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Structural health monitoring

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The process of implementing a damage detection and characterization strategy for engineering structures is referred to as Structural Health Monitoring (SHM). Here damage is defined as changes to the material and/or geometric properties of a structural system, including changes to the boundary conditions and system connectivity, which adversely affect the system’s performance. The SHM process involves the observation of a system over time using periodically sampled dynamic response measurements from an array of sensors, the extraction of damage-sensitive features from these measurements, and the statistical analysis of these features to determine the current state of system health. For long term SHM, the output of this process is periodically updated information regarding the ability of the structure to perform its intended function in light of the inevitable aging and degradation resulting from operational environments. After extreme events, such as earthquakes or blast loading, SHM is used for rapid condition screening and aims to provide, in near real time, reliable information regarding the integrity of the structure.[1]

Introduction

Qualitative and non-continuous methods have long been used to evaluate structures for their capacity to serve their intended purpose. Since the beginning of the 19th century, railroad wheel-tappers have used the sound of a hammer striking the train wheel to evaluate if damage was present.[2] In rotating machinery, vibration monitoring has been used for decades as a performance evaluation technique.[1] Two techniques in the field of SHM are wave propagation based techniques Raghavan and Cesnik[3] and vibration based techniques.[4][5][6] Broadly the literature for vibration based SHM can be divided into two aspects, the first wherein models are proposed for the damage to determine the dynamic characteristics, also known as the direct problem, for example refer, Unified Framework[7] and the second, wherein the dynamic characteristics are used to determine damage characteristics, also known as the inverse problem, for example refer.[8] In the last ten to fifteen years, SHM technologies have emerged creating an exciting new field within various branches of engineering. Academic conferences and scientific journals have been established during this time that specifically focus on SHM.[2] These technologies are currently becoming increasingly common.

Statistical Pattern Recognition EXAMPLE Approach

The SHM problem can be addressed in the context of a statistical pattern recognition paradigm.[9][10] This paradigm can be broken down into four parts: (1) Operational Evaluation, (2) Data Acquisition and Cleansing, (3) Feature Extraction and Data Compression, and (4) Statistical Model Development for Feature Discrimination. When one attempts to apply this paradigm to data from real world structures, it quickly becomes apparent that the ability to cleanse, compress, normalize and fuse data to account for operational and environmental variability is a key implementation issue when addressing Parts 2-4 of this paradigm. These processes can be implemented through hardware or software and, in general, some combination of these two approaches will be used.

Commonly known as Structural Health Assessment (SHA) or SHM, this concept is widely applied to various forms of infrastructures, especially as countries all over the world enter into an even greater period of construction of various infrastructures ranging from bridges to skyscrapers. Especially so when damages to structures are concerned, it is important to note that there are stages of increasing difficulty that require the knowledge of previous stages, namely:

1) Detecting the existence of the damage on the structure

2) Locating the damage

3) Identifying the types of damage

4) Quantifying the severity of the damage

It is necessary to employ signal processing and statistical classification to convert sensor data on the infrastructural health status into damage info for assessment.

Operational Evaluation

Operational evaluation attempts to answer four questions regarding the implementation of a damage identification capability:

i) What are the life-safety and/or economic justification for performing the SHM?
ii) How is damage defined for the system being investigated and, for multiple damage possibilities, which cases are of the most concern?
iii) What are the conditions, both operational and environmental, under which the system to be monitored functions?
iv) What are the limitations on acquiring data in the operational environment?

Operational evaluation begins to set the limitations on what will be monitored and how the monitoring will be accomplished. This evaluation starts to tailor the damage identification process to features that are unique to the system being monitored and tries to take advantage of unique features of the damage that is to be detected.

Data Acquisition, Normalization and Cleansing

The data acquisition portion of the SHM process involves selecting the excitation methods, the sensor types, number and locations, and the data acquisition/storage/transmittal hardware. Again, this process will be application specific. Economic considerations will play a major role in making these decisions. The intervals at which data should be collected is another consideration that must be addressed.

