Piping Fragility Evaluation: Interaction With High-Rise Building Performance

2016 ◽  
Vol 139 (3) ◽  
Author(s):  
Bu Seog Ju ◽  
Abhinav Gupta ◽  
Yong Hee Ryu
Keyword(s):  
Fragility Curves ◽  
Element Model ◽  
System Level ◽  
Building Performance ◽  
Ground Acceleration ◽  
High Rise ◽  
High Rise Building ◽  
Nonstructural Systems ◽  
Critical Facilities ◽  
Nonlinear Finite Element Model

Many recent studies have emphasized the need for improving seismic performance of nonstructural systems in critical facilities in order to reduce the damage as well as to maintain continued operation of the facility after an earthquake. This paper is focused on evaluating system-level seismic fragility of the piping in a representative high-rise building. Piping fragilities are evaluated by incorporating the nonlinear finite-element model of a threaded Tee-joint that is validated using experimental results. The emphasis in this study is on evaluating the effects of building performance on the piping fragility. The differences in piping fragility due to the nonlinearities in building are evaluated by comparing the fragility curves for linear frame and nonlinear fiber models. It is observed that as nonlinearity in the building increases with increasing value of peak ground acceleration, the floor accelerations exhibit a reduction due to degradation/softening. Consequently, the probabilities of failure increase at a slower rate relative to that in a linear frame. It is also observed that a piping located at higher floor does not necessarily exhibits high fragilities, i.e., the fundamental building mode is not always the governing mode. Higher order building modes with frequencies closest to critical piping modes of interest contribute more significantly to the piping fragility. Within a particular building mode of interest, a good indicator of the amplification at different floor levels can be obtained by the product of mode shape ordinate and modal participation factor. Piping fragilities are likely to be higher at floor levels at which this product has a higher value.

System Level Bench Test for Trailing Arm Strength Estimation

2006 ◽  
Author(s):  
Jaychandar Muthu ◽  
Kanak Soundrapandian ◽  
Jyoti Mukherjee
Keyword(s):  
Failure Mode ◽  
Real Life ◽  
Element Model ◽  
Suspension System ◽  
System Level ◽  
Bench Test ◽  
Component Level ◽  
Arm Strength ◽  
Bench Testing ◽  
Nonlinear Finite Element Model

For suspension components, bench testing for strength is mostly accomplished at component level. However, replicating loading and boundary conditions at the component level in order to simulate the suspension system environment may be difficult. Because of this, the component's bench test failure mode may not be similar to its real life failure mode in vehicle environment. A suspension system level bench test eliminates most of the discrepancies between simulated component level and real life vehicle level environments resulting in higher quality bench tests yielding realistic test results. Here, a suspension level bench test to estimate the strength of its trailing arm link is presented. A suspension system level nonlinear finite element model was built and analyzed using ABAQUS software. The strength loading was applied at the wheel end. The analysis results along with the hardware test correlations are presented. The reasons why a system level test is superior to a component level one are also highlighted.

Seismic Assessment of Out-of-Code High-Rise Building Using Dynamic Nonlinear Analysis

2011 ◽  
Vol 378-379 ◽  
pp. 292-296
Author(s):  
Xue Shu Wu ◽  
Wan Li Xue ◽  
Guo Rui ◽  
Xu Qian Zhao ◽  
Gu Li
Keyword(s):  
Nonlinear Analysis ◽  
Kinematic Hardening ◽  
Nonlinear Dynamic Analysis ◽  
Shear Walls ◽  
Element Model ◽  
Core Tube ◽  
Shell Elements ◽  
High Rise ◽  
The Core ◽  
High Rise Building

