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1、AUTOMATIC DEFLECTION AND TEMPERATURE MONITORING OFA BALANCED CANTILEVER CONCRETE BRIDGEby Olivier BURDET， Ph。D。Swiss Federal Institute of Technology, Lausanne, SwitzerlandInstitute of Reinforced and Prestressed Concrete SUMMARYThere is a need for reliable monitoring systems to follow the evolution o

2、f the behavior of structures over time。Deflections and rotations are values that reflect the overall structure behavior。 This paper presents an innovative approach to the measurement of long-term deformations of bridges by use of inclinometers. High precision electronic inclinometers can be used to

3、follow effectively long-term rotations without disruption of the traffic。 In addition to their accuracy, these instruments have proven to be sufficiently stable over time and reliable for field conditions。 The Mentue bridges are twin 565 m long box-girder post-tensioned concrete highway bridges unde

4、r construction in Switzerland。 The bridges are built by the balanced cantilever method over a deep valley。 The piers are 100 m high and the main span is 150 m. A centralized data acquisition system was installed in one bridge during its construction in 1997. Every minute, the system records the rota

5、tion and temperature at a number of measuring points。 The simultaneous measurement of rotations and concrete temperature at several locations gives a clear idea of the movements induced by thermal conditions。 The system will be used in combination with a hydrostatic leveling setup to follow the long

6、term behavior of the bridge. Preliminary results show that the system performs reliably and that the accuracy of the sensors is excellent。Comparison of the evolution of rotations and temperature indicate that the structure responds to changes in air temperature rather quickly.1. BACKGROUNDAll over t

7、he world, the number of structures in service keeps increasing。 With the development of traffic and the increased dependence on reliable transportation， it is becoming more and more necessary to foresee and anticipate the deterioration of structures。 In particular，for structures that are part of maj

8、or transportation systems, rehabilitation works need to be carefully planned in order to minimize disruptions of traffic。 Automatic monitoring of structures is thus rapidly developing.Longterm monitoring of bridges is an important part of this overall effort to attempt to minimize both the impact an

9、d the cost of maintenance and rehabilitation work of major structures。 By knowing the rate of deterioration of a given structure, the engineer is able to anticipate and adequately define the timing of required interventions。 Conversely, interventions can be delayed until the condition of the structu

10、re requires them， without reducing the overall safety of the structure.The paper presents an innovative approach to the measurement of longterm bridge deformations。 The use of high precision inclinometers permits an effective, accurate and unobtrusive following of the long-term rotations. The measur

11、ements can be performed under traffic conditions. Simultaneous measurement of the temperature at several locations gives a clear idea of the movements induced by thermal conditions and those induced by creep and shrinkage. The system presented is operational since August 1997 in the Mentue bridge， c

12、urrently under construction in Switzerland。 The structure has a main span of 150 m and piers 100 m high.2。 LONG-TERM MONITORING OF BRIDGESAs part of its research and service activities within the Swiss Federal Institute of Technology in Lausanne （EPFL), IBAP Reinforced and Prestressed Concrete has b

13、een involved in the monitoring of longtime deformations of bridges and other structures for over twenty-five years 1, 2， 3, 4。 In the past, IBAP has developed a system for the measurement of longterm deformations using hydrostatic leveling 5， 6. This system has been in successful service in ten brid

14、ges in Switzerland for approximately ten years 5,7. The system is robust， reliable and sufficiently accurate， but it requires human intervention for each measurement， and is not well suited for automatic data acquisition。 One additional disadvantage of this system is that it is only easily applicabl

15、e to box girder bridges with an accessible box。Occasional continuous measurements over periods of 24 hours have shown that the amplitude of daily movements is significant， usually amounting to several millimeters over a couple of hours. This is exemplified in figure 1, where measurements of the twin

16、 Lutrive bridges, taken over a period of several years before and after they were strengthened by posttensioning， areshown along with measurements performed over a period of 24 hours。 The scatter observed in the data is primarily caused by thermal effects on the bridges。 In the case of these box-gir

17、der bridges built by the balanced cantilever method, with a main span of 143.5 m, the amplitude of deformations on a sunny day is of the same order of magnitude than the long term deformation over several years.Instantaneous measurements， as those made by hydrostatic leveling， are not necessarily re

18、presentative of the mean position of the bridge。 This occurs because the position of the bridge at the time of the measurement is influenced by the temperature history over the past several hours and days. Even if every care was taken to perform the measurements early in the morning and at the same

