International Conference on Applications of Statistics and Probability in Civil Engineering (ICASP) (12th : 2015)

Probability of detection of potential mapping and its impact on service life prediction Kessler, Sylvia; Gehlen, Christoph Jul 31, 2015

Your browser doesn't seem to have a PDF viewer, please download the PDF to view this item.

Item Metadata


53032-Paper_332_Kessler.pdf [ 272.72kB ]
JSON: 53032-1.0076109.json
JSON-LD: 53032-1.0076109-ld.json
RDF/XML (Pretty): 53032-1.0076109-rdf.xml
RDF/JSON: 53032-1.0076109-rdf.json
Turtle: 53032-1.0076109-turtle.txt
N-Triples: 53032-1.0076109-rdf-ntriples.txt
Original Record: 53032-1.0076109-source.json
Full Text

Full Text

12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  1Probability of Detection of Potential Mapping and its Impact on Service Life Prediction Sylvia Kessler Senior Research Engineer, Centre for Building Materials, Technische Universität München, Munich, Germany Christoph Gehlen Professor, Centre for Building Materials, Technische Universität München, Munich, Germany ABSTRACT: The potential mapping method is the most suitable inspection method to detect ongoing corrosion in reinforced concrete structures. The accuracy of this measurement method is expressed by the Probability of Detection. In combination with potential mapping data gained from inspection the information about the Probability of Detection delivers the needed information to update the service life prediction of reinforced concrete structures. Potential mapping data includes information about the temporal development and the spatial variability of corrosion. In this way, the condition of existing structures can be evaluated more realistic. This paper presents a case study for updating the service life prediction with concrete cover data and potential mapping.  1. INTRODUCTION The durability of reinforced concrete structures which are exposed to de-icing salt or seawater can be impaired due to chloride induced corrosion of the reinforcement. The deterioration process starts with the depassivation of the rebars followed by local loss of cross section and cracking respectively spalling of the concrete cover. If no maintenance actions are executed the serviceability cannot be ensured any longer. Therefore, the probabilistic service life prediction of reinforced concrete structures focuses the so called corrosion initiation phase. The initiation model provided by the fib Model Code for Service Life Design [Schießl et al. 2006] describes the time-dependent probability that reinforcement is depassivated. It is a transport based model and considers when a critical corrosion inducing chloride content at the depth of the reinforcement is reached in dependence of the concrete characteristics and chloride impact.  Inspection data from the considered structure can be used to update the service life prediction and to reduce the uncertainties associated with the probabilistic model. The most important inspection methods are the determination of the concrete cover and the detection of corroding areas by the so called potential mapping [ASTM 2009, DGZfP 2014]. Both measurement methods are executed non-destructively and deliver spatial information about the structure.  While the concrete cover inspection data are of a quantitative nature the information regarding potential mapping are qualitative data; the outcome is corrosion yes or no. Due to the fact that the concrete cover is also an input parameter of the probabilistic model the update is pursued by recalculating the depassivation probability with real data gained during inspection. The incorporation of the qualitative potential mapping data into the probabilistic service life prediction is performed by applying Baye’s rules (equation 1)   )()()()( IPCPCIPICP     (1) where: 12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  2C = Condition  I = Inspection.  The Bayesian approach combines pre-existing knowledge coming from service life prediction, Pr(condition), with inspection data represented by the likelihood function Pr(inspection│condition) and allows updating the prior knowledge. In the case of corrosion deterioration the likelihood function corresponds to the expression Pr(potential mapping results│corrosion condition state) also known as the Probability of Detection. 1.1 Probability of Detection of potential mapping An essential part of the evaluation of the capability for a non-destructive testing system (NDT) is defined as the probability of detecting a defect with a particular size under specified inspection condition and defined procedure. The accepted statistical parameter of quantifying this definition is the Probability of Detection (POD). The POD is usually expressed as a function of flaw size according to the physical background of the testing system. The associated defect size for corrosion detection is the anode area ‘a’. One of the probabilistic methods for analyzing reliability data and producing POD-curves as a function of the flaw size is called “hit/miss” data [Berens 1989 - MIL-HDBK-1823A 2009] using the discrete response of the NDT-system. The NDT results are recorded in term whether the flaw is detected or not. Kessler [Kessler 2015] evaluated POD-curves based on a numerical approach. Figure 1 shows two POD-curves in dependence of the grid size considering a concrete resistivity of 400 Ωm.     