GENERAL TOPICS & MEMBER DESIGN

Transcription

1 OVERVIEW GENERAL TOPICS & MEMBER DESIGN Manual Overview Specification Overview Scope Design Considerations Member Design

2 OVERVIEW CONNECTION DESIGN 2010 Specification Bolts Welds Connecting Elements 14 th Ed. Manual Coped Beams Prying Action Bracket Plates

3 14 th Ed. MANUAL TABLE OF CONTENTS MANUAL OVERVIEW 1 Dimensions and Properties 2 General Design Considerations 3 Design of Flexural Members 4 Design of Compression Members 5 Design of Tension Members 6 Design of Members Subject to Combined Forces 7 Design Considerations for Bolts 8 Design Considerations for Welds

4 9 Design of Connecting Elements MANUAL OVERVIEW 10 Design of Simple Shear Connections 11 Design of Partially Restrained Moment Connections 12 Design of Fully Restrained Moment Connections 13 Design of Bracing Connections and Truss Connections 14 Design of Beam Bearing Plates, Col. Base Plates, Anchor Rods, and Col. Splices 15 Design of Hanger Connections, Bracket Plates, and Crane-Rail Connections 16 Specifications and Codes (Specification, RCSC Spec, Code) 17 Miscellaneous Data and Mathematical Information

5 2010 ANSI/AISC Caption text.

6 OVERVIEW GENERAL TOPICS & MEMBER DESIGN Manual Overview Specification Overview Scope Design Considerations Member Design

7 SPEC OVERVIEW Specification for Structural Steel Buildings Chapter A. General Provisions Chapter B. Design Requirements Chapter C. Design for Stability Chapter D. Design of Members for Tension Chapter E. Design of Members for Compression Chapter F. Design of Members for Flexure Chapter G. Design of Members for Shear Chapter H. Design of Members for Combined Forces and Torsion

8 SPEC OVERVIEW Specification for Structural Steel Buildings Chapter I. Design of Composite Members Chapter J. Design of Connections Chapter K. Design of HSS and Box Members Connections Chapter L. Design for Serviceability Chapter M. Fabrication and Erection Chapter N. Quality Control and Quality Assurance - NEW

9 SPEC OVERVIEW Specification for Structural Steel Buildings Appendix 1. Design by Inelastic Analysis - New Appendix 2. Design for Ponding Appendix 3. Design for Fatigue Appendix 4. Structural Design for Fire Conditions Appendix 5. Evaluation of Existing Structures Appendix 6. Stability Bracing for Columns and Beams Appendix 7. Alternative Methods of Design for Stability Appendix 8. Approximate Second-Order Analysis

10 OVERVIEW GENERAL TOPICS & MEMBER DESIGN Manual Overview Specification Overview Scope Design Considerations Member Design

11 SPEC Excerpt: REVISED SCOPE Spec. Section A1 Wherever this Specification refers to the applicable building code (ABC) and there is none, the loads, load combinations, system limitations, and general design requirements shall be those in ASCE/SEI 7.

12 SPEC REVISED SCOPE Section A1.1: Seismic Applications The Seismic Provisions shall apply to the design of seismic force resisting systems of structural steel or of structural steel acting compositely with reinforced concrete, unless specifically exempted by the applicable building code.

13 MANUAL ADDED MANUAL SCOPE STATEMENT The specification requirements and other design recommendations and considerations summarized in this Manual apply in general to the design and construction of steel buildings and other structures.

14 MANUAL MANUAL SCOPE STATEMENT AISC Seismic Provisions are not applicable to: Buildings and other structures in SDC A Buildings and other structures in SDC B or C with R = 3 systems (steel systems not specifically detailed for seismic resistance per ASCE/SEI 7 Table ) Nonbuilding Non-building structures similar to buildings with R =12 braced-frame systems or R = 1 moment-frame systems; see ASCE/SEI 7 Table Non-building structures not similar to buildings (see ASCE/SEI 7 Table ), which are designed to meet the requirements in other standards entirely

15 MANUAL MANUAL SCOPE STATEMENT Seismic Provisions are applicable to: Buildings and other structures in SDC B or C when one of the exemptions for steel seismic force resisting systems above does not apply Buildings and other structures in SDC B or C that use composite seismic i force resisting systems Buildings in SDC D, E or F Non-building structures in SDC D, E or F when the exemption above does not apply