19、period every year, it took a relatively long time before it was realized that the retrofit performed on the Lutrive bridges in 1988 by additional post-tensioning 3，7,11 had not had the same effect on both of them.Figure 1: Long-term deflections of the Lutrive bridges, compared to deflections measure

20、d in a 24hour period Automatic data acquisition, allowing frequent measurements to be performed at an acceptable cost， is thus highly desirable. A study of possible solutions including laser-based leveling， fiber optics sensors and GPSpositioning was performed， with the conclusion that, provided tha

21、t their longterm stability can be demonstrated， current types of electronic inclinometers are suitable for automatic measurements of rotations in existing bridges 8。3. MENTUE BRIDGESThe Mentue bridges are twin box-girder bridges that will carry the future A1 motorway from Lausanne to Bern. Each brid

22、ge， similar in design， has an overall length of approximately 565 m, and a width of 13.46 m， designed to carry two lanes of traffic and an emergency lane。 The bridges cross a deep valley with steep sides (fig。 2). The balanced cantilever design results from a bridge competition。 The 100 m high concr

23、ete piers were built using climbing formwork， after which the construction of the balanced cantilever started (fig。 3).4。 INCLINOMETERSStarting in 1995， IBAP initiated a research project with the goal of investigating the feasibility of a measurement system using inclinometers。 Preliminary results i

24、ndicated that inclinometers offer several advantages for the automatic monitoring of structures。 Table 1 summarizes the main properties of the inclinometers selected for this study.One interesting property of measuring a structures rotations, is that， for a given ratio of maximum deflection to span

25、length, the maximum rotation is essentially independent from its static system 8。 Since maximal allowable values of about 1/1，000 for long-term deflections under permanent loads are generally accepted values worldwide, developments made for boxgirder bridges with long spans， as is the case for this

26、research， are applicable to other bridges， for instance bridges with shorter spans and other types of cross-sections. This is significant because of the need to monitor smaller spans which constitute the majority of allbridges.The selected inclinometers are of type Wyler Zerotronic 1 9. Their accura

27、cy is 1 microradian （rad）， which corresponds to a rotation of one millimeter per kilometer， a very small value。 For an intermediate span of a continuous beam with a constant depth, a midspan deflection of 1/20，000 would induce a maximum rotation of about 150 rad, or 0。15 milliradians （mrad).One pote

28、ntial problem with electronic instruments is that their measurements may drift overtime。 To quantify and control this problem， a mechanical device was designed allowing the inclinometers to be precisely rotated of 180 in an horizontal plane （fig。 4). The drift of each inclinometer can be very simply

29、 obtained by comparing the values obtained in the initial and rotated position with previously obtained values。 So far， it has been observed that the type ofinclinometer used in this project is not very sensitive to drifting。5。 INSTRUMENTATION OF THE MENTUE BRIDGESBecause a number of bridges built b

30、y the balanced cantilever method have shown an unsatisfactory behavior in service 2， 7，10， it was decided to carefully monitor the evolution of the deformations of the Mentue bridges。 These bridges were designed taking into consideration recent recommendations for the choice of the amount of postten

31、sioning7，10，13. Monitoring starting during the construction in 1997 and will be pursued after the bridges are opened to traffic in 2001。 Deflection monitoring includes topographic leveling by the highway authorities， an hydrostatic leveling system over the entire length of both bridges and a network

32、 of inclinometers in the main span of the North bridge. Data collection iscoordinated by the engineer of record, to facilitate comparison of measured values. The information gained from these observations will be used to further enhance the design criteria for that type of bridge, especially with re

33、gard to the amount of posttensioning 7， 10， 11, 12， 13.The automatic monitoring system is driven by a data acquisition program that gathers and stores the data。 This system is able to control various types of sensors simultaneously, at the present time inclinometers and thermal sensors。 The computer

34、 program driving all the instrumentation offers a flexible framework, allowing the later addition of new sensors or data acquisition systems。 The use of the development environment LabView 14 allowed to leverage the large user base in the field of laboratory instrumentation and data analysis。 The da

35、ta acquisition system runs on a rather modest computer， with an Intel 486/66 Mhz processor, 16 MB of memory and a 500 MB hard disk， running Windows NT. All sensor data are gathered once per minute and stored in compressed form on the hard disk. The system is located in the box-girder on top of pier

