Floor acceleration response spectra of elastic reinforced concrete frames

Shang, Qingxue; Li, Jichao; Wang, Tao

doi:10.1016/j.jobe.2021.103558

Cited by 18 publications

(8 citation statements)

References 38 publications

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“…After applying the proposed Equation () at the SE, the EC and IS still underestimated the obtained PFA/PGA up to 23% and 54% (Figure 12D), respectively, whereas ASCE provided quite reasonable estimates of PFA/PGA. The significant underestimation using EC and IS codes can be attributed to ignorance of the building dynamic characteristics, specifically T 1 , in predicting PFA/PGA demands, as also highlighted in earlier studies 10,12 . For inelastic buildings (SR = 2 and 4), PFA/PGA demands reduce at the SE, and both EC and IS codes provide conservative estimates of the PFA/PGA, even without the application of the proposed TAFs.…”

Section: Validation Of the Proposed Equationsmentioning

confidence: 67%

“…The significant underestimation using EC and IS codes can be attributed to ignorance of the building dynamic characteristics, specifically T 1 , in predicting PFA/PGA demands, as also highlighted in earlier studies. 10,12 For inelastic buildings (SR = 2 and 4), PFA/PGA demands reduce at the SE, and both EC and IS codes provide conservative estimates of the PFA/PGA, even without the application of the proposed TAFs. In contrast, ASCE underpredicted PFA/PGA demands at the first-floor level (specifically for 6-story buildings, Figure 12H,K), which vanished after the application of the proposed TAFs at the SE.…”

Section: Efficacy Of the Proposed Equations For Seismic Design Codesmentioning

confidence: 99%

“…Anajafi and Medina 11 evaluated the adequacy of ASCE 7‐16 5 equations using recorded floor motions from instrumented buildings and reported that for earthquakes with PGA less than 50% of the design PGA, ASCE 7‐16 overestimates the PFA/PGA by a factor up to 1.8. Shang et al 12 . observed that the assumption of the linear distribution of the PFA/PGA along the building height in the seismic design codes 5–6 might result in significant underestimation or overestimation.…”

Section: Introductionmentioning

confidence: 99%

“…However, this assumption is reasonable only for low-rise buildings. Earlier studies [8][9][10][11][12] reported the existing codes' shortcomings in estimating the PFA/PGA. Fathali and Lizundia 8 analyzed PFAs from the instrumented buildings and found that ASCE 7-05 13 equations to estimate the PFA/PGA are a good fit for short-period buildings (T 1 < 0.5 s, where T 1 is the fundamental period of the building), whereas significantly conservative for the medium-period (0.5 s < T 1 < 1.5 s) buildings.…”

Section: Introductionmentioning

confidence: 99%

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Peak floor acceleration demands in torsionally irregular buildings

Jain,

Surana

2023

Earthq Engng Struct Dyn

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Accurate estimation of the peak floor acceleration (PFA) plays a crucial role in ensuring the seismic safety of a building, its contents, and attachments. This study investigates amplification in PFA due to building torsion. Torsionally irregular reinforced‐concrete moment‐resisting frame buildings are analyzed under bidirectional earthquake excitations for five levels of ductility demands. A total of 5600 nonlinear dynamic analyses are conducted on the considered buildings while subjected to the far‐field ground motions suite. It is shown that the existing code provisions significantly underpredict the PFA demands at the flexible edge of elastic and moderately inelastic torsionally irregular buildings. The torsional amplification factors for PFA demands depend on the building's torsional and strength characteristics. Further, these torsional amplification factors are correlated well with the building's elastic floor displacement‐based torsional irregularity indices. Practice‐oriented equations are proposed to predict the torsional amplification factors for PFA demands in torsionally irregular buildings. The proposed equations can be easily used after estimating the elastic floor displacement‐based torsional irregularity indices using the modal superposition method. When applied with the latest ASCE 7 provisions, the proposed equations provide reasonably accurate estimates of the PFA demands in torsionally irregular buildings.

