A comparative study on the structural performance of an RC building based on updated seismic design codes: case of Turkey

2021 ◽  
Vol 7 (3) ◽  
pp. 123
Author(s):  
Ercan Işık
Keyword(s):  
Seismic Design ◽  
Building Materials ◽  
Time History ◽  
Design Codes ◽  
Seismic Capacity ◽  
Empirical Formulas ◽  
Vibration Period ◽  
Seismic Design Code ◽  
Rc Building ◽  
Materials Used

The destructive earthquakes and structural damages reveal the importance of the rules of earthquake-resistant structural design. The need of update and renewal of these rules periodically become inevitable as a result of scientific developments, innovations in construction technologies and building materials. Turkey which is an extremely region in terms of seismicity was adapted to these changes through time. The last five seismic design codes (1968, 1975, 1998, 2007 and 2018) were taken into account within the scope of this study. The differences in dimension and material grades of structural elements such as columns as beams have been compared in detail for each code. Three different analysis types have been performed for a 4-story reinforced-concrete model such as eigenvalue, pushover and dynamic time-history via the minimum conditions for these elements in each code. The natural vibration period of the building was obtained with empirical formulas stipulated in different codes for the sample RC building, additionally. The size and the type of the materials used in beams and columns within the last five codes have been changed. We see that the changes in these two important parameters which affect the behavior of buildings during an earthquake, enhance the performance of the building. It has been revealed that changes and renewals in seismic design codes are a necessity and gain. It has been clearly revealed that each amended code increases the stiffness and enhance the seismic capacity of a structure. Each updated seismic design code is aimed to complete the deficiency of the previous one. The results revealed that there are changes to be made to increase the seismic capacity of the structure at the point of reducing earthquake damage.

scholarly journals Dynamic Characteristics and Seismic Response Analysis of Self-Anchored Suspension Bridge

2012 ◽  
Vol 5 ◽  
pp. 183-188
Author(s):  
Lian Zhen Zhang ◽  
Tian Liang Chen
Keyword(s):  
Seismic Response ◽  
Seismic Design ◽  
Dynamic Characteristics ◽  
Response Spectrum ◽  
Time History ◽  
Suspension Bridge ◽  
Bridge Engineering ◽  
Response Analysis ◽  
Seismic Response Analysis ◽  
Seismic Design Code

Self-anchored suspension bridge is widely used in Chinese City bridge engineering for the past few years. Because the anchorage system of main cable has been changed from anchorage blocks to the ends of the girder, its’ dynamic mechanics behavior is greatly distinguished with the traditional earth anchored suspension bridge. This paper studies the dynamic characteristics and seismic response of one large-span self-anchored suspension bridge which is located in China/Shenyang city. Using a spatial dynamic analysis finite element mode, the dynamic characteristics are calculated out. An artificial seismic wave is adopted as the ground motion input which is fitted with acceleration response spectrum according to the Chinese bridge anti-seismic design code. Time-integration method is used to get the seismic time-history response. Geometry nonlinear effect is considered during the time-history analysis. At last, the dynamic characteristics and the behavior of earthquake response of this type bridge structure are discussed clearly. The research results can be used as the reference of seismic response analysis and anti-seismic design for the same type of bridge.

scholarly journals A study on sensitivity of seismic site amplification factors to site conditions for bridges

2018 ◽  
Vol 51 (4) ◽  
pp. 197-211
Author(s):  
Muhammad Tariq A. Chaudhary
Keyword(s):  
Seismic Design ◽  
Site Amplification ◽  
Site Conditions ◽  
Design Codes ◽  
Design Code ◽  
Bridge Design ◽  
Site Class ◽  
Vibration Period ◽  
Amplification Factors ◽  
Site Classes

Seismic site amplification factors and seismic design spectra for bridges are influenced by site conditions that include geotechnical properties of soil strata as well as the geological setting. All modern seismic design codes recognize this fact and assign design spectral shapes based on site conditions or specify a 2-parameter model with site amplification factors as a function of site class, seismic intensity and vibration period (short and long). Design codes made a number of assumptions related to the site conditions while specifying the values of short (Fa) and long period (Fv) site amplification factors. Making these assumptions was necessary due to vast variation in site properties and limited availability of actual strong motion records on all site conditions and seismic setting in a region. This paper conducted a sensitivity analysis for site amplification factors for site classes C and D in the AASHTO bridge design code by performing a 1-D site response analysis in which values of site parameters like strata depth, travel-time averaged shear wave velocity in the top 30 m strata (Vs30), plasticity index (PI), impedance contrast ratio (ICR) and intensity of seismic ground motion were varied. The results were analyzed to identify the site parameters that impacted Fa and Fv values for site classes C and D. The computed Fa and Fv values were compared with the corresponding values in the AASHTO bridge design code and it was found that the code-based Fa and Fv values were generally underestimated and overestimated respectively.

