Simulated Seismic Laboratory Load Testing of Full-Scale Buildings

1996 ◽  
Vol 12 (1) ◽  
pp. 57-86 ◽  
Author(s):  
Frieder Seible ◽  
Gilbert Hegemier ◽  
Akira Igarashi
Keyword(s):  
Measurement Errors ◽  
Dynamic Testing ◽  
The United States ◽  
Full Scale ◽  
Seismic Load ◽  
Masonry Building ◽  
Load Testing ◽  
Tight Coupling ◽  
Limit States ◽  
Reinforced Masonry

Full-scale building systems have been tested to-date in Japan, the United States, and Europe under controlled laboratory conditions with simulated seismic loads, to determine behavior and design limit states and to calibrate predictive analytical and design models. Seismic load simulation for these tests consisted of increasing cyclic load/deformation patterns with predetermined load distribution or, where possible, of loading patterns derived experimentally from the measured building response in conjunction with updated displacement time-histories through pseudo-dynamic testing. Difficulties in the pseudo-dynamic testing of stiff multi-story buildings due to the tight coupling between individual actuators, stability problems with the numerical integration alorithms, measurement errors and error growth, as well as the control of undesirable torsional modes, were addressed with innovations in the testing hardware and in the actuator control alorithms in the first US full-scale building test of a 5-story reinforced masonry building.

Simulated Seismic‐Load Tests on Full‐Scale Five‐Story Masonry Building

1994 ◽  
Vol 120 (3) ◽  
pp. 903-924 ◽  
Author(s):  
F. Seible ◽  
G. A. Hegemier ◽  
A. Igarashi ◽  
G. R. Kingsley
Keyword(s):  
Full Scale ◽  
Seismic Load ◽  
Masonry Building ◽  
Load Tests

Seismic Fragility of Suspended Ceiling Systems

2007 ◽  
Vol 23 (1) ◽  
pp. 21-40 ◽  
Author(s):  
Hiram Badillo-Almaraz ◽  
Andrew S. Whittaker ◽  
Andrei M. Reinhorn
Keyword(s):  
Seismic Performance ◽  
Dynamic Testing ◽  
Fragility Curves ◽  
Full Scale ◽  
Seismic Fragility ◽  
Limit States ◽  
Performance Based Assessment ◽  
Damage States

Full-scale dynamic testing of suspended ceiling systems was performed to obtain fragility data suitable for performance-based assessment and design. On the basis of the fragility data derived from testing, (1) the use of retainer clips improves the performance of ceiling systems in terms of loss of tiles, (2) including recycled cross tees in the suspension grid increases the vulnerability of the ceiling systems, (3) undersized (poorly fitting) tiles are substantially more vulnerable than properly fitted tiles, and (4) the use of compression posts improves the seismic performance of ceiling systems for the limit states of minor and moderate damage. Fragility curves are provided for four damage states.

Seismic Response of Full‐Scale Five‐Story Reinforced‐Masonry Building

1994 ◽  
Vol 120 (3) ◽  
pp. 925-946 ◽  
Author(s):  
F. Seible ◽  
M. J. N. Priestley ◽  
G. R. Kingsley ◽  
A. G. Kürkchübasche
Keyword(s):  
Seismic Response ◽  
Full Scale ◽  
Masonry Building ◽  
Reinforced Masonry

Relation of Statistically Significant, Abnormal, and Typical WAIS-R VIQ-PIQ Discrepancies to Full Scale IQs

2000 ◽  
Vol 16 (2) ◽  
pp. 107-114 ◽  
Author(s):  
Louis M. Hsu ◽  
Judy Hayman ◽  
Judith Koch ◽  
Debbie Mandell
Keyword(s):  
Graphical Method ◽  
The United States ◽  
Full Scale ◽  
True Score ◽  
Absolute Value ◽  
Normative Population ◽  
The Us ◽  
The Mean ◽  
And Performance ◽  
Quadratic Models