16 OVERVIEW GENERAL TOPICS & MEMBER DESIGN Manual Overview Specification Overview Scope Design Considerations Member Design

17 DESIGN CONSIDERATIONS DESIGN CONSIDERATIONS Shapes Available Properties Updated Referenced Standards/Material Structural Integrity Stability Other Topics

18 MANUAL PART 1 SHAPES AVAILABLE (Manual Part 1) NEW: HP 18 series HP 16 series C4x7.25 MC12x14.3 DELETED: W36x800 See www. aisc.org for availability

19 MANUAL PART 1 PROPERTIES UPDATED HSS Weights S z for single angles = MAX ( w, w, w ) I Z A B C B C A

20 SPEC A2. REFERENCED SPECIFICATIONS, CODES AND STANDARDS ASCE/SEI ACI AWS D1.1:2010 New Material: ASTM A1043/A1043M Seismic Applications F y / F u = Charpy V-notch toughness is 40 ft-lb@70 F Testing with ASTM A673, Freq. H

21 SPEC B2. LIMIT STATES STRUCTURAL INTEGRITY OF CONNECTIONS Based on a minimum nominal strength, T n, unless ABC specifies Ignore limit states based on limiting deformations/yielding i V u or V a Bearing bolts in SSLP permitted with bolts assumed at end of slot T n

22 SPEC STRUCTURAL INTEGRITY OF CONNECTIONS Ref: Geschwindner and Gustafson, Engineering Journal, 3rd Q IBC specifies for high-rise buildings (Occ Cat. III and IV): T n V a 10 kips (ASD) a T n (2/3) V u 10 kips (LRFD)

23 CHAPTER C DESIGN FOR STABILITY CHAPTER C AND APPENDIX 7 CHAPTER C DIRECT ANALYSIS METHOD OR APPENDIX 7 EFFECTIVE LENGTH METHOD OR 1ST-ORDER ANALYSIS METHOD APPENDIX 8 APPROX. 2 ND ORDER ANALYSIS (B1-B2 procedure)

24 CHAPTER C DESIGN FOR STABILITY C1. General Stability Requirements Stability Design Method must account for: 1) Flexural, l Shear, Axial member deformations 2) Second-order effects (P-Δ & P-δ) )

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26 SPEC DESIGN FOR STABILITY C1. General Stability Requirements Stability Design Method must account for: 1) Flexural, l Shear, Axial member deformations 2) Second-order effects (P-Δ & P-δ) ) 3) Geometric Imperfections 4) Stiffness Reductions due to Inelasticity (2005: due to residual stresses) 5) Uncertainty in Stiffness and Strength - New

27 SPEC DESIGN FOR STABILITY C2. Calculation of Required Strengths-DM Okay to Neglect P - δ when: 1) Gravity loads supported by vertical columns, walls, frames 2) δ max / Δ max 1.7 in all stories 3) 1/3 or less of the total gravity load on structure is supported by columns that are part of the moment-resisting ti frames in the direction of translation Not permitted for members under compression & flexure

28 MANUAL PART 2 OTHER TOPICS OSHA Requirements Progressive Collapse Anchor Rods Design Guide 1, Column Base Plates, 2 nd Ed., 2 nd printing Constructability Design Guide 23, Constructability Code of Standard Practice

29 MANUAL 2010 Code of Standard Practice for Steel Buildings and Bridges Section (Connection Design) 3 options for each connection design: 1) Complete design on structural design drawings Or in the structural t design drawings or specifications, designate: 2) Selected or completed by experienced detailer Or 3) Designed by a licensed P.E. working for the fabricator

30 OTHER TOPICS OSHA Requirements (MANUAL PART 2) Progressive Collapse Anchor Rods Design Guide 1, Column Base Plates, 2 nd Ed., 2 nd printing Constructability Design Guide 23, Constructability Code of Standard Practice Section Connection design responsibility Quality Control and Quality Assurance Spec. Chapter N

