scholarly journals Modified Partial Capacity Design (M-PCD): achieving partial sidesway mechanism by using two steps design approach

2021 ◽  
Vol 907 (1) ◽  
pp. 012003
Author(s):  
L S Tanaya ◽  
H Herryanto ◽  
P Pudjisuryadi
Keyword(s):  
Response Spectrum ◽  
Pushover Analysis ◽  
Structural Models ◽  
Time History ◽  
Soil Classification ◽  
Seismic Load ◽  
Capacity Design ◽  
History Analysis ◽  
Design Response Spectrum ◽  
Non Linear

Abstract Partial Capacity Design (PCD) has been developed by using magnification factor to keep some columns undamaged during major earthquake. By doing so, the structures will experience the partial side sway mechanism which is also stable, instead of the beam sidesway mechanism. However, in some cases, structures designed by PCD method failed to show the partial side sway mechanism since unexpected damages were still occurred at some columns. In this research, modification of PCD method is proposed by using two structural models in the design process. The first model is used to design beams and columns which are allowed to experience plastic damages, while the second model is used to design columns which are intended to remain elastic when the structure is subjected to a target earthquake. Two nominal earthquakes corresponding to Elastic Design Response Spectrum (EDRS) level with seismic modification factors (R) of 8.0 and 1.6 are used in the first and second structural models, respectively. It should be noted that the second model is identical to the first model except that the stiffnesses are reduced for elements to simulate potential plastic damages. This proposed method is applied to symmetrical 6 and 10 storey buildings with seismic load according SNI 1726:2012 and with soil classification of SE in Surabaya city. A Non-linear Static Procedure (NSP) or pushover analysis and Non-linear Dynamic Procedure (NDP) or time history analysis are employed to evaluate the performance of the structure. The evaluation is conducted at three earthquake levels which are nominal earthquake that is used in second model, earthquake corresponding to EDRS level, and maximum considered earthquake (MCER) specified by the code (50% higher than EDRS level). The building performances satisfy the drift criteria in accordance with FEMA 273. However, the partial side sway mechanism was not achieved at NDP analysis at maximum seismic load, MCER.

scholarly journals COMPARISON OF METHODS USED FOR SEISMIC ANALYSIS OF STRUCTURES

2017 ◽  
Vol 13 ◽  
pp. 20 ◽  
Author(s):  
Petr Čada ◽  
Jiří Máca
Keyword(s):  
Seismic Analysis ◽  
Linear Time ◽  
Dynamic Properties ◽  
Response Spectrum ◽  
Time History ◽  
Time History Analysis ◽  
Seismic Load ◽  
Eurocode 8 ◽  
History Analysis ◽  
Non Linear

This paper investigates effects of the seismic load to a structure. The article describes main methods of the definition and practical application of the seismic load based on the Standard Eurocode 8. There was made a comparison of all methods using the same structure. A simple two-storeyed concrete 2D-frame with fixed joints was chosen. A one another model with rigid beams for some calculations was defined. The second model can be used for hand-calculations as a cantilever with two masses. The paper describes main dynamic properties of the chosen structure. Seismic load was defined by lateral force method, modal response spectrum, non-linear time-history analysis and pushover analysis. The time-history analysis is represented by accelerograms. There were made linear and non-linear calculations.

scholarly journals Alternative approach in Partial Capacity Design (PCD) by using predicted post-elastic story shear distribution

2021 ◽  
Vol 907 (1) ◽  
pp. 012007
Author(s):  
H Herryanto ◽  
L S Tanaya ◽  
P Pudjisuryadi
Keyword(s):  
Design Method ◽  
Response Spectrum ◽  
Seismic Load ◽  
Capacity Design ◽  
Plastic Hinges ◽  
Design Response Spectrum ◽  
Non Linear ◽  
Earthquake Resistant Structures ◽  
The One ◽  
Design Earthquake

