[논문]Seismic Reliability Assessment of Mid- and High-rise Post-tensioned CLT Shear Wall Structures

Sun, Xiaofeng; Li, Zheng; He, Minjuan

doi:10.21022/ijhrb.2020.9.2.175

[국내논문] Seismic Reliability Assessment of Mid- and High-rise Post-tensioned CLT Shear Wall Structures 원문보기

International journal of high-rise buildings, v.9 no.2, 2020년, pp.175 - 185

Sun, Xiaofeng (Department of Structural Engineering, Tongji University) , Li, Zheng (Department of Structural Engineering, Tongji University) , He, Minjuan (Department of Structural Engineering, Tongji University)

Abstract ▼ AI-Helper

Currently, few studies have been conducted to comprehend the seismic reliability of post-tensioned (PT) CLT shear wall structures, due to the complexity of this kind of structural system as well as due to lack of a reliable structural model. In this paper, a set of 4-, 8-, 12-, and 16-storey benchmark PT CLT shear wall structures (PT-CLTstrs) were designed using the direct displacement-based design method, and their calibrated structural models were developed. The seismic reliability of each PT-CLTstr was assessed based on the fragility analysis and based on the response surface method (RSM), respectively. The fragility-based reliability index and the RSM-based reliability index were then compared, for each PT-CLTstr and for each seismic hazard level. Results show that the RSM-based reliabilities are slightly less than the fragility-based reliabilities. Overall, both the RSM and the fragility-based reliability method can be used as efficient approaches for assessing the seismic reliabilities of the PT-CLTstrs. For these studied mid- and high-rise benchmark PT-CLTstrs, following their fragility-based reliabilities, the 8-storey PT-CLTstr is subjected to the least seismic vulnerability; while, following their RSM-based reliabilities, the 4-storey PT-CLTstr is subjected to the least seismic vulnerability

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표/그림 (14)

그림 Figure 1. Post-tensioned CLT Shear Wall: (a) Test setup; (b) Model (Sun et al. 2020a)
그림 Figure 2. Floor Layout of the Benchmark PT CLT Shear Wall Structures.
그림 Figure 3. Simplified Two-dimensional sTructural Model of PT-CLTstrs.
표 Table 1. The Shear Wall Layout for the 4-storey PT-CLTstr (Y Direction)
그림 Figure 4. CDF Curves of the Structural Inter-storey Drift.
표 Table 2. Ground Motions Selected for Reliability Analysis
그림 Figure 5. Fragility Curves of the PT-CLTstrs.
그림 Figure 6. Seismic Hazard Curve for Annual Exceedance Probability.
표 Table 3. Fragility-based Reliability Analysis Results
표 Table 4. Statistical data of the structural simulation results (μ_sm and σ_sm)
그림 Figure 7. Polynomial Response Surfaces: (a) Mean Values; (b) Standard Deviations.
그림 Figure 8. Polynomial Response Surface Fitting Results Versus Simulation Results.
그림 Figure 9. Reliability Indices of the PT-CLTstrs.
표 Table 5. RSM-based Reliability Analysis Results

