Case studies overview

This page displays a list of all case studies available. Click on any of the links for further details.

Case study name	Civil engineeering work	Structural analysis	Deterioration processes	Organisation	Summary
A5.18 - Brücke über die Rotwildquerung (case study)	A5.18 - Brücke über die Rotwildquerung			Asfinag Baumanagement GmbH	Pirmary monitoring of deformation and displacements of the expansion joints compared with temperature sensors.
A5.25 - Brücke über Satzengraben (case study)	A5.25 - Brücke über Satzengraben	Serviceability limit state		Asfinag Baumanagement GmbH	Monitoring should provide more insight into the long-term behaviour of the expansionjoint and obtain data for potential future applications of the system.
Arcos de Alconétar Viaduct (case study)	Arcos de Alconétar Viaduct	Ultimate limit state Fatigue limit state Serviceability limit state			The maximum vibration recorded since the deflectors were installed is 0.060g (± 37mm amplitude), caused by an average wind speed of 29km/h and associated with a frequency of 0.64Hz. That movement is 20 times less than that estimated in the structure before the installation of the deflectors.
Arroyo de las Piedras Viaduct (case study)	Arroyo de las Piedras Viaduct			Ferrovial Agroman S.A.	No deterioration processes or damages are reported. The aim of the case study is to evaluate and develop new inspection methodologies, such as the use of drones and robotics, for inspection and maintenance purposes.
B2133 Grünbrücke Teslagasse (case study)	B2133 Grünbrücke Teslagasse		Chloride induced corrosion	Asfinag Baumanagement GmbH	additionally to the corrosion monitoring time discrete condition surveys were executed.
B2309 Abfahrt Sterngasse (case study)	B2309 Abfahrt Sterngasse	Serviceability limit state		Asfinag Baumanagement GmbH
Bavarian tunnel (case study)	Bavarian tunnel	Proxy limit state	Chloride induced corrosion	Norwegian University Of Science And Technology	A priori probability of depassivation was predicted based on chloride content and concrete cover measurements for the life time of the structure. The tunnel segment was divided into 13 x 13 cm elements and each element was updated with half-cell potential data, assuming spatial independency among the elements.
Bibei bridge (case study)	Bibei bridge		Meteorological conditions and change from original use.	Universidad De Vigo	GPR surveys are carried out using a RAMAC / GPR system from MALÅ Geoscience. Shielded 250 and 500 MHz antennas are used and data acquisition is based on constant distance intervals following the common compensation mode. A total of two parallel longitudinal profiles is generated in opposite directions along the bridge and filtered. The study includes the use of accurate metrical documentation obtained by terrestrial laser scanner. The obtained three-dimensional surface model of the bridge supplies two-dimensional orthophotographs of the structure where the main geometrical parameters can be measured. Using these structural dimensions, it is possible to estimate, by the adaptation of diffraction hyperbolas, the radar wave velocities in different zones of the whole bridge's stonework Finally, for an exhaustive interpretation, the real GPR results were also compared to finite-difference time domain (FDTD) numerical modelling data.
Blazowa Bridge (case study)	Blazowa Bridge	Ultimate limit state Other		Mostostal Warszawa S.A.	The bridge over Ryjak River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation. It is very important for dynamic behaviour of the bridge. It is used three performance indicator: deformation, other loads (e.g. temperature) and acoustic emission. The signal of sensors could monitoring dynamic response or visual inspection. This leads to reduction risks of the deformation.
Boogbrug Beek (case study)	Boogbrug Beek			TNO
Brama Przemyska (case study)	Brama Przemyska	Ultimate limit state Fatigue limit state	Fatigue	Mostostal Warszawa S.A.	The bridge over San River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation. It is used four performance indicator: angular displacements, displacements of the span and construction deformation. The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Bridge in Kwidzyn (case study)	Bridge in Kwidzyn	Ultimate limit state Fatigue limit state	Fatigue	Mostostal Warszawa S.A.	The bridge over Wisla River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation and geodetic conditions. It is very important for dynamic behaviour of the bridge. It is used six performance indicator: deformation of steel and concrete, angular displacements, forces in pylons, vibration acceleration, wind speed and direction and other loads (e.g. temperature). The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Bridge in Ozimek (case study)	Bridge in Ozimek	Ultimate limit state Fatigue limit state	Fatigue	Mostostal Warszawa S.A.	The bridge over Mala Panew River was constructed generally for pedestrian traffic use. The most important damage for this bridge is excessive deformation. It is used two performance indicator: deformation and elongation measurements and chemical properties. The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Bridge in Puławy (case study)	Bridge in Puławy	Ultimate limit state Fatigue limit state	Fatigue	Mostostal Warszawa S.A.	The bridge over Wisla River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation and displacements. It is very important for dynamic behaviour of the bridge. It is used three performance indicator: deformation, deflection, angular displacements and other loads (e.g. temperature). The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Bridge of Traba (case study)	Bridge of Traba		Meteorological conditions - excess humidity	Universidad De Vigo	GPR surveys are carried out using a RAMAC / GPR system from MALÅ Geoscience. Shielded 250 and 500 MHz antennas are used and data acquisition is based on constant distance intervals following the common compensation mode. A total of two parallel longitudinal profiles is generated in opposite directions along the bridge and filtered. A three-dimensional model of the bridge is also constructed using a terrestrial laser scanner, and the surface texture of the object is captured using a semi-metric digital camera. Two types of scans are ejected at each scan position: first, a low resolution is acquired to have the overall geometry of the bridge and its surroundings, and then detailed scans are captured with a maximum spatial resolution of the entire bridge. Finally, the precise external geometric measurements of the bridge, as well as the orthophotography provided by laser scanning, are used as inputs to create synthetic radargrams.
