Structural wall systems - nonlinear modeling and collapse assessmentof shear walls and slab-column frames
Başlık çevirisi mevcut değil.
- Tez No: 611646
- Danışmanlar: PROF. DR. DANIŞMAN YOK
- Tez Türü: Doktora
- Konular: İnşaat Mühendisliği, Civil Engineering
- Anahtar Kelimeler: Belirtilmemiş.
- Yıl: 2010
- Dil: İngilizce
- Üniversite: University of California Los Angeles
- Enstitü: Yurtdışı Enstitü
- Ana Bilim Dalı: Belirtilmemiş.
- Bilim Dalı: Belirtilmemiş.
- Sayfa Sayısı: 254
Özet
Use of slab-column systems in conjunction with shear walls is a common means of construction in high seismic zones. While the lateral strength, stiffness, and deformation capacities of such systems are provided by the shear walls, the slab-column frame must sustain gravity loads under earthquake shaking; therefore, assessing overall system behavior requires understanding the response and behavior of both systems. Development of fragility relations, i.e., defining damage states as a function of engineering demand parameters (EDPs) such as inter-story drift, is an important step in the application of performance-based earthquake engineering. Data from sixty-nine tests were collected and reviewed to develop fragility relations for new slab-column frame construction. Backbone curves were formed and damage states were defined for each test specimen and fragility relations corresponding to different ranges of gravity shear ratio (Vg/V0) were developed for the following reinforced concrete and post-tensioned concrete connections, both with and without shear reinforcement. Test results reported in the literature were reviewed to determine the degree of slab damage reported for the damage states to assess the likelihood and type of repair, i.e., epoxy injection of cracks to restore stiffness, or major repairs to restore stiffness and strength. Nonlinear models of the test specimens were created to compare model and test results and assess any bias in common modeling approaches, such as recommended by ASCE-41. Results indicated that Allen and Darwall (1977) model together with crack coefficients of 1/3 and 2/3 (Grossman, 1997) for reinforced and post-tensioned slab-column connections, respectively, produce results that have test to model ratios ranging between 0.75 and 1.7. In addition, model results matched the test results better when column stiffness values are based on ASCE 41-06, including Supplement #1, with a lower bound of 0.2EI instead of 0.3EI. Quantification of building system performance and response parameters such as Response Modification Coefficient (R), System Overstrength Factor (Ω0), and Deflection Amplification Factor (Cd) is of great importance to reliably assess the performance of reinforced concrete shear walls. The values of these parameters used in current design e.g., ASCE/SEI 7-05, are mainly based on judgment and qualitative comparisons of the known response capabilities of relatively few lateral-force resisting systems in use. In order to the validity of these parameters, as well as the ATC-63 methodology to develop these parameters for new systems, twenty special and twenty ordinary reinforced concrete shear walls (Archetypes) with varying seismic design conditions, aspect ratios, number of stories, thicknesses, reinforcement and confinement configurations, axial and shear load levels, were designed. Detailed nonlinear models of the archetypes were created using the computaitnal platform OpenSees and potential failure modes were considered. On each Archetype, static push-over and incremental dynamic analyses using forty-four ground motions were conducted to obtain the overstrength/ductility and the collapse margin ratio values, respectively. The methodology prescribed in ATC-63 document was followed to establish limits on the adjusted collapse margin ratios (ACMRs), and to observe the vicinity of the obtained ACMRs to these limits in order to investigate the validity of the R value for each Archetype. Results showed that overstrenght values of 1.5 and 2.0 should be taken as minimum for special and ordinary reinforced concrete shear walls, respectively, whereas ASCE 7-05 includes a value of 2.5 for both systems. As for the response modification coefficient (R), adjusted collapse margin ratio of walls with aspect ratios less than 2 were nearby the specified limits, suggesting that R factors of 5 and 6, respectively for the ordinary and special reinforced concretes shear walls, as specified in ASCE 7-05, are reasonable for the range of archetypes studied. On the otherhand, for archetypes with walls with aspect ratios greater than 2, which were generally controlled by flexural yielding, the calculated ACMRs were much larger than the specified limits, suggesting that larger values of R could be used.
Özet (Çeviri)
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