Discussion on the Seismic Design Analysis Method of Masonry Building

2010 ◽  
Vol 163-167 ◽  
pp. 3952-3957
Author(s):  
Xiao Song Ren ◽  
Yu Fei Tao
Keyword(s):  
Shear Strength ◽  
Seismic Performance ◽  
Seismic Design ◽  
Design Analysis ◽  
Masonry Building ◽  
Analysis Method ◽  
Seismic Capacity ◽  
Major Earthquake ◽  
Moderate Earthquake ◽  
Seismic Design Code

The main seismic objective in China is defined as “no failure under minor earthquake, repairable damage under moderate earthquake and no collapse under major earthquake”. Both strength and deformation are important to evaluate the seismic performance. For masonry building, only the shear strength check under minor earthquake is stipulated in the current Chinese seismic design code. Due to the poor ductility of masonry building, the seismic design analysis method may not guarantee the collapse-resistant capacity under major earthquake. For the achievement of the seismic objective, the demand of ductility is discussed. A typical severely damaged masonry building by the 5.12 Wenchuan Earthquake of 2008 is presented for the analysis of the through X-shape crack on the load-bearing wall. In order to enhance the collapse-resistant capacity, the authors suggest more shear strength margin to take the influence of structural ductility into consideration. The feasible way can be easily realized as a target to raise the limitation for the shear strength check parameter under minor earthquake and to keep uniform seismic capacity in two directions. The investigated building is also illustrated here as an example to process the shear strength check for better seismic performance by the authors’ suggestion.

Torsion-based layout optimization of shear walls using multi-objective water cycle algorithm

2021 ◽  
pp. 136943322110179
Author(s):  
Hamid Dehnavipour ◽  
Hossein Meshki ◽  
Hosein Naderpour
Keyword(s):  
Seismic Design ◽  
Water Cycle ◽  
Shear Walls ◽  
Shear Wall ◽  
Design Codes ◽  
Multi Objective ◽  
Torsion Effect ◽  
Seismic Design Code ◽  
Principles Of Design ◽  
The Cost

In shear wall-based buildings, locating the shear wall in plan has an important role in the resistance of seismic loading. In this article, the minimum torsion is considered as one of the main goals for optimal layout of shear walls, unlike the common method that accepts a certain torsion limit. The method presented is in accordance with the principles of design codes with emphasis on reaching the least possible torsion effect. By using a multi-objective function, based on the Pareto solutions, the torsion function behaves against the cost of a structure subjected to constraints of flexural strength, shear strength, and drift. This approach has the ability to layout shear walls in irregular plans and those which have high architectural limits. Also, it can fulfill the main goal of a structural engineer in order to satisfy the requirements of an architectural plan and obtain its minimum torsion effect as well. This method has been applied to various types of regular and irregular plans according to the classification of seismic design codes. Results show that besides minimizing the cost, the torsion effect reaches the minimum possible value considered by the seismic design code, as compared with other methods.

Study on Dynamic Alternating Load on Piping Seismic Response

2015 ◽  
Author(s):  
Satoru Kai ◽  
Akihito Otani
Keyword(s):  
Seismic Design ◽  
Damping Ratio ◽  
Time History ◽  
Inertia Force ◽  
Plastic Collapse ◽  
Nuclear Facilities ◽  
History Analysis ◽  
Seismic Design Code ◽  
Seismic Force ◽  
Seismic Forces

An inertia force resulting from excitation of a structure exposed to ground motion due to an earthquake excites the structure excited and generates a seismic force on the structure. The handling of seismic forces has been being discussed in terms of how the seismic force on a piping controls the deformation of the piping, load-controlled or displacement-controlled. A seismic design code for nuclear facilities applied in Japan qualifies this kind of seismic forces as primary stress components which shall be limited to prevent any plastic collapse, on the assumption that the seismic force mainly consists of load-controlled loads and the deformation due to earthquakes is caused by the loads. On the other hand, theoretically, an inertia force generated from response acceleration under harmonic vibration condition of a structure tends to oppose a response displacement of the structure. Since the inertia force produced from the response acceleration counteracts the response displacement, it is assumed that unstable failures represented by plastic collapse are hardly broken out on such a condition. To figure out the tendency between those forces, several time history analysis using simplified piping models, the vibration characteristic of which were arranged to have various specified natural frequency and specified damping ratio, were performed and the relationship between the element forces which result from response displacements and the inertia forces due to response accelerations have been investigated. The result of this investigation is expected to be useful to improve current seismic design methodology in the future.

