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The Approaches to Seismic Analysis of Buildings

Authors:
Rahul Leslie at Kerala Public Works Department
Rahul Leslie
  • Kerala Public Works Department
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Abstract

To those familiar with the Indian seismic code of IS:1893-2002, Dynamic analysis is mostly Response Spectrum Analysis (RSA); and to those familiar with the research and academic field, Non-linear Dynamic analysis is Non-linear Time History Analysis (THA). And the THA is not the nonlinear counterpart of RSA. This was where the core of the confusion on how to respond was. The linear procedure that corresponds to the Nonlinear THA is obviously the Linear THA. An effort is being made in this article to suggest an answer to the question as to which is the non-linear procedure that corresponds to the linear RSA. The following sections explain the various approaches to seismic analysis as applied to multi-storied RC buildings, trying to elaborate and justify an acceptable answer to the above question.
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Errata:
1. Throughout the article: Please read
the mis-spelt word “empherical” as
“empirical” (and “empherically” as
“empirically”)
2. Page 158 (towards the end of the
first paragraph): Please read:
α1 * {φ1} + α1 * {φ1} + α1 * {φ1}
as
α1 * {φ1} + α2 * {φ2} + α3 * {φ3}
3. Page 160 (Reference [3]): Please
read:
ATC-40, "Seismic Evaluation and
Retrofit of Concrete Buildings", 1997,
Applied Technology Council, Redwood
City, CA, USARahul Leslie, "The
Pushover Analysis in its Simplicity”, Jun
2012, Civil Engineering and
Construction Review magazine, India,
pp. 118-126
as
ATC-40, "Seismic Evaluation and
Retrofit of Concrete Buildings", 1997,
Applied Technology Council, Redwood
City, CA, USA
... No modal analysis is required. (Leslie, 2017) b) Linear dynamic analysis: ...
... This procedure is generally known as Pushover Analysis (PoA) (FEMA-356, ATC-40 (ATC, 1996)). A Nonlinear analysis is done, in a nonlinear model, where the non-linearity in the structure is introduced with the provision of nonlinear plastic hinges in the predicted weak zones of the structure, for otherwise linearly elastic model (Leslie, 2017). ...
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Nepal lies on an active convergent plate boundary, making it prone to earthquakes. The real cause of economic and life losses due to earthquakes are structures built without proper seismic design. The country's structures must be analytically studied to understand their seismic performance, estimate potential losses, and plan for risk minimization through engineering methods like retrofitting. Panchkhal Municipality’s RC residential building stock has been chosen for a vulnerability study using the fragility analysis method. All buildings with completion certificates were studied. The 28 most populous models were chosen as representatives. Capacity and demand parameters were calculated by pushover and FNA time history analysis, while uncertainty parameters were taken from the HAZUS manual. An overall study showed that 2 story (Pre-Code) and 3-story buildings (all design levels) would show an unacceptable level of performance during a design-basis earthquake. Retrofitting can be targeted for them, mainly for the ones with the least number of columns per unit plinth area (even if they have regular geometries), irregular shapes with a lesser number of columns, and ones with single bays. Discontinuation of older design codes and strict follow-up of the latest NBC105:2020 are suggested for the municipality. Key Words: Panchkhal, Fragility Curves, Nonlinear static analysis, Time History Analysis, Combined Fragility
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... To perform non-linear analysis: stay with relatively small and reliable models, perform a linear analysis first, refine the model by introducing nonlinearities as desired (Izhizaki et al,2008). Rahul (2012) stated that in case of nonlinear analysis, it is done by running a non-linear analysis on a non-linear building model. Non-linearity is incorporated in the building's analysis model in form of non-linear hinges inserted into an otherwise linear elastic model which one generates using a common analysis-design software package. ...
... Linear analysis Source:(Rahul, 2012) ...