Figure 1: POD in dependence of grid size; 15 x 15 cm² (above), 25 x 25 cm² (below);  concrete resistivity 400 Ωm [Kessler 2015].   With increasing grid size decreases the Probability of Detection. Choosing a grid size of 15 x 15 cm² an anode area with a size of 2.7 cm² has a 50 percent probability of detection. This defect size increases until 6.0 cm² when using a grid size of 25 x 25 cm². The POD of potential mapping is primarily determined by the used grid size. Kessler (2015) presents additional POD curves of potential mapping in dependence of more influencing parameters. Size, a  (cm²)0 2 4 6 8 10 12 of Detection, POD | amh1823 v4.0.1R400.xls  a50a90a50  2.702a90  5.556a90 95  6.921PODa  a link function = 1  logit^  2.702^  1.2985n hits  105n total  174Size, a  (cm²)0 2 4 6 8 10 12 of Detection, POD | amh1823 v4.0.1R400.xls  a50a90a50  6.039a90  14.16a90 95  NAPODa  a link function = 1  logit^  6.039^  3.694n hits  111n total  29012th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  32 CASE STUDY In this case study it is presented a procedure to update the a-priori service life prediction with inspection data considering quantitative concrete cover data and qualitative potential mapping results. 2.1  Structure The structure built in 1961 is an abutment wall close to a highly frequented road in the city center of Munich. The exposure condition is characterized by a high chloride impact during winter times in combination with drying-wetting cycles. As a consequence chloride induced corrosion is the dominant degradation mechanism.  The abutment wall is on each side more than 200 m long with a varying height of 0.5 until 5 m. For a better overview this paper focuses on one segment with a size of 12 x 5 m², see Figure 2.   Figure 2: Selected part of the structure.   The a-priori depassivation probability is calculated with the initiation model presented in the fib Model Code for Service Life design [Schießl et al. 2006], equation 2 and Table 1. (2) Table 1: Input parameters. Par. Unit Distr. Values Ccrit [M.-%/z] beta 0≤Ccrit≤2 0.6; 0.15CS,∆x [M.-%/z] lognormal 2.73; 1.23dc [mm] lognormal 40; 13∆x [mm] beta 0≤∆x≤50 8.9; 5.6DRCM,0 [10-12m²/s] normal 498.3; 99.7Treal [K] normal 282; 3Tref [K] const. 1be [K] normal 4800; 700t0 [a] const. 0.0767tinsp [a] const. 47a [-] beta 0≤a≤1 0.3; 0.12 No information was available about the concrete composition. In consideration of the materials used commonly in this construction period it is assumed a Portland cement with water-binder ratio 0.55. The selected input parameters for the service life prediction are in accordance with reference [Schießl et al. 2006]. Figure 3 shows the a-priori depassivation probability calculated with STRUREL.    Figure 3: a-priori depassivation probability.   At the time of inspection the segment was 47 years old. The whole surface shows a depassivation probability of 30 % during time of inspection.  2.2 Inspection outcome The inspection results of the concrete cover with grid size of 0.25 x 0.5 m², Figure 4, as well as for the potential mapping with a grid size of 0.25 x 0.25 m², Figure 5, is illustrated in the following Figures. During the visual inspection neither cracks nor spalling were visible.   ݂݌ ൌە۔ۓܥcrit െ ܥS,Δݔ ⋅ۏێێۍ1 െ ݂݁ݎۉۇ ݀ܿ െ ݔ߂2ට0,ܯܥܴܦ	݁݇	ݐ݇ ⋅ ቀݐ0ݐ ቁܽ ⋅ یݐۊےۑۑې൑ 0ۙۘۗ 20 40 60 80 100depassivation probability [-]time [a]12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  4 Figure 4: Inspection results: concrete cover.    Figure 5: Inspection results: potential mapping.   The concrete cover scatters in a range of 25 until 70 mm. In a median strip the concrete cover is higher than at the bottom or in the height of the segment. No critical parts with a very low concrete cover are identifiable.  The potential mapping data show noticeable results with low potential differences in combination with a pronounced potential gradient at the bottom of the segment (longitude 4.7 m; 5.75-7.75 m and 9.75 m). These are indicators for ongoing corrosion processes. Over the heights of 1.5 m the corrosion probability approaches zero. The statistical evaluation of the potential mapping results are shown in Figure 6.   Figure 6: Histogram of the potential differences for active and passive reinforcement, as well as their combined PDF (gray).   It can be concluded from the statistical evaluation of the potential mapping results that potentials lower than -220 mVCSE are an indicator for corrosion. The distribution of the reinforcement being probably passive does not exceed a value below -220 mVCSE. Potential values more positive than -100 mVCSE belong clearly to passive reinforcement. In a range between -220 mVCSE ≤ -100 mVCSE the active and the passive distribution overlap each other, therefore, values in this range can be associated to active as well as to passive distribution.  2.3 Updating of service life prediction The updating of the service life prediction can concern two dimensions; the temporal and spatial dimension. Due to the fact that the inspection data after a service life of 47 years is considered the temporal aspect is covered. The spatial aspect is taken into account with a subdivision of the surface into elements with a size corresponding to the grid size. The spatial variability within the elements is neglected.  