Machine learning-driven performance-based seismic design of hybrid self-centering braced frames with SMA braces and viscous dampers

Hu, Shuling; Qiu, Canxing; Zhu, Songye

doi:10.1088/1361-665x/ac8efc

Cited by 57 publications

(9 citation statements)

References 48 publications

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“…Figure 1D presents the elevation of the HSBF where the SMABs and VDs are arranged in V‐type and diagonal configurations, respectively. The HSBF was designed based on the machine‐learning performance‐based design procedure developed by Hu et al 34 . Table 1 shows the design information of beams, columns, SMABs, and VDs.…”

Section: Demonstration Buildings and Numerical Modelingmentioning

confidence: 99%

“…33 Based on this philosophy, numerous hybrid self-centering dampers and structural systems have been proposed and investigated in recent years. The hybrid self-centering braced frame (HSBF) developed by Hu et al 34 is one of the high-performance hybrid self-centering structural systems, which includes self-centering SMA-based braces (SMABs) and viscous dampers (VDs). The SMABs are capable of eliminating RIDs, and VDs provide velocity-proportional damping to control AFAs.…”

Section: Introductionmentioning

confidence: 99%

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Life‐cycle benefits estimation for hybrid seismic‐resistant self‐centering braced frames

Zhu

2023

Earthq Engng Struct Dyn

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The hybrid self-centering braced frames (HSBFs) with shape memory alloybased braces (SMABs) and viscous dampers (VDs) are an emerging structural system developed for improving the seismic resilience of traditional braced frames (e.g., buckling restrained braced frames [BRBFs]) and self-centering braced frames (SCBFs) by reducing residual inter-story drifts (RIDs) and floor acceleration responses simultaneously. Nevertheless, the excellent performance of HSBFs is captured by introducing high initial construction costs. This paper aims to highlight the benefits of HSBFs compared with BRBFs and SCBFs by investigating the earthquake-induced life-cycle costs. To this end, 6-story BRBF, SCBF, and HSBF are designed separately to achieve the same maximum inter-story drifts under design basis earthquakes (DBE) for a fair comparison. The advanced numerical models of the considered systems were developed, and nonlinear dynamic analyses were conducted to obtain the structural seismic responses under various intensities. Monte Carlo simulation (MCS) was adopted for considering the modeling uncertainty. The life-cycle costs were subsequently estimated based on the revised HAZUS loss estimation method. The influence of RIDs, initial construction costs of SMABs and VDs, and values of contents inside buildings were comprehensively investigated. It has been found that HSBF can achieve better performance in reducing seismic loss than BRBF and SCBF due to its excellent capability of controlling structural and nonstructural damage. SCBF may show higher seismic loss than BRBFs, given high RID limits for demolition or high building contents' value, highlighting the importance of controlling floor acceleration responses of SCBFs. The life-cycle benefits of BRBFs, SCBFs, and HSBFs are highly influenced by the RIDs, initial construction costs of SMABs and VDs, building contents' values, and building's lifetime. HSBFs show better life-cycle benefits than SCBFs when the building's lifetime is not lower than 50 years. Compared to BRBF, the life-cycle cost effectiveness of SCBF can be only achieved when the initial cost of SMABs is lower than 1.21 times that of BRBs for the building with 50 years' lifetime; the life-cycle cost effectiveness of HSBF6 can be only achieved when the initial cost of SMABs or VDs is lower than 1.84 times that of BRBs for the building with 50 years' lifetime. It has been concluded that reducing the initial costs of SMABs and VDs is critical and essential for

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Section: Demonstration Buildings and Numerical Modelingmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Life‐cycle benefits estimation for hybrid seismic‐resistant self‐centering braced frames

Zhu

2023

Earthq Engng Struct Dyn

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“…Te mass block is connected to the cylindrical wall using four springs and viscous dampers in horizontal direction. When the controlled structure produces the excessive vibration induced by the wind loads, the vibration energy will be transferred to the lumped mass via the springs, and IP-TMD designed as bidirectional motion will dissipate the transmitted energy by the adjacent viscous dampers [25,26].…”

Section: Wtt With Ip-tmdmentioning

confidence: 99%

“…For a steel WTT, since the frst vibration mode plays a dominant role in the dynamic analysis, a generalized SDOF model is developed to study the dynamic properties [25]. In addition, because the blades do not provide the lateral stifness of nacelle motion, the tower can be simplifed as a tapered tubular cantilever column, with a concentrated mass M representing the rotor and nacelle at the tower top [26], as shown in Figure 2. According to the principle of generalized displacement, the horizontal displacement x (z, t) of tower section at the height z can be expressed as follows [27]:…”