Because data can be measured under varying conditions, the ability to normalize the data becomes very important to the damage identification process. As it applies to SHM, data normalization is the process of separating changes in sensor reading caused by damage from those caused by varying operational and environmental conditions. One of the most common procedures is to normalize the measured responses by the measured inputs. When environmental or operational variability is an issue, the need can arise to normalize the data in some temporal fashion to facilitate the comparison of data measured at similar times of an environmental or operational cycle. Sources of variability in the data acquisition process and with the system being monitored need to be identified and minimized to the extent possible. In general, not all sources of variability can be eliminated. Therefore, it is necessary to make the appropriate measurements such that these sources can be statistically quantified. Variability can arise from changing environmental and test conditions, changes in the data reduction process, and unit-to-unit inconsistencies.

Data cleansing is the process of selectively choosing data to pass on to or reject from the feature selection process. The data cleansing process is usually based on knowledge gained by individuals directly involved with the data acquisition. As an example, an inspection of the test setup may reveal that a sensor was loosely mounted and, hence, based on the judgment of the individuals performing the measurement, this set of data or the data from that particular sensor may be selectively deleted from the feature selection process. Signal processing techniques such as filtering and re-sampling can also be thought of as data cleansing procedures.

Finally, the data acquisition, normalization, and cleansing portion of SHM process should not be static. Insight gained from the feature selection process and the statistical model development process will provide information regarding changes that can improve the data acquisition process.

Feature Extraction and Data Compression

The area of the SHM process that receives the most attention in the technical literature is the identification of data features that allows one to distinguish between the undamaged and damaged structure. Inherent in this feature selection process is the condensation of the data. The best features for damage identification are, again, application specific.

One of the most common feature extraction methods is based on correlating measured system response quantities, such a vibration amplitude or frequency, with the first-hand observations of the degrading system. Another method of developing features for damage identification is to apply engineered flaws, similar to ones expected in actual operating conditions, to systems and develop an initial understanding of the parameters that are sensitive to the expected damage. The flawed system can also be used to validate that the diagnostic measurements are sensitive enough to distinguish between features identified from the undamaged and damaged system. The use of analytical tools such as experimentally-validated finite element models can be a great asset in this process. In many cases the analytical tools are used to perform numerical experiments where the flaws are introduced through computer simulation. Damage accumulation testing, during which significant structural components of the system under study are degraded by subjecting them to realistic loading conditions, can also be used to identify appropriate features. This process may involve induced-damage testing, fatigue testing, corrosion growth, or temperature cycling to accumulate certain types of damage in an accelerated fashion. Insight into the appropriate features can be gained from several types of analytical and experimental studies as described above and is usually the result of information obtained from some combination of these studies.

The operational implementation and diagnostic measurement technologies needed to perform SHM produce more data than traditional uses of structural dynamics information. A condensation of the data is advantageous and necessary when comparisons of many feature sets obtained over the lifetime of the structure are envisioned. Also, because data will be acquired from a structure over an extended period of time and in an operational environment, robust data reduction techniques must be developed to retain feature sensitivity to the structural changes of interest in the presence of environmental and operational variability. To further aid in the extraction and recording of quality data needed to perform SHM, the statistical significance of the features should be characterized and used in the condensation process.

Statistical Model Development

The portion of the SHM process that has received the least attention in the technical literature is the development of statistical models for discrimination between features from the undamaged and damaged structures. Statistical model development is concerned with the implementation of the algorithms that operate on the extracted features to quantify the damage state of the structure. The algorithms used in statistical model development usually fall into three categories. When data are available from both the undamaged and damaged structure, the statistical pattern recognition algorithms fall into the general classification referred to as supervised learning. Group classification and regression analysis are categories of supervised learning algorithms. Unsupervised learning refers to algorithms that are applied to data not containing examples from the damaged structure. Outlier or novelty detection is the primary class of algorithms applied in unsupervised learning applications. All of the algorithms analyze statistical distributions of the measured or derived features to enhance the damage identification process.

