- Seismic Design of Reinforced Concrete Structures for Controlled Inelastic - Google книги
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- Centrifuge modeling of rocking-isolated inelastic RC bridge piers
Ground motions with different frequency contents are used in the dynamic response simulations of structures with different levels of damping. In each case the effective viscous damping ratios estimated using the algorithm matches the value set for the corresponding simulation. The same approach was followed to test the algorithm under different material models, i.
Seismic Design of Reinforced Concrete Structures for Controlled Inelastic - Google книги
Figure 7 shows estimated damping coefficients extracted from the response data of a linear elastic structure subjected to the El Centro earthquake excitation at its base, shown in Figure 3. Figure 8 shows the damping coefficient values for the case of inelastic behavior with degradation in both stiffness and strength, extracted from its response to the same El Centro earthquake base excitation.
Figure 8. Mass-normalized damping coefficients—inelastic with degradation in stiffness and in strength. The restoring force vs. Figure 9. Mass-normalized restoring force vs. A Linear elastic model excited by El Centro record. B Inelastic model with no degradation in stiffness or in strength excited by harmonic base motion representing non-linear behavior of structural steel.
C Inelastic model with no degradation in stiffness or strength excited by El Centro record representing non-linear behavior of structural steel. D Inelastic model representing non-linear behavior of the reinforced concrete excited by harmonic base motion. E Inelastic model with degradation in both stiffness and strength excited by harmonic base motion. F Inelastic with degradation in strength model excited by El Centro record.
In Figures 9 , the time from the beginning of the excitation is indicated by the color coding shown in the color-bar: from blue for earlier in the event and yellow toward the end of the event. The effective viscous damping ratio extraction method has been used to study behavior of several reinforced concrete structures tested in laboratory Hesam, As examples, two of the studied specimens will be described in detail. They are a pair of 9-story, 3-bay RC laboratory test structures studied by Eberhard and Sozen The specimens, identical in geometry but differing in strength, had a pair of parallel, full-height, two-bay RC moment-resisting frames MRFs and a slender wall in between the frames Figure The girders were designed to have higher plastic moment capacity than the columns.
This was to account for the effect of the stiffness of the slabs in actual buildings.
Girders had reinforcement ratio of 2. The as-built structure fundamental frequency was found to be 5. Three acceleration records were used as base excitation: El Centro ground motion scaled to give PGAs of 0.
The method described above was used to analyze the response of specimens ES1 and ES2 subjected to the design-level ground excitations. Based on the analyses of the acceleration response data measured at each floor of the test specimens as well as at the base of the specimens, the first mode fundamental mode is the dominant mode of response in these two structures. A band-pass filter was applied to exclude the higher mode effects and to eliminate the permanent offsets from the response records.
Table 2 shows a summary of the observations obtained from analyzing the test data under design-level base excitations.
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It is shown that the apparent periods of both structures were 0. Figure Dimensions of the Eberhard test specimen Eberhard and Sozen, Table 2. Summary of results for specimens ES1 and ES2 responses excited under design-level ground motions. Figure 11 shows the restoring force vs. The same approach was used to estimate the effective viscous damping ratios in six other small-scale test specimens subjected to the design-level ground accelerations Hesam, : a pair of story 3-bay RC MRFs which had girders yielded specimens H1 and H2; tested by Cecen, , a pair of 9-story 3-bay soft-story RC MRFs which had columns yielded specimens SS1 and SS2; tested by Schultz, ; a pair of 9-story 3-bay soft-story RC MRFs, which had columns yielded, with one of the specimens having a ground story shear wall acting in parallel with the MRFs specimens FNW and FSW, tested by Moehle and Sozen, Table 3 shows the summary of observations obtained from analyzing the small-scale test specimen data under design-level base excitations.
Table 3. Summary of results for small-scale test specimen responses under design-level ground excitations. A method to estimate the effective viscous damping ratio in a real structural system using its dynamic response to earthquake ground excitation was presented. The proposed method is found to give accurate estimates when it is applied to simulation results for various numerical models with different material behavior including linear elastic, inelastic with no degradation in stiffness or strength, inelastic with degradation in stiffness, inelastic with degradation in strength, and inelastic with degradation in both stiffness and strength.
The method was also applied to eight small-scale test specimens subjected to the design-level ground accelerations Cecen, ; Moehle and Sozen, ; Schultz, ; Eberhard and Sozen, If and when more response data recorded in buildings during earthquakes at different shaking intensity are available, it could be possible to estimate effective viscous damping ratios for different building structural configurations and for response levels.
In designing a building, assuming a viscous damping ratio higher than the appropriate value would result in underestimation of the displacements. In a such-designed building, more than expected damage to the structure and its contents could be observed during strong earthquakes. This material is based on work supported by the U. The remaining authors declare that the research was conducted in the absence of any commercial or financial relationships that could be construed as a potential conflict of interest.
Algan, B. Cecen, H. DataCenterHub Dowgala, J. A method for extracting building empirical capacity curves from earthquake response data. Spectra 32, — Eberhard, M. Structural Research Series Report No. Gulkan, P. Inelastic response of reinforced concrete structures to earthquake motions. ACI J.
The method is validated with the experimental response of a full-scale 7 story building. In addition a dual plastic hinge design concept for improving the performance and optimizing the construction of high-rise buildings is presented. The second part presents the experimental research program, with extensive shake table tests, of a full-scale 7-story reinforced concrete wall building slice, that was conducted at UCSD.
In spite of the reduced amount of longitudinal reinforcing steel, all performance objectives were met.
The response of the building was significantly influenced, as expected, by the interaction of the main lateral force resisting wall with other structural elements kinematic overstrength and by the higher modes of response. Finally the third part presents a dynamic nonlinear strut-and-tie modeling approach developed for the analysis and evaluation of damage limit-states in reinforced concrete walls. The modeling approach is verified with the response of the UCSD 7-story building test.
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UC San Diego. Email Facebook Twitter. Seismic design, testing and analysis of reinforced concrete wall buildings. Abstract Large investments have recently been made for the construction of new medium- and high-rise buildings in California.
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Thumbnails Document Outline Attachments. Highlight all Match case. Whole words. SearchWorks Catalog Stanford Libraries. Seismic design of reinforced concrete structures for controlled inelastic response : design concepts. Imprint London : Thomas Telford, Physical description p. Online Available online. Knovel Full view. SAL3 off-campus storage.
Centrifuge modeling of rocking-isolated inelastic RC bridge piers
S F Available. More options. Find it at other libraries via WorldCat Limited preview. Bibliography Includes bibliographical references p. For a structure to remain elastic under its design seismic action, typically associated with a 10 per cent exceedance probability in 50 years, it has to be designed for lateral forces with magnitude in the order of 50 per cent or more of its weight. Although technically feasible, designing a structure to respond elastically to its design seismic action is economically prohibitive.