31 SPEC NEW CHAPTER N: QUALITY CONTROL AND QUALITY ASSURANCE WHY? 1) IBC Chapter 17 applied inconsistently 2) Requests from BSSC, NCSEA and others 3) Needed a non-seismic version of 2005 Seismic Provisions Appendix Q 4) Goal: Provide a uniform plan with a relatively high level e of assurance, a and effective, ect e, consistent ste t requirements

32 SPEC QUALITY CONTROL AND QUALITY ASSURANCE N1. SCOPE Minimum m requirements Quality Control by fabricator & erector Quality Assurance by others when required Non-destructive testing by QA firm, except as permitted in N7

33 CHAPTER N N1. Scope QUALITY CONTROL AND QUALITY ASSURANCE N2. Fabricator s and erector s quality control program N3. Fabricator s and erector s documents N4. Inspection and non-destructive testing personnel N5. Minimum requirements for inspection of structural steel buildings N6. Minimum requirements for inspection of composite construction N7. Approved fabricators and erectors N8. Non-conforming materials and workmanship

34 CHAPTER N QUALITY CONTROL AND QUALITY ASSURANCE SECTIONS N5 AND N6 AISC: PERFORM (P) OBSERVE (O) IBC: CONTINUOUS PERIODIC 2012 IBC CHAP 17 ADOPTS CHAPTER N

35 OVERVIEW GENERAL TOPICS & MEMBER DESIGN Manual Overview Specification Overview Scope Design Considerations Member Design

36 SPEC MEMBER DESIGN Compression Members Flexural Members Members and Combined Forces Composite Members

37 SPEC CHAPTER E. DESIGN OF MEMBERS FOR COMPRESSION E1. General Provisions E2. Effective Length E3. Flexural l Buckling of Members Without t Slender Elements E4. Torsional and Flexural-Torsional l l Buckling of Members without Slender Elements E5. Single Angle Compression Members E6. Built-Up Members E7. Members with Slender Elements

38 SPEC B4.1. CLASSIFICATION OF SECTIONS FOR LOCAL BUCKLING Table B4.1a: Limiting Width-to-Thickness Ratios of Members Subject to Axial Compression Non-slender vs. Slender λ λ r λ > λ r

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40 CHAPTER E DESIGN OF MEMBERS FOR COMPRESSION E3. FLEXURAL BUCKLING OF MEMBERS WITHOUT SLENDER ELEMENTS (a) When KL. E Fy 471 or r Fy Fe In 2005: (or F e 0.44F y ) F cr Fy Fe = F y ( E3 2)

41 MANUAL E5. SINGLE ANGLE COMPRESSION MEMBERS (Eccentrically Loaded) TABLE 4-12 fra frbw frbz ca cbw cbz Based on ( H2 1 ) F F F [insert Table 4-12]

42 CHAPTER E DESIGN OF MEMBERS FOR COMPRESSION E6. BUILT-UP MEMBERS 1. Compressive Strength (a) For intermediate t connectors that t are bolted snug-tight: 2 KL KL = + a ( E6 1) r r ri m o 2 (same as 2005)

43 CHAPTER E DESIGN OF MEMBERS FOR COMPRESSION (b) For welded or pretensioned bolted intermediate connectors: In 2005: For all connector spacings 2 2 KL KL α a 082. ( E6 2) r = + r 1 r ib m o ( 2 + α ) 2

44 CHAPTER E DESIGN OF MEMBERS FOR COMPRESSION In 2010: (b) For welded or pretensioned bolted intermediate connectors: (i) When (a / r i ) 40 KL KL = ( E6 2a) r r m o (ii) When (a / r i ) > 40 2 KL KL K ia = + ( E6 2b) r r ri m Ref: Sato and Uang, Engineering Journal, Third Quarter, 2007 o 2

45 MANUAL PART 4: DESIGN OF COMPRESSION MEMBERS

46 SPEC MEMBER DESIGN Compression Members Flexural Members Combined Forces Composite Members

47 SPEC CHAPTER F. DESIGN OF MEMBERS FOR FLEXURE F1. General Provisions F2. Doubly Symmetric Compact I-Shaped Members and Channels Bent About Their Major Axis F9. Tees and Double Angles Loaded in the Plane of Symmetry F13. Proportions of Beams and Girders