Bridge over L110 (case study)	Bridge over L110	Ultimate limit state	Railstresses	Universität für Bodenkultur Wien	The designed measuring program comprised the recording of the rail longitudinal expansion and the rail longitudinal displacements in the rail fastening in defined measuring cross-sections. In addition, the relative displacements between the ends of the structure and abutments were measured and documented. The air, rail and structure temperatures were recorded and documented during the entire measurement period. By applying an accelerometer to the structure, any influence on the measurement data by construction site operations was detected and recorded. After the opening for traffic and commissioning in December 2012, additional sensors and measuring instruments were used to record the effects of vehicle-related loads such as vertical structural deformation and emergency braking attempts.
Bridge over Nitra River (case study)	Bridge over Nitra River	Ultimate limit state Other		Mostostal Warszawa S.A.	The bridge over Nitra River was constructed generally for expressway road. The most important damage for this bridge is excessive deformation and displacement. It is very important for dynamic behaviour of the bridge. It is used three performance indicator: excessive deformation, displacements and other loads (e.g. temperature). Temperature and overload monitoring allows to reduction risks of the deformation.
Brug Muiden (case study)	Brug Muiden			TNO
Brug Terneuzen (case study)	Brug Terneuzen			TNO
Brug bij Grubbevorst (case study)	Brug bij Grubbevorst			TNO
Brug bij Zaltbommel (Pro-rail) (case study)	Brug bij Zaltbommel (Pro-rail)			TNO	Strain gauge measurements on cross beams and on notches of the longitudinal beams. Ripples for validation calculation model to derive inspection intervals. Cross bars for reassessment by third parties.
Brug bij Zaltbommel (case study)	Brug bij Zaltbommel			TNO
Brücke über das Pinkatal (case study)	Brücke über das Pinkatal	Serviceability limit state		Asfinag Baumanagement GmbH
Cable-stayed bridge Obere Argen (case study)	Cable-stayed bridge Obere Argen		Fatigue Corrosion	AEC3	The optical inspection of the ropes revealed damage to the coating, bulges, bubbles, rust spots and broken wires in the outer layer. No breaks could be found in the rope anchoring. Any bumps that are discovered are recorded and documented in a bump log. It is assumed that the occurrence of bulges was caused by larger deformations with cutting force redistribution in the center of the field, which were measured from 1990 onwards. From 2003 to 2007 no further changes could be measured. The seepage pipes at the abutment and the retaining foundation were driven over with a camera in 2005. This inspection showed that the pipes were sintered up to 70% or clogged by external influences and only a part of the pipes could be inspected by a camera inspection. In 2013 the drainage is to be made accessible with inspection shafts. Only then can a decision be made as to whether repairs can be carried out.
Ceboliño viaduct (case study)	Ceboliño viaduct		Presence of excessive humidity	Universidad De Vigo	The methodology consists analysing different classification images through several unsupervised classifications based on a K‐means algorithm. For this purpose, a multiband matrix comprising orthoimages collected with several 3D and 2D remote sensors is created. The K‐means classifier is tested to perform several unsupervised image classifications with different numbers of classes (three, four and five classes). The goal of this approach is to determine which number of classes present a more robust classification, and to provide information on which sensor is the most suitable.
Centenario Bridge (case study)	Centenario Bridge	Ultimate limit state Fatigue limit state Proxy limit state			"In 2018, a campaign was carried out to assess the structural health of the bridge. Due to the signs of corrosion in the anchors and other deteriorations found, it was decided to proceed with the replacement of the stay cables. However, the time required to develop the replacement project, contract, and undertake the replacement (keeping traffic on the bridge) was estimated to be over 3 years. As the bridge is a critical infrastructure and the traffic level is very high, the decision was made to install a real-time structural remote monitoring system on the bridge, mainly focused on the 88 cable forces. The monitoring system has returned the main following findings: The cables forces have a daily cycle oscillation due to traffic and an annual cycle due to temperature, both within the expected range. There has been no drift in their value that can be attributable to corrosion A phenomenon that had not been observed before on the bridge has been detected: several episodes of very high vibrations (> 2g) caused by the combined wind-rain effect have been recorded."
Cernadela Bridge (case study)	Cernadela Bridge	Ultimate limit state Fatigue limit state Serviceability limit state	Fatigue	Universidad De Vigo	Terrestrial photogrammetry is used for geometry reconstruction of a real masonry arch, which contributes to the accurate geometric representation of a structure. While the metric model is used for implementation structural assessment tasks. Continuums as well as discontinuous (discrete) models are used and finite element analysis with commercial packages or limit analysis schemes are adopted. The resulting combination of techniques allows to evaluate the structural health of an existing complex masonry structure by taking into account geometric data of high precision, mechanical models of adequate complexity and elements of inverse analysis. Further information, like material data from the interior of the structure, is taken into account.