Seismic vulnerability assessment of Magasawang Layon bridge using nonlinear static and dynamic analyses
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  • May 2019
Mag-asawang Layon bridge is located along Dasmarinas-Trece Martires-Naic road. Cavite is reported to have 107 bridges and one of this is the Mag-asawang Layon Bridge. The bridge is classified as a permanent bridge which means that the bridge is composed of concrete and steel with a length of 62.77 meters and a width of 9.42 meters. According to the DPWH, the bridge was constructed in the year 1970 and has an estimated year life of up to 50 years. The BMS data of the bridge based on the condition survey and bridge inventory that was conducted by the bridge inspectors from the district offices were collected annually. Regional BMS Coordinators accredited from regional offices supervise bridge inventory, condition surveys and manage quality assurance on input bridge data. The BMS analysis was then be used to determine the bridge needs ratio (BNR) of the bridges to classify and prioritize the brides in accordance with the following bridge program: Replacement of temporary bridges, replacement of weak bridges, retrofitting/strengthening of bridges, rehabilitation/major repair of bridges, and widening of permanent bridges. Due to the vulnerability of the bridge, it is stated on the DPWH detailed bridge inventory that the Mag-asawang Layon Bridge has a bridge need ratio (BNR) of 0.08%. The research study provides a seismic assessment of the bridge in Cavite using non-linear static and dynamic analysis. In present year, a magnitude 5.2 earthquake shook Nasugbu town in Batangas and was felt in several areas in Luzon. A "weak" intensity 3 was tracked in the towns of Tanza and Maragondon in Cavite (CNN, Phil. 2018).
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... Seismic action can be called as earthquake load which need to consider when earthquake event has occurred and also the seismic action is represented by the elastic response spectrum [13]. Calculate the total dead load and imposed load for the whole building first. ...
Comparison of the performance of high-rise building based on various design code
Article
Full-text available
  • Feb 2021
The main purpose to conduct this research is to compare the performance of high-rise building based on design code BS 8110, EC 2 and the combination EC 2 and EC 8. 10-storey high-rise building was designed based on the 3 types of design codes. The design and analyses were used software method and manual calculation to define the detail of the structure. The software that was used to design is ETABS. The 3 main components that used to compare the structural and costs performance were beams, columns and slabs. As the results, the area of tension reinforcement provided for a column using the combination EC 2 and EC 8 design was required more rebar compared to another two codes. For the cost performance, BS 8110 required higher costs compared to Eurocode. This is because of the safety factor for the load analysis. For Eurocode, design with considers seismic effect had higher costs compared to design without considering the seismic effect but the cost difference between this two is about +1.46%. Therefore, by referring the result had been done, it can conclude that including of seismic effect did not affect too much on the cost performance.
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... For processing an effective THA, several ground motion records are needed, preferably from real earthquake records. It is necessary that the mean response spectrum is created from at least seven seismic records [22]. ...
PREDICITION OF SEISMIC BEHAVIOR OF REINFORCED SELF- CONSOLIDATING RUBBERIZED CONCRETE STRUCTURAL ELEMENTS
Conference Paper
Full-text available
  • Sep 2020
Old tires, as a highly durable and non-biodegradable material, are a challenging source of waste which consumes valued space in landfills. The biggest problem with discarding old tires is that they contain chemicals and heavy metals that leach into the environment as the tires break down. One of the research directions in recent years is the use of waste tires in technologies for the production of concrete which consumes a large amount of natural resources. It is also the most used material in construction wherefore it is very important to know behavior of Reinforced Concrete (RC) structures under seismic loading in order to ensure that a structure is able to withstand a given level of ground shaking. One of the concrete's characteristics which influences behavior of RC structures is ductility which is very low. Based on own experimental results of stress-strain behavior, it is concluded that partial replacement of natural aggregate with rubber particles improves the ductility of concrete. Aim of this work was to compare the seismic response of four-storey two-bay numerical model with implemented properties of plain self-consolidating concrete and self-consolidating rubberized concretes. Tri-linear stress-strain model of concrete was used for the analyses. Three different seismic analyses were conducted in SeismoStruct (2018) including Modal Analysis, Pushover Analysis, and Time-History Analysis for ten earthquake scenarios. Based on obtained results, prediction and comparison of seismic behavior between reinforced rubberized concrete and normal reinforced concrete elements was discussed.
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