Seismic Reliability Analysis of Structural Systems

Structural Systems ◽

Rc Buildings ◽

Seismic Reliability ◽

Performance Based Seismic Design ◽

A method is presented for the evaluation of the seismic reliability function of realistic structural systems. The method is based on a preliminary simulation involving three-dimensional nonlinear time history analysis of the soil-interface-building system. The design procedure is performed to establish the probabilistic characterization of the demands on the structure, followed by the solution of system reliability problem with correlated demands and capacities. The Structural behavior is evaluated by means of the methodology of Performance-Based Seismic Design (PBSD). This study has taken into account the stochastic nature of the spatial ground motion in Tbilisi region. The method is demonstrated with an application to a 3D RC Buildings subjected to seismic excitation for the specified hazard at the site. The developed method and obtained results can be used in seismic risk study for new buildings of examined type under design, as well as for existing RC buildings of old generation for future seismic activity.

Direct Displacement Procedure for Performance-Based Seismic Design of Mid-Rise Wood-Framed Structures

Earthquake Spectra ◽

10.1193/1.3158932 ◽

2009 ◽

Vol 25 (3) ◽

pp. 583-605 ◽

Cited By ~ 18

Author(s):

Wei Chiang Pang ◽

David V. Rosowsky

Keyword(s):

Seismic Design ◽

Response Spectrum ◽

Design Procedure ◽

Time History ◽

Time History Analysis ◽

Framed Structures ◽

History Analysis ◽

Performance Based Seismic Design ◽

This paper presents a direct displacement design (DDD) procedure that can be used for seismic design of multistory wood-framed structures. The proposed procedure is applicable to any pure shear deforming system. The design procedure is a promising design tool for performance-based seismic design since it allows consideration of multiple performance objectives (e.g., damage limitation, safety requirements) without requiring the engineer to perform a complex finite element or nonlinear time-history analysis of the complete structure. A simple procedure based on normalized modal analysis is used to convert the code-specified acceleration response spectrum into a set of interstory drift spectra. These spectra can be used to determine the minimum stiffness required for each floor based on the drift limit requirements. Specific shear walls can then be directly selected from a database of backbone curves. The procedure is illustrated on the design of two three-story ATC-63 archetype buildings, and the results are validated using nonlinear time-history analysis.

Probabilistic Peak Displacement Analysis of Bridge Structures with P-Δ Effect

10.4028/www.scientific.net/amm.405-408.1674 ◽

2013 ◽

Vol 405-408 ◽

pp. 1674-1677

Author(s):

Bo Yu ◽

Di Liu ◽

Lu Feng Yang

Keyword(s):

Time History ◽

Dynamic Responses ◽

Bridge Structure ◽

Vibration Period ◽

Peak Displacement ◽

Sdof System ◽

Bridge Structures ◽

Performance Based Seismic Design ◽

Peak displacement is one of the most important parameters for the performance based seismic design of bridge structure, while the peak displacement is often significantly impacted by the P-Δ effect. In this study, the influence of the P-Δ effect on the statistics of peak displacement of bridge structure was quantificationally investigated based on a series of nonlinear time-history analysis. The bridge structure was idealized as the single degree of freedom (SDOF) system and the hysteretic behaviour was represented by the improved Bouc-Wen model. The statistic analysis was implemented based on the inelastic dynamic responses of the SDOF system under 69 selected earthquake records. The results show that the P-Δ effect has significant impact on the mean and dispersion of peak displacement of bridge structures, especially if the normalized yield strength and the natural vibration period are small.

Response of Transmission Lines under Three-Dimensional Seismic Excitations

10.4028/www.scientific.net/amm.166-169.2259 ◽

2012 ◽

Vol 166-169 ◽

pp. 2259-2264

Author(s):

Li Tian ◽

Hong Nan Li ◽

Wen Ming Wang

Keyword(s):

Transmission Line ◽

Ground Motion ◽

Transmission Lines ◽

Three Dimensional ◽

Time History ◽

Maximum Response ◽

Seismic Excitations ◽

Practical Engineering ◽

The behavior of transmission line under three-dimensional seismic excitations is studied by numerical simulation. According to a practical engineering, the transmission towers are modeled by frame elements and the transmission lines are modeled by cable element account for the nonlinearity of the cable. The effects of single-dimensional, two-dimensional and three-dimensional ground motions on the responses of transmission line are investigated using nonlinear time history analysis method, respectively. The results indicate that the longitudinal maximum response of transmission lines can be obtained considering longitudinal ground motion excitation only. The transverse maximum response of transmission lines can be obtained considering transverse ground motion excitation only. Neglecting multiple nature of ground motion in analysis will significantly underestimate the vertical responses of the transmission lines. To obtain an accurate seismic response of transmission lines, three-dimensional ground motion inputs are required.