Colle Isarco bridge (case study)	Colle Isarco bridge	Ultimate limit state Serviceability limit state Proxy limit state	Chloride induced corrosion	Norwegian University Of Science And Technology	It is stated in the study that inspection data and data from monitoring during proof loading was included in the model, but the type of data and data collection techniques are not central for this study and therefore not specified. The idea of the method presented is to assess possible damage states independent of the cause of damage.
Composite Bridge in Nowa Wieś (case study)	Composite Bridge in Nowa Wieś	Ultimate limit state		Mostostal Warszawa S.A.	The bridge over Czarna stream was constructed generally for roadway use. The most important damage for this bridge is local rupture or failure. It is very important for dynamic behaviour of the bridge. It is used three performance indicator: deformation, other loads (e.g. temperature) and acoustic emission. The signal of sensors could monitoring dynamic response or visual inspection. This leads to reduction risks of the deformation.
Concrete Trough Bridges on the Iron Ore Railway Line (case study)	Concrete Trough Bridges on the Iron Ore Railway Line	Fatigue limit state	Fatigue	Norwegian University Of Science And Technology	In tests, it was found that the bridge could withstand 6 million load cycles at 360 kN without any signs of distress. Only hairline concrete cracks could be seen. It could be concluded that the codes were quite conservative regarding fatigue.
Constitution of 1812 Bridge (case study)	Constitution of 1812 Bridge	Serviceability limit state Other			"In order to have a first reference of the stay cable forces before the bridge was open to traffic in 2015, dynamic auscultation of them was performed. The forces were obtained through the vibrating string analogy (see figure below). As planned, this auscultation has been repeated in 2020, five years later, finding minor differences in the forces. The monitoring system inherited from the construction phase has been kept almost entirely for the monitoring of the bridge in service. This system allows controlling both the actions (thermal and wind) and the structural response (gradients, forces, accelerations, etc.). In addition, it is useful to maintain a service of automatic alerts based on 10-minute average wind speeds. Since the bridge was open to traffic, a large amount of data has been recorded that is periodically analyzed from different points of view (statistical-descriptive, correlational and spectral) to verify through this experimental analysis the correct structural behavior."
Croatian bridge near Posedarje (ask author for name) (case study)	Croatian bridge near Posedarje (ask author for name)	Ultimate limit state		Norwegian University Of Science And Technology	Data from WIM was provided by the bridge owner. The monitoring was done for other purposes, such as controlling truck weight restrictions. The data was post-processed with the convolution method for extrapolation, and LDF was determined from the numerical model.
Dolmsund bridge (case study)	Dolmsund bridge	Ultimate limit state Serviceability limit state	Creep and shrinkage	Norwegian University Of Science And Technology	The strain measurements from the bridge are compared to calculations from the design program NovaDesign. The comparison shows good compliance during the construction phases. Deviations occur after the two cantilevers are connected. Especially the bending strains in the main columns, where NovaDesign overestimates the difference between the strains in each side of the column. The normal strains from the programe shows good compliance compared to the measurements. The deviations may come frome differences in the rigidity between the column and the bridge deck as well as the effects from rebars in the columns. The length differences during the construction phases come from the functions of creep, shrinkage and temperature. Measurements from the bearings have been used to analyse how the mean temperature affects the length of the bridge. A review of the measurments of the bearings adjusted for temperature shows the rate of contraction in the bridge due to creep and shrinkage. It is shown that the rate of contraction in the bridge is higher while the concrete is newly cast.
Drechttunnel (case study)	Drechttunnel			TNO
Eisenbahnbrücke Eglisau (case study)	Eisenbahnbrücke Eglisau	Fatigue limit state	Fatigue	Norwegian University Of Science And Technology	The concern for the riveted steel truss was fatigue related as the structure was well above 100 years old, although no visible damage was detected. Monitoring with strain gauges at fatigue prone locations was carried out for one year. The measurement system was verified and the structural model was calibrated through load testing with known axle loads.
Elgeseter bridge (case study)	Elgeseter bridge	Ultimate limit state	Alkali aggregate reaction	Norwegian University Of Science And Technology	The concrete in the bridge has shown to contain Alkali-Silica Reactive deposits and several damages associated with Alkali-Silica Reactions have been observed. Among other things, an elongation of the superstructure has been measured. This has also led to an inclination of the columns. Due to this, the bridge may be exposed to significant additional forces. Alkali reactions are a decomposition mechanism due to chemical reactions between alkali-reactive aggregates and alkalis in the cement paste. The reaction product is an alkali gel that swells during water absorption. This leads to expansion of the concrete and gradual internal and external cracking.
Erdberger Brücke (case study)	Erdberger Brücke	Ultimate limit state Serviceability limit state	Fatigue Chloride induced corrosion	Asfinag Baumanagement GmbH	Severe ongoing deterioration was recorded by the inspections. Settlement Abutments, Deflection of the Cantilever structure.
