Assessment of concrete structures and prediction of their health and life could be possible by online monitoring of the stress/strain level and is an intelligent tool to prevent accidents. Measuring strain pattern on structures is vital to evaluate the health of forced members. The present paper describes the methodology, instrumentation line up, and coding for LabVIEW software for continuous online strain data acquisition of structures for nuclear structures. The performance of strain gauges on concrete and steel containment structures of nuclear reactor and to assess the integrity and health of the containment structure is emphases in this research paper.
Forced structures, commonly manifested as steel frame structures, reinforcement rods, concrete containments, reinforced concrete beams, prestressed tendons in cement grout, and so forth are subjected to strain due to several loading patterns [
Measurement of stress/strain levels on structures by continuous or online monitoring helps to predict life span of structures and to prevent accidents due to excess loading [
The existing literature says that, however, the use of piezoelectric material lead zirconate titanate (PZT) as sensors placed in nonaccessible reinforced concrete members for the detection of damages, the assessment of their severity level, and even more the online monitoring of the possible damage evolution with time [
Most of the structures are monitored by conventional strain gauges and the gauges are based on the working of the electrical signal [
The installation of strain gauge involves selection of locations, preparation of surface, and fixing. The selected surface is scratched and degreased and the strain gauges are fixed with suitable adhesive. Surface preparation ensures healthy bonding of strain gauge. Specific adhesives are used for steel and concrete surfaces. Adhesive plays a vital role in transferring energy from the surface to the strain gauge and assuring firm bonding between the two surfaces. It also fills up the pores in concrete and provides better linkage. Cyano-Acrylate (TML, Japan), which has quick setting property, is a suitable adhesive for steel surfaces, while epoxy-based adhesives (P-2 TML) can be employed for concrete structures. Because, at the time of concrete cracking, the possibility of the detachment of strain gauges from the structure is high. The epoxy-based-two component adhesives ensure good adhesion of strain gauges to the concrete surface [
Foil-type strain gauges of model no. KFG-10-120-C1-11 (KYOWA, Japan) of resistance 120 ohms with gauge factor (G.F) 2.09 were used for laboratory measurement of concrete members.
Strain gauges model no. FLA-6-11 and PL-120-11 (TML, Japan) of resistance 120 ohms with gauge factor 2.13 were used for steel surface at containment dome and concrete containment surface, respectively.
Data acquisition (DAQ) is a continuous recording of signals from the installed strain gauges for the structural health monitoring and evaluation. It may be periodic or an online measurement. DAQ system comprises three major sections, such as hardware for data measurement and logging, and communication linkage to the computer (PC), embedded software interface. Data measurement unit may be as simple as a multimeter or a sophisticated instrumentation for continuous measurement. Special instrumentations are preferred for online measurements. The communication linkage employs either traditional analog signal interface sensors with distributed process control system or the relatively simple and modern digital networks called field-buses and ethernet chord [
National instruments (NI) DAQ card with NI LabVIEW software interface was used for measuring stain values of concrete members in laboratory experiments. For onsite, Hewlett Packard 34970A DAQ card, coupled with field point modules (NI make), was employed for the measurement of strain on steel/concrete surfaces. The scheme of strain measurement instrumentation is presented in Figure
Schematic diagram of online strain measurement.
The specifications of the instrumentations are as follows: Name and make: FieldPoint modules, national instruments. Card name: FieldPoint strain gauge module (NI FP-SG-140) as follows: 15, 60, or 240 Hz filters, software configurable per channel; 16-bit resolution, 8 channels; 2.5, 5, or 10 V excitation levels, software configurable per channel. Controller: FieldPoint ethernet controller (NI FP-2000) as follows: Stand-alone embedded real-time controller or Ethernet interface for PC-based distributed I/O; 16-MB onboard DRAM memory, 32 MB ROM; Advanced control, data logging, and signal processing capabilities. Name and make: 34970A data acquisition/switch unit, Hewlett Packard. Card Name: Agilent 34902A, 16 Channel, Reed Multiplexer module. 22-bit resolution, 8 channels (4 wires) or 16 channels (2 wires).
Onsite measurements use HP-Benchlink software version 1.1, while the laboratory measurement coding was developed using NI LabVIEW software version 7.0.
The algorithm developed for the software coding for strain measurement is explained below. Development of server VI by Lab-VIEW real time for the strain measurement. Coding for retrieval of data from DAQ card through FieldPoint module was done. Coding was done to communicate the measured data with time stamp using TCP/IP port to the PC. Coding for Client VI by the LabVIEW software. Coding for data retrieval from the TCP/IP port was done. Coding was done for the conversion of the measured resistance values to the microstrain. Provide the user interface and display in the Client VI such as graphs, strain data and time stamp. Strain data managing coding by LabVIEW data logging and supervisory control (DSC) coding are as follows. Coding was done for continuous data storage in citadel data base and spread-sheet file. Data storing to provide the tag information for the specific strain gauge was done. Historical trend view program was simply modified for the specific strain gauge. The main VI of historical view was inbuilt and supplied by the NI LabVIEW. Configuration of hardware was carried out after coding followed by running the VI program. The following steps were involved to run the VI program. Wiring: strain gauge leads were connected to DAQ card. Configuration of DAQ in PC: power on and connect the Field point to the PC by ethernet cable; by using LabVIEW-measurement automation explorer (MAX) the by MAX corresponding DAQ card channel was configured such as bridge circuit and excitation voltage. Running the program: download and run the Server VI to the FieldPoint modules; run the Server VI in personal computer.