Analysis of Pounding Response for Simply Supported Skew Girder Bridge under Earthquake

10.4028/www.scientific.net/amm.90-93.1234 ◽

2011 ◽

Vol 90-93 ◽

pp. 1234-1238 ◽

Cited By ~ 2

Author(s):

Qing Kai Sun ◽

Xing Jun Qi ◽

Yi Liu

Keyword(s):

Three Dimensional ◽

Time History ◽

Expansion Joint ◽

Simply Supported ◽

Side Beam ◽

Joint Width ◽

Girder Bridge ◽

Collision Force ◽

Under the earthquake, pounding between the beam and the bridge abutment causes great damages to skew girder bridge, and current study on pounding response is still less as the collision effect is complex. In order to study the displacement and collision force under Elcentro and Tianjin ground motion, a three-dimensional finite element computational model for seismic pounding of a 16m simply supported skew girder bridge was established and nonlinear time-history analysis was carried out with pounding element designed to simulate the pounding effect between beam and abutment. The results show that the displacement of side beam is more than that of middle beam in simply supported skew girder bridge. The maximum collision force of the side beam is more than that of middle beam, and the beam pounds the abutment several times. Appropriate expansion joint width should be set according to the displacement of the side beam when the expansion joint designed.

Performance of an Existing Reinforced Concrete Building Designed in Accordance to Older Indonesian Seismic Code: A Case Study for a Hotel in Kupang, Indonesia

Civil Engineering Dimension ◽

10.9744/ced.20.1.35-40 ◽

2018 ◽

Vol 20 (1) ◽

pp. 35

Author(s):

Pamuda Pudjisuryadi ◽

Benjamin Lumantarna ◽

Ryan Setiawan ◽

Christian Handoko

Keyword(s):

Plastic Hinge ◽

Time History ◽

Seismic Load ◽

Ground Acceleration ◽

Seismic Code ◽

Damage Level ◽

History Analysis ◽

Nonlinear Time History ◽

Seismic Hazard Map

The recent seismic code SNI 1726-2012 is significantly different compared to the older code SNI 1726-2002. The seismic hazard map was significantly changed and the level of maximum considered earthquake was significantly increased. Therefore, buildings designed according to outdated code may not resist the higher demand required by newer code. In this study, seismic performance of Hotel X in Kupang, Indonesia which was designed based on SNI-1726-2002 is investigated. The structure was analyzed using Nonlinear Time History Analysis. The seismic load used was a spectrum consistent ground acceleration generated from El-Centro 18 May 1940 North-South component in accordance to SNI 1726-2012. The results show that Hotel X can resist maximum considered earthquake required by SNI 1726-2012. The maximum drift ratio is 0.81% which is lower than the limit set by FEMA 356-2000 (2%). Plastic hinge damage level is also lower than the allowance in ACMC 2001.

Nonlinear Analysis of a RC Frame Structure with Semi-Interlayers Damaged during Wenchuan Earthquake

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.156-157.467 ◽

2010 ◽

Vol 156-157 ◽

pp. 467-472

Author(s):

Peng Tao Yu ◽

Jing Jiang Sun

Keyword(s):

Nonlinear Analysis ◽

Wenchuan Earthquake ◽

Time History ◽

Large Earthquake ◽

Frame Structure ◽

Frame Structures ◽

Rc Frame ◽

Rc Frame Structures ◽

Under the excitation of large earthquake, structures enter into high nonlinear stage. Currently, Opensees, Perform-3d and Canny are used as the most popular nonlinear analysis procedures. The fiber model will be introduced firstly and the nonlinear analysis models in Canny are explained in detail. Then Canny2007 is used to conduct nonlinear time history analysis on a heavily damaged frame structure with interlayer in Dujiangyan during Wenchuan Earthquake. Analysis shows that the maximum inter-story drift appears between the interlayer and its upper layer, and the heavy damage agrees well with the results of damage investigation. By comparing the damage extent of frame structures with or without interlayer, it reveals that the seismic performance of RC frame structures without interlayer is obviously better than that of ones with interlayer.

