Nonbuilding Structures Seismic Design Code Developments

2000 ◽  
Vol 16 (1) ◽  
pp. 127-140
Author(s):  
Harold O. Sprague ◽  
Nicholas A. Legatos
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Nonlinear Behavior ◽  
Seismic Energy ◽  
Building Design ◽  
Structural Elements ◽  
Performance Requirements ◽  
Seismic Design Code ◽  
Wide Range ◽  
Structural Engineers

The building code development process has traditionally given little effort to developing the seismic design process of nonbuilding structures. This has created some unique problems and challenges for the structural engineers that design these types of structures. The intended seismic performance requirements for “building” design are based on life safety and collapse prevention. Structural elements in buildings are allowed to yield as a method of seismic energy dissipation. The seismic performance of nonbuilding structures varies depending on the specific type of nonbuilding structure. Nonlinear behavior in some nonbuilding structures is unacceptable while other nonbuilding structures may be allowed to yield during an earthquake. Nonbuilding structures comprise a vast myriad of structures constructed of all types of materials, with markedly different dynamic characteristics, and with a wide range of performance requirements. This paper discusses the development of codes, design practices, and future of the seismic design criteria for nonbuilding structures.

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

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.

Seismic Design of High Rise Building in Shenyang

2012 ◽  
Vol 166-169 ◽  
pp. 2436-2443
Author(s):  
Rong Qin
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Phase Iii ◽  
Structural Elements ◽  
Earthquake Scenarios ◽  
High Rise ◽  
Code Structure ◽  
Moderate Earthquake ◽  
Weak Points ◽  
Rare Earthquake

This paper examines the A1 tower of the Shenyang Huafu Xintiandi Phase III project as an example of an out of code structure. It also analyzes the seismic performance under three earthquake scenarios; a frequent earthquake, a moderate earthquake and a rare earthquake. This paper will discuss the structural elements design, and address the weak points. This paper also provides several seismic design enhancements for similar high-rise buildings.

scholarly journals Seismic performance of a load-bearing prefabricated composite wall panel structure for residential construction

2020 ◽  
Vol 23 (13) ◽  
pp. 2928-2941
Author(s):  
Qunyi Huang ◽  
John Orr ◽  
Yanxia Huang ◽  
Feng Xiong ◽  
Hongyu Jia
Keyword(s):  
Bearing Capacity ◽  
Seismic Performance ◽  
Seismic Design ◽  
Rural Areas ◽  
Wall Panel ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Ductility Factor ◽  
Seismic Design Code ◽  
Composite Wall

To improve both seismic performance and thermal insulation of low-rise housing in rural areas of China, this study proposes a load-bearing prefabricated composite wall panel structure that achieves appropriate seismic performance and energy efficiency using field-assembled load-bearing prefabricated composite wall panels. A 1:2 scale prototype built using load-bearing prefabricated composite wall panel is subjected to quasi-static testing so as to obtain damage characteristics, load-bearing capacity and load–displacement curves in response to a simulated earthquake. As a result, seismic performance indicators of load-bearing capacity, deformation and energy-dissipating characteristics, are assessed against the corresponding seismic design requirements for rural building structures of China. Experimental results indicate that the earthquake-resistant capacity of the prototype is 68% higher than the design value. The sample has a ductility factor of 4.7, which meets the seismic performance requirement mandating that the ductility factor of such concrete structures should exceed 3. The design can be further optimized to save the consumption of material. This shows that the load-bearing prefabricated composite wall panel structure developed here has decent load-bearing capacity, ductility and energy dissipation abilities, a combination of which is in line with the seismic design code. A new construction process proposed here based on factory prefabrication and field assembly leads to a considerable reduction of energy consumption.

Effect of Connection Deficiency on Seismic Performance of Precast Concrete Shear Wall-Frame Structures

2019 ◽  
Vol 13 (03n04) ◽  
pp. 1940005 ◽  
Author(s):  
Zijian Cao ◽  
Quanwang Li
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Precast Concrete ◽  
Shear Wall ◽  
Frame Structure ◽  
Occurrence Rate ◽  
Point Estimate ◽  
Seismic Reliability ◽  
Point Estimate Method ◽  
Seismic Design Code

The quality of precast concrete (PC) component connections is one of the main factors that affect the seismic reliability of PC structures. China is developing PC structures in high seismic regions, and it is important to assess the effect of connection deficiency on seismic performance of PC structures. This paper presents a comprehensive method to assess the seismic reliability of PC shear wall-frame structure whose wall panels are assembled through grouted sleeve connections which are susceptible to insufficient grouting. Considering the uncertainties associated with the number, locations and loading behavior of defected sleeve connections, the probabilistic behavior of PC shear wall with defected connections is estimated through point estimate method using simulation results of the experiment-validated finite element model. Then, a simple shear wall-frame building, designed for the seismic intensity of 8 according to China’s seismic design code, is modeled on platform of OpenSees. Static pushover analyses and seismic fragility analyses are performed on the structure with different degrees of connection deficiency, to investigate the effect of deficiency occurrence rate on seismic performance. The seismic performance is significantly affected by connection deficiencies; it no longer meets the requirement of seismic design as the deficiency occurrence rate exceeds 25%, so the occurrence rate of defected connections should be controlled carefully in construction site.