The Fundamental Axioms of SHM

Based on the extensive literature that has developed on SHM over the last 20 years, it can be argued that this field has matured to the point where several fundamental axioms, or general principles, have emerged.[11] The axioms are listed as follows:

  • Axiom I: All materials have inherent flaws or defects;
  • Axiom II: The assessment of damage requires a comparison between two system states;
  • Axiom III: Identifying the existence and location of damage can be done in an unsupervised learning mode, but identifying the type of damage present and the damage severity can generally only be done in a supervised learning mode;
  • Axiom IVa: Sensors cannot measure damage. Feature extraction through signal processing and statistical classification is necessary to convert sensor data into damage information;
  • Axiom IVb: Without intelligent feature extraction, the more sensitive a measurement is to damage, the more sensitive it is to changing operational and environmental conditions;
  • Axiom V: The length- and time-scales associated with damage initiation and evolution dictate the required properties of the SHM sensing system;
  • Axiom VI: There is a trade-off between the sensitivity to damage of an algorithm and its noise rejection capability;
  • Axiom VII: The size of damage that can be detected from changes in system dynamics is inversely proportional to the frequency range of excitation.

SHM Components

SHM System's elements include:

1) System Identification
2) Structural model update
3) Structural condition assessment
4) Prediction of remaining service life

An example of this technology is embedding sensors in structures like bridges and aircraft. These sensors provide real time monitoring of various structural changes like stress and strain. In the case of civil engineering structures, the data provided by the sensors is usually transmitted to a remote data acquisition centres. With the aid of modern technology, real time control of structures (Active Structural Control) based on the information of sensors is possible

Examples

Wind and Structural Health Monitoring System for Bridges in Hong Kong

The Wind and Structural Health Monitoring System (WASHMS) is a sophisticated bridge monitoring system, costing US$1.3 million, used by the Hong Kong Highways Department to ensure road user comfort and safety of the Tsing Ma, Ting Kau, Kap Shui Mun and Stonecutters bridges.[12]

In order to oversee the integrity, durability and reliability of the bridges, WASHMS has four different levels of operation: sensory systems, data acquisition systems, local centralised computer systems and global central computer system.

The sensory system consists of approximately 900 sensors and their relevant interfacing units. With more than 350 sensors on the Tsing Ma bridge, 350 on Ting Kau and 200 on Kap Shui Mun, the structural behaviour of the bridges is measured 24 hours a day, seven days a week.

The sensors include accelerometers, strain gauges, displacement transducers, level sensing stations, anemometers, temperature sensors and dynamic weight-in-motion sensors. They measure everything from tarmac temperature and strains in structural members to wind speed and the deflection and rotation of the kilometres of cables and any movement of the bridge decks and towers.

These sensors are the early warning system for the bridges, providing the essential information that help the Highways Department to accurately monitor the general health conditions of the bridges.

The structures have been built to withstand up to a one-minute mean wind speed of 95 metres per second. In 1997, when Hong Kong had a direct hit from Typhoon Victor, wind speeds of 110 to 120 kilometres per hour were recorded. However, the highest wind speed on record occurred during Typhoon Wanda in 1962 when a 3-second gust wind speed was recorded at 78.8 metres per second, 284 kilometres per hour.

The information from these hundreds of different sensors is transmitted to the data acquisition outstation units. There are three data acquisition outstation units on Tsing Ma bridge, three on Ting Kau and two on the Kap Shui Mun.

The computing powerhouse for these systems is in the administrative building used by the Highways Department in Tsing Yi. The local central computer system provides data collection control, post-processing, transmission and storage. The global system is used for data acquisition and analysis, assessing the physical conditions and structural functions of the bridges and for integration and manipulation of the data acquisition, analysis and assessing processes.

Other large examples

The following projects are currently known as some of the biggest on-going bridge monitoring

  • The Rio–Antirrio bridge, Greece: has more than 100 sensors monitoring the structure and the traffic in real time.
  • Millau Viaduc, France: has one of the largest systems with fiber optics in the world which is considered[by whom?] state of the art.
  • The Huey P Long bridge, USA: has over 800 static and dynamic strain gauges designed to measure axial and bending load effects.
  • The Fatih Sultan Mehmet Bridge, Turkey: also known as the Second Bosphorus Bridge. It has been monitored using an innovative wireless sensor network with normal traffic condition.
  • Masjid al-Haram#Current expansion project, Mecca, Saudi Arabia : has more than 600 sensors ( Concrete pressure cell, Embedment type strain gauge, Sister bar strain gauge, etc.) installed at foundation and concrete columns. This project is under construction.
  • The Sydney Harbour Bridge in Australia is currently implementing a monitoring system involving over 2,400 sensors. Asset managers and bridge inspectors have mobile and web browser decision support tools based on analysis of sensor data.
  • The Queensferry Crossing, currently under construction across the Firth of Forth, will have a monitoring system including more than 2,000 sensors upon its completion. Asset managers will have access to data for all sensors from a web-based data management interface, including automated data analysis.