Feuerwehrzufahrt TU Vösendorf (case study)	Feuerwehrzufahrt TU Vösendorf	Serviceability limit state	Cracks	Asfinag Baumanagement GmbH
Fiume Po Bridge (case study)	Fiume Po Bridge		Chloride induced corrosion Carbonation	SafeCertifiedStructure Ingegneria S.r.l.	The Fiume Po Bridge experienced undermining of footings and exposed foundation piles in the piers located in the riverbed. In some of the beams, few strands of the prestressing cables were found corroded during the inspections. Concrete spalling and reinforcement steel corrosion were observed. A Sacertis continuous monitoring system is active on the structure since February 2020, with the aim to control the structural behaviour over time and optimize the maintenance procedures. It consists of 220 biaxial MEMS clinometers and 100 triaxial MEMS accelerometers, installed on the deck and the piers of the 11 monitored spans. In each sensor box are present a temperature and humidity detectors. Prior information available were: drawings, design documents, results of the proof load test. A calibrated non-linear FE model based on the static load test and dynamic characterization of the structural response through long-term data analytics has been used to determine the warning and alarm thresholds levels.
Footbridge in Nowy Sącz (case study)	Footbridge in Nowy Sącz	Ultimate limit state		Mostostal Warszawa S.A.	The footbridge over Kamienica River was constructed generally for pedestrians or bikers use. The most important damage for this footbridge is excessive deformation. It is very important for dynamic behaviour of the bridge. It is used three performance indicator: deformation and other loads (e.g. temperature). The signal of DFOS sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Gad Bridge (case study)	Gad Bridge		Chloride induced corrosion Carbonation	SafeCertifiedStructure Ingegneria S.r.l.	The Gerber saddles were subject to attention in the past due to the presence of strenghtening works to restore the shear resistance, not sufficient for a lack of shear reinforcement. Strengthening works were necessary, the solution chosen was the adoption of prestressing transversal dywidag bars. The saddles show local cracks and presence of corrosion signs. The Sacertis SHM system installed in March 2019 was developed for both the short and long-term monitoring. Each Gerber saddle is equipped with a chain made by five biaxial MEMS clinometers and four IoT crackmeters. The system is completed by two gateways, one per carriageway and a power line communication to connect all the devices to the network. In each sensor box are present a temperature and humidity detectors, to perform the signal compensation. Prior information available were drawings, design documents, results of periodical visual inspections. The real-time monitoring system controls the response of both clinometers and crackmeters, and an automatic alerting system activates a direct communication to the road operator in case of thresholds levels exceedance.
Galecopperbrug (case study)	Galecopperbrug	Ultimate limit state Proxy limit state	Corrosion	TNO	Visual inspection of the strands still takes place frequently. On top of this an acoustic monitoring system is installed to detect acoustic activity in the strands. Each strand is equipped with one sensor at its end. These sensors are monitored continuously, and if activity above a certain threshold level (traffic noise) is detected, the signal is stored for later evaluation. By comparing the measured signals with prior knowledge on acoustic energy due to wire breaks (literature, lab testing), the acoustic signals that indicate a wire break can be isolated. If the acoustic signals give reason to, an additional visual inspection can take place. As described in the previous section, apart from the acoustic monitoring and visual inspection regarding wire breaks, additional measurements have taken place in the past. Cable forces are measured using the taut string theory and the forces in the bypasses are continuously monitored using ring force meters.
German bridge examined by e.g. Hansen (case study)	German bridge examined by e.g. Hansen	Fatigue limit state	Fatigue	Norwegian University Of Science And Technology	Global deflection was measured at two locations of the bridge. Strain gauges and temperature sensors were installed at a number of locations, and axle loads were measured after calibration to known axle loads. A fatigue assessment was carried out for concrete, reinforcement and tendons.
Gimsøystraumen bridge (case study)	Gimsøystraumen bridge	Ultimate limit state Proxy limit state	Chloride induced corrosion	Norwegian University Of Science And Technology	Concrete pillars and the box girder are subject to chloride induced corrosion and measures have been implemented to prevent further development in form of a cathodic protection system and local repair of concrete. Extensive measurements of concrete cover and chloride content have been carried out.
Grünbrücke as a timber construction (case study)	Grünbrücke as a timber construction		Mold Creep Fungi	AEC3	The documentation of the green bridge near Wiesenhagen includes a maintenance manual in which the measures intended for maintenance are described in the form of a maintenance matrix. The instructions include, among other things, the regular removal of vegetation in the area of the structure, regular cleaning of the structure, regular renewal of paint, ongoing repairs to individual component elements as well as the repair of the structural wood protection and existing repair concept for replacing individual arches and arch parts. The appendix contains further important information and instructions on how to interpret the wood moisture measurement.
Haringvlietbrug (case study)	Haringvlietbrug	Ultimate limit state Fatigue limit state Serviceability limit state	Fatigue Corrosion	TNO	General state of the object is good. Minor corrosion at various location. A few loose rivets have been observed. Fatigue cracks are present in the orthotropic deck and main load bearing structure.
Harmsenbrug (case study)	Harmsenbrug			TNO
IJsselbrug Arnhem (case study)	IJsselbrug Arnhem	Fatigue limit state	Fatigue	TNO	within this case study, the main measurement tests are: 1) strain measurements with strain gauges on the main supporting structure and fatigue details, 2) ballast test, 3) noise measurements / noise source location, These measurement were used to update the partial safety factor.