2.3.1 Updating with measured concrete cover  For each element the updating of the service life procedure is pursued with the measured concrete cover data. The resulting depassivation probability is shown in Figure 7. The element size is 0.25 x 0.5 cm².  >60>55>45>35>30>25>20concrete cover [mm]0 1 2 3 4 5 6 7 8 9 10 11 1212345>-150>-200>-250>-300>-350>-400>-450potential [mV ]CSE0 1 2 3 4 5 6 7 8 9 10 11 1212345-450 -400 -350 -300 -250 -200 -150 -100 -50 000.0020.0040.0060.0080.0100.0120.0140.0160.018potential [mV ]CSErelative frequency density [-]-450 -400 -350 -300 -250 -200 -150 -100 -50 000.0020.0040.0060.0080.0100.0120.0140.0160.018totalactivepassivepotential [mV ]CSErelative frequency density [-]12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  5 Figure 7: Updated depassivation probability with concrete cover data.   Due to the procedure of updating the appearance of the updated depassivation probability with concrete cover data is comparable to the concrete cover results itself. Instead of the concrete cover value each element is connected to a depassivation probability. Parts with a depassivation probability over 40 % are in the area below as well as in the height.  The advantage of the type of illustration is that parts of high depassivation probabilities can be located directly. 2.3.2 Updating with potential mapping As already mentioned the update of the service life prediction with the qualitative information coming from potential mapping can be realized by applying Bayes’ approach. Both information the a-priori depassivation probability as well as the inspection results are subjected to uncertainty. The probability of corrosion given that it corrodes in dependence that corrosion will be indicated follows:    (3) The probability of no corrosion given that the reinforcement is passive and no corrosion will be detected follows:    (4) The potential field is measured with a grid size of 0.25 x 0.25 m². For the update of the service life prediction the POD-curve according to Figure 1 (grid size 0.25 x 0.25 m²) is used.  A critical defect is defined to express the probability of detection in their dependence. The critical defect size is determined as acrit = 2 cm². Following Figure 1 the POD(acrit) is approximately 0.25. The Probability of False Alarm is assumed to be Pr(I5 = (ܥ̅׀ %. Figure 8 shows the development of the service life prediction after indication and no indication of corrosion. The spatial variability is neglected. If corrosion is indicated the depassivation probability increases to 59 %. In contrast to the case of no corrosion is detected the depassivation probability decreases to 18 %.   Figure 8: Update of the service life prediction for considering POD(acrit) for case I “Indication of corrosion” (red) and case II “No indication of corrosion” (green).   In the next step the measured potential field is integrated. A so called threshold potential is defined which divides the whole measured potential differences into indication of active and indication of passive reinforcement. If the threshold potential is too positive non-corroding areas will be maintained unnecessarily. In contrast if the threshold potential is too low, corroding areas are overlooked. So, the threshold potential is defined with the 80 % quantile of the normal distribution of the active reinforcement. The value is -220 mVCSE, compare with Figure 6.  As a consequence of the defined threshold potential the corresponding Probability of Detection is 80 % and the complementing Probability of False Alarm approaches 0 %. This situation includes the probability that corroding areas will be overlooked but the Probability of p  [%]f0 1 2 3 4 5 6 7 8 9 10 11 1212345>10>60>30>40>50>60>70ܲሺܫ|ܥሻ ൌ ܲሺܥ|ܫሻ∙ܲሺܥሻܲሺܥ|ܫሻ∙ܲሺܥሻ൅ܲሺ̅ܥ|ܫሻ∙ܲሺܥሻതതത ܲሺܫ|̅ܥሻ̅ ൌ ܲሺ̅ܥ̅|ܫሻ∙ܲሺ̅ܥሻܲሺ̅ܥ̅|ܫሻ∙ܲሺ̅ܥሻ൅ܲሺܥ̅|ܫሻ∙ܲሺܥሻ 20 40 60 80 100depassivation probability [-]time [a]12th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  6False Alarm is minimized. The following condition can be deduced:  ܲሺܥ|ܫሻ ൌ 0.8  ܲሺܥ̅|ܫሻ ൌ 0.2  ሺܲܥ̅̅|ܫሻ ൎ 0.99	  ܲሺܥ̅|ܫሻ ൎ 0.01  The depassivation probability after the updating with concrete cover data is now updated with the potential mapping data by applying Bayes’ rules, Figure 9. The element size corresponds to the grid size 0.25 x 0.25 m².  Figure 9: Updated depassivation probability with potential mapping.   The updated depassivation probability with concrete cover data and potential mapping data results in more differentiated information about the corrosion condition of the segment. High depassivation probabilities pf > 80 % are located in the bottom of the segments (longitude  0-0.5 m, 4.25-8.25 m and 9.5-10.25 m). From a height of 1.75 m the depassivation probability is very low.  This effect can be explained by the type of chloride exposure. The segment is a vertical component and its chloride impact results from de-icing salt containing splash water due to the traffic during winter time. The splash water reaches only a certain height and so the chloride impact and as a consequence the chloride induced corrosion is more pronounced in the upper part of the segment.  