Structural Health Monitoring for bridges

Health monitoring of large bridges shall be performed by simultaneous measurement of loads on the bridge and effects of these loads. It typically includes monitoring of:

  • Wind and weather
  • Traffic
  • Prestressing and stay cables
  • Deck
  • Pylons
  • Ground

Provided with this knowledge, the engineer can:

  • Estimate the loads and their effects
  • Estimate the state of fatigue or other limit state
  • Forecast the probable evolution of the bridge's health

The state of Oregon in the United States, Department of Transportation Bridge Engineering Department has developed and implemented a Structural Health Monitoring (SHM) program as referenced in this technical paper by Steven Lovejoy, Senior Engineer.[13]

References are available that provide an introduction to the application of fiber optic sensors to Structural Health Monitoring on bridges.[14]

International structural health monitoring developments

North America

Canada

AGRICULTURAL & CIVIL ENGINEERING BUILDING, UNIVERSITY OF MANITOBA.[15]

United States of America

International Society for Structural Health Monitoring of Intelligent Infrastructure (ISHMII).[16]

Europe

Portugal

Laboratory for the Concrete Technology and Structural Behaviour (LABEST) in Porto.[17]

Switzerland

Swiss Federal Institute of Technology in Lausanne.

Australasia

Australia

Australian Network of Structural Health Monitoring (ANSHM).

See also

References

  1. ^ a b Dawson, Brian (1976). "Vibration condition monitoring techniques for rotating machinery". The Shock and Vibration Digest. 8 (12). London: SpingerLink: 3. doi:10.1177/058310247600801203. {{cite journal}}: Cite has empty unknown parameters: |laydate=, |laysummary=, and |laysource= (help)
  2. ^ a b Farrar, et al., page 306
  3. ^ Raghavan, A. and Cesnik, C. E., \Review of guided-wave structural health monitoring," Shock and Vibration Digest, vol. 39, no. 2, pp. 91-114, 2007.
  4. ^ Carden, E; Fanning P (2004). "Vibration based condition monitoring: a review". Structural Health Monitoring. 3 (4): 355–377.
  5. ^ Montalvao, D., Maia, N. M. M., and Ribeiro, A. M. R., \A review of vibration- based structural health monitoring with special emphasis on composite materials," Shock and Vibration Digest, vol. 38, no. 4, pp. 295-326, 2006.
  6. ^ Fan, W. and Qiao, P. Z., Vibration-based damage identification methods: A review and comparative study," Structural Health Monitoring, vol. 10, no. 1, pp. 83-111, 2010.
  7. ^ Dixit, A. and Hodges, D. H., A general damage theory: Solution of nth-order equations using unified framework," Mechanics Research Communications, vol. 38, no. 7, pp. 486-493, 2011.
  8. ^ Dixit, A. and Hanagud, S., Damage localization by isolating the part of the response due to the damage only," Journal of Applied Mechanics, vol. 80, no. 1, p. 011015, 2012
  9. ^ Farrar, C. R.; S. W. Doebling; D. A. Nix (2001). "Vibration-Based Structural Damage Identification". Philosophical Transactions of the Royal Society A. 359 (1778): 131–149. doi:10.1098/rsta.2000.0717. {{cite journal}}: Cite has empty unknown parameters: |laydate=, |laysummary=, and |laysource= (help)
  10. ^ Sohn, Hoon; Farrar, Charles R.; Hemez, Francois M.; Shunk, Devin D.; Stinemates, Daniel W.; Nadler, Brett R.; Czarnecki, Jerry J. (2004). A Review of Structural Health Monitoring Literature: 1996–2001 (PDF). Los Alamos, NM: Los Alamos National Laboratories. Retrieved 2010-07-10.
  11. ^ Worden, Keith; Charles R. Farrar; Graeme Manson; Gyuhae Park (2007). "The Fundamental Axioms of Structural Health Monitoring". Philosophical Transactions of the Royal Society A. 463 (2082): 1639–1664. doi:10.1098/rspa.2007.1834. {{cite journal}}: Cite has empty unknown parameters: |laydate=, |laysource=, and |laysummary= (help)
  12. ^ "Continuous Stress Monitoring". Retrieved 4 September 2014.
  13. ^ Loveyjoy, Steven. "Applications of Structural Health Monitoring to Highway" (PDF). APPLICATIONS OF STRUCTURAL HEALTH MONITORING TO HIGHWAY. State of Oregon. Retrieved 3/5/2013. {{cite web}}: Check date values in: |accessdate= (help)
  14. ^ Tennyson, Roderic (October 2005). "Monitoring Bridge Structures Using Long Gage-Length Fiber Optic Sensors". Caltrans Bridge Research Conference 2005.
  15. ^ UNIVERSITY OF MANITOBA, AGRICULTURAL & CIVIL ENGINEERING BUILDING,WINNIPEG, MANITOBA,Canada.
  16. ^ International Society for Structural Health Monitoring of Intelligent Infrastructure (ISHMII), USA.
  17. ^ Laboratory for the Concrete Technology and Structural Behaviour (LABEST), Portugal.

