable for any gen-eral or particular use or of freedom from infringement of any patent or patents. Anyone making use

5、of this infor-mation assumes all liability arising from such use. Caution must be exercised when relying upon other specifications and codes developed by other bodies andincorporated by reference herein since such material may be modified or amended from time to time subsequentto the printing of thi

6、s edition. The Institute bears no responsibility for such material other than to refer to it andincorporate it by reference at the time of the initial publication of this edition.Printed in the United States of AmericaCONTENTS IN BRIEFIDEASStructural Steel TodayStructural Steel Framing Solutions for

7、 Multi-Story Residential BuildingsBuilding Tomorrows Parking Structures TodayProject ProfilesCologne/Bonn AirportFashion Square Retail CenterJefferson at Lenox ParkJohn F. Kennedy International AirportMystic Marriott Hotel material, fabrication, and erection toler-ances and quality requirements; con

8、tracts; and requirements for architecturally exposed steel. Also provided areanswers to common questions about codes, specifications and other standards applicable to structural steel. Thefinal part of this section is an information-source-list of names, addresses, phone numbers and website address-

9、es for industry organizations that can be of service to the building team. This Guide is meant to be a teaching tool as well as a desk reference on structural steel. It is meant to be a “liv-ing document.“ To this end it has been published in a three-ring binder to accommodate additions and updat-ed

10、 information to be published in the future.The editors would like to thank all of those who contributed their time, effort and knowledge in producing a pub-lication that can be used on a daily basis. We welcome your comments and suggestions for future additions tothe guidebook. Alford JohnsonChicago

11、 2002viiCONTRIBUTORSIDEASAlford Johnson, Vice President Marketing, American Institute of Steel Construction, Inc.SYSTEMSDel Boring, P.E., Senior Director, American Iron Designing Fire Protection for Steel Columns, Designing Fire Protection for Steel Beams. . . . . . . . . . . . . . . . . . . . . . .

12、 . . . . . . . . . . . . . . . . . 61Figure 30. Variation in fire resistance of structural steel columns with weight to heated perimeter ratios and various gypsum wallboards. Illustration courtesy of the American Iron and Steel Institute; Designing Fire Protection for Steel Columns. . . . . . . . .

13、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62Figure 31. Some methods for applying gypsum as fire protection for structural steel: (a) open-web joist with plaster ceiling; (b) beam enclosed in a plaster cage; (c) beam boxed with wallboard. Illustration courtesy of the Gypsum Associatio

14、n, Fire Resistance Design Manual . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 62Figure 32. Mineral fiber spray applied to beam and girder floor system with steel floor deck supporting a concrete slab. Illustration courtesy of the American Iron and Ste

15、el Institute; Designing Fire Protection for Steel Beams. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63Figure 33. Steel floor system fire protected on the underside by a suspended ceiling. Illustration courtesy of the American Iron and Steel Institute; Designing Fir

16、e Protection for Steel Columns. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 64Figure 34. Fire protected exterior steel column with exposed metal column covers. Illustration courtesy of the American Iron and Steel Institute, Fire Protection Through Modern

17、 Building Codes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .72Figure 35. Tubular steel columns filled with water for fire resistance with temperaturevariation during exposure to fire. Illustration courtesy of the American Iron and Steel Institute, Fire

18、Protection Through Modern Building Codes . . . . . . . . . 72Figure 36. Schematic representation of a liquid-filled column fire protection system. Illustration courtesy of U.S. Steel, Influence of Fire on Exposed Exterior Steel. . . . . . . . . . . . . . . 73Figure 37. Fire-resistive flame shielding

19、 on spandrel girder. Illustration courtesy of U.S. Steel, Influence of Fire on Exposed Exterior Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .73SYSTEMS PAGE 6Figure 38. Flame patterns and temperatures during two fire tests on the load-carrying steel plate girder. Illustration co

20、urtesy of U.S. Steel, Influence of Fire on Exposed Exterior Steel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .73Figure 39. Concrete-based insulating material. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74Figure 40. Typical c

21、onnections in a continuous shell. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74Figure 41. Bending steel shapes with pinch rollers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 97Figure 42. Made-up segmented curves . . . . . . . .

22、 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 99Figure 43. Fillet welds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100Figure 44. Groove welds . . . . . . . . . . . . . . . . . . . . . .

23、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100LIST OF TABLESTable 1. Paint Systems . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37Table 2a. Paint Systems in Table 1 Applicable to Maintenance Paint

24、ing InvolvingSpot Repairs and Overcoating. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38Table 2b. Paint Systems in Table 1 Applicable to New Construction or Maintenance Painting Where Existing Paints are Completely Removed . . . . . . . . . . . . .

25、. . . . . . . . . . . . . . . . 38Table 3. Coating Incompatibility. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49Table 4. FHWA Test Program: Coating Systems for Minimally Prepared Surfaces . . . . . . . . . . . . . . . . . . 50Table 5. Typ

26、ical Occupancy Fire Loads and Fire Severity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 59Table 6. Roof-Ceiling Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 66Table 7. Floor-Ceiling Assemblies. . . . . .

27、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67Table 8. Beam-Only Designs for Roofs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68Table 9. Beam-Only Designs for Floors. . . . . . . . . . . . . . . . .

28、. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 68Table 10. Column Assemblies . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 69Table 11. Bent and Rolled Standard Mill Shapes . . . . . . . . . . . . . . . . . . . . . . . . .