Kalix river bridge (case study)	Kalix river bridge	Ultimate limit state Fatigue limit state		Norwegian University Of Science And Technology	The critical sections are in the beams carrying the rail on top of the arch in the section where the beams are united with the arch. Here the stresses in the longitudinal bottom reinforcement were slightly too high. These sections have been studied in a FEM model for different loads and results show maximum strains of about 50·10-6 corresponding to stresses of only about 10 MPa in the reinforcement in the critical sections. Live load vertical deflections of the crown of the arch are of the order of only ± 6 mm. Dynamic studies have also been made showing that fatigue is no issue. Altogether the studies show that the bridge can carry an increased axle load of 300 kN without problems.
Kiruna bridge (case study)	Kiruna bridge	Ultimate limit state		Norwegian University Of Science And Technology	Measurements of the in situ concrete strength and modulus of elasticity as well as tensile strength, yield strength and strain at peak stress for reinforcement and strands were carried out. 25 concrete cores and 40 steel samples were collected and the data was used to update the models in a non-bayesian way.
Kruithuisbrug (case study)	Kruithuisbrug			TNO
Leziria bridge (case study)	Leziria bridge			Norwegian University Of Science And Technology	A number of critical aspects were identified: Detailed modelling of the geometry from drawings, in situ measurements of structural mechanical properties including soil, information on actual loading conditions from construction phase and load test and the sequence of construction.
Lundevann bridge (case study)	Lundevann bridge	Ultimate limit state	Chloride induced corrosion	Norwegian University Of Science And Technology	A visual inspection and a special inspection have been carried out with extraction of new concrete samples, which together with previous inspections forms the basis for an assessment of the current damage level on the bridge. RCT (rapdi chloridge test) and ISE (Ion selective electrode) methods have been carried out in order to analyze the concrete samples, and perform chloride measurements. New samples that correspond to previous withdrawal points are compared to evaluate the development of chloride content in the concrete elements.
Marktwasser bridge (case study)	Marktwasser bridge	Ultimate limit state Serviceability limit state	Internal stiffness redistribution Abutment flexibility	Universität für Bodenkultur Wien	In the course of the research project, the method of model correction factors in combination with sensor-related influence lines could be developed through a targeted test load program, which allows a comprehensive model adjustment and continuous evaluation using performance indicators based on the monitoring information.
Martinus Nijhoffbrug (case study)	Martinus Nijhoffbrug	Proxy limit state		TNO	The state of the structure (focusing on the joint) was that the joint was supposed to be replaced. The monitoring system was installed to postpone replacement of the joint by one year and to reduce the risks related to failure (sliding) of the supports of the separation beams in the expansion joint. The result of failure of the joint during service is related to traffic safety (not to structural safety)
Monforte Bridge (case study)	Monforte Bridge			Universidad De Vigo	The purpose is to analyze the potential of GPR in obtaining previously unknown, inner details that can be valuable information for developing future conservation and strengthening techniques. This case includes the use of FDTD modeling for an exhaustive interpretation of the field GPR data. Also, the input to the computation of FDTD modeling was a raster image containing a geometric description of the structural elements to simulate.
Murbrücke Feldkirchen (case study)	Murbrücke Feldkirchen	Serviceability limit state		Asfinag Baumanagement GmbH	The aim is to monitor extreme deflection. Alarm when defined limit value is exceeded.
Musmeci bridge (case study)	Musmeci bridge	Ultimate limit state	Chloride induced corrosion	Norwegian University Of Science And Technology	Dynamic response analysis was available from earlier studies and was used to verify the mechanical model. Concrete strength was evaluated from cores drilled at non-critical locations of the girder, other parameters were assumed from design documentation and literature.
National Uprising Bridge (case study)	National Uprising Bridge	Fatigue limit state Other		Mostostal Warszawa S.A.	The bridge over Danube River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation and displacement. It is very important for dynamic behaviour of the bridge. It is used dynamic response as performance indicator. The signal of sensors could monitoring all possible defects (construction temperature). This leads to reduction risks of the deformation.
Nerlandsøybrua (case study)	Nerlandsøybrua	Ultimate limit state	Chloride induced corrosion	Norwegian University Of Science And Technology	During this inspection there were studies conducted on the materials where the concrete cover, carbonation and chloride content was measured. The chloride content proved to be of critical value in several places on the bridge. This indicates that chloride corrosion is likely. The largest values for chloride were registered on the north side of the bridge, sheltered from the design direction. The areas closest to the land had the highest chloride content, which is expected because of the low altitude. Visual inspection of the damages coincided well with the chloride studies. In areas with high chloride content there was also detected spalling and delamination of the concrete cover. In areas where the reinforcement is visible there is obvious corrosion.
Neumarkt bridge (case study)	Neumarkt bridge	Ultimate limit state Serviceability limit state	Chloride induced corrosion Corrosion	Universität für Bodenkultur Wien	The application of de-icing salts resulted in visible damages on the structure. Visual condition of Columns: Massive concrete spalling, Column head confine installed. Condition of Girder: Sealing defect, Obvious rust stains. A nonlinear FE Model was created for a 2D simulation of a critial girder. The calibration was done with original static documents. The identification of chloride feed was carried out by extracting drilling cores and drilling powder samples. A simulation of the chloride ingress was carried out using Cellular Automata ((CATES, Jan Podroužek). With the simulation a mapping of areas with critical Cl- concentration could be created. The reliability and life time analysis of concrete bridges subjected to corrosion entails several important steps: (calibrated) mechanical model of the undamaged structure, stochastic models, (inverse) identification of relevant mechanical and environmental loads, definition of critical limit states, prediction of chloride concentration, and corrosion and mapping to mechanical changes.
