Seismic Evaluation of Existing Structures Supporting Loading-Arms in LNG Receiving Terminal

Seismic Engineering, Volume 2 ◽

10.1115/pvp2002-1411 ◽

2002 ◽

Cited By ~ 1

Author(s):

Masami Oshima ◽

Takashi Kase

Keyword(s):

Seismic Design ◽

Design Method ◽

Seismic Loads ◽

Seismic Evaluation ◽

Design Code ◽

Existing Structures ◽

Seismic Design Code ◽

Seismic Design Method ◽

Level 2 ◽

Coefficient Method

After Hyogo South Area earthquake, a new seismic design method considering non-elastic deformation behavior is established against Level 2 earthquake (Safety Shutdown Earthquake) in the Seismic Design Code of High-pressure Gas Facilities in Japan. In this paper, this method is applied for an evaluation of existing structures supporting loading-arms in LNG Receiving Terminal. A procedure of pre-earthquake seismic upgrading and modification of the structures that are supported by platforms and supporting loading-arms is introduced. In this evaluation, the seismic loads taking into account of interaction among platforms, structures, and loading-arms are analyzed as total systems. And yield strength design method is applied. Then for the seismic design of loading-arms, floor response spectrums on the installation level are presented. After upgrading the platforms in this case, seismic evaluation of loading-arms based on this study will be performed. So the effect of changing its stiffness is studied. Also to evaluate the dynamic loads subjected to the loading-arms, they are compared with seismic loads that are derived from modified static coefficient method of the seismic design code. Thus with studies of vibration characteristics as total systems, it is possible to make effective and economical countermeasures for pre-earthquake seismic upgrading and modification of the structures and loading-arms.

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Research Situation on the Performance-Based Seismic Design Method for Reinforced Concrete Structure

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.163-167.1757 ◽

2010 ◽

Vol 163-167 ◽

pp. 1757-1761

Author(s):

Yong Le Qi ◽

Xiao Lei Han ◽

Xue Ping Peng ◽

Yu Zhou ◽

Sheng Yi Lin

Keyword(s):

Reinforced Concrete ◽

Seismic Design ◽

Design Method ◽

Concrete Structures ◽

Reinforced Concrete Structures ◽

Seismic Evaluation ◽

Seismic Codes ◽

Performance Based Seismic Design ◽

Capacity Calculation ◽

Seismic Design Method

Various analytical approaches to performance-based seismic design are in development. Based on the current Chinese seismic codes，elastic capacity calculation under frequent earthquake and ductile details of seismic design shall be performed for whether seismic design of new buildings or seismic evaluation of existing buildings to satisfy the seismic fortification criterion “no damage under frequent earthquake, repairable under fortification earthquake, no collapse under severe earthquake”. However, for some special buildings which dissatisfy with the requirements of current building codes, elastic capacity calculation under frequent earthquake is obviously not enough. In this paper, the advanced performance-based seismic theory is introduced to solve the problems of seismic evaluation and strengthening for existing reinforced concrete structures, in which story drift ratio and deformation of components are used as performance targets. By combining the features of Chinese seismic codes, a set of performance-based seismic design method is established for reinforced concrete structures. Different calculation methods relevant to different seismic fortification criterions are adopted in the proposed method, which solve the problems of seismic evaluation for reinforced concrete structures.

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Development of Seismic Design Code for High Pressure Gas Facilities in Japan

Journal of Pressure Vessel Technology ◽

10.1115/1.1638788 ◽

2004 ◽

Vol 126 (1) ◽

pp. 2-8 ◽

Cited By ~ 4

Author(s):

Heki Shibata ◽

Kohei Suzuki ◽

Masatoshi Ikeda

Keyword(s):

High Pressure ◽

Seismic Performance ◽

Seismic Design ◽

Design Code ◽

Ground Failure ◽

Gas Leakage ◽

Design Practices ◽

Seismic Design Code ◽

Level 1 ◽

Level 2

The Seismic Design Code for High Pressure Gas Facilities was established in 1982 in advance of those in other industrial fields, the only exception being that for nuclear power plants. In 1995, Hyogoken Nanbu earthquake caused approximately 6000 deaths and more than $1 billion (US) loss of property in the Kobe area, Japan. This unexpected disaster underlined the idea that industrial facilities should pay special consideration to damages including ground failure due to the liquefaction. Strong ground motions caused serious damage to urban structures in the area. Thus, the Seismic Design Code of the High Pressure Gas Facilities were improved to include two-step design assessments, that is, for Level 1 earthquakes (operating basis earthquake: a probable strong earthquake during the service life of the facilities), and Level 2 earthquakes (safety shutdown earthquake: a possible strongest earthquake with extremely low probability of occurrence). For Level 2 earthquakes, ground failure by possible liquefaction will be taken into account. For a Level 1 earthquake, the required seismic performance is that the system must remain safe without critical damage after the earthquake, including no gas leakage. For a Level 2 earthquake, the required seismic performance is that the system must remain safe without gas leakage. This means a certain non-elastic deformation without gas leakage may be allowed. The High Pressure Gas Safety Institute of Japan set up the Seismic Safety Promotion Committee to modify their code, in advance of other industries, and has continued to investigate more effective seismic design practices for more than 5 years. The final version of the guidelines has established design practices for the both Level 1 and Level 2 earthquakes. In this paper, the activities of the committee, their new design concepts and scope of applications are explained.