Abstract The Capacity Design Method is an approach widely used to design earthquake resistant structures. It allows the structures to dissipate earthquake energy by forming plastic hinges through beam side sway mechanism. In the design process, the columns need to be designed stronger than the beams connected to them. Several previous studies have been conducted to propose alternative method allowing partial side sway mechanism namely the Partial Capacity Design (PCD) Method. In this method, selected columns are designed to remain elastic and the plastic hinges are allowed to occur only at the columns base. These columns are designed to resist increased forces. Despite of some successful attempts, PCD method still needs to be developed because sometimes the intended mechanism was not observed. This study proposes a new approach to improve the Partial Capacity Design (PCD) method. Symmetrical 6 and 10 story buildings with 7 bays are analyzed using seismic load for city of Surabaya. Structure behavior under non-linear static analysis is well predicted by this approach. However, under non-linear dynamic analysis, a few unexpected plastic hinges of elastic columns were observed at upper stories. But it should be noted that the earthquake used for performance analysis (maximum considered earthquake) is 50% larger than the one used for design (earthquake level corresponding to elastic design response spectrum).

PERILAKU STRUKTUR BAJA TIPE MRF DENGAN BEBAN LATERAL BERDASARKAN SNI 1726-2012 DAN METODE PERFORMANCE BASED PLASTIC DESIGN (PBPD)

2014 ◽  
Vol 13 (1) ◽  
Author(s):  
Nidiasari Jati Sunaryati Eem Ikhsan
Keyword(s):  
Pushover Analysis ◽  
Time History ◽  
Time History Analysis ◽  
Plastic Design ◽  
History Analysis ◽  
Non Linear ◽  
Static Pushover Analysis

Struktur rangka baja pemikul momen merupakan jenis struktur baja tahan gempa yang populer digunakan. Daktilitas struktur yang tinggi merupakan salah satu keunggulan struktur ini, sehingga mampu menahan deformasi inelastik yang besar. Dalam desain, penggunaan metode desain elastis berupa evaluasi non-linear static (Pushover analysis) maupun evaluasi non-linear analisis (Time History Analysis) masih digunakan sebagai dasar perencanaan meskipun perilaku struktur sebenarnya saat kondisi inelastik tidak dapat digambarkan dengan baik. Metode Performance-Based Plastic Design (PBPD) berkembang untuk melihat perilaku struktur sebenarnya dengan cara menetapkan terlebih dahulu simpangan dan mekanisme leleh struktur sehingga gaya geser dasar yang digunakan adalah sama dengan usaha yang dibutuhkan untuk mendorong struktur hingga tercapai simpangan yang telah direncanakan. Studi dilakukan terhadap struktur baja 5 lantai yang diberi beban gempa berdasarkan SNI 1726, 2012 dan berdasarkan metode PBPD. Hasil analisa menunjukkan bahwa struktur yang diberi gaya gempa berdasarkan metode PBPD mencapai simpangan maksimum sesuai simpangan rencana dan kinerja struktur yang dihasilkan lebih baik .

Study on Seismic Performance of Reinforced Concrete Masonry High-Rise Building

2012 ◽  
Vol 166-169 ◽  
pp. 2164-2170
Author(s):  
Xu Jie Sun ◽  
Hou Zhang ◽  
Da Gang Lu ◽  
Feng Lai Wang
Keyword(s):  
Reinforced Concrete ◽  
Response Spectrum ◽  
Pushover Analysis ◽  
Time History ◽  
Time History Analysis ◽  
Masonry Building ◽  
Analysis Method ◽  
Concrete Masonry ◽  
History Analysis ◽  
Earthquake Action

The design process of the 100 m high reinforced concrete masonry building in China was firstly presented, deformation check calculation under earthquake action by mode-superposition response spectrum method and time-history analysis method were detailed and deformation under wind load was also checked. Then elastic-plastic deformation under earthquake action was checked by time-history analysis method and pushover analysis method with both under uniform load and reverse triangle load. The conclusion is construct 100 m high office building built in Fortification intensity 6 by reinforced concrete masonry is feasible. Then the building was redesigned as built in fortification 7, the same check was performed as that have been done in fortification 6, it is feasible too.