Noordtunnel (case study)	Noordtunnel			TNO
Nordbrücke (case study)	Nordbrücke	Fatigue limit state Serviceability limit state		Asfinag Baumanagement GmbH
O Folgoso tunnel (case study)	O Folgoso tunnel			Universidad De Vigo	The first step simply consists of the point cloud pre-segmentation based on height values of the luminaire. Where all the points from the point cloud above the reference level are considered for the next stage. The stage 2, thresholds for classification are extracted from the color histogram analysis taken of 8-bit color images. Finally, is refined the existing segmentation of the luminaires using known values of vehicle speed (v) and camera shutter speed (t), and in this way calculate their centroids.
Ourille River Viaduct (case study)	Ourille River Viaduct			Universidad De Vigo	Previously, a Lidar data collection is carried out, to which a series of corrections are applied to both the noise and the point clouds themselves to generate files that allow further optimization of the mathematical models. Subsequently, two models are created. The first is a three-dimensional solid element model that makes use of the geometric model directly obtained after the point cloud processing steps. The second structural model is a more simplified approach in which a concrete slab is modeled as a shell structural element and the beam elements are considered for the discretization of the concrete beams. The mechanical properties of the concrete beams are readily obtainable from the geometric pattern model.
Passerella Olimpica (case study)	Passerella Olimpica			SafeCertifiedStructure Ingegneria S.r.l.	The Olimpic footbridge, built in 2006, has no sign of deterioration or occurring damage processes. The aim of the monitoring system is to control the structural behaviour over time and optimize the maintenance procedures. The Sacertis monitoring system, installed in August 2020, consists of 34 triaxial MEMS accelerometers installed on the deck and on a selection of stays. Prior information available were: drawings and design documents, results of the proof load test, n.2 previous dynamic measuring campaigns. A non-linear FE model has been calibrated based on the dynamic characterization (mode shapes and natural frequencies of the stays and the overall structure) and used to determine the warning and alarm thresholds levels. A near-real time alert system is active on the structure.
Pfaffenbergbrücke (case study)	Pfaffenbergbrücke	Ultimate limit state	Railstresses	Universität für Bodenkultur Wien	The Pfaffenberg Bridge was equipped with measuring technology in 1993 to record the interaction effect. In the case of the measuring device, the focus was correspondingly on the measurement of the air, rail and structure temperature, on the recording of the expansion behavior of the rail and on the recording of the structure and rail longitudinal displacements. Track 1 (track on the mountain side) was chosen as the measuring track and equipped with strain gauges and temperature sensors. The strain gauges were applied approximately in the neutral axis of the rail.
Pielach bridge (case study)	Pielach bridge	Ultimate limit state	Railstresses	Universität für Bodenkultur Wien	The measuring equipment of the test object took place at two different times. On December 20, 2011, temperature sensors and displacement transducers were placed at the steel structure / track 3 on the abutment in order to record the deformation behavior of the steel structure. The measuring program was expanded from September 20, 2012 to include the strain gauges (DMS) applied to the rail web as well as further temperature sensors on the rail and on the supporting structure. Thus, the stretching behavior of the rails could be continuously observed and recorded during the measurement period [55]. From September 20, 2012, two additional displacement transducers were placed on the abutment on the supporting structure / track 4.
Port Bridge (case study)	Port Bridge	Fatigue limit state Other	Corrosion	Mostostal Warszawa S.A.	The bridge over Danube River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation and displacement. It is very important for dynamic behaviour of the bridge. It is used dynamic response as performance indicator. The signal of sensors could monitoring all possible defects (construction temperature). This leads to reduction risks of the deformation.
Ribeiriño bridge (case study)	Ribeiriño bridge		Excessive humidity	Universidad De Vigo	The primary goal is to evaluate the possibility of using intensity information from laser scanning data to detect areas with water presence and vegetation in bridge abutments and pillars. Additional goals are to increase the degree of automation of bridge inspection work and contribute providing quantitative and qualitative information for the bridge management systems.
Roman Bridge of Lugo (case study)	Roman Bridge of Lugo			Universidad De Vigo	Two longitudinal parallel profiles in opposite directions along the bridge, each 122 m in length, were collected using a RAMAC/GPR system from MALÅ Geoscience with 250 and 500 MHz shielded antennas. Data acquisition was based on constant distance intervals following the common offset mode, and the survey parameters previously selected. Later GPR processing filters were employed in order to reduce clutter or any unwanted noise in the raw-data. The geometry, condition and size of this reflector allow to conclude the original double slope profile as well as the response of the transversal reinforcements and the existence of masonry and filling materials within the bridge structure. Finally, a comparison of real data is performed with synthetic models, allowing the extraction of subtle interpretive information to produce a comprehensive data interpretation.