Seismic Performance Study of Concrete Porous Brick Wall

2011 ◽  
Vol 250-253 ◽  
pp. 2371-2375
Author(s):  
Hua Wei Zhao ◽  
Xiu Qin Cui ◽  
Tong Hao
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Shear Capacity ◽  
Hysteresis Curve ◽  
Brick Wall ◽  
Performance Study ◽  
Design Code ◽  
Loading Test ◽  
Seismic Design Code ◽  
Shear Bearing Capacity

Four constructional columns with concrete porous brick walls were constructed for low cyclic loading test. The damage on the characteristics and strength of the wall, hysteresis curve, ductility and other seismic performance were analyzed. Setting constructional columns in the wall at both ends increase the ultimate strength and improve its deformation, ductility and other properties. Meanwhile the height-wide-ratio of wall, axial pressure and other factors on the shear bearing capacity on the wall have been studied. Based on the shear capacity formula of wall in the Structural Seismic Design Code, considering the contribution of the constructional columns on the shear strength, according to the results, the shear capacity formula of constructional columns with concrete brick walls is presented.

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.

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

2004 ◽  
Vol 126 (1) ◽  
pp. 2-8 ◽  
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.

The Use of the Energy Dissipating Restraint for Seismic Hazard Mitigation

1993 ◽  
Vol 9 (3) ◽  
pp. 467-489 ◽  
Author(s):  
Douglas K. Nims ◽  
Phillip J. Richter ◽  
Robert E. Bachman
Keyword(s):  
Seismic Hazard ◽  
Seismic Design ◽  
Hazard Mitigation ◽  
Seismic Energy ◽  
Energy Dissipator ◽  
Seismic Hazard Mitigation ◽  
Lateral Forces ◽  
Wide Range ◽  
Parametric Studies ◽  
Bracing System

This paper describes the mechanical operation and presents parametric studies for the Energy Dissipating Restraint (EDR). The EDR is a strongly self-centering passive friction-based seismic energy dissipator with a wide range of hysteretic behaviors. In the behaviors of most interest in seismic design, the slip load is proportional to displacement. Typically the EDR would be installed in a building as part of the bracing system which resists seismically induced lateral forces.

scholarly journals Research on determining the aseismic performance level of reinforced concrete building

2021 ◽  
Vol 5 (2) ◽  
pp. 246-251
Author(s):  
Jong-Bom Han
Keyword(s):  
Seismic Performance ◽  
Seismic Design ◽  
Structural Design ◽  
Performance Level ◽  
Nonlinear Static Analysis ◽  
Design Objective ◽  
Failure State ◽  
Seismic Design Code ◽  
Concrete Building ◽  
Nonlinear Static

 In seismic design based on performance, seismic performance level is determined based on failure state of the building and seismic design objective is set according to the importance of the buildings. In many countries, they calculate the seismic reaction of the buildings with the use of structural design programs to check the aseismic performance through the nonlinear static analysis method. In this paper, we established seismic performance levels and aseismic design objective to design on the basis of design objective according to the three levels in Seismic Design Code of Building, DPR Korea, 2010.

Caltrans' New Seismic Design Criteria for Bridges

2000 ◽  
Vol 16 (1) ◽  
pp. 285-307 ◽  
Author(s):  
Mark Yashinsky ◽  
Thomas Ostrom
Keyword(s):  
Seismic Design ◽  
Nonlinear Behavior ◽  
Previous Method ◽  
Reduction Factor ◽  
Design Criteria ◽  
Structural Elements ◽  
Linear Elastic ◽  
Displacement Capacity ◽  
Force Reduction Factor ◽  
Force Reduction

Caltrans' Seismic Design Criteria (SDC) has been adopted as the minimum seismic standard for ordinary bridges on California's highways. The SDC is a compilation of new and existing seismic criteria that had been previously documented in a variety of Caltrans documents. The SDC extends the capacity design philosophy introduced in the 1980 Caltrans Bridge Design Specifications. The most significant departure from the previous procedure is that ductile members are now designed by comparing the displacement demand to the displacement capacity. The demands are generated by a linear elastic analysis, and the capacities are determined from a curvature analysis that incorporates the nonlinear behavior of the structural elements. The demand/capacity methodology supplants the previous method based on reducing the elastic dynamic forces by a force reduction factor. In this paper, the significant features of Caltrans' SDC are described.

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