Seismic response of a high-rise building under rare earthquake is numerically investigated in the paper. The Height of the building is 266m, which goes beyond the limit of 150m in Chinese standard, so nonlinear analysis should be performed to investigate its elasto-plastic behaviors under severe earthquake excitations. In the finite-element model for analysis, beam-column members of the structure are simulated by beam elements, while the core tube is simulated by shell elements. The concrete damage plasticity model is used for concrete members, while the kinematic hardening rule is defined for steel beam-column members. Four sets of earthquake wave, including 3 sets of strong earthquake records and 1 set of artificial wave, are adopted in the analysis. The analysis results show that, under severe earthquakes, steel frame members and steel truss members in the strengthened floors keep elastic. Severe damages are detected in almost all coupling beams in the core tube, as well as shear-walls near strengthened stories, where lateral stiffness would decrease seriously. Through the investigation, it is also found that the largest story drift is less than the maximum allowable value in the Chinese code for seismic design of buildings. So it is concluded that the high-rise building will not collapse when the place is subjected to severe earthquakes. Besides, some design suggestions are proposed according to nonlinear dynamic analysis in the paper.

scholarly journals Operational Modal Analysis, Model Update and Fragility Curves Estimation, through Truncated Incremental Dynamic Analysis, of a Masonry Belfry

Buildings ◽  
2021 ◽  
Vol 11 (3) ◽  
pp. 120
Author(s):  
Ilaria Capanna ◽  
Riccardo Cirella ◽  
Angelo Aloisio ◽  
Rocco Alaggio ◽  
Franco Di Fabio ◽  
...  
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Modal Analysis ◽  
Seismic Analysis ◽  
Fragility Curves ◽  
Element Model ◽  
Operational Modal Analysis ◽  
Analysis Model ◽  
Ground Acceleration ◽  
Masonry Towers

Masonry towers, located in seismic zones, are vulnerable and prone to damages up to compromise their stability. The scatter of data on the mechanical properties of masonry, geometry and boundary conditions determine a lack of building knowledge on their expected behaviour. Therefore the assessment of the seismic capacity represents a critical task. This paper contributes to the issue of seismic analysis of masonry towers, focusing a meaningful case study: the St.Silvestro belfry in L’Aquila, Italy. The tower, severely damaged by the 2009 earthquake sequence, underwent extensive restoration works, endeavoured to mitigate its vulnerability. The observed seismic damage, the performed no-destructive testing campaign and the accomplished rehabilitation measures are described in the paper. The authors appraised the actual seismic performances of the St.Silvestro belfry, reinforced by the last restoration works. At first, the Operational Modal Analysis (OMA) is carried out to enhance building knowledge. In a second step, a refined finite element model is calibrated on the results from OMA to seize the actual dynamic response. Ultimately, by using the updated finite element model, the authors estimate the fragility curves in terms of peak ground acceleration using truncated incremental dynamic analyses.

A Seismic Reliability Assessment of Reinforced Concrete Integral Bridges Subject to Corrosion

2013 ◽  
Vol 569-570 ◽  
pp. 366-373 ◽  
Author(s):  
Mairéad Ní Choine ◽  
Alan O’Connor ◽  
Jamie E. Padgett
Keyword(s):  
Finite Element ◽  
Ground Motion ◽  
Seismic Vulnerability ◽  
Fragility Curves ◽  
Limit State ◽  
Element Model ◽  
Ground Acceleration ◽  
Seismic Reliability ◽  
Bridge Type ◽  
Critical Components

This paper seeks to determine the effect deterioration has on the seismic vulnerability of a 3 span integral concrete bridge. Traditionally it has been common to neglect the effects of deterioration when assessing the seismic vulnerability of bridges. However, since a lot of the bridges currently being assessed for retrofit are approaching the end of their design life, deterioration is often significant. Furthermore, since deterioration affects the main force resisting components of a bridge, it is reasonable to assume that it might affect its performance during an earthquake. For this paper, chloride induced corrosion of the reinforcing steel in the columns and in the deck has been considered. Corrosion is represented by a loss of steel cross section and strength. A 3 dimensional non-linear finite element model is created using the finite element platform Opensees. A full probabilistic analysis is conducted to develop time-dependent fragility curves. These fragility curves give the probability of reaching or exceeding a defined damage limit state, for a given ground motion intensity measure taken as Peak Ground Acceleration (PGA). This analysis accounts for variation in ground motion, material and corrosion parameters when assessing its overall seismic performance as well as the performance of its most critical components. The results of the study show that all components experience an increase in fragility with age, but that the columns are the most sensitive component to aging and dominate the system fragility for this bridge type.

