JAPANESE SEISMIC DESIGN OF HIGH-RISE REINFORCED CONCRETE BUILDINGS - AN EXAMPLE OF PERFORMANCE-BASED DESIGN CODE AND STATE OF PRACTICES -
Author: Shunsuke OTANI | Size: 0.8 MB | Format:PDF | Quality:Unspecified | Publisher: 13th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 5010 | Year: 2004 | pages: 28
[img] [/img]
This paper briefly reviews the development of seismic design requirements and the construction of highrise reinforced concrete buildings in Japan. The Urban Building Law limited the building height to 100 feet in 1919. The 1963 revision of Building Standard Law removed the height limitation, but the law required that the design and construction of high-rise buildings should be approved by the Minister of Construction because of their importance in the society and also because of the severe damage of high-rise buildings in the 1923 Kanto (Tokyo) Earthquake Disaster. The high-rise building of reinforced concrete was realized in the mid 1970s with the demand for high-quality condominium and apartment buildings in urban areas. Performance-based design regulations were introduced in the 1998 revision of Building Standard Law. A separate notification was issued to define performance requirements for high-rise buildings, but no design calculation methods were specified. This paper presents the state of practices to satisfy the performance-based regulations for gravity loads, snow loads, wind forces and earthquake forces with emphasis on the design of reinforced concrete structures.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Probabilistic Seismic Hazard Analysis and Design Earthquakes: Closing the Loop
Author: by Robin K. McGuire | Size: 2 MB | Format:PDF | Quality:Unspecified | Publisher: Bulletin of the Seismological Society of America, Vol. 85, No. 5, pp. 1275-1284, October 1995 | Year: 1995 | pages: 10
Probabilistic seismic hazard analysis (PSHA) is conducted because there
is a perceived earthquake threat: active seismic sources in the region may produce a
moderate-to-large earthquake. The analysis considers a multitude of earthquake oc-
currences and ground motions, and produces an integrated description of seismic
hazard representing all events. For design, analysis, retrofit, or other seismic risk
decisions a single "design earthquake" is often desired wherein the earthquake threat
is characterized by a single magnitude, distance, and perhaps other parameters. This
allows additional characteristics of the ground shaking to be modeled, such as du-
ration, nonstationarity of motion, and critical pulses. This study describes a method
wherein a design earthquake can be obtained that accurately represents the uniform
hazard spectrum from a PSHA. There are two key steps in the derivation. First, the
contribution to hazard by magnitude M, distance R, and e must be maintained sep-
arately for each attenuation equation used in the analysis. Here, e is the number of
standard deviations that the target ground motion is above or below the median
predicted motion for that equation. Second, the hazard for two natural frequencies
(herein taken to be 10 and 1 Hz) must be examined by seismic source to see if one
source dominates the hazard at both frequencies. This allows us to determine whether
it is reasonable to represent the hazard with a single design earthquake, and if so to
select the most-likely combination of M, R, and e (herein called the "beta earth-
quake") to accurately replicate the uniform hazard spectrum. This closes the loop
between the original perception of the earthquake threat, the consideration of all
possible seismic events that might contribute to that threat, and the representation of
the threat with a single (or few) set of parameters for design or analysis.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Recommendations for the Seismic Design of High-rise Buildings
Author: h Recommendations for the Seismic Design of High-rise Buildings Draft for Comment - 1 21 February 2008 Principal Authors Michael Willford Andrew Whittaker Ron Klemencic | Size: 2 MB | Format:PDF | Quality:Unspecified | Year: 21 February 2008 | pages: 28
There is a resurgence of construction of high rise and ultra-high rise buildings around the world. The design of these tall buildings in seismically active regions varies dramatically from region to region Whereas rigorous performance-based assessments are required in some countries, including Japan and China, many other countries do not require anything beyond a traditional design based on force reduction factors.
The objective of this Guide is to set out best practice for the seismic design of high-rise buildings anywhere in the world. Best practice for high-rise buildings is not represented by the traditional design codes such as the Uniform Building Code [ICBO, 1997] or its successor, the International Building Code [ICC, 2006]. Whilst these codes are referenced for the design of high-rise buildings in many countries, in part because the UBC still forms the basis for many national building codes, they are not suitable for the design of high-rise buildings for the following reasons:
1) They were developed for application to low and medium-rise buildings [and the framing systems used in those buildings] and not for the modern generation of tall buildings.