Further reading

  • Balageas D. ,Fritzen C-P. and Güemes A. Structural Health Monitoring. ISBN 1-905209-01-0. Link
  • Bonessio N., Lomiento G., Benzoni G. (2012). "Damage identification procedure for seismically isolated bridges". Structural Control and Health Monitoring, Vol. 19, No. 5, pp. 565–578. doi:10.1002/stc.448.
  • Ditommaso R., Mucciarelli M. and Ponzo F. C. (2012). ANALYSIS OF NONSTATIONARY STRUCTURAL SYSTEMS BY USING A BAND-VARIABLE FILTER.Bulletin of Earthquake Engineering. doi:10.1007/s10518-012-9338-y.
  • Ditommaso R., Mucciarelli M., Parolai S. and Picozzi M. (2012). Monitoring the structural dynamic response of a masonry tower: comparing classical and time-frequency analyses. Bulletin of Earthquake Engineering. doi:10.1007/s10518-012-9347-x.
  • Ditommaso R., Parolai S., Mucciarelli M., Eggert S., Sobiesiak M. and Zschau J. (2010). Monitoring the response and the back-radiated energy of a building subjected to ambient vibration and impulsive action: the Falkenhof Tower (Potsdam, Germany). Bulletin of Earthquake Engineering. Volume 8, Number 3. doi:10.1007/s10518-009-9151-4. [1]
  • Rocco Ditommaso, Marco Vona, Marco Mucciarelli, Angelo Masi (2010). Identification of building rotational modes using an ambient vibration technique. 14th European Conference on Earthquake Engineering. Proceedings Volume. Ohrid, Republic of Macedonia. August 30 – September 3, 2010.
  • Rocco Ditommaso, Marco Mucciarelli, Felice C. Ponzo (2010). S-Transform based filter applied to the analysis of non-linear dynamic behaviour of soil and buildings. 14th European Conference on Earthquake Engineering. Proceedings Volume. Ohrid, Republic of Macedonia. August 30 – September 3, 2010. (http://roccoditommaso.xoom.it).
  • Glisic B. and Inaudi D. (2008). Fibre Optic Methods for Structural Health Monitoring. Wiley. ISBN 978-0-470-06142-8.
  • Guzman E. (2014) A Novel Structural Health Monitoring Method for Full-Scale CFRP Structures. EPFL PhD thesis doi:10.5075/epfl-thesis-6422.
  • Guzman E., Cugnoni J. and Gmür T. (2015) Monitoring of composite structures using a network of integrated PVDF film transducers Smart Materials and Structures vol. 24, num. 5, p. 055017 doi:10.1088/0964-1726/24/5/055017.
  • Guzman E., Cugnoni J. and Gmür T. (2014) A new Structural Health Monitoring (SHM) system using integrated polyvinylidene difluoride (PVDF) transducer networks. Proceedings of the 65th International Astronautical Congress (IAC2014). Toronto, Canada, September 29 – October 3, 2014. [2]
  • Huston, Dryver (2010). Structural Sensing, Health Monitoring, and Performance Evaluation. Taylor & Francis. ISBN 978-0-7503-0919-6.
  • Liu Y., Mohanty S., and Chattopadhyay A., "Condition Based Structural Health Monitoring and Prognosis of Composite Structures under Uniaxial and Biaxial Loading, 2010, Journal of Nondestructive Evaluation, Volume 29, Number 3, 181-188