scholarly journals Performance Based Seismic Design of Reinforced Concrete Building by Non-Linear Static Analysis

2021 ◽  
Vol 9 (VII) ◽  
pp. 1748-1752
Author(s):  
Prof. Pallavi K. Pasnur
Keyword(s):  
Seismic Design ◽  
Plastic Hinge ◽  
Time History ◽  
Performance Level ◽  
Economic Losses ◽  
Earthquake Resistant Design ◽  
Non Linear ◽  
Rc Building ◽  
Performance Based Seismic Design ◽  
Design Earthquake

In past two decades earthquake disasters in the world have shown that significant damage occurred even when the buildings were designed as per the conventional earthquake-resistant design philosophy (force-based approach) exposing the inability of the codes to ensure minimum performance of the structures under design earthquake. The performance based seismic design (PBSD), evaluates how the buildings are likely to perform under a design earthquake. As compared to force-based approach, PBSD provides a methodology for assessing the seismic performance of a building, ensuring life safety and minimum economic losses. The non-linear static procedures also known as time history analysis are used to analyze the performance of structure . Plastic hinge formation patterns, plastic rotation, drift ratio and other parameters are selected as performance criterias to define different performance level. In this paper, a five-storey RC building is modelled and designed as per IS 456:2000 and analyzed for lmmediate occupancy performance level in ETABS2015 softwere. Analysis is carried out as per FEMA P58 PART 1 & 2. Plastic hinges as per FEMA273. From the analysis, it is checked that the performance level of the building is as per the assumption

scholarly journals 2015 Nepal earthquake: seismic performance and post-earthquake reconstruction of stone in mud mortar masonry buildings

2020 ◽  
Vol 18 (8) ◽  
pp. 3863-3896 ◽  
Author(s):  
Rohit Kumar Adhikari ◽  
Dina D’Ayala
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Failure Modes ◽  
Construction Materials ◽  
Seismic Capacity ◽  
Seismic Performance Assessment ◽  
Capacity Curves ◽  
2015 Gorkha Earthquake ◽  
Seismic Design Code ◽  
Earthquake Reconstruction

Abstract The residential building typology of Stone in Mud Mortar (SMM) masonry contributed significantly to the seismic losses caused by the 2015 Nepalese seismic sequence, also known as the 2015 Gorkha earthquake. SMM masonry is the most common construction type in Nepal, and notwithstanding the extensive damage, this has persisted in the post-earthquake reconstruction. This paper provides first an overview of the extent of damage and typical failure modes suffered by this typology. Some pressing issues in the ongoing post-earthquake reconstruction, such as building usability, construction quality are then discussed. The results of seismic analyses on both the pre-earthquake (PRE-SMM) and post-earthquake built (POST-SMM) typologies, using the applied element method employing a modelling strategy that accounts for the random shape of stone units, are then presented and discussed in terms of capacity curves and failure mechanisms. As per the seismic design code of Nepal, seismic performance assessment is conducted to understand the seismic design levels of these constructions. Finally, seismic fragility and vulnerability functions for both the PRE-SMM and POST-SMM typologies, considering the uncertainty in ground motions and material quality, are presented and discussed. Considering the seismic hazard in Nepal, the PRE-SMM typology is found to be highly vulnerable and seismic strengthening of these buildings is urgent. On the other hand, the POST-SMM typology has adequate seismic capacity and performs within the serviceability limit, given the quality of both the construction materials and workmanship are not compromised.

Comparison of Near-Fault Effect Considered in Seismic Design Codes for Building

2011 ◽  
Vol 378-379 ◽  
pp. 270-273
Author(s):  
Jing Zhou ◽  
Xiao Dan Fang
Keyword(s):  
Seismic Design ◽  
Strong Motion ◽  
Source Model ◽  
Empirical Method ◽  
Design Codes ◽  
Design Code ◽  
Effect Factors ◽  
Near Fault ◽  
Seismic Design Code ◽  
Earthquake Source Model

This paper compares the provisions of near-fault effect factors considered in the representative design codes in the world. It is found that the different codes carry out different near-fault effect values. Chinese, American, and New Zealand seismic design codes clearly present the near-fault effect factors, and Chinese seismic design code relatively presents the smallest near-fault effect values among the three codes. While Japanese code accounts for near-fault effect using empirical method and strong motion evaluation employing earthquake source model. The consideration of the near-fault effects in European Standard is the simplest among the five codes.