Rędziński Bridge (case study)	Rędziński Bridge	Ultimate limit state Fatigue limit state	Fatigue Tension Other observed deterioration process	Mostostal Warszawa S.A.	The bridge over Odra River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation and displacements. It is very important for dynamic behaviour of the bridge. It is used three performance indicator: deformation, deflection, angular displacements and other loads (e.g. temperature). The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Scharbergbrug (case study)	Scharbergbrug			TNO
Segura Roman Bridge (case study)	Segura Roman Bridge			Universidad De Vigo	Terrestrial laser scanning represents a fundamental tool in the inspection of bridges based on geometric analysis, if this is also combined with a correct algorithm, it allows to obtain hidden structure information. Thus, the algorithm correct used for the geometric analysis in vaults, together with the graphical representation of overlapping semi-cross sections allows visual inspection and quantification of asymmetries and distortions, facilitating diagnosis based on the arch geometry, what's allowed the detection of pathologies. Furthermore, if it's work with (X, Y, Z) coordinates, it allows locating and measure the damage to the structure.
Seitenhafenbridge (case study)	Seitenhafenbridge	Ultimate limit state Serviceability limit state		Universität für Bodenkultur Wien	The monitoring equipment consits of earth pressure sensors, laser sensors, passive reflecting units, inclinations sensors, hydraulic levelling system, and temperature sensors. The measurement task was to investigate the following: structural temperature, investigation of earth pressure (flexible abutment), alternation of length, vertical deflection of selected locations, observation of changes in inclination of selected locations, data storage & transmission, and regular reporting with regard to design assumptions. The monitoring system is working since start for operation in 2011. Reporting and maintenance is carried out in regular intervals by the client. The system has shown that the structure behaves as assumed. Monitoring improves understanding and may influence future design.
Semmering Base Tunnel (case study)	Semmering Base Tunnel		Fatigue Chloride induced corrosion Other observed deterioration process	Graz University of Technology
Sesupe River Bridge (case study)	Sesupe River Bridge	Other		Mostostal Warszawa S.A.	The bridge over Sesupe River was constructed generally for railway line. The most important demage for this bridge is excessive deformation. Field tests of the bridge were conducted using excitations induced by dropping a weight and by ambitne traffic excitation loadings. It is very important for dynamic behaviour of the bridge. It is used two tests: Impact excitation tests and Ambient traffic vibration tests. Generally combination of both experimental tests give relatively small number of vibration sensors. Vibration monitoring allows to reduction risks of the deformation.
Soldarności Bridge (case study)	Soldarności Bridge	Ultimate limit state Fatigue limit state		Mostostal Warszawa S.A.	The bridge over Wisla River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation and displacements. It is very important for dynamic behaviour of the bridge. It is used four performance indicator: angular displacements, deformation, deflection and other loads (e.g. temperature). The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Steel bridge over El Barranc d'Aigües (case study)	Steel bridge over El Barranc d'Aigües			Ferrovial Agroman S.A.	The previous existing bridge (built in 1914) presented fatigue. Nevertheless, the new bridge (built in 2018) does not present any deterioration processes nor damages to be reported at the moment of the short-term monitoring test. The aim of the case study is to address the implementation of a damage detection tool based on a machine learning algorithm known as Support Vector Machine, using the modal response of a truss bridge to calibrate a finite element model to simulate damage scenarios under changing temperature conditions to feed the machine learning algorithm.
Suurhoffbrug (case study)	Suurhoffbrug			TNO
Tadeusz Mazowiecki Bridge (case study)	Tadeusz Mazowiecki Bridge	Ultimate limit state Fatigue limit state	Fatigue Deformation	Mostostal Warszawa S.A.	The bridge over Wislok River was constructed generally for roadway use. The most important damage for this bridge is excessive deformation. It is very important for dynamic behaviour of the bridge. It is used two performance indicator: other loads (e.g. temperature) and span deformation. In this bridge a weather station is also installed. The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Van Brienenoordbrug I (case study)	Van Brienenoordbrug I	Ultimate limit state Fatigue limit state Serviceability limit state	Fatigue Corrosion	TNO	General state of the object is good, but the conservation (paint) is end of life. Minor corrosion at various locations. Fatigue cracks are present in the orthotropic deck.
Viaduct Breda (case study)	Viaduct Breda			TNO
Viaduct SS335 (case study)	Viaduct SS335		Chloride induced corrosion	SafeCertifiedStructure Ingegneria S.r.l.	Following an inspection, some cracks were found at the inner surface of the slab, due to the failure of a significant number of pre-stressing tendons caused by a diffuse corrosive phenomenon. Strengthening works were necessary, the solution chosen was the adoption of an external pre-stressing system. The Sacertis SHM system installed in April 2019 was developed for both the short and long-term monitoring. Each span is equipped with a chain made by five biaxial MEMS clinometers and five triaxial MEMS accelerometers. The system is completed by two gateways, one per carriageway and a power line communication to connect all the devices to the network. In each sensor box are present a temperature and humidity detectors. Prior information available were: drawings, design documents, results of thorough investigation of the damaged span. A calibrated non-linear FE model based on the static load test and dynamic characterization of the structural response (in both the damaged state and after the strenghtening works) has been used to determine the warning and alarm thresholds levels.