2) They permit only a limited number of structural systems for buildings taller than 49m in height, which are not economic for buildings of significantly greater height, and do not include systems that are appropriate for many high rise buildings
3) Rules appropriate at or below 49m are not necessarily valid at 100+m in height
4) The use of elastic response analysis with force reduction factors (denoted R in the United States) for strength design is inappropriate for buildings where several modes of vibration contribute significantly to the seismic response along each axis of a building.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Size: 14.4 MB | Format:PDF | Quality:Unspecified | Publisher: MARTYN S STOKER . JACK B PHEASANT ; Heiner josenhans | pages: 18
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Author: G. Schmidt, A. Tondl | Size: 5 MB | Format:PDF and Djvu | Quality:Scanner | Publisher: Cambridge University Press | Year: 2009 | pages: 421
This book expounds the theory of non-linear vibrations, a topic of great interest at present because of its many applications to important fields in physics and engineering. After introducing chapters giving the basic techniques for the study of non-linear systems the authors develop in detail the theory of selected topics encountered in their own work, presenting original material, approaches and results of analysis, and providing illustrations of useful applications.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
Advanced Vibrations: A Modern Approach is presented at a theoretical-practical level and explains mechanical vibrations concepts in detail, concentrating on their practical use. Related theorems and formal proofs are provided, as are real-life applications. Students, researchers and practicing engineers alike will appreciate the user-friendly presentation of a wealth of topics including but not limited to practical optimization for designing vibration isolators, and transient, harmonic and random excitations. This book also:
•Contains unique material based on statement-proof-examples
•Derives equations of motion using Newton-Euler and Lagrange methods
•Presents optimization of vibrating systems not normally covered in standard vibration books
Advanced Vibrations: A Modern Approach is an ideal book for designers, practitioner engineers, and students of engineering.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
*About FHWA:
The Federal Highway Administration (FHWA) is an agency within the U.S. Department of Transportation that supports State and local governments in the design, construction, and maintenance of the Nation’s highway system (Federal Aid Highway Program) and various federally and tribal owned lands (Federal Lands Highway Program). Through financial and technical assistance to State and local governments, the Federal Highway Administration is responsible for ensuring that America’s roads and highways continue to be among the safest and most technologically sound in the world.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
There is an increasing trend towards recording marine seismic data directly on the seafloor.
This acquisition strategy is mainly motivated by the possibility to simultaneously measure
the three components of particle motion in addition to the pressure in the water column
immediately above the seabed. Such four-component (4C) seismic recordings thus allow
for the recording of S-waves in marine environments and offer the prospect of decomposing
the wavefield into its up- and down-going P- and S-wave constituents.
The assumptions for acquisition and processing of 4C data is today based on the ocean
bottom model as a welded acoustic-elastic contact at the seabed with a homogeneous
acoustic layer overlying a homogeneous elastic half-space. This may not hold in wide
areas of the oceans where the seafloor typically consists of soft, water-saturated sediments
characterized by having strong to very strong seismic attenuation. Moreover, cyclically
changing sedimentation processes lead to layering in the sediments, thus introducing
macroscopic seismic anisotropy, and overburden pressure and associated compaction effects
are likely to result in a strong velocity gradients.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
MECHANICAL BEHAVIOUR OF SLENDER RC WALL UNDER SEISMIC LOADING STRENGTHENED WITH EXTERNAL BONDED CFRP
Author: S. Qazi Ph-D student Université Lyon 1-INSA LYON ;L. Michel Associate Professor Université Lyon 1-INSA LYON;E. Ferrier Professor Université Lyon 1-INSA LYON 1 | Size: 0.8 MB | Format:PDF | Quality:Unspecified
Recent earthquake surveys have highlighted significance of RC walls as an integral part of
structures. It was observed that RC wall structures sustained less damage in comparison to
structures that did not possessed RC wall. Researchers on the basis of their post earthquake
surveys concluded that RC wall buildings sustained damage because of flaws in design and
construction work. In this article experimental result of six RC shear walls is discussed. They
were designed under-reinforced to fail in flexure. Four out of these six specimens were
strengthened externally with CFRP strips bonded to wall panel and mesh anchors installed at
wall foundation joint. Two specimens, one RC and one CFRP retrofitted, were subjected to
static load test and four specimens, one RC and three CFRP retrofitted, were subjected to
cyclic load tests. The test result analysis discussion includes cracking pattern, stiffness,
ultimate load capacity, ductility, and energy dissipation.
Code:
***************************************
Content of this section is hidden, You must be registered and activate your account to see this content. See this link to read how you can remove this limitation:
![[Image: info.png]](http://postgen.civilea.com/icon/info.png){kind=icon}
![[Image: download.png]](http://postgen.civilea.com/icon/download.png){kind=icon}
![[Image: 52383700602951249020.png]](https://pic.civilea.com/images/52383700602951249020.png)
![[Image: 23577038834832481438.png]](https://pic.civilea.com/images/23577038834832481438.png)
![[Image: 56647841964201466107.png]](https://pic.civilea.com/images/56647841964201466107.png)
![[Image: 76028873619384076650.jpg]](https://pic.civilea.com/images/76028873619384076650.jpg)
![[Image: 28222056723205915479.jpg]](https://pic.civilea.com/images/28222056723205915479.jpg)
![[Image: 30066299614986655404.png]](https://pic.civilea.com/images/30066299614986655404.png)
![[Image: password.png]](http://postgen.civilea.com/icon/password.png){kind=icon}