Analysis of Seismic Response Influence of High Rise Building Nearby Subway Station in Soft Site

2012 ◽  
Vol 166-169 ◽  
pp. 2105-2111
Author(s):  
Hui Long ◽  
Guo Xing Chen ◽  
Hai Yang Zhuang
Keyword(s):  
Seismic Response ◽  
Shear Force ◽  
Soft Soil ◽  
Horizontal Displacement ◽  
Element Model ◽  
Subway Station ◽  
High Rise ◽  
High Rise Building ◽  
Dimensional Finite Element ◽  
The Moment

A two-dimensional finite element model for soil-subway station- high rise building was created based on the representative soft soil site along the Nanjing subway to study the nonlinear dynamic interaction among three parts. The influence of two-layer and three-stride island-type subway station was explored on the seismic response of nearby high rise building. The results showed that the natural frequency of high rise building was reduced apparently because of the existence of soft soil. The displacement angle between the layers of high rise buildings and right swing relative horizontal displacement amplitude between top and bottom was increased when the subway station was located at the left of the high rise building. In the same time, the shear force of the beam end and the moment amplitude on the middle span of the first and second floor of high rise building, the shear force of the column end on the fist layer, the shear and moment amplitude of the middle column end and right side column end on underground layer were all increased, and the increase proportion is even up to 30% on certain areas, which could weaken the seismic performance of high rise building.

scholarly journals Seismic Response of Base-Isolated High-Rise Buildings under Fully Nonstationary Excitation

2014 ◽  
Vol 2014 ◽  
pp. 1-11 ◽  
Author(s):  
C. F. Ma ◽  
Y. H. Zhang ◽  
P. Tan ◽  
F. L. Zhou
Keyword(s):  
Element Model ◽  
Degree Of Freedom ◽  
Dynamic Responses ◽  
Earthquake Ground Motion ◽  
Equivalent Linearization ◽  
Width Ratio ◽  
High Rise ◽  
High Rise Building ◽  
Linearization Methods ◽  
Shear Type

Stochastic seismic responses of base-isolated high-rise buildings subjected to fully nonstationary earthquake ground motion are computed by combining the pseudoexcitation and the equivalent linearization methods, and the accuracy of results obtained by the pseudoexcitation method is verified by the Monte Carlo method. The superstructure of a base-isolated high-rise building is represented by a finite element model and a shear-type multi-degree of freedom model, respectively. The influence of the model type and the number of the modes of the superstructure participating in the computation of the dynamic responses of the isolated system has been investigated. The results of a 20-storey, 3D-frame with height to width ratio of 4 show that storey drifts and absolute accelerations of the superstructure for such a high-rise building will be substantially underestimated if the shear-type multi-degree of freedom model is employed or the higher modes of the superstructure are neglected; however, this has nearly no influence on the drift of the base slab.

FLOW AND HEAT TRANSFER AROUND AND THROUGH AN ISOLATED HIGH-RISE BUILDING BASED ON NIGHT VENTILATION AND THERMAL MASS

2017 ◽  
Author(s):  
Yan Liu ◽  
Liu Yang ◽  
Shiyang Li ◽  
Jian Yang ◽  
Qiuwang Wang
Keyword(s):  
Heat Transfer ◽  
Thermal Mass ◽  
High Rise ◽  
High Rise Building ◽  
Flow And Heat Transfer ◽  
Night Ventilation

Partial Collapse During Construction of a High Rise Building Due to Fire

2005 ◽  
Vol 90 (5) ◽  
pp. 42-48
Author(s):  
Predrag L. Popovic ◽  
Richard C. Arnold
Keyword(s):  
High Rise ◽  
High Rise Building
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