36、3 (fig. 5)。 It can withstand severe weather conditions and will restart itself automatically after a power outage, which happened frequently during construction。6。 SENSORSFigure 5（a) shows the location of the inclinometers in the main span of the North bridge。 The sensors are placed at the axis of t

37、he supports (and), at 1/4 and 3/4 (and) of the span and at 1/8 of the span for 。 In the cross section， the sensors are located on the North web， at a height corresponding to the center of gravity of the section (fig.5a）. The sensors are all connected by a singleRS485cable to the central data acquisi

38、tion system located in the vicinity of inclinometer 。 Monitoring of the bridge started already during its construction。 Inclinometers ， and were installed before the span was completed。 The resulting measurement were difficult to interpret, however， because of the wide variations of angles induced b

39、y the various stages of this particular method of construction.The deflected shape will be determined by integrating the measured rotations along the length of the bridge (fig。5b). Although this integration is in principle straightforward, it has been shown 8, 16 that the type of loading and possibl

40、e measurement errors need to be carefullytaken into account.Thermal sensors were embedded in concrete so that temperature effects could be taken into account for the adjustment of the geometry of the formwork for subsequent casts. Figure 6 shows the layout of thermal sensors in the main span. The me

41、asurement sections are located at the same sections than the inclinometers (fig. 5）。 All sensors were placed in the formwork before concreting and were operational as soon as the formwork was removed， which was required for the needs of the construction。 In each section, seven of the nine thermal se

42、nsor （indicated in solid black in fig. 6） are now automatically measured by the central data acquisition system。7。 RESULTSFigure 7 shows the results of inclinometry measurements performed from the end ofSeptember to the third week of November 1997。 All inclinometers performed well during that period

43、. Occasional interruptions of measurement, as observed for example in early October are due to interruption of power to the system during construction operations。 The overall symmetry of results frominclinometersseem to indicate that the instruments drift is not significant for that time period. The

44、 maximum amplitude of bridge deflection during the observed period， estimated on the basis of the inclinometers results， is around 40 mm。 More accurate values will be computed when the method of determination of deflections will have been further calibrated with other measurements. Several periods o

45、f increase, respectively decrease， of deflections over several days can be observed in the graph. This further illustrates the need for continuous deformation monitoring to account for such effects. The measurement period was 。busy. in terms of construction， and included the following operations: th

46、e final concrete pours in that span， horizontal jacking of the bridge to compensate some pier eccentricities, as well as the stressing of the continuity post-tensioning, and the detensioning of the guy cables (fig。 3). As a consequence, the interpretation of these measurements is quite difficult。 It

47、 is expected that further measurements， made after the completion of the bridge， will be simpler to interpret。Figure 8 shows a detail of the measurements made in November, while figure。9 shows temperature measurements at the top and bottom of the section at mid-span made during that same period。 It

48、is clear that the measured deflections correspond to changes in the temperature。The temperature at the bottom of the section follows closely variations of the air temperature（measured in the shade near the north web of the girder）. On the other hand， the temperature at the top of the cross section i

49、s less subject to rapid variations。 This may be due to the high elevation of the bridge above ground, and also to the fact that, during the measuring period， there was little direct sunshine on the deck。 The temperature gradient between top and bottom of the cross section has a direct relationship w

50、ith short-term variations。 It does not， however，appear to be related to the general tendency to decrease in rotations observed in fig。 8。8。 FUTURE DEVELOPMENTSFuture developments will include algorithms to reconstruct deflections from measured rotations. To enhance the accuracy of the reconstruction

51、 of deflections， a 3D finite element model of the entire structure is in preparation 15。 This model will be used to identify the influence on rotations of various phenomena， such as creep of the piers and girder， differential settlements, horizontal and vertical temperature gradients or traffic load

52、s。Much work will be devoted to the interpretation of the data gathered in the Mentue bridge. The final part of the research project work will focus on two aspects： understanding the very complex behavior of the structure， and determining the most important parameters， to allow a simple and effective

53、 monitoring of the bridges deflections。Finally， the research report will propose guidelines for determination of deflections from measured rotations and practical recommendations for the implementation of measurement systems using inclinometers. It is expected that within the coming year new sites w

54、ill be equipped with inclinometers。 Experiences made by using inclinometers to measure deflections during loading tests 16, 17 have shown that the method is very flexible and competitive with other hightech methods。As an extension to the current research project， an innovative system for the measure