  • Liu Y., Yekani Fard, M., Chattopadhyay A., and Doyle, D., "Damage assessment of CFRP composites using time-frequency approach," Journal of Intelligent Material Systems and Structures, Vol. 23, No. 4, pp. 397 – 413, 2012.
  • Liu Y., Kim S.B., Chattopadhyay A., and Doyle D., "Application of system identification techniques to health monitoring of on-orbit satellite boom structures," Journal of Spacecraft and Rockets, Vol.48, No.4, pp. 589–598, 2011.
  • Mohanty S., Chattopadhyay A., Wei J. and Peralta, P., "Real time Damage State Estimation and Condition Based Residual Useful Life Estimation of a Metallic Specimen under Biaxial Loading", 2009, Structural Durability & Health Monitoring Journal, vol.5, no.1, pp. 33–55.
  • Mohanty S., Chattopadhyay A., Wei J. and Peralta, P., "Unsupervised Time-Series Damage State Estimation of Complex Structure Using Ultrasound Broadband Based Active Sensing", 2010, Structural Durability & Health Monitoring Journal, vol.130, no.1, pp. 101–124.
  • Mucciarelli M., Bianca M., Ditommaso R., Gallipoli M.R., Masi A., Milkereit C., Parolai S., Picozzi M. and Vona M. (2011). FAR FIELD DAMAGE ON RC BUILDINGS: THE CASE STUDY OF NAVELLI DURING THE L’AQUILA (ITALY) SEISMIC SEQUENCE, 2009. Bulletin of Earthquake Engineering. doi:10.1007/s10518-010-9201-y.
  • M. Picozzi, S. Parolai, M. Mucciarelli, C. Milkereit, D. Bindi, R. Ditommaso, M. Vona, M.R. Gallipoli, and J. Zschau (2011). Interferometric Analysis of Strong Ground Motion for Structural Health Monitoring: The Example of the L’Aquila, Italy, Seismic Sequence of 2009. Bulletin of the Seismological Society of America, Vol. 101, No. 2, pp. 635–651, April 2011, doi:10.1785/0120100070.
  • Ponzo F. C., Ditommaso R., Auletta G., Mossucca A. (2010). A Fast Method for Structural Health Monitoring of Italian Strategic Reinforced Concrete Buildings. Bulletin of Earthquake Engineering. doi:10.1007/s10518-010-9194-6. Volume 8, Number 6, Pages 1421-1434.
  • Picozzi M., Milkereit C., Zulfikar C., Fleming K., Ditommaso R., Erdik M., Zschau J., Fischer J., Safak E., Özel O. and Apaydin N. (2010). Wireless technologies for the monitoring of strategic civil infrastructures: an ambient vibration test on the Fatih Sultan Mehmet Suspension Bridge in Istanbul, Turkey. Bulletin of Earthquake Engineering. Volume 8, Number 3. doi:10.1007/s10518-009-9132-7.
  • Ponzo F.C., Auletta G., Ditommaso R. & Mossucca A. (2010). A Simplified Method for a Fast Structural Health Monitoring: methodology and preliminary numerical results. 14th European Conference on Earthquake Engineering. Proceedings Volume. Ohrid, Republic of Macedonia. August 30 – September 3, 2010.
  • Menafro F.,(2015) Method for Prognostics of an Aircraft Structure Based on Structural Testing

Journals of Structural Health Monitoring

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