Viaduct in A59 (case study)	Viaduct in A59		Alkali aggregate reaction	TNO	The development of the expansion of the decks of the viaducts, due to ASR, is measured with sensors. Both in vertical direction (thickness of the deck) and in horizontal direction (width of joints at the ends of the deck).
Voestbrücke Bypass LZ34 A+B (case study)	Voestbrücke Bypass LZ34 A+B	Serviceability limit state	Force redistributions	Asfinag Baumanagement GmbH	Within the scope of this special inspection, the dynamic effects of the traffic loads on the supporting structure are to be recorded and the load-bearing capacity and functional capability are to be evaluated in comparison with the statics, as well as recommendations for the further service life with regard to structural maintenance measures are to be given in particular. In the present investigation of the two VOEST bypass bridges LZ34A and LZ34B, the main focus is on the bridge cables and the bridge deck (primary load-bearing system). The vibration measurement will be used as a zero measurement for future investigation. All measurements are carried out under traffic load. The vibration measurements contain two focal points: 1) non-destructive measurement of the bridge cables, this is based on the exact measurement and evaluation of the effective forces in the stay cables. The determined actual cable forces are compared with the target values of the statics, which allows conclusions to be drawn about the condition of the cables. The geometric parameters of the cables and the cable weight are made available for evaluation. 2) non-destructive, two-dimensional, dynamic measurement of the bridge deck , this is carried out on the basis of deck measurements in the respective spans. This makes it possible to comprehensively describe and quantify the relevant load-bearing behaviour of the bridge deck and any changes over time. is to be used as the zero measurement. The natural frequencies and natural modes of vibration are to be recorded.
Vransko bridge (case study)	Vransko bridge	Ultimate limit state		Norwegian University Of Science And Technology	No deterioration processes or damages are reported. The aim of the case study is to demonstrate how a numerical model for a bridge can be calibrated using BWIM data in a step-by-step procedure.
VÖEST Brücke LZ34 (case study)	VÖEST Brücke LZ34	Serviceability limit state	Acceleration Vibrations	Asfinag Baumanagement GmbH
Waalbrug (case study)	Waalbrug			TNO
Wanda's Bridge (case study)	Wanda's Bridge	Ultimate limit state Fatigue limit state		Mostostal Warszawa S.A.	The bridge over Wisla River was constructed generally for roadway and pedestrian use. The most important damage for this bridge is excessive deformation and displacements. It is very important for dynamic behaviour of the bridge. It is used four performance indicator: deformation, displacement, other loads (e.g. temperature) and vibrations. The signal of sensors could monitoring dynamic response. This leads to reduction risks of the deformation.
Weidatalbrücke (RFB Göttingen) (case study)	Weidatalbrücke (RFB Göttingen)		Long-term deformations	AEC3	The results of the clamping force measurement indicate that the actual time-dependent deformations from creep and shrinkage are greater than assumed in the static calculation. Apparently the creep and shrinkage processes at the bridge are not yet complete. The measurement results of the inclinometer measurement and the final geodetic measurement from the construction phase were used as reference measurements. As a result, no significant shifts in the slope were found. The movement down the slope is approx. 2 mm over the entire measurement period. This also corresponds to the maximum value that was recorded at the geodetic measuring points and is therefore not critical.
Weigh in Motion (system near Moerdijk bridge) (case study)	Weigh in Motion (system near Moerdijk bridge)	Ultimate limit state Fatigue limit state		TNO	The state of the structure is not appropriate. The data may serve as input for any structure
Weikendorf bridge (case study)	Weikendorf bridge	Proxy limit state	Chloride induced corrosion Carbonation	Norwegian University Of Science And Technology	Spalling was observed and from measurements it was concluded that abutments were affected by chloride and carbonation and wing-walls by carbonation. Carbonation was chosen to be the dominant deterioration process and chloride content was ignored, even though in reality both phenomena induce corrosion. Carbonation depth was measured with phenolphthalein indicator and location of reinforcement was determined by concrete scanning.
Åby river bridge (case study)	Åby river bridge	Ultimate limit state	Fatigue	Norwegian University Of Science And Technology	It was found that the bridge could withstand loading corresponding to four times the highest permitted axle-loading, or twice the design load for new bridges, before exhibiting an obvious non-linear behaviour regarding vertical displacement in the mid span. The peak load was achieved at loading approximately 50% higher than the initial non-linear behaviour, where lateral buckling of the top chord limited the structure from carrying more load. The failure can be concluded as being redundant without brittle failure of any of the connections. The results helped save a twin bridge at Rautasjokk on the Iron Ore Line north of Kiruna.
Örnsköldsvik bridge (case study)	Örnsköldsvik bridge	Ultimate limit state		Norwegian University Of Science And Technology	The bridge was tested to failure and was able to take about 6 times the load it was designed for without strengthening and about 8 times with strengthening with Near Surface Mounted Reinforcement (NSMR) of Carbon Fibre Reinforce Polymer (CFRP) Bars.
Ötztaler Achbridge (case study)	Ötztaler Achbridge	Ultimate limit state	Railstresses	Universität für Bodenkultur Wien	The air, rail and supporting structure temperatures as well as the longitudinal rail expansion and longitudinal displacements of the supporting structure were recorded for the period mentioned by the continuous measuring system.