Effect of bidirectional excitation on seismic performance of regular RC frame buildings designed for modern codes

Earthquake Spectra ◽

10.1177/87552930211047879 ◽

2021 ◽

pp. 875529302110478

Author(s):

Payal Gwalani ◽

Yogendra Singh ◽

Humberto Varum

Keyword(s):

Seismic Performance ◽

Time History ◽

Inelastic Behavior ◽

Moment Frame ◽

Frame Buildings ◽

Bidirectional Excitation ◽

Rc Frame Buildings ◽

Nonlinear Time History ◽

Hinge Model

The existing practice to estimate seismic performance of a regular building is to carry out nonlinear time history analysis using two-dimensional models subjected to unidirectional excitations, even though the multiple components of ground motion can affect the seismic response, significantly. During seismic shaking, columns are invariably subjected to bending in two orthogonal vertical planes, which leads to a complex interaction of axial force with the biaxial bending moments. This article compares the seismic performance of regular and symmetric RC moment frame buildings for unidirectional and bidirectional ground motions. The buildings are designed and detailed according to the Indian codes, which are at par with the other modern seismic codes. A fiber-hinge model, duly calibrated with the biaxial experimental results, is utilized to simulate the inelastic behavior of columns under bidirectional bending. A comparison of the estimated seismic collapse capacity is presented, illustrating the importance of considering the bidirectional effects. The results from fragility analysis indicate that the failure probabilities of buildings under the bidirectional excitation are significantly higher as compared to those obtained under the unidirectional excitation.

Seismic Performance Analysis of the Special-Shaped Frame Column Structure on Multi-Dimensional Seismic

10.4028/www.scientific.net/amm.90-93.1644 ◽

2011 ◽

Vol 90-93 ◽

pp. 1644-1648

Author(s):

Dong Qiang Xu ◽

Mei Mei He

Keyword(s):

Ground Motion ◽

Time History ◽

Regular Structure ◽

Frame Structure ◽

Weak Links ◽

Column Structure ◽

Structure Torsion ◽

Torsional Component ◽

The article considers the two horizontal components of ground motion and torsional component, to do nonlinear time history analysis both on regular and irregular shaped column frame structure models. The results show that torsional component of ground motion haves some impact on torsion reaction of structures, stiffness of irregular shaped column frame structure is uneven, and angle of columns are greater than that of the regular structure; torsion haves some impact on the torque of structure, the torque increases of corner columns is maximum, so corner columns are weak links in shaped column structure, considered fully during the seismic design.

Pushover and nonlinear time history analysis evaluation of a RC building collapsed during the Van (Turkey) earthquake on October 23, 2011

Natural Hazards ◽

10.1007/s11069-013-0835-3 ◽

2013 ◽

Vol 70 (1) ◽

pp. 657-673 ◽

Cited By ~ 7

Author(s):

Özlem Çavdar ◽

Alemdar Bayraktar

Keyword(s):

Time History ◽

Time History Analysis ◽

History Analysis ◽

Rc Building ◽

Investigation of Damages in RC Frames Under Near Field Earthquakes Using a Damage Index

International Journal of Structural Stability and Dynamics ◽

10.1142/s0219455414500941 ◽

2016 ◽

Vol 16 (02) ◽

pp. 1450094 ◽

Cited By ~ 1

Author(s):

Seyed Morteza Zinati Yazdi ◽

Mohammad Taghi Kazemi

Keyword(s):

Near Field ◽

Damage Index ◽

Time History ◽

General Rule ◽

Far Field ◽

Moment Frames ◽

Moment Frame ◽

Rc Frames ◽

Heavy damages on structures caused by near field earthquakes in recent years has brought serious attention to this problem. An examination of previous records has shown significant differences for near field earthquakes, including a large energy pulse, unlike far field earthquakes. But as a general rule, the effects of near field earthquakes have been ignored in most building codes. The purpose of this paper is to investigate the effect of near field earthquakes on reinforced concrete (RC) moment frames. To achieve this goal, the Erduran damage index, an efficient way to calculate damage, was employed to analyze two 4- and 8-story RC moment frame buildings. The buildings with moderate and high ductility were designed by the strength criteria. Seven pairs of near field and far field earthquakes were scaled and used for dynamic nonlinear time history analysis. Using Erduran’s beam and column damage index, respectively, based on rotation and drift, the results from both near and far field earthquakes were compared. Moreover, for better assessment, 4-story buildings were evaluated from the performance based viewpoint of design. We observe from the results that most of the components of the structures under near field earthquakes sustained severe damages and in some cases even component failure. Components of the structures under near field earthquakes suffered from 30% more of damage, on average, than that under far field earthquakes.