Computational Simulation of a Full-Scale, Fixed-Base, and Isolated-Base Steel Moment Frame Building Tested at E-Defense

2014 ◽  
Vol 140 (8) ◽  
Author(s):  
Nhan D. Dao ◽  
Keri L. Ryan
Keyword(s):  
Computational Simulation ◽  
Full Scale ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Frame Building ◽  
Base Steel ◽  
Fixed Base

Project Specifications for New Steel Moment-Frame Building Construction

2003 ◽  
Vol 19 (2) ◽  
pp. 309-315
Author(s):  
Robert E. Shaw
Keyword(s):  
Quality Assurance ◽  
Building Construction ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Writing Project ◽  
Frame Building ◽  
Industry Standards ◽  
Frame Buildings ◽  
Frame Construction ◽  
New Industry

FEMA-353, Recommended Specifications and Quality Assurance Guidelines for Steel Moment-Frame Construction for Seismic Applications, contains numerous provisions related to the materials, details, quality, and inspection of steel moment-frame buildings in seismic regions. These provisions continue to evolve as industry standards and practices are reviewed, modified, and adopted to meet the need for good seismic performance. Those writing project specifications must remain current with new industry developments and standards.

ASCE-41 and FEMA-351 Evaluation of E-Defense Collapse Test

2009 ◽  
Vol 25 (4) ◽  
pp. 927-953 ◽  
Author(s):  
Bruce F. Maison ◽  
Kazuhiko Kasai ◽  
Gregory Deierlein
Keyword(s):  
Seismic Evaluation ◽  
Moment Frame ◽  
Steel Moment Frame ◽  
Welded Steel ◽  
Seismic Rehabilitation ◽  
Frame Building ◽  
Weak Beam ◽  
Beam Design ◽  
Safe Side ◽  
Computer Analyses

A welded steel moment-frame building is used to assess performance-based engineering guidelines. The full-scale four-story building was shaken to collapse on the E-Defense shake table in Japan. The collapse mode was a side-sway mechanism in the first story, which occurred in spite of a strong-column and weak-beam design. Computer analyses were conducted to simulate the building response during the experiment. The building was then evaluated using the Seismic Rehabilitation of Existing Buildings (ASCE-41) and Seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Buildings (FEMA-351) for the collapse prevention performance level via linear and nonlinear procedures. The guidelines had mixed results regarding the characterization of collapse, and no single approach was superior. They mostly erred on the safe side by predicting collapse at shaking intensities less than that in the experiment. Recommendations are made for guideline improvements.

scholarly journals FULL SCALE LOADING TEST UP TO LARGE STORY DRIFT ON EXTERIOR WALL OF ALC PANEL WITH WINDOW AND DOOR ATTACHED TO STEEL MOMENT FRAME

2020 ◽  
Vol 26 (64) ◽  
pp. 869-874
Author(s):  
Shotaro YAGI ◽  
Tsuyoshi SEIKE ◽  
Satoshi YAMADA ◽  
Takanori ISHIDA ◽  
Shoichi KISHIKI ◽  
...  
Keyword(s):  
Full Scale ◽  
Exterior Wall ◽  
Moment Frame ◽  
Loading Test ◽  
Steel Moment Frame ◽  
Story Drift

Rehabilitation of a 1985 Steel Moment-Frame Building

2003 ◽  
Vol 19 (2) ◽  
pp. 385-397 ◽  
Author(s):  
Gregg Haskell
Keyword(s):  
San Francisco ◽  
Time History ◽  
Response Spectra ◽  
Nonlinear Time History Analysis ◽  
Elastic Behavior ◽  
Moment Frame ◽  
Earthquake Excitation ◽  
Steel Moment Frame ◽  
Moment Connection ◽  
Frame Building

A 1985 steel moment frame is seismically upgraded using passive energy dissipation, without adding stiffness to the system. The design and analysis techniques for sizing the Velocity Braces™ and their impact on the demand capacity ratios are reviewed. The structure was built in the San Francisco Bay Area in compliance with the 1985 Uniform Building Code (UBC). The moment frame contains the classic pre-Northridge nonductile moment connection, complete with weld backup bars left attached. Nonlinear time-history analysis procedures were implemented to verify the demand capacity ratios at the critical beam-column connections. Flexural demand capacity ratios of .6 achieve elastic behavior in the design basis earthquake with R=1.0. The response spectra of the time history chosen for design exceed the requirements of the 1997 UBC Zone 4. Torsional response to earthquake excitation is minimized by strategic placement of nonlinear viscous dampers. Nonlinear dampers that reduce the flexural demand on joints and control interstory drift without inelastic excursions of the beam flanges are achieved. Floor spectral accelerations and maximum drift limits are reduced to be consistent with immediate occupancy performance. The damper driver mechanism, being velocity driven, reduces moment frame demands and allows flexibility in configuration.

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