Section: Mathematical Modelmentioning

confidence: 99%

Vibration Control of Steel Wind Turbine Tower Using a Novel Tuned Mass Damper Refitted via Inner Platform

Lei

Wang²,

Tian³

et al. 2023

Shock and Vibration

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Steel large-megawatts wind turbines have the light-damping and long-period properties, resulting in the adverse vibrations under the wind loads. In this paper, a novel tuned mass damper refitted via inner platform (IP-TMD) is proposed to control the excessive vibration of steel wind turbine tower (WTT). Firstly, the dynamic equation of steel WTT controlled by the IP-TMD system is established according to the principle of virtual work, and its dynamic coefficient and frequency ratio at corresponding fixed points are deduced. Then, the optimal frequency ratio and optimal stiffness and damping coefficients are obtained by the system optimization. Furthermore, a numerical simulation research is employed to analyze the frequency-response curves and resonance mitigation effect of IP-TMD under harmonic excitation. Finally, the vibration control efficiency of IP-TMD is calculated using the Wilson-θ method under the wind loadings; the results indicated that IP-TMD is able to reduce the dynamic response of steel WTT over 45% compared with the uncontrolled WTT cases.

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“…In general, Fe-SMA stranded wires provide greater prestress in large-span structures (larger anchorages contain many stranded wires) than Fe-SMA bars or strips. Although studies on Fe-SMA stranded wires were insufficient, some studies on NiTi SMA stranded wires had been carried out in recent years (Chen et al, 2020;Fang et al, 2019;Hu et al, 2020aHu et al, , 2020bHu et al, , 2022aHu et al, , 2022bHu et al, , 2022cMuhammad and Osman, 2018;Osman et al, 2016). The research of NiTi SMA stranded wire was more focused on the superelastic performance, which was used to achieve the self-centering function.…”

Section: Introductionmentioning

confidence: 99%

Stress recovery behaviour of a large-diameter Fe-SMA stranded wire developed for structural prestressing loss compensation

Liu

Dong

Zhu

et al. 2022

Advances in Structural Engineering

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A new type of large-diameter iron-based shape memory alloy (Fe-SMA) stranded wire was developed, and its stress recovery behaviour was experimentally investigated in this study. The produced Fe-SMA stranded wires had a diameter of 15.2 mm, which were the same as the most commonly used steel-stranded wires. This kind of large-diameter Fe-SMA stranded wire matched the existing prestressed anchorage system to reduce application cost and accelerate the field application of the Fe-SMA in civil engineering. The effects of prestrain levels (4%, 6%, 8%, 10%), activation temperatures (200°C, 300°C, 400°C, 500°C), and secondary activation effect on the recovery stress of Fe-SMA stranded wires were analysed. Test results showed that the recovery stresses of the Fe-SMA stranded wire were 223–357 MPa. The maximum recovery stress was measured for the specimen with a prestrain of 8% and an activation temperature of 500°C. With increasing activation temperature, the recovery stress increased, but the increment decreased gradually. An increased prestrain level resulted in a first increase and a second decrease in the recovery stress, which was highest at the 8% prestrain level. If the shape memory effect (SME) was not fully used during the first activation, then the remaining martensitic phase changed on the second activation. The recovery stress generated by the first activation was essentially the same as those generated by the second activation at the same activation temperature. Taking the Nanshao River concrete box girder bridge in China as an example, the effect of using Fe-SMA stranded wires to compensate the prestressing loss was calculated. The results showed that the Fe-SMA stranded wire developed was able to compensate the vertical prestress loss of the prestressed box girder bridge web well and maintain the main tensile stresses at a low level during the service life of the bridge.

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Machine learning-driven performance-based seismic design of hybrid self-centering braced frames with SMA braces and viscous dampers

Cited by 57 publications

References 48 publications

Life‐cycle benefits estimation for hybrid seismic‐resistant self‐centering braced frames

Life‐cycle benefits estimation for hybrid seismic‐resistant self‐centering braced frames

Vibration Control of Steel Wind Turbine Tower Using a Novel Tuned Mass Damper Refitted via Inner Platform

Stress recovery behaviour of a large-diameter Fe-SMA stranded wire developed for structural prestressing loss compensation

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