Introduction to Dr. Iwasaki’s Paper Entitled “Response Analysis of Civil Engineering Structures Subjected to Earthquake Motions”

2006 ◽  
Vol 1 (2) ◽  
pp. 272-273
Author(s):  
Kazuhiko Kawashima ◽  
Keyword(s):  
Ground Motion ◽  
Seismic Design ◽  
Safety Evaluation ◽  
Soil Liquefaction ◽  
Response Analysis ◽  
Design Codes ◽  
Kobe Earthquake ◽  
Seismic Design Code ◽  
Liquefaction Assessment ◽  
Extensive Damage

Seismic design of Japanese bridges started in 1925, triggered by the extensive damage of the 1923 Kanto earthquake. "Drafted Structural Details of Road Structures," issued by Japan's Ministry of the Interior in 1925, recommended the use of static seismic analysis based on working stress design, which was used for a long time. "Design Specifications of Steel Bridges," issued by the Japan Road AssoCiation in 1964, was an important code used for design of a number of bridges during restoration after World War II and the early high economic growth periods that followed. There was no independent seismic design code in those days, so only limited descriptions were provided for seismic design, e.g., pages in the code related to seismic design numbered only 2 or 3, and seismic knowledge was limited. Most bridges damaged in the 1995 Kobe earthquake were designed based on this code. Extensive damage in the 1964 Niigata earthquake initiated intensified research on the structural response and seismic design of bridges. Accomplishments of research were reflected in the 1971 "Guide Specifications on Seismic Design of Bridges" (Japan Road Association), the first design guidelines focusing on the seismic design of bridges. Pages of the main text and explanations related to seismic design increased to 30, and included the natural period dependent lateral seismic coefficient and preliminary evaluation of soil liquefaction assessment and unseating prevention devices. This was the first time that preliminary liquefaction assessment and unseating prevention devices innovated by Japanese bridge engineers were included in bridge codes. The 1971 Guide Specification of Seismic Design of Bridges was compiled with other design codes and issued in 1980 as "Part V Seismic Design" of "Design Specifications of Highway Bridges" (Japan Road Association). Assessment of soil liquefaction based on FL was introduced in Part V, but other parts remained almost unchanged. Part V was completely revised in 1990 to include (1) new static analysis evaluating lateral force in continuous bridges based on the stiffness of superstructures and substructures, (2) safety evaluation (level 2) ground motion for the design of reinforced concrete columns, and (3) design response spectra and design-spectra-compatible ground acceleration for dynamic response analysis. This was the first in Japan to include safety evaluation ground motion and static design for ductility evaluation of bridge columns. Pages on code related to seismic design increased to 96 greatly enhanced as a modern seismic design code. Based on the extensive damage sustained in the 1995 Kobe earthquake, Part V on seismic design was further revised in 1996 and 2002 to include lessons learned from this damage. Pages of code related to seismic design increased to 227 in the 1996 code and 280 in the 2002 code. Figure 1 shows the increase in the number of pages related to seismic design. Extensive improvement was conducted in 1990 and 1996. Although we have had over 80 years in experience of seismic bridge design, only in the last 15 years has seismic bridge design been enhanced to include modern requirements. Codes before the 1971 Guide Specification and the 1980 Part V on seismic design had insufficient scientific knowledge, although they were used for design in a number of bridges. The paper by Dr. Iwasaki has contributed much to establishing modern seismic design codes for bridges. His contributions include, but are not limited to, the clarification of dynamic response characteristics of bridges based on extensive field measurements, the deployment of strong motion recording networks, the development of soil liquefaction evaluation based on FL, and the development of ground motion attenuation equations. All of his activities and research helped enhance seismic design codes for bridges in Japan.

Seismic Design Codes for Buildings in Japan

2006 ◽  
Vol 1 (3) ◽  
pp. 341-356 ◽  
Author(s):  
Hiroshi Kuramoto ◽  
Keyword(s):  
Seismic Design ◽  
Seismic Isolation ◽  
Earthquake Response ◽  
Second Phase ◽  
Central Feature ◽  
Earthquake Activity ◽  
Design Codes ◽  
Seismic Code ◽  
Seismic Design Code ◽  
Earthquake Design

Two revised seismic design codes in the Building Standard Law of Japan, which were revised in 1981 and 2000, are simply reviewed with the transition of Japanese seismic design code in this paper. The central feature of the seismic code revised in 1981 was the introduction of a two-phase earthquake design. Allowable stress design was employed for first-phase earthquake design targeting the safety and serviceability of buildings during medium-level earthquake activity. Second-phase earthquake design, which is ultimate strength design, was added to provide safety against severe earthquake motion. On the other hand, the seismic code revised in 2000 precisely defines performance requirements and verification based on accurate earthquake response and limit states of a building. The capacity spectrummethod is used for evaluating the earthquake response. The code is applicable to any type of material and buildings such as seismic isolation systems as long as material properties are well defined and structural behavior is appropriately estimated.

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