Dynamic Nonlinear Analysis of an Out-of-Code Highrise Building

2012 ◽  
Vol 594-597 ◽  
pp. 860-868
Author(s):  
Kai Hu ◽  
Ge Qu
Keyword(s):  
Nonlinear Analysis ◽  
Seismic Performance ◽  
Spectrum Analysis ◽  
Response Spectrum ◽  
Pushover Analysis ◽  
Time History ◽  
Response Spectrum Analysis ◽  
High Rise ◽  
History Analysis ◽  
Dynamic Nonlinear Analysis

The most common analysis methods of complex high-rise buildings are the response spectrum analysis, elastic time history analysis, pushover analysis and etc. Meanwhile, for the analysis of those high-rises whose height is higher than 200 meters, period is longer than 4 seconds, the dynamic nonlinear analysis would be more accurate. In this paper, the dynamic nonlinear analysis was executed in use of the Perform-3D program. The results show that the maximum top displacement can meet the national codes; most tie beams and the frame beams of the upper structure yielded in the IO~IS stage and parts reached the CP stage; both the laminated columns and the frame columns had a good performance on the shear behavior; and it is also proposed to strengthen the reinforcement at the reducted storeys. By all these above, it can be judged that the structure reached the codes’ seismic performance objectives.

scholarly journals Comparison of structural performance of open frame structures based on SNI 03-1726-2002 and SNI 03-1726-2012

2020 ◽  
Vol 156 ◽  
pp. 05006
Author(s):  
Siti Aisyah Nurjannah ◽  
Yoga Megantara ◽  
Erwin Lim ◽  
Iswandi Imran
Keyword(s):  
Response Spectrum ◽  
Pushover Analysis ◽  
Structural Models ◽  
Structural Performance ◽  
Structural Element ◽  
Frame Building ◽  
Dynamic Methods ◽  
Applied Technology ◽  
Non Linear ◽  
Opposite Behavior

The performance analysis of a building structure under inelastic conditions consisted of static and dynamic methods, which each divided into linear and non-linear categories. The performance-based analysis was included in the non-linear static category and described in the Applied Technology Council (ATC)-40, Federal Emergency Management Agency (FEMA) 273, FEMA 356, and FEMA 440. In this study, some structural open frame models were assessed to determine the structural performance level. The aim of this study was to compare the performance of the open frame building structural models using pushover analysis based on SNI-1726-2002, SNI-1726-2012, and ATC-40 codes. The structural element properties were modeled based on SNI-1726-2002 to represent the buildings previously constructed before the application of SNI-1726-2012. The results showed that the open frame structural models analysed based on SNI-1726-2012 code, had a lower performance points and structural performance levels compared to their counterpart models which were analysed based on SNI-1726-2002 code. Other models showed the opposite behavior due to differences in the characteristics of seismic zones, represented by the response spectrum curves in the SNI-1726-2002 and SNI-1726-2012 codes.

Evaluation of Structure Performance under Seismic Load with Non-Liner Time History on High-Rise Building Affected by Kendeng Fault Earthquake Simulation

2021 ◽  
Vol 879 ◽  
pp. 232-242
Author(s):  
A.N. Refani ◽  
Yuyun Tajunnisa ◽  
K. Yudoprasetyo ◽  
F. Ghifari ◽  
D.I. Wahyudi
Keyword(s):  
Linear Time ◽  
Time History ◽  
Time History Analysis ◽  
Performance Level ◽  
Ground Movement ◽  
Seismic Load ◽  
Earthquake Simulation ◽  
Geophysical Research ◽  
History Analysis ◽  
Non Linear

Indonesia is a country located in the convergence of small plates and large plates. Furthermore, this causes Indonesia to be high potentially to earthquake hazards. The newest geological research published by Geophysical Research Letter (2016) shows the existence of Fault Kendeng, a fault stretches along 300 km from South Semarang, Central Java, to East Java with a movement of 0,05 millimeter per year [1]. As a result of its research, an evaluation using a non-linear time history analysis for structural buildings is necessary. The objective of this study is to evaluate structural buildings using a non-linear time history analysis. This study applies DSHA (Deterministic Seismic Hazard Analysis) method to obtain acceleration time history on bedrocks. Since the record of ground movement in Indonesia is limited, the attenuation function equation used to scale and match other country’s time acceleration history data. SSA (Site-Specific Analysis) is used to propagate earthquake acceleration from bedrocks to the surface. The earthquake acceleration on the surface generates as the earthquake load on the buildings. The results of Kendeng fault earthquake simulation using non-linear time history analysis shows that column members capacity is more robust than beam members capacity which the beam collapse mechanism occurs initially. From the maximum total drift ratio result, when the Kendeng fault earthquake occurs, the building structure performance level is at collapse prevention level Based on ATC-40 [2]. This research result shows that 96,7% of plastic hinge has not yielded. However, some elements are already damaged. Since most damage members are column, then it may require column strengthening to enhance maximum performance level at life safety condition category.