Summary: In the United States' normative population for the WAIS-R, differences (Ds) between persons' verbal and performance IQs (VIQs and PIQs) tend to increase with an increase in full scale IQs (FSIQs). This suggests that norm-referenced interpretations of Ds should take FSIQs into account. Two new graphs are presented to facilitate this type of interpretation. One of these graphs estimates the mean of absolute values of D (called typical D) at each FSIQ level of the US normative population. The other graph estimates the absolute value of D that is exceeded only 5% of the time (called abnormal D) at each FSIQ level of this population. A graph for the identification of conventional “statistically significant Ds” (also called “reliable Ds”) is also presented. A reliable D is defined in the context of classical true score theory as an absolute D that is unlikely (p < .05) to be exceeded by a person whose true VIQ and PIQ are equal. As conventionally defined reliable Ds do not depend on the FSIQ. The graphs of typical and abnormal Ds are based on quadratic models of the relation of sizes of Ds to FSIQs. These models are generalizations of models described in Hsu (1996) . The new graphical method of identifying Abnormal Ds is compared to the conventional Payne-Jones method of identifying these Ds. Implications of the three juxtaposed graphs for the interpretation of VIQ-PIQ differences are discussed.

Modular Bridge Expansion Joints for Lacey V. Murrow Floating Bridge

1997 ◽  
Vol 1594 (1) ◽  
pp. 163-171 ◽  
Author(s):  
John A. Van Lund ◽  
Mark R. Kaczinski ◽  
Robert J. Dexter
Keyword(s):  
Fatigue Strength ◽  
Fatigue Cracking ◽  
Field Measurements ◽  
The United States ◽  
Limit States ◽  
Expansion Joints ◽  
Lake Washington ◽  
Floating Bridge ◽  
Modular Bridge Expansion Joints ◽  
Washington State Department

The Lacey V. Murrow Bridge (LVM Bridge) is a 2013-m-long floating bridge on Interstate 90 across Lake Washington in Seattle, Washington. Single-support-bar, swivel-joist modular bridge expansion joint systems are located at each end of the bridge between the shore approach spans and the floating pontoons. These joints were designed for 960 mm of longitudinal movement as well as horizontal and vertical rotations caused by wind, wave, temperature, and changes in lake level elevation. A similar joint in an adjacent floating bridge had experienced premature fatigue cracking at welded attachment details because of low fatigue strength. For the LVM Bridge the joint components were fatigue tested and designed by using fatigue limit-states loads, resulting in welded attachment details with improved fatigue strength. In addition, a stiffer center beam and reduced center-beam span lengths produced lower fatigue stress ranges. Joint movements and rotations, fatigue design methodology, results of dynamic analyses, field measurements of the dynamic response, and construction details are described. The total cost of the LVM joints was 1 percent of the final bridge cost. The Washington State Department of Transportation required a 5-year guarantee for the LVM joints. These are the largest modular bridge expansion joints in the United States to be tested and designed for fatigue.

Full-scale dynamic testing and modal identification of a coupled floor slab system

2012 ◽  
Vol 37 ◽  
pp. 167-178 ◽  
Author(s):  
S.K. Au ◽  
Y.C. Ni ◽  
F.L. Zhang ◽  
H.F. Lam
Keyword(s):  
Dynamic Testing ◽  
Full Scale ◽  
Modal Identification ◽  
Floor Slab

In Situ Lateral Load Testing of a Two-Story Solid Clay Brick Masonry Building

2018 ◽  
Vol 32 (5) ◽  
pp. 04018058 ◽  
Author(s):  
Alper Aldemir ◽  
Baris Binici ◽  
Erdem Canbay ◽  
Ahmet Yakut
Keyword(s):  
Lateral Load ◽  
Brick Masonry ◽  
Masonry Building ◽  
Load Testing ◽  
Clay Brick

Terra Cotta Flat Arches: A Historic Modern-Day Challenge

2019 ◽  
Author(s):  
Alex Vandenbergh
Keyword(s):  
United States ◽  
The United States ◽  
Load Testing ◽  
Construction Process ◽  
Change Orders ◽  
Preservation Technology ◽  
Safety Risks ◽  
Allowable Load ◽  
Floor System ◽  
Original Construction