By running both the Server VI and Client VI, the measurements were recorded online by the NI-DAQ card (FieldPoint modules) and software (LabVIEW) from the strain gauge.
Nuclear reactor containment is one of the critical structures in nuclear power plants. These containment structures are subjected to internal leak proof tests before its commissioning. They are subjected to high pressure. The strain measurement of concrete and steel containment structures during these tests is very vital to ensure the integrity of the structure and assess their health for the safety operation of nuclear reactor. Methodology, field worthiness, installation and online measurement of strain induced on concrete structures employing foil type strain gauges have been ascertained at laboratory testing. The use of these strain gauges for onsite measurement of strain of concrete and steel containment structures has been envisaged to assess their health. A set of strain gauges (9 nos.) was installed on identified locations and labelled from SE-01 to SE-09. Three gauges, namely, SE-01 to 03 were employed to measure the strain on concrete containment, and the gauges SE-04 to 09 were fixed on steel containment. The gauges were linked to the field point modules and HP data logger. The schematic layout of the strain gauges and their locations at the containment is shown in the Figures
Schematic layout of strain gauge installations on containment structures.
Illustration of installed strain gauge in steel surface.
Four wire resistance techniques were adopted for the measurement of resistance values of strain gauges. Microstrain induced in the structure can be calculated from the following relationship:
Integrated leakage rate test (ILRT)/proof test was conducted for 7 days, continuous monitoring of measurement was recorded at an interval of 10 minutes. The chronological events of ILRT proof test are shown in the Table
Chronological events of proof test and ILRT.
Sl. no. | Activity |
---|---|
1 | Zero run-up test started after RB box up for PC ILRT |
2 | Pressurization started |
3 | Pressure reached at 0.35 kg/cm2 (g) |
4 | Pressurization started after temp stabilisation and rundown at 0.35 kg/cm2 (g) |
5 | Pressure reached at 0.7 kg/cm2 (g) |
6 | Pressurization started after temp stabilisation and rundown at 0.7 kg/cm2 (g) |
7 | Pressure reached at 1.06 kg/cm2 (g) |
8 | Pressurization started after temp stabilisation and rundown at 1.06 kg/cm2 (g) |
9 | Pressure reached at 1.4 kg/cm2 (g) |
10 | Pressurization started after pressure stabilisation and strain/deflection data collection |
11 | Pressure reached—1.73 kg/cm2 (g) |
12 | Depressurization started after pressure stabilisation and strain/deflection data collection |
13 | Pressure reached—1.4 kg/cm2 (g) |
14 | Depressurization started after pressure stabilisation and strain/deflection data collection |
15 | Pressure reached—1.06 kg/cm2 (g) |
16 | Depressurization started after temp stabilisation, rundown and superimposition test at 1.06 kg/cm2 (g) |
17 | Pressure reached—0.7 kg/cm2 (g) |
18 | Depressurization started after temp stabilisation and rundown at 0.7 kg/cm2 (g) |
19 | Pressure reached—0.35 kg/cm2 (g) |
The proof test conducted for nuclear reactor containment is shown in Figure
Micro strain of SMER’s (SE-01, SE-02 & SE-08) during ILRT.
Figure
Micro strain of SMER (SE-25) during ILRT.
Figure
Micro strain of SMER’s (SE-55, SE-56 & SE-57) during ILRT.
Figure
Micro strain of SMER’s (SE-58, SE-59 & SE-60) during ILRT.
Table
Strain Measurements from SMER’s—Pressure from 0 to 1.73 kg/cm2.