48 SPEC B4.1. CLASSIFICATION OF SECTIONS FOR LOCAL BUCKLING Table B4.1b: Members Subject to Flexure λ λ λ < λ λ λ > λ Compact vs. Noncompact vs. Slender λ λ p λ p < λ λ r λ > λ r

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50 CHAPTER F C CHAPTER F. DESIGN OF MEMBERS FOR FLEXURE F1. GENERAL PROVISIONS In 2010: b 12. 5M max = ( F1 1) 25. M + 3M + 4M + 3M max A B C In 2005: C b 12. 5M max = Rm 30. ( F1 1) 25. M + 3M + 4M + 3M max A B C

51 CHAPTER F DESIGN OF MEMBERS FOR FLEXURE F2. DOUBLY SYMMETRIC COMPACT I- SHAPED MEMBERS AND CHANNELS BENT ABOUT THEIR MAJOR AXIS In 2010: L r E Jc Jc Fy = 195. rts F y Sxho Sxho E ( F2 6 )

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53 CHAPTER F DESIGN OF MEMBERS FOR FLEXURE F2. DOUBLY SYMMETRIC COMPACT I- SHAPED MEMBERS AND CHANNELS BENT ABOUT THEIR MAJOR AXIS L r 2 2 E Jc Jc 07F. F 07. F S h S h E In 2010: = 195. r ( F2 6) ts y x o x o y L r In 2005: E Jc 07. Fy Sxho = 195. r F2 6 ts + +. ( ) 07. Fy Sxh o E Jc 2

54 CHAPTER F DESIGN OF MEMBERS FOR FLEXURE In 2005: Local Buckling of Tee Stems F9.2 LATERAL-TORSIONAL BUCKLING (OF TEES AND DOUBLE ANGLES) π EI ygj 2 M n = M 1 ( F9 4 ) cr B+ + B L b where d B =± 23. Lb I y J

55 DESIGN OF MEMBERS CHAPTER F FOR FLEXURE In 2010: F9.4 LOCAL BUCKLING OF TEE STEMS IN FLEXURAL COMPRESSION M n = F cr S x (F9-8) d (a) When 084. t E F w y F cr = F y (F9-9) 9) Ref: Guide to Stability Design Criteria Ed. R.D. Ziemian, 2010

56 CHAPTER F DESIGN OF MEMBERS FOR FLEXURE F9.4 LOCAL BUCKLING OF TEE STEMS IN FLEXURAL COMPRESSION - NEW E d (b) When E < F t F y w y F d F y = Fy ( F9 10) tw E cr d (c) When > 103. t w F cr E F y 069. E = ( F9 11 ) 2 d t w

57 SUMMARY MEMBER DESIGN Compression Members Flexural Members Combined Forces Composite Members

58 CHAPTER H. DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION H1. Doubly and Singly Symmetric Members Subject to Flexure e and Axial Force H2. Unsymmetric and Other Members Subject to Flexure and Axial Force H3. Members Subject to Torsion and Combined Torsion, Flexure, Shear and/or Axial Force H4. Rupture of Flanges with Holes Subject to Tension - New

59 DESIGN OF MEMBERS CHAPTER H FOR COMBINED FORCES AND TORSION H1.2. DOUBLY AND SINGLY SYMMETRIC MEMBERS SUBJECT TO FLEXURE AND TENSION In 2005: For doubly symmetric members, C b in Chapter F may be multiplied by Pu 1 + (LRFD) Pa (ASD) P P ey ey for axial tension that acts concurrently with flexure

60 DESIGN OF MEMBERS CHAPTER H FOR COMBINED FORCES AND TORSION H1.2. DOUBLY AND SINGLY SYMMETRIC MEMBERS SUBJECT TO FLEXURE AND TENSION In 2010: For doubly symmetric members, C b in Chapter F may be multiplied by αp 1+ r P ey for axial tension that acts concurrently with flexure, where α = 1.0 (LRFD) α = 1.6 (ASD) P ey = 2 π EI y 2 L b

61 CHAPTER H DESIGN OF MEMBERS FOR COMBINED FORCES AND TORSION H1.3. DOUBLY SYMMETRIC ROLLED COMPACT MEMBERS SUBJECT TO SINGLE AXIS FLEXURE AND COMPRESSION In 2010 LTB: New Optional Solution 1) For moments primarily about the major axis 2) M M <. ry cy 005 3) KL ( ) ( ) z KL y

