Advanced design evaluation of planar steel frames composed of general nonprismatic I-section members
Başlık çevirisi mevcut değil.
- Tez No: 589199
- Danışmanlar: DR. DONALD WHITE
- Tez Türü: Doktora
- Konular: İnşaat Mühendisliği, Çevre Mühendisliği, Civil Engineering, Environmental Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 2018
- Dil: İngilizce
- Üniversite: Georgıa Instıtute Of Technology
- Enstitü: Yurtdışı Enstitü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: Belirtilmemiş.
Özet
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Özet (Çeviri)
This research provides a new comprehensive approach for the design of structural steel members and framing systems via an Inelastic Nonlinear Buckling Analysis (INBA) employing column, beam and beam-column inelastic stiffness reduction factors derived from the ANSI/AISC 360 Specification. The resulting procedure provides a relatively rigorous check of member and frame design resistances accounting for member crosssection double- or single-symmetry, nonprismatic member geometry, continuity effects across braced points, as well as lateral and/or rotational restraint from other framing including a wide range of types and configurations of stability bracing. With this approach, no separate checking of the corresponding Specification member stability design resistance equations is required. The buckling analysis captures these resistances. No calculation of effective length (K) factors and moment gradient and/or load height (Cb) factors, is necessary. The buckling analysis directly captures the fundamental mechanical responses associated with these design strength factors. This approach is coupled with the AISC Direct Analysis Method (the DM), for calculation of pre-buckling displacement effects, to fully satisfy the stability design requirements of the AISC Specification. Member crosssection based strength limit states are checked, given the internal forces calculated using the AISC DM requirements. The key concepts of this advanced design evaluation approach are developed, and a variety of applications of the method are demonstrated. Results from the recommended approach and from routine application of the DM are compared to results from test simulations satisfying the requirements of Appendix 1.3 of the AISC Specification. Procedures are developed to solve for the load level corresponding to the most critical buckling or cross-section strength limit state of the ANSI/AISC 360 Specification. From prior research as well as from the validation studies conducted in this work, it is observed that the Flange Local Buckling (FLB) and Tension Flange Yielding (TFY) limit states in Chapter F of the ANSI/AISC 360 Specification tend to underestimate the true Isection member flexural resistances as the web and/or the compression flange become increasingly slender. This research develops an improved approach for calculation of the resistances corresponding to these limit states, considering the development of the spread of yielding in flexural tension (TFY) using mechanics of materials concepts, and accounting for the cross-section plate post-buckling resistance based on the unified effective width approach from Chapter E of the AISC Specification for FLB limit states.
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