SMER no. | Location | Legend | Microstrain |
|||||
---|---|---|---|---|---|---|---|---|
0 | 0.35 | 0.7 | 1.06 | 1.4 | 1.73 | |||
On steel | ||||||||
SE-55 | Dome SG-1 opening, N-S | (S1) | 0 | 22.7 | 33.7 | 57.2 | 88.9 | 102.7 |
SE-56 | Dome SG-1 opening, E-W | (S1) | 0 | 28.1 | 42.6 | 35.4 | 53.5 | 38.6 |
SE-57 | Dome SG-1 opening, N-S | (S2) | 0 | 20.1 | 24.8 | −6.5 | 61.2 | 20.8 |
SE-58 | Dome SG-1 opening, E-W | (S2) | 0 | 22.5 | 30.8 | 4.3 | 72.1 | 34.8 |
SE-59 | Dome SG-1 opening, N-S | (S3) | 0 | 22.5 | 32.9 | 38.5 | 93.8 | 97.5 |
SE-60 | Dome SG-1 opening, E-W | (S3) | 0 | 26.2 | 37.7 | 31.6 | 58.1 | 33.9 |
| ||||||||
On Concrete | ||||||||
SE-01 | Stressing gallery, 84.85M, outer side (N), V | A | 0 | 5.8 | 4.5 | 6.9 | 8.0 | 8.0 |
SE-02 | Stressing gallery, 84.85M, inner side (N), V | B | 0 | 6.6 | 6.6 | 12.7 | 17.2 | 17.7 |
SE-08 | ICW (O), 88.1M, (S), V | D | 0 | 0.8 | −4.9 | −8.6 | −7.0 | −13.0 |
SE-25 | Ring beam, 133.5M, ICW (N), Cir | M | 0 | −9.1 | −14.4 | −16.6 | −34.7 | −28.1 |
Strain measurements from SMER’s—pressure from 1.73 to 0 kg/cm2.
SMER no. | Location | Legend | Microstrain |
||||||
---|---|---|---|---|---|---|---|---|---|
1.73 | 1.40 | 1.06 | 0.70 | 0.35 | 0 | 0 (24 hrs) | |||
On steel | |||||||||
SE-55 | Dome SG-1 opening, N-S | (S1) | 102.7 | 71.8 | 59.2 | 37.6 | 14.9 | −8.1 | −10.5 |
SE-56 | Dome SG-1 opening, E-W | (S1) | 38.6 | 22.0 | 31.9 | 28.3 | 16.5 | −4.5 | −4.5 |
SE-57 | Dome SG-1 opening, N-S | (S2) | 20.8 | −4.0 | 34.8 | 27.3 | 12.8 | −8.3 | −5.2 |
SE-58 | Dome SG-1 opening, E-W | (S2) | 34.8 | 8.4 | 47.1 | 37.2 | 19.4 | −7.2 | −2.5 |
SE-59 | Dome SG-1 opening, N-S | (S3) | 97.5 | 67.0 | 66.8 | 47.9 | 25.4 | −1.2 | −0.4 |
SE-60 | Dome SG-1 opening, E-W | (S3) | 33.9 | 18.3 | 33.9 | 30.3 | 19.0 | −4.5 | −4.1 |
| |||||||||
On Concrete | |||||||||
SE-01 | Stressing gallery, 84.85M, outer side (N), V | A | 8.0 | 3.8 | 4.3 | 1.4 | 0.0 | −7.0 | −23.3 |
SE-02 | Stressing gallery, 84.85M, inner side (N), V | B | 17.7 | 15.7 | 10.1 | 5.2 | 2.1 | −10.1 | −33.8 |
SE-08 | ICW (O), 88.1M, (S), V | D | −13.0 | −9.0 | −3.5 | 5.1 | 8.8 | 15.6 | 18.3 |
SE-25 | Ring beam, 133.5M, ICW (N), Cir | M | −28.1 | −25.9 | −19.7 | −2.3 | 14.9 | 24.1 | 23.3 |
Consequently the strain measurements for concrete SMER’s for nuclear reactor contaminant during pressure test were from 0.0 to 1.73 kg/cm2. All concrete SMER’s the micro strain values at different pressure was found to be increasing trend throughout the pressure loading; this indicates that the response of the SMER’s was satisfactory, and a linear trend was observed.
Table
The following broad conclusions were observed during ILRT for SMER’s. The larger strain values of steel structures can be attributed to the temperature effect due to the open exposure to the sun light as these structures form the roof top of the containment and the ductility of steel which can take more strain. The data readings were collected for every 10 minutes for the entire test period. The performances of the various sensors were satisfactory, and the subsequent data analysis showed that the containment structure response was elastic during the loading and unloading stages and the test results were found to be in reasonable agreement. The Strain Measurements for Steel SMER’s, pressure 0.0 to 1.73 kg/cm2. SE-55 and SE-59 the steel SMER’s the micro strain values at different pressure was found to be increasing trend throughout the pressure loading, this indicates that the response of the SMER’s was satisfactory, a linear trend was observed. In the case of SE-56 to 58 and SE-60 the micro stain values were increasing during pressuring, and there was decreased trend in some cases was noticed. The response of the SMER’s sensibility was good.
In the case of pressure down from 1.73 to 0.0 Kg/cm2 strain values for concrete and steel SMER’s were found to be decreasing trend throughout the depressurization; this indicates that the response of the SMER’s was satisfactory, and a linear trend was observed.
In general the structural system has been sustained within its elastic limits. The present paper describes the methodology, instrumentation line up, and software for continuous online strain data acquisition of structures. Measuring strain pattern on structures is vital to evaluate the health of forced members. They can be used for strain measurement even at elevated temperatures. The performance of strain gauges on concrete and steel containment structures of nuclear reactor is to assess the integrity and health of the containment structure.
The authors declare that they have no conflict of interests.
The authors thank the Director of CECRI, Karaikudi, India, for his support to carry out this study.