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Section: Validation Of the Proposed Equationsmentioning

confidence: 67%

Section: Efficacy Of the Proposed Equations For Seismic Design Codesmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Peak floor acceleration demands in torsionally irregular buildings

Jain,

Surana

2023

Earthq Engng Struct Dyn

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“…The seismic retrofitting of framed buildings with the addition of FVDs and VEDs combined with conventional retrofitting has several advantages and drawbacks depending on key factors such as location, number of devices, price, building's natural frequency, total height, seismic input, hysteretic performance, and energy dissipation (Constantinou et al 1998;Chen and Bao 2012). The seismic energy absorption may be achieved through damping contribution along with the hysteretic performance of the device due to floor acceleration/velocity flow (Shang et al 2022;Wang et al 2021). FVDs (Fig.…”

Section: Conventional Seismic Retrofitting Techniques Combined With P...mentioning

confidence: 99%

Seismic floor acceleration and energy absorption comparison on residential framed buildings with typical retrofitting and combined with nonlinear dampers

Preciado

2023

Preprint

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Here is analyzed the seismic performance of typical 15-story framed buildings of reinforced concrete in original state and retrofitted with different stiff solutions and combined with passive dampers by fast nonlinear time-history analyses. The investigated conventional retrofitting solutions are infill masonry panels, diagonal/Chevron braces, rigid cores and passive dampers (fluid viscous and solid viscoelastic). It is compared the floor shear/bending distribution, peak floor acceleration, seismic energy dissipation and device’s hysteretic performance. The flexible behavior of the unretrofitted building was corrected with stiff retrofitting solutions, but, conversely, the peak floor accelerations were amplified (25–64%). Compared to conventional stiff solutions, the dampers allowed a reduction of distortions (floors 2–12), where the original building showed excessive flexibility. Viscoelastic dampers exhibited acceleration reductions on floors 4–12 (43%) and amplifications on top floors (15%). Conversely, fluid viscous dampers showed more acceleration reductions on almost all floors of 55% and less amplifications on top floors. The energy absorption effectiveness of the devices depended on the location, number of devices, shear forces and peak floor accelerations flow, especially when analyzed without dampers (only with stiff retrofitting). Fluid viscous dampers showed a better performance in terms of seismic energy absorption if compared to the combinations with viscoelastic dampers.

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Parametric analysis of nonstructural component acceleration response spectra considering interaction between structures and nonstructural components

Zhang,

Song,

Qin

et al. 2024

Structural Design Tall Build

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The nonstructural component–structure interaction (NSI) is a critical aspect in addressing the seismic design of structures and nonstructural components. However, the NSI is not considered in generating acceleration spectrum, which is the most commonly used tool for seismic design. To study the pattern of the NSI affecting acceleration response spectra of nonstructural components and floors, the acceleration response spectra of a benchmark steel frame structure with different parameters were calculated using a numerical method after the accuracy of the numerical method was verified by carrying out shaking table tests. These parameters are the damping ratio of the nonstructural component, the weight ratio of the nonstructural components to the floor, and the frequency ratio and height ratio of the nonstructural component to the structure. The influence of each parameter on acceleration response spectra was derived by comparing different spectra. The trend of acceleration response spectra of the nonstructural component with different combinations of parameters was compared to determine whether each parameter is relatively independent. This parametric analysis can be applied to calculating acceleration response spectra of the nonstructural component while considering the NSI.

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Floor acceleration response spectra of elastic reinforced concrete frames

Cited by 18 publications

References 38 publications

Peak floor acceleration demands in torsionally irregular buildings

Peak floor acceleration demands in torsionally irregular buildings

Seismic floor acceleration and energy absorption comparison on residential framed buildings with typical retrofitting and combined with nonlinear dampers

Parametric analysis of nonstructural component acceleration response spectra considering interaction between structures and nonstructural components

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