Comparing the updating with concrete cover dated and with both inspection methods the result after updating with concrete cover and potential mapping allows a better distinction of the corrosion condition state. After the updating with concrete cover data no pronounced depassivation probability is noticeable. This is due to the type of gained information of both inspection methods. The concrete cover measurement describes indirectly the condition of the structure with the help of a probabilistic model. The concrete cover reflects only a part of the material resistance and does not provide information about the intensity and distribution of the exposure (chloride impact) or any inhomogeneity.  With increasing exposure time the potential mapping method gives indirectly information about the spatial variability of the chloride impact. The potential mapping results are connected directly to the condition of the structure.  In general the depassivation probability in the most striking areas is very high even though that POD(acrit) is only 25 %. But the distinction between the distribution of the potential differences of the active and passive indicating reinforcement is very clear which enhance the final corrosion detection. 2.4 Validation of updating  During repair action on the structure the whole concrete cover is removed and the visual inspection of the reinforcement is pursued, see Figure 10.    Figure 10: Visual inspection about the corrosion condition of the reinforcement (gray elements: loss of cross section).   The grey elements show corrosion appearance in form of roughening of the metal surface until a loss of cross section up to 50 %. Within the white elements no change of the reinforcement surface were detected. Corrosion takes place in the left corner at a height of 1 m and at the longitude 4.5 m until 1 2 3 4 5 6 7 8 9 10 11 12123450p  [%]f>0>10>25>40>55>70>85>1000 1 2 3 4 5 6 7 8 9 10 11 121234512th International Conference on Applications of Statistics and Probability in Civil Engineering, ICASP12 Vancouver, Canada, July 12-15, 2015  77.5 m until a height of 1.5 m. Over a height of 1.5 m no corrosion appearances were visible. The comparison of the real corrosion condition with the predicted one shows that the predicted depassivation probability indicates more corroding areas than really exists. But the most important point is that no corroding areas were overlooked. The criteria for updating the service life with potential mapping data are on the safe side with regard to structural safety.   3 CONCLUSIONS The maintenance of our aging infrastructure is one of the main tasks for engineers today. The probabilistic description and prediction of structure condition is a suitable tool to support this task.  This paper presents a case study of implementing the potential mapping data into the updating of the service life prediction. By subdividing the structural surface into elements related to the used grid size the spatial information about the deterioration process a maintained. Further inspection or repair action can be planned more precisely and economically.  But this approach considering the spatial variability of deterioration processes is rather simple. More effort is needed investigate the random fields modeling to consider spatial variability. There is a lack of information concerning the correlation length of those parameters which are governing the deterioration process. However, not only the deterioration process shows spatial dependencies also the measurement method itself can show a spatial characteristic.  Besides the concrete cover and the potential field it is often useful to measure additional parameters like chloride profiles etc.. This additional information can also be implemented into the updating process of the service life prediction. 4 REFERENCES Schießl P, Bamforth P, Baroghel-Bouny, V, Corley G, Faber M, Forbes J, Gehlen C, et al. Model code for service life design. fib bulletin 34, 2006. ASTM C876, 2009. Standards Test Method for Half Cell Potentials of Reinforcing Steel in Concrete American Society for Testing and Materials DGZfP Merkblatt B3 2014. Elektrochemische Potentialmessungen zur Detektion von Bewehrungsstahlkorrosion (German) Berens, Alan P. NDE reliability data analysis. ASM International. Metals Handbook Vol. 17 Ed. 9. 1989. MIL-HDBK-1823A, Department of Defense Handbook, Nondestructive Evaluation System Reliability Assessment, 7. April 2009 Kessler, S.: The use of potential mapping in condition assessment and prognosis for reinforced concrete structures – Validation and application in service life management, PhD thesis, Technische Universität München, 2015 (German) 


Citation Scheme:


Citations by CSL (citeproc-js)

Usage Statistics



Customize your widget with the following options, then copy and paste the code below into the HTML of your page to embed this item in your website.
                            <div id="ubcOpenCollectionsWidgetDisplay">
                            <script id="ubcOpenCollectionsWidget"
                            async >
IIIF logo Our image viewer uses the IIIF 2.0 standard. To load this item in other compatible viewers, use this url:


Related Items