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Developments of Seismic Design Code for High Pressure Gas Facilities in Japan

Seismic Engineering, Volume 2 ◽

10.1115/pvp2002-1392 ◽

2002 ◽

Cited By ~ 1

Author(s):

Heki Shibata ◽

Kohei Suzuki ◽

Masatoshi Ikeda

Keyword(s):

High Pressure ◽

Seismic Design ◽

Power Plants ◽

Design Code ◽

Seismic Safety ◽

Ground Failure ◽

Gas Leakage ◽

Seismic Design Code ◽

Level 1 ◽

Level 2

The Seismic Design Code for High Pressure Gas Facilities was established in advance of other industrial fields in 1982. Only exception was that for nuclear power plants. In 1995, Hyogoken Nanbu earthquake brought approximately 6,000 deaths and more than 100,000 M$ loss or property in Kobe area, Japan. This unexpected serious event enforced us that industrial facilities should pay to special considerations of their damages including ground failure due to the liquefaction. Their strong ground motions brought serious damages to urban structures in the area. Thus, the Seismic Design Code of the High Pressure Gas Facilities were improved to include 2 step design assessments, that is, Level 1 earthquake (operating basisearthquake, the probable strong earthquake in the service life of the facilities), and Level 2 earthquake (safety shutdownearthquake, the possible strongest earthquake with extremely low probability of occurrence). For Level 2 earthquake, the ground failure by possible liquefaction shall be taken into account. In regard to Level 1 earthquake, the system must be remained safety without critical damage after the earthquake, in addition to no leakage of “gas”. In regard to Level 2 earthquake, the required seismic performance is that peventing systems must be remained without gas leakage, and stable. It means a certain non-elastic deformation without gas leakage may be allowed. The High Pressure Gas Safety Institute of Japan has set up the Seismic Safety Promotion Committee to modify their code in advance of other industries, and continue to investigate more reasonable seismic design practice for more than 5 years. Andthe final version of the guideline has been established for the design practices both in Level 1 and Level 2 earthquakes. This paper explains the activities of the committee, their new design concepts and scope of applications.

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Seismic Design Method for Reliability-Based Rehabilitation of Buildings

Earthquake Spectra ◽

10.1193/1.2162572 ◽

2006 ◽

Vol 22 (1) ◽

pp. 189-214 ◽

Cited By ~ 2

Author(s):

Marco A. Montiel ◽

Sonia E. Ruiz

Keyword(s):

Seismic Design ◽

Design Method ◽

Limit States ◽

Confidence Levels ◽

Reliability Based Design ◽

Seismic Design Code ◽

Conventional Structure ◽

Factor Design ◽

Seismic Design Method ◽

Story Building

A reliability-based design method for the rehabilitation of buildings with energy-dissipating devices is proposed. The design method is formulated within the demand and capacity factor design (DCFD) format. The proposed approach is based on verifying that the confidence levels (associated with the serviceability and the ultimate limit states) corresponding to the rehabilitated structure are equal to or larger than the confidence levels associated with a similar conventional structure that is designed in accordance with a reference seismic design code. The method is illustrated with a five-story building rehabilitated with steel TADAS energy-dissipating plates.

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Seismic Design Method for Hybrid Viaduct in Japanese Railways

IABSE Congress Report ◽

10.2749/222137900796298751 ◽

2000 ◽

Vol 16 (20) ◽

pp. 338-346

Author(s):

Kiyomitsu MURATA ◽

Masato YAMADA ◽

Tomohiro TAKAYAMA ◽

Masanori KINOSHITA

Keyword(s):

Seismic Design ◽

Design Method ◽

Seismic Design Method

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Experimental Study on the Behavior of Existing Reinforced Concrete Multi-Column Piers under Earthquake Loading

Applied Sciences ◽

10.3390/app11062652 ◽

2021 ◽

Vol 11 (6) ◽

pp. 2652

Author(s):

Jung Han Kim ◽

Ick-Hyun Kim ◽

Jin Ho Lee

Keyword(s):

Seismic Performance ◽

Seismic Design ◽

Bridge Piers ◽

Scale Model ◽

Inertia Force ◽

Small Scale ◽

Lap Splice ◽

Existing Structures ◽

Seismic Design Code ◽

Seismic Force

When a seismic force acts on bridges, the pier can be damaged by the horizontal inertia force of the superstructure. To prevent this failure, criteria for seismic reinforcement details have been developed in many design codes. However, in moderate seismicity regions, many existing bridges were constructed without considering seismic detail because the detailed seismic design code was only applied recently. These existing structures should be retrofitted by evaluating their seismic performance. Even if the seismic design criteria are not applied, it cannot be concluded that the structure does not have adequate seismic performance. In particular, the performance of a lap-spliced reinforcement bar at a construction joint applied by past practices cannot be easily evaluated analytically. Therefore, experimental tests on the bridge piers considering a non-seismic detail of existing structures need to be performed to evaluate the seismic performance. For this reason, six small scale specimens according to existing bridge piers were constructed and seismic performances were evaluated experimentally. The three types of reinforcement detail were adjusted, including a lap-splice for construction joints. Quasi-static loading tests were performed for three types of scale model with two-column piers in both the longitudinal and transverse directions. From the test results, the effect on the failure mechanism of the lap-splice and transverse reinforcement ratio were investigated. The difference in failure characteristics according to the loading direction was investigated by the location of plastic hinges. Finally, the seismic capacity related to the displacement ductility factor and the absorbed energy by hysteresis behavior for each test were obtained and discussed.

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