Research on Analysis Method of Seismic Response of Long Span Cable-Stayed Bridge

2013 ◽  
Vol 353-356 ◽  
pp. 2228-2232
Author(s):  
Xu Li ◽  
Sheng Ping Wu ◽  
Zhen Zheng Fang
Keyword(s):  
Seismic Wave ◽  
Response Spectrum ◽  
Time History ◽  
Time History Analysis ◽  
Seismic Load ◽  
Analysis Method ◽  
Cable Stayed Bridge ◽  
Spectrum Method ◽  
Long Span ◽  
History Analysis

The response of the long-span cable-stayed bridges under seismic load is complex. Reasonable methods is very important to analyze the seismic performance. In this paper, a practical project is taken as research background which is double pylon cable-stayed bridge with main span of 416m. Two artificial seismic waves and two seismic records were selected to analyze the seismic behaviors by the response spectrum method, time history analysis method and power spectrum method. The result shows that seismic responses of the girder and main tower are basically identical under the effect of artificial seismic wave. The response spectrum analysis results of them are between the other two methods under the effect of the natural seismic wave. For stay cable, time history analysis results has great difference compared with results of other two methods. Therefore, different methods should be choosed base on specific circumstances to analyse the earthquake response of this structure.

scholarly journals A New Elastoplastic Time-History Analysis Method for Frame Structures

2020 ◽  
Vol 2020 ◽  
pp. 1-8
Author(s):  
Qianqian Liang ◽  
Chen Zhao ◽  
Jun Hu
Keyword(s):  
Periodic Point ◽  
Time Domain ◽  
Response Spectrum ◽  
Time History ◽  
Specific Yield ◽  
Seismic Load ◽  
Structural Systems ◽  
History Analysis ◽  
The Time Domain ◽  
Fracture Stiffness

This study aimed to analyze the formation and application of the time-domain elastoplastic response spectrum. The elastoplastic response spectrum in the time domain was computed according to the trilinear force-restoring model. The time-domain elastoplastic response spectrum corresponded to a specific yield strength coefficient, fracture stiffness, and yield stiffness. However, the force-restoring models corresponding to different structural systems and the states of the structural systems at different moments were not the same. Therefore, the dynamic characteristics of a particular periodic point corresponding to a particular structure were meaningful for the elastoplastic response spectrum. In addition, the curve in the time-domain dimension along the periodic point truly reflected the real-time response of the structure when the structure encountered a seismic load.

scholarly journals Efficiency of Shear Wall Location on Reinforced Concrete Buildingsin Ethiopia under Seismic Excitation

2019 ◽  
Vol 8 (4) ◽  
pp. 10624-10631
Keyword(s):  
Pushover Analysis ◽  
Time History ◽  
Shear Walls ◽  
Time History Analysis ◽  
Seismic Excitation ◽  
High Rise ◽  
Capacity Curves ◽  
History Analysis ◽  
Non Linear ◽  
Dynamic Time

Shear walls play a key role in the lateral-load resistance process in high-rise buildings, as well as resisting the lateral loads generated by seismic forces. This paper examines the effect of shear walls in rectangular, L, and U type and their locations in RC building under seismic excitation. Seismic impact is primarily concerned with structural protection, particularly during the earthquake and also with high-rise buildings, ensuring adequate lateral rigidity to withstand seismic loads is very critical. Rectangular, L and U shaped shear walls was analyzed and compared at various location using non-linear analysis. For analysis three models were considered with various above said shapes at different locations of high rise buildings in high seismic regions of Ethiopia. The structure's seismic capacity and demand were analyzed using non-linear pushover analysis based on displacement. Regular in plane and elevation building for this investigation G+7 was targeted to estimate the structure's seismic response and resistance capacity Non-linear dynamic time-history analysis was performed for comparison, by applying 30 artificially generated ground motion for all sample buildings. The capacity curves of the structures, as derived by pushover analysis were compared for buildings with rectangular, L and U shape shear walls using Seismo-Struct software. Also, the performance levels of structures are estimated and compared using Seismo-Struct software to perform nonlinear dynamic time-history analysis.

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