62 DESIGN OF MEMBERS CHAPTER H FOR COMBINED FORCES AND TORSION H1.3. DOUBLY SYMMETRIC ROLLED ROLLED COMPACT MEMBERS SUBJECT TO SINGLE AXIS FLEXURE AND COMPRESSION (a) For the limit state of in-plane instability, Eqns. H1-1 shall be used with P c, M rx and M cx determined in the plane of bending. (b) For the limit state of out-of-plane buckling and lateral-torsional buckling: P 2 r Pr Mrx (H1-2) 10 Pcy Pcy CbMcx

63 CHAPTER H H4. RUPTURE OF FLANGES WITH HOLES SUBJECT TO TENSION - NEW P r M rx (H4-1) 10. P + M c cx

64 SPEC MEMBER DESIGN Compression Members Flexural Members Combined Forces Composite Members

65 CHAPTER I DESIGN OF COMPOSITE MEMBERS Reorganization of chapter New topics and sections New local buckling provisions filled members Provisions for axial, flexure, combined bending Load transfer new provisions Composite beam columns expanded Diaphragms and collectors new topic Steel anchors new term introduced, new design guidelines

66 Chapter I Reorganization I1. General Provisions I1. General Provisions I2. Axial Members I2. Axial Force I3. Flexural l Members I3. Flexure I4. Shear I4. Combined Axial Force and I5. Combined Axial Force and Flexure Flexure I6. Load Transfer I7. Composite Diaphragms and Collector Beams I8. Steel Anchors I5. Special Cases I9. Special Cases

67 CHAPTER I DESIGN OF COMPOSITE MEMBERS I1. GENERAL PROVISIONS TABLE I1.1a Limiting Width-to-Thickness to Ratios for Compression Steel Elements in Filled Composite Members Subject to Axial Compression

68 ANSI/ AISC CHAPTER I. DESIGN OF COMPOSITE MEMBERS I1. GENERAL PROVISIONS TABLE I1.1b Limiting Width-to-Thickness Ratios for Compression Steel Elements in Filled Composite Members Subject to Flexure

69 CHAPTER I DESIGN OF COMPOSITE MEMBERS I2. AXIAL FORCE For both encased and filled composite members: The available compressive strength need not be less than that specified for the bare steel member as required by Chapter E (Design of Compression Members)

70 MANUAL PART 4: DESIGN OF COMPRESSION MEMBERS 14 ft 20 ft 25 ft

71 CHAPTER I DESIGN OF COMPOSITE MEMBERS I7. COMPOSITE DIAPHRAGMS AND COLLECTORS BEAMS - NEW Composite slab diaphragms and collector beams shall be designed and detailed to transfer loads between the diaphragm, the diaphragm s boundary members and collector elements, and elements of the lateral-load-resisting-system. l l ti t User Note: Design guidelines for composite diaphragms and collector beams can be found in the commentary.

72 CHAPTER I DESIGN OF COMPOSITE MEMBERS I8. STEEL ANCHORS Shear Connector Steel Anchor Steel headed stud anchors Hot-rolled steel channel anchors

73 CHAPTER I DESIGN OF COMPOSITE MEMBERS I8. STEEL ANCHORS 1. General 2. Steel anchors in composite beams 3. Steel anchors in composite components

74 CHAPTER I DESIGN OF COMPOSITE MEMBERS I8.2a. STEEL HEADED STUD ANCHORS Q = 05. A f E R R A F ( I8 1) n sa c c g p sa u where R p = 0.75 (ALL configurations except composite slab oriented perpendicular to beam and e mid-ht <2 in.; R p =0.60) Ref: Pallarés and Hajjar, 2010

75 CHAPTER I DESIGN OF COMPOSITE MEMBERS I8. 2. STEEL ANCHORS IN COMPOSITE BEAMS 2d. Detailing Requirements Minimum distance from anchor centerline to free edge: = 8 in. NWC = 10 in. LWC or ACI 318 App. D

76 ANSI/ ANSI/AISC AISC Chapter A. General Provisions