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제안 방법

In this paper, for considering the effect of total floor number, a set of 4-, 8-, 12-, and 16-storey PT CLT shear wall structures (PT-CLTstrs) were designed using the direct displacement-based design (DDD) method. The model of each PT-CLTstr was developed and calibrated.
The seismic reliability of each PT-CLTstr was assessed based on the fragility analysis and based on the response surface method (RSM), respectively. The fragility-based reliability index and the RSM-based reliability index were obtained and then compared, for each PT-CLTstr and for each seismic hazard level (i.e., IO, LS, and CP hazard level). The study can provide a technical basis for the PT-CLTstrs in terms of the seismic performance quantification and the floor number optimization.
, IO, LS, and CP hazard level). The study can provide a technical basis for the PT-CLTstrs in terms of the seismic performance quantification and the floor number optimization.
, CP hazard level) with the fundamental period T₁. Then, nonlinear dynamic analysis was conducted on the model of each PT-CLTstr, using the corresponding assemble of the 20 ground motions. The maximum inter-storey drift (MaxISDR) of each PTCLTstr were obtained, forming a cumulative curve of MaxISDR based on the empirical cumulative distribution functions.
In this paper, the uncertainties including the IM (i.e., PGA), the total floor number n, and the fitting error ε were considered in the performance function of the PT-CLTstrs (equation 5).
Since the uncertainties (i.e., random variables) including the PGA, the total floor number n, and the fitting error ε were considered in this paper, the polynomial functions (equations 6-7) were respectively used to fit the set of the μsm and to fit the set of the σsm, over the domain of the considered random variables; in which, the μrs and the σrs are respectively the mean value and the standard deviation of the MaxISDR calculated using the polynomial fitting functions (i.e., results from response surfaces).
For each PT-CLTstr and for each PGA level, both the mean value (μsm) and the standard deviation (σsm) of the MaxISDR were calculated based on the structural model simulations; then, for all the combinations of the PGA levels and the floor number levels, a discrete set of the μsm or the σsm was generated (Table 4).
In this paper, the 10 ground motions listed in Table 2 were scaled with respect to each PGA level, generating 15 groups of ground motions with incremental PGA levels. For each PT-CLTstr, over a group of 10 ground motions scaled to one PGA level, the structural MaxISDR was calculated based on the time-history dynamic analysis. For each PT-CLTstr and for each PGA level, both the mean value (μ_sm) and the standard deviation (σ_sm) of the MaxISDR were calculated based on the structural model simulations; then, for all the combinations of the PGA levels and the floor number levels, a discrete set of the μ_sm or the σ_sm was generated (Table 4).
The seismic reliability of the PT-CLTstrs under different seismic hazard levels was evaluated, based on the fragility analysis combined with the seismic hazard analysis as well as based on the RSM combined with the FORM, respectively. The reliability indices of the PT-CLTstrs are shown in Figure 9.
In this paper, seismic reliability assessment was conducted on a set of mid- and high-rise PT-CLTstrs designed with the direct displacement-based seismic design method, based on the fragility analysis combined with the seismic hazard analysis as well as based on the RSM combined with the FORM, respectively. The main conclusions can be drawn as follows:

대상 데이터

2008). A total of 10 earthquake ground motions (V₃₀ was between 280-480 m/s) were selected as the input excitations for PSDA (Table 2), including 6 shallow crustal ground motions from NGA database, 3 subduction ground motions from the Japanese database of the K-NET and KiK-net, and 1 Wenchuan (a city of Sichuan) ground motion. These selected ground motions with PGAs evenly distributed in the range of 0.
201706260124). Ground motion data for Japanese earthquakes and worldwide crustal earthquakes were obtained from the K-NET/KiK-net database at http:/ /www.kyoshin.bosai.go.jp/, and the PEER-NGA database at http://peer.berkeley.edu/nga/index.html, respectively.

성능/효과

4. For these studied 4-, 8-, 12-, and 16-storey PT-CLTstrs, following their fragility-based reliabilities, overall, the 8-storey PT-CLTstr is subjected to the least seismic vulnerability; while, following their RSM-based reliabilities, the 4-storey PT-CLTstr is subjected to the least seismic vulnerability.
In this paper, the seismic reliability of each PT-CLTstr was calculated for three earthquake hazard levels, including the IO hazard level with an average return period of 50 years, the LS hazard level with an average return period of 475 years, and the CP hazard level with an average return period of 2475 years. The MaxISDR of the PT-CLTstrs was adopted as the engineering demanding parameter (EDP) for the PSDA; besides, the damage index of the MaxISDR (θ_DI) was adopted as 0.
1. Based on the fragility-based reliability analysis method, the reliability indices of the PT-CLTstrs are in the range of 1.484 - 1.942, 2.200 - 2.614, and 2.908 - 3.162, for the IO, LS and CP hazard levels, respectively.
2. Based on the RSM-based reliability analysis method, the reliability indices of the PT-CLTstrs are in the range of 1.098 - 1.392, 1.979 - 2.346, and 2.577 - 2.802, for the IO, LS and CP hazard levels, respectively.
3. The RSM-based reliabilities considering more random variables are slightly less than the fragility-based reliabilities. Overall, both the RSM and the fragility-based reliability method can be used as efficient approaches for assessing the seismic reliabilities of the PT-CLTstrs.

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