29、 . . . . . . . . . . . . . . . . . 98Table 12. Typical Welding Symbols . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 102PAGE 7 SYSTEMSINTRODUCTIONThe Systems Section offers a primer on structural engineering and steel systems design written esp

30、ecially for thearchitect. The purpose of this section is to help architects better understand and communicate with profession-als who are experts in engineering and fabricating structural steel. There are many intricate systems acting inde-pendently and contingent upon one another in a building. Arc

31、hitects are faced with the unique predicament ofdesigning an entire structure filled with systems, often without having in-depth knowledge of any one system. Theymust rely on the technical competence of engineering specialists to design and perfect individual systems, andthen combine them to work in

32、 harmony throughout the entire structure.This section is presented in four parts. Part I covers basic structural engineering concepts such as load flow, ther-mal movement, lateral load resisting systems, and accommodation of HVAC systems. It concludes with an expla-nation of design considerations fo

33、r floor vibration. Part II discusses painting, coating and fire protection tech-nologies. Part III presents the information needed by architects to determine girder and beam sizes for floors androofs for detailing purposes. Lastly, Part IV provides an explanation of the process of bending and shapin

34、g struc-tural members to create aesthetic and elegant curved lines within a building without adding weight. The sectionconcludes with provisions needed for working with steel that is exposed to view, commonly referred to as archi-tecturally exposed structural steel or AESS.SYSTEMS PAGE 8PAGE 9 SYSTE

35、MSPART IBASIC STRUCTURAL ENGINEERINGUNDERSTANDING LOAD FLOWAll structures are subjected to forces that are imposed by gravity, wind and seismic events (see Figure 1). Thecombination and anticipated severity of these forces will determine the maximum design force the member cansustain. The structural

36、 engineer will then select a member that meets all of the strength as well as serviceabilityissues such as deflection and/or vibration criteria for any specific project. The following is a brief discussion oneach of the types of loads and how these loads are transferred to the other structural compo

37、nents.Gravity LLoadsGravity loads include all forces that are acting in the ver-tical plane (see Figure 2). These types of forces are com-monly broken down into dead loads and live loads in auniform pounds per square foot loading nomenclature.Dead loads account for the anticipated weight of objectst

38、hat are expected to remain in place permanently. Deadloads include roofing materials, mechanical equipment,ceilings, floor finishes, metal decking, floor slabs, struc-tural materials, cladding, facades and parapets. Liveloads are those loads that are anticipated to be mobile ortransient in nature. L

39、ive loads include occupancy loading,office equipment and furnishings.The support of gravity loads starts with beams and purlins.Purlins generally refer to the roof while beams generallyrefer to floor members. Beams and purlins support noother structural members directly. That is to say, these ele-me

40、nts carry vertical loads that are uniform over an areaand transfer the uniform loads into end reactions carriedby girders.Girders generally support other members, typically beamsand/or purlins, and span column to column or are sup-ported by other primary structural members. Girders maysupport a seri

41、es of beams or purlins or they may supportother girders. Forces imposed on girders from beams,purlins, or other girders are most often transferred to thestructural columns. The structural column carries the ver-tical loads from all floors and roof areas above to thefoundation elements.Figure 1. Forc

42、es experienced by structures! Leeward Wind(Suction)! Use andOccupancy! Self-Wt.of Structure! Snow! Wind! Seismic Forces!Thermal Stresses! GroundPressureSYSTEMS PAGE 10Horizontal LLoadsForces created by wind or seismic activity are considered to act in the horizontal plane. While seismic activity isc

43、apable of including vertical forces, this discussion will be based only on horizontal forces. The majority of thissection will address wind forces and how they are transferred to the primary structural systems of the building (seeFigure 3).Wind pressures act on the buildings vertical surfaces and cr

44、eate varying forces across the surface of the faade.The exterior faade elements, as well as the primary lateral load resisting system, are subjected to the calculat-ed wind pressures stipulated by code requirements. This variation accounts for faade elements being exposedto isolated concentrations o

45、f wind pressures that may be redistributed throughout the structural system. Designwind pressures can be calculated using a documented and statistical history of wind speeds and pressure in con-junction with the building type and shape. Calculated wind pressures act as a pushing force on the windwar

46、dside of a building. On the leeward (trailing) side of the building, the wind pressures act as a pulling or suctionforce. As a result, the exterior faade of the entire building must be capable of resisting both inward and outwardpressures.Roof structures made up of very light material may be subject

47、ed to net upward or suction pressures from wind aswell. Roofs typically constructed of metal decking, thin insulation and a membrane roof material without ballasthave the potential to encounter net upward forces. Roof shape may also determine the net uplift pressures causedby wind. Curved roofs will

48、 actually exhibit a combination of downward pressures on the top portion of the curveand upward pressure on the lower portion of the curve. This distribution of downward and upward pressurescaused by the curve is similar to the principles of air pressure and lift acting on an airplane wing.Rigid Fra

49、meColumn and BeamFigure 3. Loads on columns and beamsFigure 2. Gravity and wind loadsPAGE 11 SYSTEMSAs the wind pressures are applied to the exterior of the building, the faade (actually a structural element to somedegree), transfers the horizontal pressures to the adjacent floor or roof. As these pressures are transferred, thefloor and roof systems must have a means to distribute the forces to the lateral load resisting systems. Floors androofs that are generally solid or without large openings or discontinuities may behave as a diaphragm. Adiaphragm is a structural element that acts