55、ment of bridge joint movement is being developed。 This system integrates easily with the existing monitoring system, because it also uses inclinometers, although from a slightly different type。9。 CONCLUSIONSAn innovative measurement system for deformations of structures using high precision inclinom

56、eters has been developed. This system combines a high accuracy with a relatively simple implementation. Preliminary results are very encouraging and indicate that the use of inclinometers to monitor bridge deformations is a feasible and offers advantages. The system is reliable， does not obstruct co

57、nstruction work or traffic and is very easily installed. Simultaneous temperature measurements have confirmed the importance of temperature variations on the behavior of structural concrete bridges。10。 REFERENCES1 ANDREY D。, Maintenance des ouvrages dart: mthodologie de surveillance, PhD Dissertatio

58、n Nr 679， EPFL， Lausanne, Switzerland， 1987。2 BURDET O.， Load Testing and Monitoring of Swiss Bridges, CEB Information Bulletin Nr 219， Safety and Performance Concepts， Lausanne， Switzerland， 1993。3 BURDET O。, Critres pour le choix de la quantit de prcontrainte dcoulant de l.observation de ponts exi

59、stants， CUSTCOS 96, ClermontFerrand， France, 1996。4 HASSAN M.， BURDET O.， FAVRE R。， Combination of Ultrasonic Measurements and Load Tests in Bridge Evaluation， 5th International Conference on Structural Faults and Repair， Edinburgh, Scotland, UK， 1993.5 FAVRE R。， CHARIF H。, MARKEY I., Observation lo

60、ng terme de la dformation des ponts， Mandat de Recherche de lOFR 86/88, Final Report， EPFL, Lausanne， Switzerland, 1990.6 FAVRE R。， MARKEY I。, Longterm Monitoring of Bridge Deformation， NATO Research Workshop， Bridge Evaluation, Repair and Rehabilitation, NATO ASI series E： vol. 187, pp. 85-100， Bal

61、timore， USA, 1990.7 FAVRE R., BURDET O。 et al。, Enseignements tirs dessais de charge et dobservations long terme pour lvaluation des ponts et le choix de la prcontrainte, OFR Report, 83/90,Zrich, Switzerland, 1995。8 DAVERIO R.， Mesures des dformations des ponts par un systme dinclinomtrie,Rapport de

62、 matrise EPFLIBAP, Lausanne, Switzerland， 1995。9 WYLER AG。， Technical specifications for Zerotronic Inclinometers, Winterthur, Switzerland, 1996.10 FAVRE R。， MARKEY I。, Generalization of the Load Balancing Method, 12th FIP Congress， Prestressed Concrete in Switzerland， pp。 32-37, Washington, USA， 19

63、94。11 FAVRE R., BURDET O.， CHARIF H。, Critres pour le choix dune prcontrainte: application au cas dun renforcement,12 FAVRE R., BURDET O., Wahl einer geeigneten Vorspannung, Beton- und Stahlbetonbau, Beton- und Stahlbetonbau, 92/3， 67， Germany， 1997.13 FAVRE R.， BURDET O.， Choix dune quantit appropr

64、ie de prcontrainte, SIA D0 129, Zrich， Switzerland, 1996。14 NATIONAL INSTRUMENTS, LabView User。s Manual， Austin， USA， 1996。15 BOUBERGUIG A。, ROSSIER S。， FAVRE R。 et al, Calcul non linaire du bton arm et prcontraint, Revue Franais du Gnie Civil, vol. 1 n 3, Hermes, Paris， France, 1997.16 FEST E。， Sys

65、tme de mesure par inclinomtrie: dveloppement dun algorithme de calcul des flches， Mmoire de matrise de DEA, Lausanne / Paris, Switzerland / France， 1997。17 PERREGAUX N. et al。， Vertical Displacement of Bridges using the SOFO System: a Fiber Optic Monitoring Method for Structures, 12th ASCE Engineering Mechanics Conference， San Diego， USA， to be published,1998。译文平衡悬臂施工混凝土桥挠度和温度的自动监测作者Olivier BURDET博士瑞士联邦理工学院,洛桑，瑞士钢筋和预应力混凝土研究所概要：我们想要跟踪结构行为随时间的演化，需要一种可靠的监测系统。 挠度和旋转两个参数反映了结构的整体行为。本文提出了一种测量桥