<p>At the turn of the 20th century, terra cotta flat arches (TCFA’s) were a popular floor system in steel framed buildings for industrial and office construction in the United States. These arches were lighter but just as fireproof as standard brick arches, and were designed empirically using proprietary allowable load tables, which were based mostly on load testing.</p><p>In the 21st century, the proprietary nature of the TCFA makes evaluating these systems problematic for the modern engineer, architect, and contractor. Renovations of buildings with TCFA floor assemblies typically will have new penetrations as well as altered loading conditions from its original construction.</p><p>It is important for all parties involved in the design and construction process of a renovation to understand the history, mechanisms, and limitations of TCFAs in order to have a successful renovation from both a design and a cost perspective. Conversely, renovating a building without the proper knowledge or experience with the existing materials can lead to change orders, time overruns, and most importantly life safety risks.</p><p>This paper is a summary of a presentation given by the same author to the Association for Preservation Technology (APT) conference in September, 2018. A more in-depth paper by the same author and colleagues Derek Trelstad and Rebecca Buntrock will appear as an article in the APT Bulletin in 2019.</p>

Pipeline Diagnostics With Ultrasonic Meters

2016 ◽  
Author(s):  
Nicole Gailey ◽  
Noman Rasool
Keyword(s):  
Real Time ◽  
Measurement Errors ◽  
Flow Measurement ◽  
Detection System ◽  
Leak Detection ◽  
The United States ◽  
Time Data ◽  
Critical System ◽  
Detection Systems ◽  
Transient Models

Canada and the United States have vast energy resources, supported by thousands of kilometers (miles) of pipeline infrastructure built and maintained each year. Whether the pipeline runs through remote territory or passing through local city centers, keeping commodities flowing safely is a critical part of day-to-day operation for any pipeline. Real-time leak detection systems have become a critical system that companies require in order to provide safe operations, protection of the environment and compliance with regulations. The function of a leak detection system is the ability to identify and confirm a leak event in a timely and precise manner. Flow measurement devices are a critical input into many leak detection systems and in order to ensure flow measurement accuracy, custody transfer grade liquid ultrasonic meters (as defined in API MPMS chapter 5.8) can be utilized to provide superior accuracy, performance and diagnostics. This paper presents a sample of real-time data collected from a field install base of over 245 custody transfer grade liquid ultrasonic meters currently being utilized in pipeline leak detection applications. The data helps to identify upstream instrumentation anomalies and illustrate the abilities of the utilization of diagnostics within the liquid ultrasonic meters to further improve current leak detection real time transient models (RTTM) and pipeline operational procedures. The paper discusses considerations addressed while evaluating data and understanding the importance of accuracy within the metering equipment utilized. It also elaborates on significant benefits associated with the utilization of the ultrasonic meter’s capabilities and the importance of diagnosing other pipeline issues and uncertainties outside of measurement errors.

scholarly journals Passive control of structures for seismic loads

2000 ◽  
Vol 33 (3) ◽  
pp. 209-221 ◽  
Author(s):  
Ian G. Buckle
Keyword(s):  
High Performance ◽  
Passive Control ◽  
Base Isolation ◽  
Mechanical Energy ◽  
Near Field ◽  
The United States ◽  
Industrial Plant ◽  
Passive Systems ◽  
Limit States ◽  
Existing Structures

The control of structures to improve their performance during earthquakes was first proposed more than a century ago. But it has only been in the last 25 years that structures have been successfully designed and built using earthquake protective systems. Today these systems range from simple passive devices to fully active systems. This paper focuses on passive control and reviews recent developments in the state-of-the-art. Passive systems include tuned mass dampers, seismic (base) isolation systems, mechanical energy dissipators, and the like. Major developments in the theory, hardware, design, specification, and installation of these systems have permitted significant applications to buildings, bridges, and industrial plant. Applications are now found in almost all of the seismically active countries of the world, but principally in Italy, Japan, New Zealand and the United States. Noteworthy advantages have been demonstrated when retrofitting existing structures, and designing high-performance structures such as hospitals, emergency response facilities, defense installations, and critical bridges. Field experience in recent earthquakes has confirmed these expectations. There are however limitations to the use of passive systems and these deserve further study and research. They include the uncertainty of response in the near field of an active fault, the non- optimal behavior of passive systems for both small and large earthquakes, and a lack of certainty about the ultimate limit states in unexpectedly large events. As a consequence, in some jurisdictions, code provisions for passive systems are more onerous than for conventional construction, which is a strong disincentive to their use. The limited availability of design guidance in text books, code commentaries, and other design aids are further impediments to the wider use of these systems.

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